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Permit D18-0179 - SABEY / SUITES 180 AND 110 - JOIST FRAMING, MEMBRANE ROOF, BEAMS, COLUMNS ETC
This record contains information which is exempt from public disclosure pursuant to the Washington State Public Records Act, Chapter 42.56 RCW as identified on the Digital Records Exemption Log shown below. D18-0179 SABEY 3333 S 120TH PL #180 THE ABOVE MENTIONED Page # DIGITAL Code RECORDS PERMIT FILE INCLUDES Exemption, (DR) EXEMPTION LOG THE FOLLOWING REDACTED INFORMATION Brief Explanatory Description Statute/Rule Personal Information — The Privacy Act of 1974 evinces Congress' intent that social security numbers are a private concern. As such, individuals' social security numbers are redacted to protect those Social Security Numbers individuals' privacy pursuant to 5 U.S.C. sec. 5 U.S.C. sec. DR1 Generally — 5 U.S.C. sec. 552(a), and are also exempt from disclosure 552(a); RCW 552(a); RCW under section 42.56.070(1) of the Washington 42.56.070(1) 42.56.070(1) State Public Records Act, which exempts under the PRA records or information exempt or prohibited from disclosure under any other statute. Redactions contain Credit card numbers, debit card numbers, electronic check numbers, credit Personal Information — expiration dates, or bank or other financial RCW 71 DR2 Financial Information — RCW 42.56.230(4 5) account numbers, which are exempt from disclosure pursuant to RCW 42.56.230(5), except when disclosure is expressly required by or governed by other law. 42.56.230(5) (7a) Redactions contain information used to prove identity, age, residential address, social security number or other personal information Personal Information — Driver's License. RCW required to apply for a driver's license or RCW DR3 — identicard. 42.56.230 42.56.230 (7a & c) (7c) Any record pertaining to a vehicle license plate, driver's license, or identicard issued under (7a & c) RCW 46.08.066 that, alone or in combination with any other records, may reveal the identity of an individual. Redacted content contains a communication between client and attorney for the purpose of obtaining or providing legal advice exempt from RCW DR4 Attorney -Client Privilege — RCW 5.60.060(2)(a); RCW disclosure pursuant to RCW 5.60.060(2)(a), which protects attorney-client privileged 5.60.060(2)(a); RCW 42.56.070(1) communications, and RCW 42.56.070(1), which protects, under the PRA, information exempt or prohibited from disclosure under another statute. 42.56.070(1) SABEY 3333 S 120 PL 180 018-0179 Parcel No: Address: City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206-431-3670 Inspection Request Line: 206-438-9350 Web site: http://www.TukwilaWA.gov 1023049079 3333 S 120TH PL 180 Project Name: SABEY DEVELOPMENT PERMIT Permit Number: D18-0179 Issue Date: 7/9/2018 Permit Expires On: 1/5/2019 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 JOSH JOHNSON Phone: (206) 369-1548 12201 TUKWILA INTERNATIONAL BLVD FOURTH FLOOR, TUKWILA, WA, 98168 SABEY CONSTRUCTION INC Phone: (206) 281-4200 12201 TUKWILA INTL BLVD 4TH FLOOR, TUKWILA, WA, 98168-5121 SABEYCI033KM Expiration Date: 1/12/2019 DESCRIPTION OF WORK: INSTALL NEW METAL JOIST FRAMING THROUGHOUT SUITES 180 AND 110 TO INCREASED CAPACITY OF THE ROOF AND ALLOW THE INSTALLATION OF A NEW MEMBRANE ROOF WITH INSULATION. INSTALL NEW GLU-LAM BEAMS, WOOD DRAMING AND COLUMNS AT SOUTH END OF BUILDING PER RECOMMENDATION BY INSURANCE COMPANY TO ALLOW FOR SHOW DRIFTING. INSTALL NEW TIE DOWNS AND ASSOCIATED HARDWARE AS PART OF A VOLUNTARY SEISMIC RETROFIT. REMOVE AND REPLACE APPROXIMATELY 2700 SQ. FT. OF CONCRETE SLAB DUE TO CRACKING. Project Valuation: $417,835.00 Type of Fire Protection: Sprinklers: YES Fire Alarm: Type of Construction: VB Electrical Service Provided by: TUKWILA Fees Collected: $7,312.61 Occupancy per IBC: B 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 Public Works Activities: Channelization/Striping: Curb Cut/Access/Sidewalk: Fire Loop Hydrant: Flood Control Zone: Hauling/Oversize Load: Land Altering: Landscape Irrigation: Sanitary Side Sewer: Sewer Main Extension: Storm Drainage: Street Use: Water Main Extension: Water Meter: Volumes: Cut: 0 Fill: 0 Number: 0 No Permit Center Authorized Signature: /1/ Date: I 1 g 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. Signature: Print Name: Date: t71 2 Z This permit shall become null and void if the work is not commenced within 180 days for the date of issuance, or if the work is suspended or abandoned for a period of 180 days from the last inspection. PERMIT CONDITIONS: 1: ***BUILDING PERMIT CONDITIONS*** 2: Work shall be installed in accordance with the approved construction documents, and any changes made during construction that are not in accordance with the approved construction documents shall be resubmitted for approval. 3: All permits, inspection record card and approved construction documents shall be kept at the site of work and shall be open to inspection by the Building Inspector until final inspection approval is granted. 4: The special inspections and verifications for concrete construction shall be as required by IBC Chapter 17, Table 1705.3. 5: 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. 6: Installation of high-strength bolts shall be periodically inspected in accordance with AISC specifications. 7: The special inspection of bolts to be installed in concrete prior to and during placement of concrete. • 8: 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. 9: 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. 10: All construction shall be done in conformance with the Washington State Building Code and the Washington State Energy Code. 11: Structural Observations in accordance with I.B.C. Section 1709 is required. At the conclusion of the work included in the permit, the structural observer shall submit to the Building Official a written statement that the site visits have been made and identify any reported deficiencies which, to the best of the structural observer's knowledge, have not been resolved. 12: All rack storage requires a separate permit issued through the City of Tukwila Permit Center. Rack storage over 8 -feet in height shall be anchored or braced to prevent overturning or displacement during seismic events. The design and calculations for the anchorage or bracing shall be prepared by a registered professional engineer licensed in the State of Washington. Periodic special inspection is required during anchorage of storage racks 8 feet or greater in height. 13: There shall be no occupancy of a building until final inspection has been completed and approved by Tukwila building inspector. No exception. 14: 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. 15: 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). 16: All electrical work shall be inspected and approved under a separate permit issued by the City of Tukwila Permit Center. 17: Preparation before concrete placement: Water shall be removed from place of deposit before concrete is placed unless a tremie is to be used or unless otherwise permitted by the building official. All debris and ice shall be removed from spaces to be occupied by concrete. 18: 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. 19: All mechanical work shall be inspected and approved under a separate permit issued by the City of Tukwila Permit Center (206/431-3670). PERMIT INSPECTIONS REQUIRED Permit Inspection Line: (206) 438-9350 1700 BUILDING FINAL** 0301 CONCRETE SLAB 0201 FOOTING 0409 FRAMING 0401 ROOF SHEATHING 4037 SI -CAST -IN-PLACE 4027 SI -COLD -FORM WELD 4000 SI -CONCRETE CONST 4046 SI-EPDXY/EXP CONC tok 4034 SI -METAL PLATE CONN 4028 SI-REINF STEEL -WELD 4039 SI -SEISMIC RESTIST 4025 SI -STEEL CONST 4026 SI-STRUCT STEEL 4004 SI -WELDING 4032 SI -WOOD CONST CITY OF TUKi A Community Development Department Public Works Department Permit Center 6300 Southcenter Blvd., Suite 100 Tukwila, WA 98188 http://www.TukwilaWA.gov Building Per'it t No. Project No. f8 -c r7? Date Application Accepted: fivli e Date Application Expires: / a -//c7/( (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: King Co Assessor's Tax No.: 102304-9079-04 3333 South 120th Place Tukwila, WA 98168 Suite Number:180 &110 Floor: 1 Tenant Name: None PROPERTY OWNER Name: International Gateway East LLC Address: 12201 Tukwila Int'! Blvd 4th floor City: Tukwila State: WA Zip: 98168 CONTACT PERSON — person receiving all project communication Name: Glenn Parry Address: 12201 Tukwila Int'! Blvd 4th floor City: Tukwila State: WA Zip: 98168 Phone: (206) 730-4983 Fax: (206) 281-0920 Email: glennp@sabey.com GENERAL CONTRACTOR INFORMATION Company Name: Sabey Construction Address: 12201 Tukwila Int'l Blvd 4th floor City: Tukwila State: WA Zip: 98168 Phone: (206) 281-8700 Fax: (206) 281-0920 Contr Reg No.: SABEYCI033KM Exp Date: 01/12/2019 Tukwila Business License No.: BUS -0102122 H:\Applications\Forms-Applications On Line \201 1 Applications\Permit Application Revised - 8-9-1 l.docx Revised: August 2011 bh New Tenant: ❑ Yes ® ..No ARCHITECT OF RECORD Company Name: Engineers Northwest Inc. Engineer Name: Dale Kaemingk Company Name: City: Seattle State: WA Zip: 98115 Phone: (206) 525-0756 Fax: (206) 522-6698 Architect Name: Address: City: State: Zip: Phone: Fax: Email: ENGINEER OF RECORD Company Name: Engineers Northwest Inc. Engineer Name: Dale Kaemingk I Address: 9725 Third Ave NE, Suite 207 City: Seattle State: WA Zip: 98115 Phone: (206) 525-0756 Fax: (206) 522-6698 Email: dalek@engineersnw.com LENDER/BOND ISSUED (required for projects $5,000 or greater per RCW 19.27.095) Name: None Address: City: State: Zip: Page 1 of 4 UILDING PERMIT INFORMATIO206-431-3670 Valuation of Project (contractor's bid price): $ 417,835 Existing Building Valuation: $ 21,613,900 Describe the scope of work (please provide detailed information): Install new metal joist framing throughout suites 180 and 110 to increased capacity of the roof and allow the installation of a new membrane roof with insulation. Install new glu-lam beams, wood framing and columns at south end of building per recommendation by insurance company to allow for show drifting. Install new tie downs and associated hardware as part of a voluntary seismic retrofit. Remove and replace approximately 2700 sq. ft. of concrete slab due to cracking. Will there be new rack storage? ❑ Yes E.. No If yes, a separate permit and plan submittal will be required. Provide All Building Areas in Square Footage Below PLANNING DIVISION: Single family building footprint (area of the foundation of all structures, plus any decks over 18 inches and overhangs greater than 18 inches) *For an Accessory dwelling, provide the following: Lot Area (sq ft): Floor area of principal dwelling: Floor area of accessory dwelling: *Provide documentation that shows that the principal owner lives in one of the dwellings as his or her primary residence. Number of Parking Stalls Provided: Standard: Compact: Handicap: Will there be a change in use? ❑ Yes 0 No If "yes", explain: FIRE PROTECTION/HAZARDOUS MATERIALS: RI Sprinklers ❑ Automatic Fire Alarm ❑ None D Other (specify) Will there be storage or use of flammable, combustible or hazardous materials in the building? ❑ Yes ❑ No If `yes', attach list of materials and storage locations on a separate 8-1/2" x 11 " paper including quantities and Material Safety Data Sheets. SEPTIC SYSTEM 0 On-site Septic System — For on-site septic system, provide 2 copies of a current septic design approved by King County Health Department. H:\Applications\Forms-Applications On Line \2011 Applications\Permit Application Revised - 8-9-1 I.docx Revised: August 2011 bh Page 2 of 4 Existin ! Interior Remodel Addition to Existing Structure New Type of Construction per IBC Type of Occupancy per IBC 15t Floor 96,134 96,134 0 0 V -B B 2nd Floor 31.4 Floor Floors thru Basement Accessory Structure* Attached Garage Detached Garage Attached Carport Detached Carport Covered Deck Uncovered Deck PLANNING DIVISION: Single family building footprint (area of the foundation of all structures, plus any decks over 18 inches and overhangs greater than 18 inches) *For an Accessory dwelling, provide the following: Lot Area (sq ft): Floor area of principal dwelling: Floor area of accessory dwelling: *Provide documentation that shows that the principal owner lives in one of the dwellings as his or her primary residence. Number of Parking Stalls Provided: Standard: Compact: Handicap: Will there be a change in use? ❑ Yes 0 No If "yes", explain: FIRE PROTECTION/HAZARDOUS MATERIALS: RI Sprinklers ❑ Automatic Fire Alarm ❑ None D Other (specify) Will there be storage or use of flammable, combustible or hazardous materials in the building? ❑ Yes ❑ No If `yes', attach list of materials and storage locations on a separate 8-1/2" x 11 " paper including quantities and Material Safety Data Sheets. SEPTIC SYSTEM 0 On-site Septic System — For on-site septic system, provide 2 copies of a current septic design approved by King County Health Department. H:\Applications\Forms-Applications On Line \2011 Applications\Permit Application Revised - 8-9-1 I.docx Revised: August 2011 bh Page 2 of 4 PUBLIC WORKS PERMIT INFOJATION — 206-433-0179 Scope of Work (please provide detailed information): Call before you Dig: 811 Please refer to Public Works Bulletin #1 for fees and estimate sheet. Water District ❑ ...Tukwila ❑ ...Water District #125 ❑ ...Water Availability Provided Sewer District ❑ ...Tukwila ❑ ...Sewer Use Certificate ❑ .. Highline ❑ ...Valley View ❑ .. Renton D ...Sewer Availability Provided ❑ .. Renton ❑ .. Seattle Septic System: 0 On-site Septic System — For on-site septic system, provide 2 copies of a current septic design approved by King County Health Department. Submitted with Application (mark boxes which apply): ❑ ...Civil Plans (Maximum Paper Size — 22" x 34") ❑ ...Technical Information Report (Storm Drainage) 0 ...Bond 0 .. Insurance 0 .. Easement(s) Proposed Activities (mark boxes that apply): ❑ ...Right-of-way Use - Nonprofit for less than 72 hours ❑ ...Right-of-way Use - No Disturbance ❑ ...Construction/Excavation/Fill - Right-of-way 0 Non Right-of-way ❑ ...Total Cut ❑ ...Total Fill cubic yards cubic yards ❑ ...Sanitary Side Sewer ❑ ...Cap or Remove Utilities 0 ...Frontage Improvements ❑ ...Traffic Control ❑ ...Backflow Prevention - Fire Protection Irrigation Domestic Water ❑ . ❑. ❑ . ❑. ❑ .. Geotechnical Report 0 .. Maintenance Agreement(s) ❑ ...Traffic Impact Analysis ❑ ...Hold Harmless — (SAO) ❑ ...Hold Harmless — (ROW) ❑ .. Right-of-way Use - Profit for less than 72 hours ❑ .. Right-of-way Use — Potential Disturbance ❑ .. Work in Flood Zone ❑ .. Storm Drainage . Abandon Septic Tank . Curb Cut . Pavement Cut . Looped Fire Line ❑ ...Permanent Water Meter Size... 0 ...Temporary Water Meter Size .. 0 ...Water Only Meter Size ❑ ...Sewer Main Extension Public ❑ ...Water Main Extension Public 0 WO # WO # WO # Private ❑ Private ❑ 0 .. Grease Interceptor 0 .. Channelization ❑ .. Trench Excavation ❑ .. Utility Undergrounding 0 ...Deduct Water Meter Size 75 FINANCE INFORMATION Fire Line Size at Property Line 0 ...Water 0 ...Sewer Monthly Service Billing to: Number of Public Fire Hydrant(s) 0 ...Sewage Treatment Name: Day Telephone: Mailing Address: Water Meter Refund/Billing: Name: Mailing Address: City State Zip Day Telephone: City State Zip H:\Applications\Forms-Applications On Line \2011 Applications\Permit Application Revised - 8-9-11.docx Revised: August 2011 bh Page 3 of 4 PERMIT APPLICATION NOTES — Value of Construction — In all cases, a value of construction amount should be entered by the applicant. This figure will be reviewed and is subject to possible revision by the Permit Center to comply with current fee schedules. Expiration of Plan Review — Applications for which no permit is issued within 180 days following the date of application shall expire by limitation. The Building Official may grant one or more extensions of time for additional periods not exceeding 90 days each. The extension shall be requested in writing and justifiable cause demonstrated. Section 105.3.2 International Building Code (current edition). I HEREBY CERTIFY THAT I HAVE READ AND EXAMINED THIS APPLICATION AND KNOW THE SAME TO BE TRUE UNDER PENALTY OF PERJURY BY THE LAWS OF THE STATE OF WASHINGTON, AND I AM AUTHORIZED TO APPLY FOR THIS PERMIT. BUILDING OWNER OR AUTiAO•LLIZED A Signature: 1 Date: Print Name: 6.-L&ij/4/ / i9 f Day Telephone: dfi6 - Mailing Address: /O/ 72)4a/4 :TO* (J/v{] �'F/,°"/ i/'w/ 1640- 73 /677 City State Zip H:\Applications\Forms-Applications On Line\2011 Applications\Permit Application Revised - 8-9-I I.docx Revised: August 2011 bh Page 4 of 4 Cash Register Receipt City of Tukwila DESCRIPTIONS ACCOUNT QUANTITY PAID $0.45 $0.45 $0.45 $0.45 $0.45 PermitTRAK D18-0179 Address: 3333 S 120TH PL 180 Apn: 1023049079 DEVELOPMENT PERMIT FEE TOTAL FEES PAID BY RECEIPT: R14882 R000.322.100.00.00 Date Paid: Monday, July 09, 2018 Paid By: JOSH JOHNSON Pay Method: CASH Printed: Monday, July 09, 2018 12:30 PM 1 of 1 Cash Register Receipt City of Tukwila DESCRIPTIONS ACCOUNT QUANTITY Perrr itTRAK D18-0179 Address: 3333 S 120TH PL 180 Apn:1023049079 DEVELOPMENT PERMIT FEE 8000.322.100.00.00 0.00 PLAN CHECK FEE 8000.345.830.00.00 0.00 WASHINGTON STATE SURCHARGE B640.237.114 0.00 TECHNOLOGY FEE TECHNOLOGY FEE 8000.322.900.04.00 0.00 TOTAL FEES PAID BY RECEIPT: R14721 $7,312.16 $7,312.16 $7,097.22 $4,298.44 $2,794.28 $4.50 $214.94 $214.94 Date Paid: Thursday, June 14, 2018 Paid By: SABEY DATA CENTER ASSET HOLDIN Pay Method: CHECK 1605 Printed: Thursday, June 14, 2018 12:19 PM 1 of 1 CR SYSTEMS INSPECTION RECORD Retain a copy with permit D6-0/7 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: be Y- 6)01/( ' 1°42;4 )e'""t9f, Ty5f Ins a iqn: i,�l d ' ,� ¢ e,✓.rL Address: Date Calle7ompL, dJ d/4-5 -#:42^ 0 Special Instructions: i 51,1-ic/id Sw fie Date Wanted: 2 - 16—" a.m. 20/, p.m. Requester: ipec. icil j4clipee-Je (f)-1„. . Phone/VCo' +2,SJ -367/ CJ -i kl, req it proved per applicable codes. Corrections required prior to aoprov`I. COMMENTS: ]c w/kl I�r��� e J.. Y- 6)01/( ' 1°42;4 )e'""t9f, i (4> Va. � CTS * dJ d/4-5 -#:42^ 0 aa- ;nS. it'd U ipec. icil j4clipee-Je (f)-1„. . CJ -i kl, req it Aic_i_ Inspector: REINSPECTION FEE REQUIRED. Prior to next inspection. fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. INSPECTION NO. INSPECTION RECORD Retain a copy with permit b 18 -0179 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: SU Type. Inspectipn: >rW-Wti Address: n '3333 S. !2-0 Date Called: ffJ/ec '.� d 3 ,1 i 0/7 Special Instructions: Y Pin9 Date Wanted•^ -,_s-- Lam` �/� J p.m. Requester: '1'4.,t1 D Phone No: ❑ Approved per applicable codes. LJ Corrections required prior to approval. COMMENTS: '44,1A,t /1 I( p1 -LL taw -lc kls ,l e'r„ ffJ/ec '.� d 3 ,1 i 0/7 I `Id6 c, tptS cS F23r. r� 2 r if /tAL GM K IS/ 4ote.c;/ Est spec 1z' Inspector: Date: REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 big -017 Project: i 51• Type of Inspection: ©� ems. S L�6 AB -dress: 3 S. 12 3 rit / L Fi bS Special Instructions: £t t,, t 0 C. 4F / �-� Date Wanted: Cj' � 2-01e1 p.m. / Requester: . ep r ssog #1.* Phone No: D-4 Approved per applicable codes. El Corrections required prior to approval. COMMENTS: ,rrf itt).4 (A)/9 trtSrE,1-fraA sC�G hrcs4teca, m - d acid 11.5p los er7fec (If& IvIrticlO r y ircio4yE. Inspector: f' REINSPECTION FEE REQUIRED. Prior to next inspect on, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. STRUCTURAL ENGINEERS Engineers Northwest Inc., P.S. We get Idings INTERGATE EAST BLDG 3 3433 South 120th PL Tukwila, WA 98188 STRUCTURAL CALCULATIONS FOR VOLUNTARY ROOF UPGRADE 2015 International Building Code May 29, 2018 ENW #01038016 REVIEWED FOR CODE COMPLIANCE APPROVED JUN 272018 City of Tukwila BUILDING DIVISION RECEIVED CITY OF TUKWILA JUN 1 2018 PERMIT CENTER • • • uite 207 • Seattle, WA 98115 206.522.6698 www.engineersnw.com ENWENGINEERS NORTHWEST, INC., P.S. - STRUCTURAL ENGINEERS PROJECT # PROJECT 9725 THIRD Ave NE, SUITE 207, SEATTLE, WA 98115 (206) 5257560 FAX (206) 522-6698 3 DATE SUBJECT C-Idt216 SHEET—T-1— OF BY ,, • 5 F 3 -Co srAN 3Lt u1/4) r32 3 --- INPUT = Job # ENGINEERS -NORTH WEST, INC.P.S. 9725 THIRD AVE. N.E. (SURE 207) SEATTLE, WA. 98115 Property of Engineers Northwest, Inc., Seattle - Use by others unlawful NDS 2005 GLULAM BEAM DESIGN (ASD) Project: BEAM ID. RB1 Species, Class & Grade = IDF/DF 240Y4,-.,.,, „11 Species = Douglas Fir outer 8 core Class = GLULAM Based on the NDS - 2005 WL = 0.000 Flu = 2.400 kill: - Mi. = We = MR ■ WR = Fvx = 0.265 ksi 0.00 0.990 0.00 0.000 Ex = 1800 ksl . » Ey min.= 83(111"--- 1.1 = 3(k1".», .WL1= O.00 fL » L2= 51.00ii. » IMIIlinurixtwo i"TTseto" t1TT1111I2,111 P1 L2 P4 L3 MCTR.= 321.87 R1= 25.25 kips R2= 25.25 kips 0.00 kips 25.25 kips 25.25 kips 0.00 kips Shears NOTE: 1.) d2 must be < d3. 2.) We must be >0 3.) All loads must be downward (no uplift Toads) CONTROLLING STRESSES SHEET C -Z OF Grade = 24F - V4 Width Depth "d"= 34.000 In. Co = 1.15 P1 = 0.00 kips » P2 = 0.00 kips d2 P3 = 9:99. kips» 0.00 ft 0.00 kips-. L3 = 0.00 ft. d3= WL = 0.000 kif P4 = (duration) NDS Tb1.5.3.1 We = 0.990 Mf I Iu = 96 in. (TOP of beam unbraced length) WR= 0.000kif Is beam bot.braced @ columns(Y or N)'Y ..,,,,.,-w ,,, MNAx= 321.87 k -ft. fwcr. = 2.228 ksi F,,u,i„= 2.151 ksl fry. p 0.110 ks1 FvA = 0.305 ksi Bending %= 103.5% Shear %= 36.1% Left Center lu = 0.000 ft. 8.000 ft. C„ = 0.000 0.779 IWd = 0.000 2.82 Ie = O in. 198 in. Cs a 0.00 21.97 CF = 1.000 1.000 F•Bx= 2.760 ksi 2.760 ksi RB = 0.00 9.11 FDE = 0.000 ksi 13.444 ksi FBE/F"bx= 0.000 4.871 (NNE/Pea/1J" 0.000 3.090 CL = 0.000 0.987 Adjustment factor = 0.000 0.779 Mom. = 0.00 k -ft. 321.87 k -ft. fbncr. = 0.000 ksi 2.228 ksi • F L. = 0.000 ksi 2.151 ksi Bending %= 0.00% 103.54% Inflection pts. = 0.000 ft. 51.000 ft. Vim( a 25.25 kips V@d MAX = 22.44 kips Deflection ctr. span = U240 = U360 IS Right NDS references 0.000 ft. 0.000 Eq. 5.3-1 pg.34 0.00 0 In. Tbl. 3.3.3 pg.14 0.00 le/d Sec.3.7.1.4 1.000 2.760 ksl Fbx*Cd 0.00 Eq. 3.3-5 pg.15 0.000 ksi 0.000 0.000 0.000 Eq. 3.3-6 pg.15 0.000 Smaller of CV,CF&CL 0.00 k -ft. 0.000 ksi 0.000 ksi (AdJustment factor) x (P 0.00% 0.000 ft. GLULAM BEAM Page 1 2.84 In. 2.55 In. 1.70 In. AIN"2 = 306 S IN"2 IS 1734.00 I IN 4 = 29478.00 (-) deflection is upward ctr. span ctr. span 9x34 GLULAM IS N.G. <=50 1/11/2018 NDS -05 Glulam Beam Design.xls ENWENGINEERS NORTHWEST, INC., P.S. STRUCTURAL ENGINEERS 9725 THIRD AVE NE, SUITE 207, SEArrLE, WA 98115 (206) 5257560 FAX (206) 522-6698 PROJECT # PROJECT T'Gt: - (M-0(3 "I DATE SUBJECT SHEET (R' 3 OF BY 7 LIY 3 INPUT = Job # ENGINEERS -NORTH WEST, INC. P.S. 9725 THIRD AVE. N.E. (SUITE 207) SEATTLE, WA. 98115 SHEET 6<LI OF Property of Engineers Northwest, Inc., Seattle - Use by others unlawful NDS 2005 GLULAM BEAM DESIGN (ASD) Protect: BEAM ID. RB2 Species, Class & Grade =DJ I/ F 24F - V4............-- Species = Douglas Fir outer 8 core Class = GLULAM Based on the NDS - 2005 i1 WL = 0.000 . ML= Wc= 0.00 0.990 MR= 0.00 WR= 0.000 elnlTTTTTTTTTTTTTTTfPDVIII ng MCTR.= 239.58 R1= 21.78 kips R2= 21.78 kips 0.00 kips 21.78 kips 21.78 kips 0.00 kips Shears NOTE: 1.) d2 must be < d3. 2.) We must be >0 3.) All loads must be downward (no uplift Toads) CONTROLLING STRESSES Ft.. 2.400 ksi _.- F„„ = 0.265 ksi- - E%= 1800 ks1 Ey min = 930 MI L1=0.00 ft. L2 = 44.00 ft. �« L3 0.00 ft. W� = 0.000 klf We =10.990 k1f ..._. lu WR = 10.000 klf ......_ .................. .....„ t Is beam bot.braced (� columns(Y or N) �Y Grade = 24F - V4 ......................- Width ' w%7.000 In. Depth "d"= 34.000 In. CD = 1.15 (duration) NOS Tbl. 5.3.1 P1 = .0:001C113;" P2 = d2 = P3 = d3 = P4 = 0.00 kips 0.00 ft. 0.00 kips r... 10.00 ft. 0.00 kips - 96 In. (TOP of beam unbraced length) Mw = 239.58 k -ft. VRAx= 21.78 kips Vgod mu. 18.98 kips fes, = 2.132 ksi FsALL. = 2.239 ksi fucr. = 0.120 ksi Fv,L, = 0.305 ksi Bending %= 95.2% Shear %= 39.2% Left Center Right lu = 0.000 ft. 8.000 ft. 0.000 ft. C„ = 0.000 0.811 0.000 lu/d = 0.000 2.82 0.00 le = 0 in.. 198 In. 0 in. Cs = 0.00 28.28 0.00 CF = 1.000 1.000 1.000 F"Rx is 2.760 ksi 2.760 ksi 2.760 ksi Rs = 0.00 11.71 0.00 FBE = 0.000 ksi 8.133 ksi 0.000 ksi FeE/F`bx= 0.000 2.947 0.000 (14(Fes/Pexly1.s- 0.000 2.077 0.000 CL = 0.000 0.976 0.000 Adjustment factor = 0.000 0.811 0.000 Mom. in 0.00 k -ft. 239.58 k -ft. 0.00 k -ft. fAct = 0.000 ksi 2.132 ksi 0.000 ksi Fbnu = 0.000 ksi 2.239 ksi 0.000 ksi Bending %= 0.00% 95.22% 0.00% Inflection pts. = 0.000 ft. 44.000 ft. 0.000 ft. Deflection ctr. span = 0240 = L/360 = NOS references Eq. 5.3-1 pg.34 TbI.3.3.3 pg.14 Ie/d Sec.3.7.1.4 Fbx*Cd Eq. 3.3-5 pg.15 Eq. 3.3-6 pg.15 Smaller of CV,CFBCL (Adjustment factor) x (P 2.02 in. 2.20 In. 1.47 in. A'2= 238 SIN" = 1348.67 0.4. 22927.33 (-) deflection Is upward ctr. span ctr. span 7x34 GLULAM IS OK <=50 GLULAM BEAM 1/11/2018 Page 1 NDS -05 Glulam Beam Design.xls IENW ENGINEERS NORTHWEST, INC., P.S. STRUCTURAL ENGINEERS 9725 THIRD AVE NE, SUITE 207, SEATTLE, WA 98115 (206) 5257560 FAX (206) 5226698 PROJECT # PROJECT -(231.1z, DATE j11 —7.1 _ ) SUBJECT SHEET r J OF BY OK. (A) n+ 5) 2c 7 2, 0i 1 INPUT =,......«.,... � 11 Job# ENGINEERS.NORTH WEST,INC.P.S. 9725 THIRD AVE. N.E. (SUITE 207) SEATTLE, WA. 98115 Properly of Engineers Northwest, Inc., Seattle - Use by others unlawful NDS 2005 GLULAM BEAM DESIGN (ASD) Project: BEAM ID. R83 Species, Class & Grade = D/DF V4".,..-..-.-....""-" Species = Douglas Fir outer & core" ''' -- Based Based on the NDS - 2005 WL = 0.990 ML= Wc= MR= WRs 234.08 0.990 205.28 0.990 1141111TTTTTTTTTTTTTTT51erallerl P1 L2 P4 L3 Mcnt.= 225.94 R1= 63.40 kips R2= 58.84 kips 33.22 kips 30.18 kips 29.22 kips 29.62 ki Shears NOTE: 1.) d2 must be < d3. 2.) We must be >0 3.) All loads must be downward (no uplift loads) CONTROLLING STRESSES 1 fbACT. ■ 2.149 ksi Fee„ = 2.225 ksi Bending %■ 96.6% Left Iu = 9.120 ft Co ■ 0.941 IWd = 3.774 le = 225 in. Cs ■ 25.05 CF = 1.000 F"ex = 2.760 kel Rs = 8.98 Fee = 13.828 ksi FBE/F`bx= 5.009 (1+(Frairbx)Y1.9= 3.183 C1= 0.988 Adjustment factor = 0.941 Mom. = 234.08 k -ft. %Acr. = 2.227 ksi FsALL ■ 2.596 ksi Bending %= 85.76% inflection pts; = 9.120 ft Class = GLULAM Fbx =i Fox =i 0.265 ksi 2.400 kslM Ex =,1800 k81 Ey min. ■930 ksi L1 8.00'ft.'µ --� L2 =60.00 ft - L3 =,8.00 ft. W� mil:!!!!! klf We 11,14.°:!9.1M,«,9 WR =110:890 kif Is beam botbraced @ col Km = 234.08 k -ft. feACT. = 0.177 ksi 1 Fesu_ = 0.305 ksi Shear %= 58.1% Center 8.000 ft. 0.806 3.31 198 in. 21.97 1.000 2.760 kel 8.41 15.762 ksi 5.711 3.532 0.990 0.806 225.94 k -ft. 2.149 ksi 2.225 ksi 96.60% 42.729 ft. SHEET'"- OF Grade = 24F - V4 Width 'W'= 8.000, inm «� Depth "d"= X29.000 in. P1 = 125.30 kips P2=119.96 kips d2 '0.00 ki Wig ft. 21.70 kips 96 in. P3 = d3 = P4 = lu = umns(Y or N) Y . _...:j VM'AX= 33.22 kips V@d =Ax ■ 30.83 kips Deflection ctr. span = L/240 = L/360 = Right NDS references 8.151 ft. 0.951 Eq. 5.3-1 pg.34 3.37 201 in. Tbl. 3.3.3 pg.14 22.39 le/d Sec.3.7.1.4 1.000 2.760 ksi Fbx"Cd 8.49 Eq. 3.3-5 pg.15 15.471 kat 5.605 3.476 0.989 Eq. 3.3.6 pg.15 0.951 Smaller of Cv,CF&C,, 205.28 k -ft. 1.953 ksi 2.626 ksi (Adjustment factor) x (P 74.37% 8.151 ft. GLULAM BEAM Page 1 3.58 in. 3.00 in. 2.00 In. (duration) NDS TbI. 5.3.1 (TOP of beam unbraced length) AIN*2= 261 S IN" = 1261.50 j*" = 18291.75 (-) deflection is upward ctr. span ctr. span 1 9x29 GLULAM IS OK <=50 1/11/2018 NDS -05 Giufam Beam Design.xis ENWENGINEERS NORTHWEST, INC., P.S. ^ STRUCTURAL ENGINEERS 77'\, 9725 THIRD AVE NE, SUITE 207, SEATTLE, WA 98115 (206) 5257560 FAX (206) 5226698 PROJECT # PROJECT /6t7 SUBJECT DATE '11111 SHEET- OF BY 2 o. 9 ic 1 1 INPUT =- Job # -- - ENGINEERS -NORTH W EST, INC.P.S. 9725 THIRD AVE. N.E. (SUITE 207) SEATTLE, WA. 98115 Property of Engineers Northwest, Inc., Seattle - Use by others unlawful NDS 2005 GLULAM BEAM DESIGN (ASD) Project: , , ,,,,,,,,,,,,,, E........ ..... BEAM ID. RBA Species, Class & Grade = DF/DFV4...., ..._.- N:�� ,.1� Species = Douglas Fir outer & Core Class = GLULAM Based on the NDS - 2005 WL = 0.990 ML= Wc= 205.28 0.990 MR= WR= 0.990 205.28 P1 rIIIIM P4 L3 MCTR.= 240.22 R1= 59.32 kips R2= 59.32 kips 29.62 kips 29.70 kips 29.70 kips 29.62 Id Shears NOTE: 1.) d2 must be < d3. 2.) We must be >0 3.) All Toads must be downward (no uplift loads) CONTROLLING STRESSES Fbc =i F. =i Ex =i Ey min. L1 '• 2.400 ksl 0.265 ksl .__ 1800 ksi 930 ksl L2 =10.00 ft. L3 =18.00 ft. 0.990 ki_f 0.990 kif WL WC= WR =i 0.990 kif SHEET u4i OF Grade • 24F - V4 Width "w"= F92.000, In... Depth "d"= 9.000 In. CD = 1:1,5'' (duration) NDS TbI.5.3.1 P1 =121.70 kips- .......... 0.00 kips - 0.00 ft. OAO kips. 0.00 ft. P2 = d2 = P3 = d3 = P4 = Iu 21.70 kips 96 in. I(TOP of beam unbraced length) Is beam botbraced @ coiumns(Y or N)1[Y j MMax= 240.22 k -ft. fact. = 2.285 ksl FbALL, = 2.218 ksi Bending %= 103.0% Left lu = 8.000 ft. C„ = 0.953 lu/d = 3.310 le = 198 In. Cs = 21.97 CF = 1.000 F•eX = 2.760 ksi Re = 8.41 FBE= 15.782 ksl FBEIF•yr= 5.711 (1+(Fee1F"bx)y1•8= 3.532 CL = 0.990 Adjustment factor = 0.953 Mom. = 205.28 k -ft. fes, = 1.953 ksi Fes= 2.631 ksl Bending %= 74.23% Inflection pts. = 8.000 ft. fVACT. 0.157 ksi Fvsy= 0.306 ksi Shear %.= 51.5% Center 8.000 ft. 0.804 3.31 198 in. 21.97 1.000 2.760 ksi 8.41 15.762 ksi 5.711 3.532 0.990 0.804 240.22 k -ft. 2.285 ksl 2.218 ksi 103.03% 44.059 ft. VM,ix = 29.70 kips V@d MAX= 27.31 kips Deflection ctr. span = 0240 = 11360 = Right NDS references 8.000 ft. 0.953 Eq. 5.3-1 pg.34 3.31 198 In. Tbi. 3.3.3 pg.14 21.97 leld Sec.3.7.1.4 1.000 2.760 ksl Fbx*Cd 8.41 Eq. 3.3-5 pg.15 15.762 ksi 5.711 3.532 0.990 Eq. 3.3-6 pg.15 0.953 Smaller of Cv,CF&CL 205.28 k -ft. 1.953 ksi 2.631 ksl (Adjustment factor) x (Pfss 74.23% 8.000 ft. GLULAM BEAM Page 1 3.92 In. 3.00 In. 2.00 In. A IN"Z = 261 S M"3 I. 1261.50 1 IN"" = 18291.75 (-) deflection is upward ctr. span ctr. span 8x29 GLULAM IS N.G. X50 1/11/2018 NDS -05 Glulam Beam Design.xis (c) ENWENGINEERS NORTHWEST, INC., P.S. ^ STRUCTURAL ENGINEERS PROJECT # PROJECT 9725 THIRD AVE NE, SUITE 207, SEATTLE, WA 98115 (206) 5257560 FAX (206) 522-6698 ICS GI -06 3 DATE H 11 TD SUBJECT SHEET Ug9 OF BY PX 11 97( i INPUT = Job # ENGINEERS -NORTH W EST,INC. P.S. 9725 THIRD AVE. N.E. (SURE 207) SEATTLE, WA. 98115 Property of Engineers Northwest, Inc., Seattle - Use by others unlawful NDS 2005 GLULAM BEAM DESIGN (ASD) E...Project: " "--' BEAM ,..,,. Species, Class & Grade = 115.01150 24::.V4 - ::::.: Species = Douglas Fir outer 8 core ,,,, -„- - Class = GLULAM Based on the NDS - 2005 2 WL = 0.990 ML Wca MR= WD= 05.28 0.990 0.00 0.000 RI�L��TTTTTTTTTTTTTTT►ITT����� P1 MMEI L2 P4 L3 MCTR.- 334.25 R1= 62.30 kips R2m 25.73 kips 29.62 kips 32.68 kips 25.73 kips 0.00 kips Shears NOTE: 1.) d2 must be < d3. 2.) We must be >0 3.) All loads must be downward (no uplift Toads) CONTROLLING STRESSES SHEET F I.° OF Grade= 24F - V4 Width -ve. 9.000 In. Flu = 2.400 ksi ' Depth "d"= 32.000 in. ».. F„x = 0.265 ksl Co = 1.16 (duration) NDS TbL 5.3.1 E,,,,,,, Ex = 1800 ksi P1 21.70 kl s -i930 ksi P2 = 0.00 kips L1=8.00 R. d2= 0.00 ft. L2= Woe fl." P3= L3 = 0.00 ft. ».» d3 = Wu = 0.980 WV" - P4 = We = 0.990 kif lu = WR = 0.000 kn ».:. Is beam bot.braced columns(Y or N) Y 0.00 kills»�» 0.00 ft. 0;00 96 In. - » (TOP of beam unbraced length) M = 334.25 k -ft. fym ■ 2.611 ksi F = 2.1130 ksi fvAL-r, = 0.156 ksi Fvsu = 0.305 ksi, Bending %= 120.9% Left Iu= 8.000f. C„- 0.944 lu/d = 3.000 le = 198 in. Cs = 21.97 CF = 1.000 F'D = 2.760 ksi R8 = 8.84 FBe ■ 14.284 ksi FsE/F'sse 5.175 (1+(Fa/F'w)y1.90 3.250 CL • 0.988 Adjustment factor • 0.944 Mom. = 205.28 k -ft. facT. m 1.604 ksi NALL = 2.605 ksi Bending %= 61.57% Inflection pts. In 8.000 ft. c Shear %m 51.3% Center Right 8.000f. 0.000 ft. 0.000 0.00 0 In. 0.00 1.000 2.760 ksi 0.00 0.000 ksi 0.000 0.000 0.000 0.000 0.00 k -ft. 0.000 ksi 0.000 ksi 0.00% 0.000 ft. 0.783 3.00 198 in. 21.97 1.000 2.760 ksl 8.84 14.284 ksi 5.175 3.250 0.988 0.783 334.25 k -ft. 2.611 ksi 2.160 ksi 120.88% 51.971 ft. Vn nx a 32.68 kips V@d „,.M= 30.04 kips Deflection ctr. span = L/240 m L/360 = NDS references Eq. 5.3-1 pg.34 Tbl. 3.3.3 pg.14 Ie/d Sec.3.7.1.4 Fbx'Cd Eq. 3.3-6 pg.15 Eq. 3.3-6 pg.15 Smaller of Cv,CFBCL (Adjustment factor) x (Pfss GLULAM BEAM Page 1 4.35 In. 2.95 In. 1.97 In. A'K"2 = 288 S IN 3 = 1536.00 '"'+= 24576.00 (-) deflection is upward ctr. span ctr. span 9x32 GLULAM IS N.G. <a50 1/11/2018 NDS -05 GIulam Beam Design.xis ENW ENGINEERS NORTHWEST, INC., P.S. - STRUCTURAL ENGINEERS , 9725 THIRD AVE NE, SUITE 207, SEATTLE, WA 98115 (206) 5257560 FAX (206) 5226698 PROJECT # PROJECT i(,y� 7 5.� ` (-- DATE SUBJECT SHEET W 1 OF BY C MO e s-11 S1, 1< ► a -1 Project Name: New WorkSpace 1 Model: Beam/Stud -1 Code: 2012 NASPEC [AISI S100-2012] Page 1 of 1 Date: 01/26/2018 Simpson Strong -Tie® CFS Designer"' 2.0.3.0 148.00 EMI R1 R2 26.00 Section : 1600S200-97 Single C Stud Maxo = 16217.2 Ft -Lb Moment of Intertia, I = 59.93 inA4 Loads have not been modified for strength checks Loads have been multiplied by 0.70 for deflection calculations Flexural and Deflection Check rr Mmax Mmax/ Mpos i f Span Ft -Lb Maxo Ft -Lb Span 12506.0 0.771 12506.0 Distortional Buckling Check Span Span K -phi Ib-in/in 0.00 Combined Bending and Reaction or Load Pt Load P(Ib) R1 1924.0 R2 1924.0 Combined Bending and Reaction or Vmax Pt Load (Ib) R1 1924.0 R2 1924.0 Lm Brac in 312.0 Web Crippling Bearing (in) 1.00 1.00 Shear Mmax (Ft -Lb) 0.0 0.0 Pa (Ib) 1547.2 1547.2 Va Factor 1.00 1.00 Ma -d Ft -Lb 13748.9 Fy = 50.0 ksi Va = 6043.4 Ib Bracing Ma(Brc) Mpos/ Deflection (in) Ft -Lb Ma(Brc) (in) Ratio 48.0 15109.8 0.828 0.602 L/518 Pn (Ib) 2707.5 2707.5 Mmax/ Ma -d 0.910 VNa 0.32 0.32 Mmax (Ft -Lb) 0.0 0.0 M/Ma 0.00 0.00 Intr. Value 0.65 0.65 V+M Intr. 0.32 0.32 Stiffeners Required? YES YES I +;iLl;. a;l!i4;n•(IE COMPAI I :;. www.strongtie.com Project Name: New WorkSpace 1C ` . Model: Beam/Stud -1 s Code: 2012 NASPEC [AISI S100-2012] go Page 1 of 1 Date: 02/13/2018 Simpson Strong -Tie® CFS Designer'' 2.0.3.0 148.00 itam R1 INE R2 Section : Maxo = 26.00 1200S300-97 Single C Stud 14547.7 Ft -Lb Moment of Intertia, I = 37.08 inA4 Fy = 50.0 ksi Va = 8147.0 Ib Loads have not been modified for strength checks Loads have been multiplied by 0.70 for deflection calculations Flexural and Deflection Check Mmax Mmax/ Mpos Bracing Ma(Brc) Mpos/ Deflection Span Ft -Lb Maxo Ft -Lb (in) Ft -Lb Ma(Brc) (in) Ratio Span 12506.0 0.860 12506.0 60.0 14397.7 0.869 0.974 L/320 Distortional Buckling Check Span K -phi Lm Brac Ma -d Mmax/ Ib-in/in in Ft -Lb Ma -d Span 0.00 312.0 11754.4 1.064 Combined Bending and Web Crippling Reaction or Load Bearing Pa Pn Mmax Intr. Stiffeners Pt Load P(Ib) (in) (Ib) (Ib) (Ft -Lb) Value Required? R1 1924.0 1.00 1617.5 2830.6 0.0 0.62 YES R2 1924.0 1.00 1617.5 2830.6 0.0 0.62 YES Combined Bending and Shear Reaction or Vmax Mmax Va V + M Pt Load (Ib) (Ft -Lb) Factor VNa M/Ma Intr. R1 1924.0 0.0 1.00 0.24 0.00 0.24 R2 1924.0 0.0 1.00 0.24 0.00 0.24 i I'4f'3C N STRCItr,G••1'IE COMPAt, `IPU:;, www.strongtie.com Project Name: New WorkSpace Model: Beam/Stud -1 Code: 2012 NASPEC [AISI S100-2012] Page 1 of 1 Date: 01/26/2018 Simpson Strong -Tie® CFS Designer"" 2.0.3.0 148.00 R1 R2 26.00 Section : (2) 1200S250-68 Back -To -Back C Stud Fy = 50.0 ksi Maxo = 15006.2 Ft -Lb Moment of Intertia, I = 47.15 inA4 Va = 5541.5 Ib Loads have not been modified for strength checks Loads have been multiplied by 0.70 for deflection calculations Flexural and Deflection Check --..\\ Mmax Mmax/ Mpos Bracing Ma(Brc) Mpos/ Deflection Span Ft -Lb Maxo Ft -Lb (in) Ft -Lb Ma(Brc) (in) Ratio Span 12506.0 0.833 12506.0 48.0 15006.2 0.833 0.766 L/407 Distortional Buckling Check Span K -phi Lm Brac Ma -d Mmax/ lb-in/in in Ft -Lb Ma -d Span 0.00 312.0 13598.7 0.920 Combined Bending and Web Crippling Reaction or Load Bearing Pa Pn Mmax Intr. Stiffeners Pt Load P(Ib) (in) (Ib) (Ib) (Ft -Lb) Value Required? R1 1924.0 1.00 4259.3 8518.5 0.0 0.20 NO R2 1924.0 1.00 4259.3 8518.5 0.0 0.20 NO Combined Bending and Shear Reaction or Vmax Mmax Va V + M Pt Load (Ib) (Ft -Lb) Factor VNa M/Ma Intr. R1 1924.0 0.0 1.00 0.35 0.00 0.35 R2 1924.0 0.0 1.00 0.35 0.00 0.35 "J I ,,;N::Id1i ';:c:P;; •TIE COMPAI .1 i:I. www.strongtie.com 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 ASCE 7-10 Snow Loads per ASCE 7-10- Chapter 7 - Snow Drifts on Adjacent Structures Input Cells = , ,..,...I.P...............t 11111 iiiiiiiiiii 1.1 ...... Project Number: ProjectName: IGE"Building,31.11,11.,,1,,,,,,,,,,,,,,,,.,_..� - ,,,1,.,1...,,,./.1,,....,.....,11,.....� ............o_. 1 , 111111 1111.1111,,,,,,,,,,,,,,,-.1.1..11...._- , , 1111.,,1,,..,,,.,.,.,........w,........�_. Location: Design By: Program Limitations: 1.) Roof shape must be gable, hip, or monosloped. 2.) Adjacent Structure worksheet checks drift on adjacent structure only- aka there needs to be separation between the buildings. 3.) For windward drift agains the lower roof parapet use the Projection worksheet. .uu..m.w...__. P 1 new n,1n.11u.nunu.u.u,n...,..111111111•_- 1 1 111,.,1111...1 1.1.1...1...o111..............1.11•1111•1••..1 BUILDING AND SITE INFORMATION INPUT ,,,,,� ,� � 1111,., 25 �,,,,,,,,,,,,,,,,,,,, Design snow Toad = ;psf Is above snow Toad a "ground" or "roof' snow Toad? Select "G" or "R" = ,""",""ik.n.n......y Risk category = —,,,,,Jr ''"n,. Building separation, s = ,.,-n.0.5.,,.,n....i ft "„ � � , 11.11,, ,. ,. 11.11,,.,.,. n. n; High Roof Parameters Parapet elevation = "28.8P""-" ft Roof elevation = 28,8E ft Length of roof, I„ = 400........ft Low Roof Parameters Exposure factor, Ce = 1.0 j Thermal factor, Ct = 1.0 ro Leeward roof slope, 6 = "0.25'in.fft.1 = 1.19° Roof elevation = ""."-26'.5""-' r ft 111111111 11 Length of roof, I„ = ..600.°,,.,,,.,4 ft 111111 Roof surface = "" """" All other Snow Importance Factor, IS = Low Roof Low roof slope factor, CS Low = Flat roof snow load, pr = Sloped roof snow Toad, PS = ELEV. = 28.8 ft. ELEV. = 28.8 ft. I„ = 400 ft r hd = 2.22 ft ELEV. = 26.5 ft. OUTPUT 1.0 1 25 psf 25 psf Pd = 41.3 psf Ps = 25 psf ill s = 0.5 ft. w= 13.3 ft. •J hb = 1.34 ft. = 600 ft ASCE7-10 Snow Loads.xlsx Adjacent Structure DRIFT PROPERTIES t (per ft. of drift) ENGINEERS-NORTHWEST,INC.P.S. SHEET " I OF 9725 THIRD AVE. N.E. (SUITE 207) SEATTLE, WA. 98115 w= 13.3 ft. w/3=4.43 ft. P = 274.6 Ib/ft FOR JOISTS or PURLINS LOCATED PERPENDICULAR TO THE DRIFT JOIST REACTIONS & MOMENTS Roof DL = Span (ft) = Joist Spacing (ft o/c) = RL (Ib) = RR (Ib) = V=0©X(ft)= M (k -ft) = Equiv unit. Toad (plf) = Equiv unif. Toad (pif) = Equiv unit. Toad (pif) = RL add'nI due to drifting (pif) = RR add'nI due to drifting (pif) = M 15 •10 354.8 303 4.8 0.823 71 65.8 71 155 103 psf ,,,,,,,,,,,,,15,........9... 20 ., t„.„,1114011111Ont ''''' 493.5 613.8 381.2 460.9 30.,,..„ �'.,.40 1 1 834.1 1044.2 640.6 830.4 7.01 9.15 13.99 19.24 1.64 2.609 5.129 8.62 65.8 61.4 55.6 52.2 Shear 58.3 52.2 45.6 43.1 Bending 65.8 61.4 55.6 52.2 Max (shear & bending) 193 214 234 244 81 61 41 30 ASCE7-10 Snow Loads.xlsx Adjacent Structure ENW ENGINEERS NORTHWEST, INC., P.S. STRUCTURAL ENGINEERS 9725 THIRD AVE NE, SUITE 207, SEATTLE, WA 98115 (206) 5257560 FAx (206) 5226698 PROJECT # PROJECT / ' £ L7 G DATE 1 3 - SUBJECT SHEET g ‘--1 OF BY 13.5 +ts ....... .......... 3 0 -------- --------- ---------- ---------- -------- --- ENW ENGINEERS NORTHWEST, INC., P.S. - STRUCTURAL ENGINEERS 9725 THIRD AVE NE, SUITE 207, SEATTLE, WA 98115 (206) 525-7560 FAX (206) 522-6698 PROJECT # PROJECT 1 - 01'06 DATE SUBJECT SHEET ‘11 OF BY INF 7.1 --------- 0 )4. 3 52. GL15 2. INPUT =I_D Job # ENGINEERS -NORTH W EST,INC. P.S. 9725 THIRD AVE. N.E. (SUITE 207) SEATTLE, WA. 98115 Property of Engineers Northwest, Inc., Seattle - Use by others unlawful NDS 2005 GLULAM BEAM DESIGN (ASD) Project: IG -E- Btiilding S ----- BEAM ID. Species, Class & Grade = DF/DF 240':V4' '''''''''' Species = Douglas Fir outer & core Class = GLULAM Based on the NDS - 2005 VIIL = 0.000 ML= Wc= 0.00 0.990 MR= WR= 205.28 0.990 IBIIIMETTETTRumminummENSON P1 P1 Min L1 L2 P4 L3 MCTR.= 357.17 R1= 29.03 kips R2= 62.99 kips 0.00 kips 29.03 kips 33.37 kips 29.62 kips Shears NOTE: 1.) d2 must be < d3. 2.) We must be >0 3.) All loads must be downward (no uplift loads) CONTROLLING STRESSES Fbx = 2.400 ksl Fv,, = Ex= EY Min. _ L1 = L2= L3 = WL Wc= WR Is beam bot.braced @ columns(Y or N)I1Y,,,,,,,,,,,,,,,., _� 0.265 ksi 1800 ksi 930 ksin 60.00 ft. ,___,_. 8.00 ft. 0.000 kif 0.990 kif m 0.990 klf SHEET g OF Grade = 24F - V4 Width "w"= ;9.000 In. Depth "d"=132.000 Co = 11.1,5 .............n:..... P1 =;0.00 kips P2 = 0.00 kips d2 =1 _... P3 = d3 = P4 = 0.00 fG 3.00 kips 15.00 ft. x21.70 kips I., lu =196 in. (TOP of beam unbraced length) (duration) NDS TbI. 5.3.1 MMAx = 357.17 k -ft. fbAm, = 2.790 ksi FIALL,= 2.155 kill Bending %= 129.5% Iu = Cv = lu/d le = Cs = CF PBX= RB FBE FBEIFbx= (14(P IF"bx)y1,9= CL = Adjustment factor Mom. _ fbACT. _ Fbei i Bending %= Inflection pts. = fNACT = 0.160 ksi FvALL, = 0.305 ksi Shear %= 52.5% VMAx = 33.37 kips V@d MAX = 30.73 kips Deflection ctr. span = L/240 = L/360 = Left Center Right NDS references 0.000 ft. 8.000 ft. 8.000 ft. 0.000 0.781 0.944 Eq. 5.3-1 pg.34 0.000 3.00 3.00 0 in. 198 In. 198 in. Tbl. 3.3.3 pg.14 0.00 21.97 21.97 le/d Sec.3.7.1.4 1.000 1.000 1.000 2.760 ksi 2.760 ksi 2.760 ksl Fbx*Cd 0.00 8.84 8.84 Eq. 3.3-5 pg.15 0.000 ksi 14.284 ksi 14.284 ksi 0.000 5.175 5.175 0.000 3.250 3.250 0.000 0.988 0.988 Eq. 3.3-6 pg.15 0.000 0.781 0.944 Smaller of CV,CF&CL 0.00 k -ft. 357.17 k -ft. 205.28 k -ft. 0.000 ksi 2.790 ksi 1.604 ksi 0.000 ksi 2.155 ksi 2.605 ksi (Adjustment factor) x (F•Bxt 0.00% 129.46% 61.57% 0.000 ft. 53.153 ft. 8.000 ft. GLULAM BEAM Page 1 4.83 in. 3.00 in. 2.00 in. A w"2 = 288 S i"3 = 1536.00 I I" = 24576.00 (-) deflection is upward ctr. span ctr. span 9x32 GLULAM IS N.G. <=50 1/30/2018 NDS -05 Gluiam Beam Design.xis Protect No. :- Project Name :- Location :- ENGINEERS -NORTHWEST INC. P.S. 6869 WOODLAWN AVE. N.E. (SUITE 205) SEATTLE, WA. 98115 Property of Engineers Northwest, Inc., Seattle - Use by others unlawful 00000000 o Dounfir-Larch GLB reinforced with Channels each side (97 UBC ! Span = 60 GLB width = 9 GLB depth = 32 GLB "E" = GLB "Fb" "Moment" = Maximum reaction = Trial Channel = Channel "E" = Load duration factor = Bolt diameter = 1.8 2.4 357 5 C15x40 .. .—.,.. 29 1.15 3,................ ......., Boles cin 48,...,, spacing GLB moment of inertial" _ GLB section modules "S" Cv = Allowable moment to GLB = Channel weight = (2) Channels "I" = (2) Channels "S" Channel "tw" = Channel "d/Af" _ Additional Moment = Moment total = GLB "E*1" = Channel "ET = Fraction of load to GLB = Fraction of load to Channels = Moment to GLB = Moment to Channels = Channel fb = Channel average uniform Toad = Maximum reaction @ channels = Bolt allowable load double shear = Average uniform load to bolts = # of bolts req'd. @ end of channels = Approximate total load deflection = ft. 9 x32GLB — In. in. ksl ksi k -ft. kips ea. side GLB ksi GLB only in. (Options 1/2", 5/8", 3/4", 7/8" & 1" only) in. o/c ( stagger half up & half down ) SHEET 1at)OF continuous bracing for GLB 32 in. Output 24576.0 in.4 1536.0 in.3 0.772 GLB volume factor 272.6 k -ft. 80 plf ( total of 2 ) 698 In! 93 1n.3 0.52 In. 6.56 36.0 k -ft. ( from channel weight ) 393.0 k -ft. ( including channel wt. ) 44237 k-in.2 20242 k -In 2 0.686 68.61% to GLB by relative stiffness not composite 0.314 31.39% to Channels by relative stiffness not composite 269.6 k -ft. < 272.6 O.K. 123.4 k -ft. 15.92 ksi < 19.1 O.K. w/ bolts bracing @ 96 In. o/c max. 0.274 k/ft. ( both channels ) 2.32 kips ( transfer to GLB ) 2.50 kips/bolt 1.10 kips/bolt < 2.5 kips O.K. CO 48 in. o/c 1.00 Group @ end of channels 1.52 in. GLB with Dbl. channels Page 1 C15x40 each side 2 rows 3/4 " 0 Bolts stagger © 96 in.o/c ea.row 1/30/2018 REINFGLB.xls ENW ENGINEERS NORTHWEST, INC., P.S. - STRUCTURAL ENGINEERS PROJECT # PROJECT DATE SUBJECT SHEET 1?-• 2/ OF 9725 THIRD AVE NE, SUITE 207, SEATTLE, WA 98115 (206) 525-7560 FAX (206) 522-6698 BY 0 ss. Oi New 4- 6) 7 (. 4- -4- IF1N\V ENGINEERS NORTHWEST, INC., P.S. - STRUCTURAL ENGINEERS 9725 THIRD AVE NE, SUITE 207, SEATTLE, WA 98115 (206) 5257560 FAX (206) 522-6698 PROJECT # PROJECT DATE SUBJECT SHEETW-OF BY • FEL --- 20, 1 Z f ti T T (C, Cif ENWENGINEERS NORTHWEST, INC., P.S. STRUCTURAL ENGINEERS 9725 THIRD AVE NE, SUITE 207, SEATTLE, WA 98115 (206) 5257560 FAX (206) 5226698 PROJECT # PROJECT r. 1SLP C DATE 2 - 2 - SHEET 7- -OF BY 09 -- SUBJECT RAI L ("C.,\ PROJECT # ILNWENGINEERS NORTHWEST, INC., P.S. — STRUCTURAL ENGINEERS SUBJECT PROJECT 9725 THIRD AVE NE, SUITE 207, SEATTLE, WA 98115 (206) 525-7560 Fax (206) 5226698 SLC, 3 Vg fkk\k) DATE ((��'']] ��,QQ SHEET�i-OF BY 2. 41. 0 f - 0 �. r 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 ood Beam Description : IGE bldg 3 - Ji CODE REFERENCES`,; Project Title: Engineer: Profedt Descr: Project ID: Printed: 30 APR 2018,11:25AM Fle=c:\USerskialek1D000ME.1\ENERCA-11It?EBUI 1.EC6 ;i . ENERCALC, INC :1983-2016,+Budd 8:16.8.31, Vec6.16.6 31 Calculations per NDS 2012, IBC 2012, CBC 2013, ASCE 7-10 Load Combination Set : IBC 2015 Material Properties Analysis Method : Allowable Stress Design Load Combination IBC 2015 Fb - Tension Fb - Compr Fc - Pril Wood Species : Douglas Fir - Larch (North) Fc - Perp Wood Grade : No. 1/No. 2 Fv Ft Beam Bracing : Beam is Fully Braced against lateral -torsional buckling 850.0 psi 850.0 psi 1,400.0 psi 625.0 psi 180.0 psi 500.0 psi E : Modulus of Elasticity Ebend- xx 1,600.0ksi Eminbend - xx 580.0 ksi Density 30.580 pcf pl ed Loader Load for Span Number 1 Service loads entered. Load Factors will be applied for calculations. Varying Uniform Load : D(S,E) = 0.1240->0.080 k/ft, Extent = 0.0 --» 8.0 ft, Trib Width = 1.0 ft DESIGN>SUMMARy;47:, .. Desi "n OK 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 0.813 1 2x8 746.13 psi 918.00 psi +D+H 3.854ft Span # 1 Maximum Shear Stress Ratio Section used for this span fv : Actual Fv : Allowable Load Combination Location of maximum on span Span # where maximum occurs 0.000 in Ratio = 0.000 in Ratio = 0.124 in Ratio = 0.000 in Ratio = 0 <360 0 <360 773 >=180 0 <180 0.312 : 1 2x8 50.46 psi 162.00 psi +D+H 0.000 ft Span # 1 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Segment Length Span # M V Cd CFN Ci Cr Moment Values Cm C t CL M fb F'b Shear Values V fv Fey +D+H Length = 8.0 ft +D+L+H Length = 8.0 ft +D+Lr+H Length = 8.0 ft +D+S+H Length = 8.0 ft +D+0.750Lr+0.750L+H Length = 8.0 ft +D+0.750L+0.750S+H 1 0.813 0.312 1 0.732 0.280 1 0.585 0.224 1 0.636 0.244 1 0.585 0.224 0.90 1.200 1.200 1.00 1.200 1.200 1.25 1.200 1.200 1.15 1.200 1.200 1.25 1.200 1.200 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.82 746.13 0.82 746.13 0.82 746.13 0.82 746.13 0.82 746.13 0.00 918.00 0.00 1020.00 0.00 1275.00 0.00 1173.00 0.00 1275.00 0.00 0.00 0.00 0.00 0.37 50.46 162.00 0.00 0.00 0.00 0.37 50.46 180.00 0.00 0.00 0.00 0.37 50.46 225.00 0.00 0.00 0.00 0.37 50.46 207.00 0.00 0.00 0.00 0.37 50.46 225.00 0.00 0.00 0.00 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 00 #: Description : Load Combination Project Title: Engineer: Project Descr: IGE bldg 3 - J1 Max Stress Ratios Project ID: Printed: 30 APR 2018, 11:25AM File = c:iUsersldaleMDOCUME-1\ENERCA-IUGEBUI 1.EC6 >„ ENERCALC, INCr:1983.2016, Bwld:6.16.8.31 Ver.6.16.8 31 -, Moment Values Shear Values Segment Length Span # M V Cd C FN Ci Cr Cm C t CL M fl) F'b V fv F v Length = 8.0 ft 1 0.636 0.244 1.15 1.200 1.00 1.00 1.00 1.00 1.00 0.82 746.13 1173.00 0.37 50.46 207.00 +D+0.60W+H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 8.0 ft 1 0.457 0.175 1.60 1.200 1.00 1.00 1.00 1.00 1.00 0.82 746.13 1632.00 0.37 50.46 288.00 +D+0.70E+H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 8.0 ft 1 0.457 0.175 1.60 1.200 1.00 1.00 1.00 1.00 1.00 0.82 746.13 1632.00 0.37 50.46 288.00 +D+0.750Lr+0.750L+0.450W+H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 8.0 ft 1 0.457 0.175 1.60 1.200 1.00 1.00 1.00 1.00 1.00 0.82 746.13 1632.00 0.37 50.46 288.00 +D+0.750L+0.750S+0.450W+H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 8.0 ft 1 0.457 0.175 1.60 1.200 1.00 1.00 1.00 1.00 1.00 0.82 746.13 1632.00 0.37 50.46 288.00 +D+0.750L+0.750S+0.5250E+H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 8.0 ft 1 0.457 0.175 1.60 1.200 1.00 1.00 1.00 1.00 1.00 0.82 746.13 1632.00 0.37 50.46 288.00 +0.60D+0.60W+0.60H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 8.0 ft 1 0.274 0.105 1.60 1.200 1.00 1.00 1.00 1.00 1.00 0.49 447.68 1632.00 0.22 30.28 288.00 +0.60D+0.70E+0.60H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 8.0 ft 1 0.274 0.105 1.60 1.200 1.00 1.00 1.00 1.00 1.00 0.49 447.68 1632.00 0.22 30.28 288.00 Overall Maximum Deflections Load Combination Span Max. " ' Defl Location in Span Load Combination Max. '+' Defl Location in Span D Only 1 0.1241 3.971 V rtical:Reactions# &Y `F Support notation : Far left is #1 0.0000 Values in KIPS 0.000 Load Combination Support 1 Support 2 Overall MAXimum Overall MINimum +D+H +D+L+H +D+Lr+H +D+S+H +D+0.750Lr+0.750L+H +D+0.750L+0.750S+H +D+0.60W+H +D+0.70E+H +D+0.750Lr+0.750L+0.450W+H +D+0.750L+0.750S+0.450W+H +D+0.750L+0.750S+0.5250 E+H +0.60D+0.60W+0.60N +0.60D+0.70E+0.60H D Only Lr Only L Only S Only W Only E Only H Only 0.437 0.379 0.262 0.227 0.437 0.379 0.437 0.379 0.437 0.379 0.437 0.379 0.437 0.379 0.437 0.379 0.437 0.379 0.437 0.379 0.437 0.379 0.437 0.379 0.437 0.379 0.262 0.227 0.262 0.227 0.437 0.379 EN W ENGINEERS NORTHWEST, INC., P.S. - STRUCTURAL ENGINEERS PROJECT # PROJECT 9725 THIRD AVE NE, SUITE 207, SEATTLE, WA 98115 (206) 525-7560 FAX (206) 5226698 X(of - 3)--)9(.5 SUBJECTSHEET 82-7 DF BY d7)( DATE a ^ 12 -4 !A, 90 +- -y INW ENGINEERS NORTHWEST, INC., P.S. STRUCTURAL ENGINEERS PROJECT # 9725 THIRD AVE NE, SUITE2207, SEATTLE, WA 98115 (206) 525-7560 FAX (206) 5226698 PROJECT Y L.o 1 / " h DATE 9- )` - 2ll SUBJECT 0 1g 1 17r1— S U) SHEETM—OF BY p)� • SV J 7 .�f w Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. fr -Title Block Line 6 �JVood Beam Project Title: Engineer: Project Descr: Lic. # : KW -06006898 Description : IGE bldg 3 - B1 CODE REFERENCES Project ID: t2( Printed: 14 MAR 2018, 11:14AM File= c:lUsersldalek\DOCUME-11ENERCA-11IGEBUI -1.EC6 ENERCALC, INC.1983-2016, Build:6.16.8.31, Ver.6.16.8.31 Licensee : ENGINEERS NORTHWEST Calculations per NDS 2012, IBC 2012, CBC 2013, ASCE 7-10 Load Combination Set : IBC 2015 Material Properties Analysis Method : Allowable Stress Design Load Combination iBC 2015 Wood Species : SP/SP Wood Grade : 24F - V4 Fb - Tension Fb - Compr Fc - Prll Fc - Perp Fv Ft Beam Bracing : Beam is Fully Braced against lateral -torsional buckling D(0.4) 2,400.0 psi 1,650.0 psi 1,350.0 psi 650.0 psi 210.0 psi 975.0 psi E : Modulus of Elasticity Ebend- xx 1,700.0 ksi Eminbend - xx 900.0ksi Ebend- yy 1,500.0 ksi Eminbend - yy 790.0 ksi Density 34.320pcf i 5.125x19.5 Span =27.0ft trf , Applied Loads Service loads entered. Load Factors will be applied for calculations. Uniform Load : D = 0.40 , Tributary Width = 1.0 ft DESIGN SUMMARY Maximum Bending Stress Ratio = Section used for this span tb : 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 0.671: 1 5.125x19.5 1,346.69 psi 2,006.57 psi +D+H 13.500ft Span # 1 Maximum Shear Stress Ratio Section used for this span fv : Actual Fv : Allowable Load Combination Location of maximum on span Span # where maximum occurs 0.000 in Ratio = 0.000 in Ratio = 0.894 in Ratio = 0.000 in Ratio = Maximum Forces & Stresses for Load Combinations <360 <360 362 >=180 <180 Design OK 0.379 : 1 5.125x19.5 71.58 psi 189.00 psi +D+H 0.000 ft Span # 1 Load Combination Max Stress Ratios Segment Length Span # M V Cd C FN Moment Values Shear Values Ci Cr Cm C t CL M tb Pb V hi Fv 404H Length = 26.901 ft 1 0.671 0.379 0.90 Length = 0.09854 ft 1 0.010 0.379 0.90 +D+L+H Length = 26.901 ft 1 0.604 0.341 1.00 Length = 0.09854 ft 1 0.009 0.341 1.00 40+Lr+H Length = 26.901 ft 1 0.483 0.273 1.25 Length = 0.09854 ft 1 0.007 0.273 1.25 Length = 26.901 ft Length = 0.09854 ft 1 0.525 0.296 1.15 1 0.008 0.296 1.15 0.00 0.929 1.00 1.00 1.00 1.00 1.00 36.45 1,346.69 2006.57 0.929 1.00 1.00 1.00 1.00 1.00 0.53 19.59 2006.57 0.929 1.00 1.00 1.00 1.00 1.00 0.00 0.929 1.00 1.00 1.00 1.00 1.00 36.45 1,346.69 2229.52 0.929 1.00 1.00 1.00 1.00 1.00 0.53 19.59 2229.52 0.929 1.00 1.00 1.00 1.00 1.00 0.00 0.929 1.00 1.00 1.00 1.00 1.00 36.45 1,346.69 2786.90 0.929 1.00 1.00 1.00 1.00 1.00 0.53 19.59 2786.90 0.929 1.00 1.00 1.00 1.00 1.00 0.00 0.929 1.00 1.00 1.00 1.00 1.00 36.45 1,346.69 2563.95 0.929 1.00 1.00 1.00 1.00 1.00 0.53 19.59 2563.95 0.00 4.77 4.77 0.00 4.77 4.77 0.00 4.77 4.77 0.00 4.77 4.77 0.00 71.58 71.58 0.00 71.58 71.58 0.00 71.58 71.58 0.00 71.58 71.58 0.00 189.00 189.00 0.00 210.00 210.00 0.00 262.50 262.50 0.00 241.50 241.50 Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. f( WTitle Block Line 6 ood Beam Project Title: Engineer: Project Descr: Project ID: Printed:14 MAR 2018, 11:14AM File = c:1UsersldaleklDOCUME-11ENERCA-111GEBUI-1.EC6 ENERCALC, INC. 1983-2016, Build:6.16.8,31, Ver:6.16.8.31 Lic. # : KW -06006898 Licensee : ENGINEERS NORTHWEST Description : IGE bldg 3 - B1 Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M v Cd C FN C i C r C m C t C L M lb F'b V fv F'v +D+0.750Lr+0.750L+H 0.929 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 26.901 ft 1 0.483 0.273 1.25 0.929 1.00 1.00 1.00 1.00 1.00 36.45 1,346.69 2786.90 4.77 71.58 262.50 Length = 0.09854 ft 1 0.007 0.273 1.25 0.929 1.00 1.00 1.00 1.00 1.00 0.53 19.59 2786.90 4.77 71.58 262.50 +D+0.750L+0.750S+H 0.929 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 26.901 ft 1 0.525 0.296 1.15 0.929 1.00 1.00 1.00 1.00 1.00 36.45 1,346.69 2563.95 4.77 71.58 241,50 Length = 0.09854 ft 1 0.008 0.296 1.15 0.929 1.00 1.00 1.00 1.00 1.00 0.53 19.59 2563.95 4.77 71.58 241.50 +D+0.60W+H 0.929 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 26.901 ft 1 0.378 0.213 1.60 0.929 1.00 1.00 1.00 1.00 1.00 36,45 1,346.69 3567.23 4.77 71.58 336.00 Length = 0.09854 ft 1 0.005 0.213 1.60 0.929 1.00 1.00 1.00 1.00 1.00 0.53 19.59 3567.23 4.77 71.58 336.00 +1)+0.70E+H 0.929 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 26.901 ft 1 0.378 0.213 1.60 0.929 1.00 1.00 1.00 1.00 1.00 36.45 1,346.69 3567.23 4.77 71.58 336.00 Length = 0.09854 ft 1 0.005 0.213 1.60 0.929 1.00 1.00 1.00 1.00 1.00 0.53 19.59 3567.23 4.77 71.58 336.00 +0+0.750Lr+0.750L+0.450W41 0.929 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 26.901 ft 1 0.378 0.213 1.60 0.929 1.00 1.00 1.00 1.00 1.00 36.45 1,346.69 3567.23 4.77 71,58 336.00 Length = 0.09854 ft 1 0.005 0.213 1.60 0.929 1.00 1.00 1.00 1.00 1.00 0.53 19.59 3567.23 4.77 71.58 336.00 +D+0.750L+0.750S+0.450W+H 0.929 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 26.901 ft 1 0.378 0.213 1.60 0.929 1.00 1.00 1.00 1.00 1.00 36.45 1,346.69 3567.23 4.77 71.58 336.00 Length = 0.09854 ft 1 0.005 0.213 1.60 0.929 1.00 1.00 1.00 1.00 1.00 0.53 19.59 3567.23 4.77 71.58 336.00 +0+0.750L+0.750S+0.5250E+11 0.929 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 26.901 ft 1 0.378 0.213 1.60 0.929 1.00 1.00 1.00 1.00 1.00 36.45 1,346.69 3567.23 4.77 71.58 336.00 Length = 0.09854 ft 1 0.005 0.213 1.60 0.929 1.00 1.00 1.00 1.00 1.00 0.53 19.59 3567.23 4.77 71.58 336.00 +0.60D+0.60W+0.60H 0.929 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 26.901 ft 1 0.227 0.128 1.60 0.929 1.00 1.00 1.00 1.00 1.00 21.87 808.01 3567.23 2.86 42.95 336.00 Length = 0.09854 ft 1 0.003 0.128 1.60 0.929 1.00 1.00 1.00 1.00 1.00 0.32 11.75 3567.23 2.86 42.95 336.00 j� 4+ 0.60D+0.70E+0.60H 0.929 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 26.901 ft 1 0.227 0.128 1.60 0.929 1.00 1.00 1.00 1.00 1.00 21.87 808.01 3567.23 2.86 42.95 336.00 Length = 0.09854 ft 1 0.003 0.128 1.60 0.929 1.00 1.00 1.00 1.00 1.00 0.32 11.75 3567.23 2.86 42.95 336.00 Overall Maximum Deflections Load Combination Span Max. - Defl Location in Span Load Combination Max. "+" Defl Location in Span D Only 1 0.8936 13.599 0.0000 0.000 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 5.400 5.400 Overall MINimum 3.240 3.240 +D+H 5.400 5.400 +D+L+H 5.400 5.400 +D+Lr+H 5.400 5.400 +0+841 5.400 5.400 +D+0.750Lr+0.750L+H 5.400 5.400 +0+0.750L+0.750S+H 5.400 5.400 +D+0.60W+H 5.400 5.400 +0+0.70E+H 5.400 5.400 +D+0.750Lr+0.750L+0.450W+H 5.400 5.400 +0+0.750L+0.750S+0.450W+H 5.400 5.400 +D+0.750L+0.750S+0.5250E+H 5.400 5.400 +0.60D+0.60W+0.60H 3.240 3.240 +0.60D+0.70E+0.60H 3.240 3.240 D Only 5.400 5.400 Lr Only L Only 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 Wood Beam Lic. # : KW -06006898 Project Title: Engineer: Project Descr: Project ID: n?i) Printed: 14 MAR 2018, 11:17AM Description : IGE bldg 3 - B1 CODE REFERENCES File= c:lUsersldalek\DOCUME-11ENERCA-111GEBUI-1.EC6 ENERCALC, INC.1983-2016, Build:6.16.8.31, Ver:6.16.8.31 Licensee : ENGINEERS NORTHWEST Calculations per NDS 2012, IBC 2012, CBC 2013, ASCE 7-10 Load Combination Set : IBC 2015 Material Properties Analysis Method : Allowable Stress Design Load Combination IBC 2015 Wood Species : SP/SP Wood Grade : 24F - V4 Beam Bracing : Beam is Fully Braced against lateral -torsional Fb - Tension Fb - Compr Fc - Prll Fc - Perp Fv Ft buckling D(0.4) 2,400.0 psi 1,650.0 psi 1,350.0 psi 650.0 psi 210.0 psi 975.0 psi E: Modulus of Elasticity Ebend- xx 1, 700.0 ksi Eminbend - xx 900.0 ksi Ebend- yy 1, 500.0 ksi Eminbend - yy 790.0 ksi Density 34.320pcf ,L„, Applied Loads 3.125x24 Span = 27.0 ft Service Toads entered. Load Factors will be applied for calculations. Uniform Load : D = 0.40 , Tributary Width = 1.0 ft DESIGN SUMMARY ... Maximum Bending Stress Ratio = 0.706: 1 Section used for this span 3.125x24 fb : Actual 1,458.00psi FB : Allowable = 2,065.00psi Load Combination +0+H Location of maximum on span = 13.500ft Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward Transient Deflection Max Upward Transient Deflection Max Downward Total Deflection Max Upward Total Deflection Maximum Shear Stress Ratio Section used for this span fv : Actual Fv : Allowable Load Combination Location of maximum on span Span # where maximum occurs 0.000 in Ratio = : <360 0.000 in Ratio = : <3fi0 0.786 in Ratio = 412 >=180 0.000 in Ratio = <180 Maximum Forces & Stresses for Load Combinations Max Stress Ratios Span# M V Cd CFN Ci Cr Load Combination Segment Length Design OK 0.488 : 1 3.125x24 92.23 psi 189.00 psi +D+H 0.000 ft Span # 1 Moment Values Cm C t CL M fb Shear Values Fb . V fv Fv +D+H Length = 26.901 ft 1 0.706 0.488 0.90 0.956 1.00 1.00 1.00 1.00 1.00 36.45 1,458.00 Length = 0.09854 ft 1 0.010 0.488 0.90 0.956 1.00 1.00 1.00 1.00 1.00 0.53 21.21 +D+L+H 0.956 1.00 1.00 1.00 1.00 1.00 Length = 26.901 ft 1 0.635 0.439 1.00 0.956 1.00 1.00 1.00 1.00 1.00 36.45 1,458.00 Length = 0.09854 ft 1 0.009 0.439 1.00 0.956 1.00 1.00 1.00 1.00 1.00 0.53 21.21 +D+Lr+H 0.956 1.00 1.00 1.00 1.00 1.00 Length = 26.901 ft 1 0.508 0.351 1.25 0.956 1.00 1.00 1.00 1.00 1.00 36.45 1,458.00 \(. ` Length = 0.09854 ft 1 0.007 0.351 1.25 0.956 1.00 1.00 1.00 1.00 1.00 0.53 21.21 +5+H 0.956 1.00 1.00 1.00 1.00 1.00 Length = 26.901 ft 1 0.553 0.382 1.15 0.956 1.00 1.00 1.00 1.00 1.00 36.45 1,458.00 Length = 0.09854 ft 1 0.008 0.382 1.15 0.956 1.00 1.00 1.00 1.00 1.00 0.53 21.21 0.00 2065.00 2065.00 0.00 2294.45 2294.45 0.00 2868.06 2868.06 0.00 2638.61 2638.61 0.00 0.00 0.00 4.61 92.23 189.00 4.61 92.23 189.00 0.00 0.00 0.00 4.61 92.23 210.00 4.61 92.23 210.00 0.00 0.00 0.00 4.61 92.23 262.50 4.61 92.23 262.50 0.00 0.00 0.00 4.61 92.23 241.50 4.61 92.23 241.50 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 Wood Beam Lic. # : KW -06006898 Project Title: Engineer: Project Descr: Project ID: �3v Printed: 14 MAR 2018, 11:17AM Description : IGE bldg 3 - B1 Load Combination Segment Length Max Stress Ratios Span # M V Cd CFN Ci Cr Cm C t CL File = c:lUsersldalek\DOCUME-11ENERCA-1 IGEBUI-1.EC6 ENERCALC, INC. 1983-2016, Build:6.16.8.31, Ver:6.16.8.31 Licensee : ENGINEERS NORTHWEST Moment Values M tb F'b Shear Values V fv F'v +D+0.750Lr+0.750L+H Length = 26.901 ft 1 0.508 0.351 Length = 0.09854 ft 1 0.007 0.351 +D+0.750L+0.750S+H Length = 26.901 ft 1 0.553 0.382 Length = 0.09854 ft 1 0.008 0.382 +D+0.60W+H Length = 26.901 ft 1 0.397 0.275 Length = 0.09854 ft 1 0.006 0.275 +0+0.70E+H Length = 26.901 ft 1 0.397 0.275 Length = 0.09854 ft 1 0.006 0.275 +D+0.750Lr+0.750L+0.450W+H Length = 26.901 ft 1 0.397 0.275 Length = 0.09854 ft 1 0.006 0.275 +D+0.750L+0.750S+0,450W+H Length = 26.901 ft 1 0.397 0.275 Length = 0.09854 ft 1 0.006 0.275 +0+0.750 L+0.750 S+0.5250 E+H Length = 26.901 ft 1 0.397 0.275 Length = 0.09854 ft 1 0.006 0.275 +0.60D+0.60W+0.60H Length = 26.901 ft 1 0.238 0.165 Length = 0.09854 ft 1 0.003 0.165 (Ati1+0.60D+0.70E+0.60H Length = 26.901 ft 1 0.238 0.165 Length = 0.09854 ft 1 0.003 0.165 Overall Maximum Deflections 1.25 1.25 1.15 1.15 1.60 1.60 1.60 1.60 1.60 1.60 1.60 1.60 1.60 1.60 1.60 1.60 1.60 1.60 0.956 0.956 0.956 0.956 0.956 0.956 0.956 0.956 0.956 0.956 0.956 0.956 0.956 0.956 0.956 0.956 0.956 0.956 0.956 0.956 0.956 0.956 0.956 0.956 0.956 0.956 0.956 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 36.45 1,458.00 2868.06 0.53 21.21 2868.06 0.00 36.45 1,458.00 2638.61 0.53 21.21 2638.61 0.00 36.45 1,458.00 3671.12 0.53 21.21 3671.12 0.00 36.45 1,458.00 3671,12 0.53 21.21 3671.12 0.00 36.45 1,458.00 3671.12 0.53 21.21 3671.12 0.00 36.45 1,458,00 3671.12 0.53 21.21 3671.12 0.00 36.45 1,458.00 3671.12 0.53 21.21 3671.12 0.00 21.87 874.80 3671.12 0.32 12.72 3671.12 0.00 21.87 874.80 3671.12 0.32 12.72 3671.12 0.00 0.00 0.00 4.61 92.23 262.50 4.61 92.23 262.50 0.00 0.00 0.00 4.61 92.23 241.50 4.61 92.23 241.50 0.00 0.00 0.00 4.61 92.23 336.00 4.61 92.23 336.00 0.00 0.00 0.00 4.61 92.23 336.00 4.61 92.23 336.00 0.00 0.00 0.00 4.61 92.23 336.00 4.61 92.23 336.00 0.00 0.00 0.00 4.61 92.23 336.00 4.61 92.23 336.00 0.00 0.00 0.00 4.61 92.23 336.00 4.61 92.23 336.00 0.00 0.00 0.00 2.77 55.34 336.00 2.77 55.34 336.00 0.00 0.00 0.00 2.77 55.34 336.00 2.77 55.34 336.00 Load Combination Span Max. "- Defl Location in Span Load Combination Max. "+" Defl Location in Span D Only 1 Vertical Reactions 0.7861 13.599 Support notation : Far left is #1 0.0000 Values in KIPS 0.000 Load Combination Overall MAXImum Support 1 Support 2 Overall MINimum +0+H +D+L+H +D+Lr+H +D+S+H +D+0,750Lr+0.750L+H +D+0.750L+0.750S+H +D+0.60W+H +0+0.70E+H +D+0.750Lr+0.750L+0.450W+H +0+0.750L+0.750S+0.450W+H +D+0.750L+0.750S+0.5250E+H +0.60D+0.60W+0.60H +0.60D+0.70E+0.60H D Only Lr Only L Only S Only W Only E Only H Only 5.400 3.240 5.400 5.400 5.400 5.400 5.400 5.400 5.400 5.400 5.400 5.400 5.400 3.240 3.240 5.400 5.400 3.240 5.400 5.400 5.400 5.400 5.400 5.400 5.400 5.400 5.400 5.400 5.400 3.240 3.240 5.400 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 Wood Beam Lic. # : KW -06006898 Project Title: Engineer: Project Descr: Project ID: 12:0 Printed: 14 MAR 2018, 11:14AM Description : IGE bldg 3 - B2 CODE REFERENCES File = c:lUsersldaleklDOCUME-11ENERCA-1 IGEBUI-1.EC6 ENERCALC, INC. 1983-2016, Build:6.16.8.31, Ver:6.16.8.31 Licensee : ENGINEERS NORTHWEST Calculations per NDS 2012, IBC 2012, CBC 2013, ASCE 7-10 Load Combination Set : IBC 2015 Material Properties Analysis Method : Allowable Stress Design Load Combination iBC 2015 Wood Species Wood Grade : SP/SP : 24F - V4 Fb - Tension Fb - Compr Fc - Prll Fc - Perp Fv Ft Beam Bracing : Beam is Fully Braced against lateral -torsional buckling i D(0.336) 2,400.0 psi 1,650.0 psi 1,350.0 psi 650.0 psi 210.0 psi 975.0 psi E: Modulus of Elasticity Ebend- xx 1,700.0 ksi Eminbend - xx 900.0 ksi Ebend-yy 1,500.Oksi Eminbend - yy 790.Oksi Density 34.320 pcf Applied Loads Uniform Load : D = 0.3360 , Tributary Width = 1.0 ft DESIGN SUMMARY_. Maximum Bending Stress Ratio = Section used for this span fb : Actual = FB : Allowable = Load Combination Location of maximum on span = Span # where maximum occurs = Maximum Deflection Max Downward Transient Deflection Max Upward Transient Deflection Max Downward Total Deflection Max Upward Total Deflection 5.125x16.5 Span =27.0ft 0.774 1 Ma 5.125x16.5 1,579.97 psi 2,040.37 psi +D+H 13.500ft Span # 1 0.000 in Ratio = 0.000 in Ratio = 1.239 in Ratio = 0.000 in Ratio = Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Segment Length Span # M V Cd C FN C i Cr Service loads entered. Load Factors will be applied for calculations. ximum Shear Stress Ratio Section used for this span fv : Actual - Fv : Allowable Load Combination Location of maximum on span Span # where maximum occurs : <360 <360 261 >=180 <180 Design OK = 0.385: 1 5.125x16.5 72.83 psi = 189.00 psi +D+H 0.000 ft = Span # 1 Moment Values Shear Values Cm C t CL M fb F'b V fv Fv + D+H Length = 26.901 ft Length = 0.09854 ft +D+L+H Length = 26.901 ft Length = 0.09854 ft +D+Lr+H Length = 26.901 ft • Length = 0.09854 ft Length = 26.901 ft Length = 0.09854 ft 1 0.774 0.385 0.90 1 0.011 0.385 0.90 1 0.697 0.347 1.00 1 0.010 0.347 1.00 1 0.558 0.277 1.25 1 0.008 0.277 1.25 1 0.606 0.302 1.15 1 0.009 0.302 1.15 0.945 1.00 1.00 1.00 1.00 1.00 0.945 1.00 1.00 1.00 1.00 1.00 0.945 1.00 1.00 1.00 1.00 1.00 0.945 1.00 1.00 1.00 1.00 1.00 0.945 1.00 1.00 1.00 1.00 1.00 0.945 1.00 1.00 1.00 1.00 1.00 0.945 1.00 1.00 1.00 1.00 1.00 0.945 1.00 1.00 1.00 1.00 1.00 0.945 1.00 1.00 1.00 1.00 1.00 0.945 1.00 1.00 1.00 1.00 1.00 0.945 1.00 1.00 1.00 1.00 1.00 0.00 30.62 1,579.97 2040.37 0.45 22.98 2040.37 0.00 30.62 1,579.97 2267.08 0.45 22.98 2267.08 0.00 30.62 1,579.97 2833.85 0.45 22.98 2833.85 0.00 30.62 1,579.97 2607.14 0.45 22.98 2607.14 0.00 0.00 0.00 4.11 72.83 189.00 4.11 72.83 189.00 0.00 0.00 0.00 4.11 72.83 210.00 4.11 72.83 210.00 0.00 0.00 0.00 4.11 72.83 262.50 4.11 72.83 262.50 0.00 0.00 0.00 4.11 72.83 241.50 4.11 72.83 241.50 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 Project Title: Engineer: Project Descr: Project ID: Printed:14 MAR 2018, 11:14AM \-.,Wood Beam Lic. # : KW -06006898 Description : Load Combination IGE bldg 3 - 82 File = c:lUserskfalek\DOCUME-11ENERCA-111GEBUI-1.EC6 ENERCALC, INC. 1983-2016, Build:6.16.8.31, Ver:6.16.8.31 Licensee : ENGINEERS NORTHWEST Max Stress Ratios Moment Values Shear Values Segment Length Span # M V Cd C FN Ci Cr Cm C t CL M tb F'b V fv Fv 40+0.750Lr+0.750L+H 0.945 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 26.901 ft 1 0.558 0.277 1.25 0.945 1.00 1.00 1.00 1.00 1.00 30.62 1,579.97 2833.85 4.11 72.83 262.50 Length = 0.09854 ft 1 0.008 0.277 1.25 0.945 1.00 1.00 1.00 1.00 1.00 0.45 22.98 2833.85 4.11 72.83 262.50 4040.750L+0.750S+H 0.945 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 26.901 ft 1 0.606 0.302 1.15 0.945 1.00 1.00 1.00 1.00 1.00 30.62 1,579.97 2607.14 4.11 72.83 241.50 Length = 0.09854 ft 1 0.009 0.302 1.15 0.945 1.00 1.00 1.00 1.00 1.00 0.45 22.98 2607.14 4.11 72.83 241.50 +0+0.60W+H 0.945 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 26.901 ft 1 0.436 0.217 1.60 0.945 1.00 1.00 1.00 1.00 1.00 30.62 1,579.97 3627.33 4.11 72.83 336.00 Length = 0.09854 ft 1 0.006 0.217 1.60 0.945 1.00 1.00 1.00 1.00 1.00 0.45 22.98 3627.33 4.11 72.83 336.00 +D+0.70E+H 0.945 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 26.901 ft 1 0.436 0.217 1.60 0.945 1.00 1.00 1.00 1.00 1.00 30.62 1,579.97 3627.33 4.11 72.83 336.00 Length = 0.09854 ft 1 0.006 0.217 1.60 0.945 1.00 1.00 1.00 1.00 1.00 0.45 22.98 3627.33 4.11 72.83 336.00 +040.750Lr+0.750L+0.450W+11 0.945 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 26.901 ft 1 0.436 0.217 1.60 0.945 1.00 1.00 1.00 1.00 1.00 30.62 1,579.97 3627.33 4.11 72.83 336.00 Length = 0.09854 ft 1 0.006 0.217 1.60 0.945 1.00 1.00 1.00 1.00 1.00 0.45 22.98 3627.33 4.11 72.83 336.00 +D+0.750L+0.750S+0.450W+H 0.945 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 26.901 ft 1 0.436 0.217 1.60 0.945 1.00 1.00 1.00 1.00 1.00 30.62 1,579.97 3627.33 4.11 72.83 336.00 Length = 0.09854 ft 1 0.006 0.217 1.60 0.945 1.00 1.00 1.00 1.00 1.00 0.45 22.98 3627.33 4.11 72.83 336.00 40+0.750L40.750S+0.5250E4H 0.945 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 26.901 ft 1 0.436 0.217 1.60 0.945 1.00 1.00 1.00 1.00 1.00 30.62 1,579.97 3627.33 4.11 72.83 336.00 Length = 0.09854 ft 1 0.006 0.217 1.60 0.945 1.00 1.00 1.00 1.00 1.00 0.45 22.98 3627.33 4.11 72.83 336.00 +0.60D+0.60W+0.60H 0.945 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 26.901 ft 1 0.261 0.130 1.60 0.945 1.00 1.00 1.00 1.00 1.00 18.37 947.98 3627.33 2.46 43.70 336.00 _ .. Length = 0.09854 ft 1 0.004 0.130 1.60 0.945 1.00 1.00 1.00 1.00 1.00 0.27 13.79 3627.33 2.46 43.70 336.00 (+0.60D+0.70E40.60H 0.945 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 \.„,/ Length = 26.901 ft 1 0.261 0.130 1.60 0.945 1.00 1.00 1.00 1.00 1.00 18.37 947.98 3627.33 2.46 43.70 336.00 Length = 0.09854 ft 1 0.004 0.130 1.60 0.945 1.00 1.00 1.00 1.00 1.00 0.27 13.79 3627.33 2.46 43.70 336.00 Overall Maximum Deflections Load Combination Span Max. " " Defl Location in Span Load Combination Max. "+" Defl Location in Span D Only Vertical Reactions 1 1.2391 13.599 0.0000 0.000 Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 4.536 4.536 Overall MINimum 2.722 2.722 +D+H 4.536 4.536 40+L4H 4.536 4.536 +D+Lr+H 4.536 4.536 +D+S+H 4.536 4.536 +0+0.750Lr40.750L+H 4.536 4.536 +040.750L+0.750S4H 4.536 4.536 4040.60W++1 4.536 4.536 +040.70E4H 4.536 4.536 +0+0.750Lr40.750L+0.450W4H 4.536 4.536 4040.750L+0.750S40.450W4t 4.536 4.536 +D40.750L+0.750S40.5250E+H 4.536 4.536 40.60D40.60W+0.60H 2.722 2.722 40.60D40.70E40.60H 2.722 2.722 D Only 4.536 4.536 Lr Only L Only S Only W Only E Only H Only ti LAG SCREW DESIGN ENGINEERS NORTHWEST INC. Date 6869 Woodlawn AVE NE Sheet Seattle WA 98115 Project 206 525 7560 fax 206 522 6698 version 1.01 Single Shear -- Wood Main member -- Steel Side Member Side member Thickness in. = 0.125 Lag Diameter in. = 3/8 Lag Screw penetration in Main Member in. = 3 Angle in degrees to main member (0 is parallel to grain ) = 0 Angle in degrees to side member (0 is parallel to grain ) = 0 Material is DF Spec Gray = 0.50 Load duration = 1.15 REDUCTION FOR WET CONDITION OF USE Cm Dry Cm=1.0 REDUCTION FOR END DISTANCE Cv The min edge dist = 1.5*Dia The min edge dist for a loaded edge = 4*Dia The min end dist = 3.5*Dia Cv = 1 No reduction REDUCTION FOR TEMPERATURE Temperature Normal Ct = 1.0 REDUCTION FOR GROUP ACTION Number of rows = 1 Number of bolts per row = 5 Bolt spacing = Area of main member = Modulas of main member = Area of side member = Modulas of side member = Reduction Cg = 1.00 Lag Capacity (kips) = 0.46 Group Capacity (kips)= 2.3 SABEY INTERGATE EAST BUILDING 3 Roof Beam Strengthening Design Goal: Provide additional positive moment capacity to existing glulam beams for drifting snow loads. Beam Type A: Strengthen (9) 9" x 34" beams from Grid 1 to Grid 1.8 on Grids J, K, L, M, N, P, Q, R and S. Increase allowable bending moment from 311 kip -ft to 327 kip -ft. Beam Type B: Strengthen (9) 9" x 29" beams from Grid 8 to Grid 9 on Grids J, K, L, M, N, P, Q, R and S. Increase allowable bending moment from 233 kip -ft to 245 kip -ft. Design Assumptions: 1. FRP is designed to provide tensile capacity only. 2. FRP design strain is limited to 0.004. 3. FRP material reduction factors from ACI 440.2R-17 are used in design. Properties of the Tyfo SCH 41 Carbon Composite System Ultimate properties Pfu := 121ksi e*fu := 0.0085 in Reduction factors CE:= 0.95 f =0.85 Design properties ffu := CE•f*fu = 114.95•ksi efu = CE•e*fn = 0.0081 ffu Ef := e— = 14235•ksi ultimate tensile stress ultimate rupture strain environmental reduction factor for carbon fiber (table 9.4) additional FRP reduction factor (section 10.2.10d) design ultimate tensile stress (eq. 9-4a) design rupture strain (eq. 9-4b) tensile modulus of elasticity (eq. 9-4c) A more conservative modulus is used in design Ef := 11900ksi conservative design modulus of elasticity tf 0.04in thickness per layer Existing Glulam Properties: GLB Fb = 2000 GLB Fv = 165 psi GLB E = 1,500,000 psi ABS := 2000 -psi allowable bending stress LDF := 1 Toad duration factor VF := 0.72 volume factor for tension loads EGLB := 1500000•psi modulus of elasticity of GLB N EGLB Ef modular ratio of FRP to GLB N = 7.933 BEAM TYPE A- FRP DESIGN Properties of Beam on Grid 1 b := 8.75•in width of GLB h := 33.5•in depth of GLB h2 S=b•- 6 Mtotal := 327•kip•ft := 16•kip•ft Mfrpreq FRP Strengthening Design n := 1 w := 8 -in elastic section modulus total service moment design moment for FRP number of layers of FRP width of FRP The neutral axis of the FRP is half the depth of the section NAfrp:= .5•h = 16.75.in TFA := n•tf•w•N transformed area of FRP based on modular ratio TFA = 2.539•in2 (TFA.NAfrI, + b.h 2) NA :-2 – 16.75•in TFA + b•h e := 0.004 Mfrp:= n•tf•w•E•Ef•NA Mfip=21.261•kip•ft This is greater than the required 16 kip -ft. BEAM TYPE B - FRP DESIGN b := 8.75•in h := 28.5 -in h2 S=b•- 6 Mtotal 245 -kip -ft Mfrpreq := 12•kip•ft FRP Strengthening Design n : 1 w:= 8•in FRP design strain width of GLB depth of GLB elastic section modulus total service moment design moment for FRP number of layers of FRP width of FRP The neutral axis of the FRP is half the depth of the section NAffp:= .5.h = 14.25•in TFA:= n•tf•w•N transformed area of FRP based on modular ratio TFA = 2.539•in2 (TFA.NAfiP + b•h• h ) NA := 2 – 14.25• in TFA + b•h Me,„ = n•tf•w•e•Ef•NA Mfip = 18.088•kip•ft This is greater than the required 12 kip -ft. Design Conclusions: Install one layer of the Tyro SCH 41 System, 8" wide, primary fibers along the beam, for the entire length of the beam. Detail 6 S4.1 8" One layer Tyfo SCH 41 System, 8" wide, extending full length of the beam. KLE/NFELOER Bright People. Right Solutions. November 27, 2018 Kleinfelder Project No.: 20191239.001A Mr. Glenn Perry, Project Manager. Sabey Construction 12201 Tukwila International Boulevard — 4th Floor Seattle, WA 98168-5121 SUBJECT: FINAL INSPECTION REPORT SABEY INTERGATE EAST BUILDING NO. 3 3333 120TH PLACE TUKWILA, WA 98168 BUILDING PERMIT # D18-0179 Dear Mr. Perry: This final inspection report has been prepared to document that Kleinfelder's Special Inspectors and field professionals have performed special inspection and materials testing services on the following portions of the construction work as required by the project plans, specifications, International Building Code (IBC), City of Tukwila Permit referenced above, and our contract requirements at the above referenced address: • Reinforced Concrete; • Proprietary Anchor Installation; • Structural Steel Welding; • Cold Formed Steel Framing; and, • Lateral Wood Framing — Seismic Upgrade including Carbon Fiber Reinforcement. Kleinfelder's WABO certified special inspectors and testing professionals (as appropriate to the work at hand) performed the above listed inspections and testing services between the dates of July 20, 2018 and November 27, 2018. Based upon our inspector's observations/inspections of these work elements and written reports regarding this work, it is our professional opinion that the above observed work was performed, to the best of our knowledge, in accordance with the approved plans, specification, and the applicable workmanship provisions of the International Building Code. LIMITATIONS Test results or special inspections and observations reported are those existing at the time of our services and may not be the same or comparable at other times. As our client, please recognize that construction monitoring is a technique employed to reduce risk of problems arising during construction. Provision of construction monitoring by Kleinfelder personnel is not insurance, nor does it guarantee construction of any type. Even with diligent monitoring, some construction defects may have been missed. In all cases, the contractor shall retain sole responsibility for the deficiencies or omissions, regardless of when they are found. We do not undertake the guarantee of construction or production of a completed project conforming to the project plans and specifications. 20191239.001A/SEA18L87603 Page 1 of 2 November 27, 2018 © 2018 Kleinfelder www.kleinfelder.com KLEINFELDER 14710 NE 87th Street, Suite 100, Redmond, WA 98052 p 1425.636.7900 f 1425.636.7901 This work was performed in a manner consistent with the level of care and skill ordinarily exercised by other members of Kleinfelder's profession practicing in the same locality, under similar conditions, and at the date the services are provided. Our conclusions, opinions, and recommendations are based on a limited number of observations and data. It is possible that conditions could vary between or beyond the data evaluated. Kleinfelder makes no other representation, guarantee or warranty, express or implied, regarding the services, communication (oral or written), report, opinion, or instrument of service provided. CLOSURE We trust that this report serves to meet your needs at this time. If you have any question regarding our professional services or need additional information, please contact our office at (425) 636- 7900. Sincerely, KLEINFELDER 6prf,0_1%. s Teajalam Gounden WABO Technical Director Project Manager II Ranjan Satyamurthy, Ph.D., P.E., PMP Senior Engineer Project Manager 20191239.001A/SEA18L87603 Page 2 of 2 November 27, 2018 © 2018 Kleinfelder www.kleinfelder.com KLEINFELDER 14710 NE 87th Street, Suite 100, Redmond, WA 98052 p 1425.636.7900 f 1 425.636.7901 KLEINFELDER �✓ (Right People. Right Sohrtions PHOTO PAGE Project Name: Sabey IGE 3 Project No: 20191239 Contractor: Sabey Construction Project Address: 3333 120th Place, Tukwila WA 98168 Reviewed By: Date Reviewed: Date: 10/17/2018 DFR/Report No.: TG101718 Bldg. Permit No: D18-0179 Epoxy Part B for Carbon Fiber Carbon Fiber Prepped for Installation under Glulam Beam2 KLEINFELDER aright PropIr. Right Solutions DAILY FIELD REPORT Project Name: Sabey IGE 3 Project No: 20191239 Bldg. Permit No: D18-0179 Project Address: 3333 120th Place, Tukwila WA 98168 Client: Sabey Construction LLC Equipment Observed: Contractor: Sabey Construction Weather: Clear Sunny 70F Reviewed By: Types of Tests/Observations: Date Reviewed: Date: 10/19/2018 DFR/Report No.: TG101918 Time Arrived: 0830 Time Departed: 1030 Travel Time: 1 hr Mileage: 48 ❑ AC Pavement ❑ Fabrication Plant ❑ Masonry ❑ Sample Pick -Up ❑X Other, please specify: ❑Anchor Bolts ❑ Fireproofing ['Metal Decking ❑ Soil /Aggregates Wood Framing, Carbon Fiber Reinforcing ❑ Batch Plant ❑ Foundations ❑ Pre -Post Tension ❑ Steel Erection ❑ Concrete ❑ HS Bolting ❑ Reinforcing Steel ❑ Welding Documents Referenced: Approved Drawings for Permit D18-0179, Details per sheets S2.2 and S4.1, Carbon Fiber Reinforcing Details per ENW approved Transmittal dated 7-17-18 and Revised Detail per Contech Transmittal dated 10/8/18 and Kleinfelder Report TG101718 Location of Inspection: IGE Building # 3 Roof Upgrades Phase Observations/Remarks: Carbon Fiber Reinforcing - refer detail 6/S4.1, Carbon Fiber Reinforcing Details per ENW approved Transmittal dated 7-17-18 and Contech revised transmittal dated 10/8/18 I verfified that Contech has completed installing carbon fiber reinforcing on the underside glulam beams Phase 2 of IGE 3 roofing upgrades. To the best of my knowledge, the above was in general conformance with approved plans, specifications and regulatory requirements or as noted below. ❑X Report Items Comply ❑ Report Items Do Not Comply ❑ Report items comply with exceptions ❑ In Progress / Not Complete Acknowledged By Signature Representing Print Name d,ffNir Kleinfelder Representative Signature Kleinfelder Representative Print Name Initials KLE/NFELDER aright People. Right Sofuoo, DAILY FIELD REPORT Project Name: Sabey IGE 3 Project No: 20191239 Bldg. Permit No: D18-0179 Project Address: 3333 120th Place, Tukwila WA 98168 Client: Sabey Construction LLC Equipment Observed: Contractor: Sabey Construction Weather: Overcast / Sunny 50F Reviewed By: Types of Tests/Observations: Date Reviewed: Date: 11/27/2018 DFR/Report No.: TG112718 Time Arrived: 0830 Time Departed: 1030 Travel Time: 1 hr Mileage: 48 0 AC Pavement ❑ Fabrication Plant ❑ Masonry ❑ Sample Pick -Up ❑X Other, please specify: ❑X Anchor Bolts 0 Fireproofing ❑ Metal Decking ❑ Soil / Aggregates Wood Framing, Cold Formed Steel and Carbon 0 Batch Plant 0 Foundations 0 Pre -Post Tension 0 Steel Erection Fiber Reinforcing ❑ Concrete ❑ HS Bolting ❑ Reinforcing Steel 0 Welding Documents Referenced: Drawings for Permit D18-0179, Details per S2.1 and S4.1, Carbon Fiber Reinforcing per ENW approved Transmittal dated 7-17-18, Revised Detail for Carbon Fiber Reinforcing per Contech Transmittal dated 10/8/18 and Kleinfelder Report TG10718 and TG101918 Location of Inspection: IGE Building # 3 Roof Framing Upgrades at grids H -T /1-4 - Phase 2 Observations/Remarks: Carbon Fiber Reinforcing - refer detail 6/S4, Carbon Fiber Reinforcing Details per ENW approved Transmittal dated 7-17-18 and Revised Detail per Contech Transmittal dated 10/8/18. I verfified that Contech has completed installing carbon fiber reinforcing on the underside glulam beams at grids H -T/1-1.8 on the under side of the girders. Roof Framing Upgrade - Refer plan page S2.1 and S4.1 of approved drawings Roof framing upgrades at the above locations found to be in place per plan sheet S2.1, detail sheet S4,1 - details 1, 2, 3, 4 and 7. 1. Simpson HTTP Seismic strap per detail 1/S4.1 2. Light gage steel joist per detail 4 and 7/S4.1 3. Simpson HTT4 per detail 3/S4.1 4. Simpson HD9B Seismic hold downs per deta112/S4.1 Framing upgrades at this location found to be complete as per the above noted documents. To the best of my knowledge, the above was in general conformance with approved plans, specifications and regulatory requirements or as noted below. 0 Report Items Comply Report Items Do Not Comply ❑ Report items comply with exceptions ❑ In Progress / Not Complete Acknowledged By Signature Representing Print Name Kleinfelder Representative Signature Kleinfelder Representative Print Name Initials KLE/NFELDER Bright Pcopk. Right Solutions. DAILY FIELD REPORT Project Name: Sabey IGE 3 Date: 10/17/2018 Project No: 20191239 Bldg. Permit No: D18-0179 DFR/Report No.: TG101718 Project Address: 3333 120th Place, Tukwila WA 98168 Client: Sabey Construction LLC Equipment Observed: Contractor: Sabey Construction Weather: Clear Sunny 70F Reviewed By: Types of Tests/Observations: Date Reviewed: Time Arrived: 0830 Time Departed: 1100 Travel Time: 1 hr Mileage: 48 D AC Pavement ❑ Fabrication Plant ❑ Masonry ❑ Sample Pick -Up ❑X Other, please specify: ❑X Anchor Bolts ❑ Fireproofing El Metal Decking ❑ Soil / Aggregates Wood Framing, Carbon 0 Batch Plant ❑ Foundations ElPre-PostTension ElSteel Erection Fiber Reinforcing ❑ Concrete ❑ HS Bolting ❑ Reinforcing Steel ❑ Welding Documents Referenced: Approved Drawings for Permit D18-0179, Details per sheets S2.2 and S4.1, Carbon Fiber Reinforcing Details per ENW approved Transmittal dated 7-17-18 and Revised Detail per Contech Transmittal dated 10/8/18 Location of Inspection: IGE Building # 3 Roof Upgrades at grids - Phase 2 Observations/Remarks: Carbon Fiber Reinforcing - refer detail 6/S4.1, Carbon Fiber Reinforcing Details per ENW approved Transmittal dated 7-17-18 and Contech revised transmittal dated 10/8/18. Contech crew was on site installing carbon fiber reinforcing on the underside glulam beams at Building 3 Phase renovations. The workers are using a grinder to clean the underside of the beam prior to installing the 2 layers of fiber. The contractor is using Fyfe Tyfo Fibrwrap systems material with lot # 1-10470 with Fyfe two component epoxy type A and B mixed to get and applied to the underside of the beam and between the three layers of the carbon fiber. At joints the fiber was lapped 12" per sheet 2 of the approved transmittal. To the best of my knowledge, the above was in general conformance with approved plans, specifications and regulatory requirements or as noted below. ❑X Report Items Comply 0 Report Items Do Not Comply ❑ Report items comply with exceptions ❑ In Progress / Not Complete Acknowledged By Signature Representing Print Name d,rfor Kleinfelder Representative Signature Kleinfelder Representative Print Name Initials Laboratory Test Report KLEINFELDER Bright People. Right Sohrtioro. Concrete Compression Permit No.: D18-0179 Client: Sabey Report No.: 18 -SEA -01693 Rev. 0 Issued: 8/29/2018 Project: 20191239.001A Field ID: BV_20180730_0811 Sabey Intergate East Building No 03 Sampled by: Brian Valukonis Date: 7/30/2018 40-000L - Laboratory Testing Task Submitted by: Date: 7/31/2018 Supplier: Cal Portland Cement Factor (sk/cy): Mix ID: 3300 Max. Size Agg. (in.): Cement Type: Admixtures: Design Strength: 4,500 psi @ 28 days Source of Sample: Slab -on -Grade - West portion at Grid 9.5/R. Measured Min Max Method Contractor: Sabey Construction Slump (in): 4.25 3 5 C143 Truck/Ticket/Load: 7633 / 1906694 / 1 Ambient Air Temperature (°F): 66 35 120 Time Sampled: 8:11 am Mix temperature (°F): 75 50 90 C1064 Time Batched: 7:23 am Air Content (%): 1.7 1 3 C231 Time in Truck (mins.): 48 Unit Weight (pcf): na Curing Method: Moist Room Batch Size (cy): 10 Field Cure Time: 24 hrs. Water Added (gal): 10 Test Method: ASTM C39 Capping Method: Unbonded (ASTM C1231) Average Cross Date Age Average Average Sectional Tested (days) Diameter Height Area (sq. in) Fracture Type A 8/2/2018 3 4.01 7.8 12.63 Cone and Split B 8/4/2018 5 4.01 8.1 12.63 Cone and Split C 8/6/2018 7 4.00 8.1 12.57 Cone and Split D 8/27/2018 28 4.01 8.0 12.63 Side Fracture E 8/27/2018 28 4.01 8.0 12.63 Columnar F 8/27/2018 28 4.01 8.0 12.63 Columnar G Hold Ultimate Load (lbs) 51,454 54,973 65,185 68,027 84,559 81,871 Compressive Strength (psi) 4,070 4,350 5,190 5,390 6,700 6,480 Average 28 day strength (psi): 6,190 Specified Strength (psi) @ 28 days : 4,000 Remarks: Allowable 25.9 gallons. Reviewed on 8/29/2018 by Tony Dean, Limitations: Pursuant to applicable building codes, the results presented in this report are for the exclusive use of the client and the registered design professional in responsible charge. The results apply only to the samples tested. If changes to the specifications were made and not communicated to Kleinfelder, Kleinfelder assumes no responsibility for pass/fail statements (meets/did not meet) if provided. This report may not be reproduced, except in full, without written approval of Kleinfelder. Kleinfelder Seattle Lab 1 14710 NE 87th Street, Suite 100 1 Redmond, WA 98052 1 (425) 636-7900 Page 1 of 1 KLEINFELDER Daily Field Report - Jul 26, 2018 Bright People. Right Solutions. Client: Sabey Contractor: Sabey Construction Equipment: Impact wrench by Brian Valukonis for Sabey Intergate East Building No 03 DFR #: BV072618 KLF Project #: 20191239.001 A Building Permit #: D18-0179 78°F, Clear Time Start: 10:00 AM Time Stop: 01:30 PM Traveled 1 hrs, 46 mi. Types of Tests/Observations Performed: Reinforcing Steel, Other , Bar Lock Couplers, Epoxy Dowels Documents Referenced: Approved Construction Drawings A0.0, S0.1, S1.2, 9/S4.1, Single Pile Detail by ENW, ICC -ES ESR -3187. 0 Report items Comply Observations/Remarks: Reinforcing Steel Bar lock couplers and epoxy dowels - Sabey Intergate East Building #3 - 'L-shaped concrete opening in slab - approximately Grid R -T/9-10 I arrived at Sabey Intergate East Building #3 located at 3333 120th Place, Tukwila, WA 98168 at time 1000. JEM Contractors were not ready for inspection until time 1130. I inspected the reinforcing steel and found the following. 1. Exposed existing six inches of horizontal #4 bottom and #6 top bar from 6" thick existing concrete slab. 2. Dayton Superior D250L Bar Lock couplers connecting old #4 and #6 rebar to new rebar, bolts sheared off by impact wrench. 3. Clearances from bottom reinforcing steel mat to plastic sheeting is 1.5". 4. Pile detail by ENW has 3" clearances from rebar to plastic sheeting. Four #5 `U' -bars two each way. Spiral 30" diameter of #4 with 6" on center spacing. 1.5" clearances to side wall. 5. Lap #4 bottom bars 24". Epoxy: Hilti HIT HY-200R Lot #044317L4 expiration date 11/2018. I observed the cleaning of 7/8" diameter by 8" deep by 12" on center horizontal holes for #6 A615 Grade 60 reinforcing steel with compressed air and a bottle brush. Each of the holes were cleaned per the manufacturer's printed installation instructions. Reference ICC -ES Evaluation Report ESR -3187. *Note: Top rebar will be inspected before concrete placement. Acknowledged By Signature Kleinfelder Representative Signature Sabey Construction Brian Valukonis Representing Company Company Name Kleinfelder Representative Print Name Kleinfelder Seattle 14710 NE 87th Street Redmond, WA 98052 Page 1 of 3 KLEINFELDER Daily Field Report - Jul 30, 2018 Bright People. Right Solutions. Client: Sabey Contractor: Sabey Construction Equipment: Mechanical Vibrator by Brian Valukonis for Sabey Intergate East Building No 03 DFR #: BV073018 KLF Project #: 20191239.001A Building Permit #: D18-0179 66°F, Clear Time Start: 08:00 AM Time Stop: 10:00 AM Traveled 1 hrs, 42 mi. Types of Tests/Observations Performed: Concrete, Reinforcing Steel Documents Referenced: Approved Construction Drawings A0.0, 80.1, S1.2, S3, 9/S4.1 Observations/Remarks: Reinforcing Steel Placement - Top Mat of Slab -on -Grade - Grid R -T/9-10 I inspected the reinforcing steel top mat and found the following. 1. Rebar over Piles: Six - #6 East-West, Seven - #6 North-South. 2. Rebar between Piles or mid strip: Eight - #4 North-South, Six - #4 East-West. 3. Bar Lock couplers in place at #4 and #6 with bolts sheared. Concrete Placement for Slab -on -Grade 0 Report items Comply I observed the placement of approximately 60 cubic yards of approved Cal Portland mix #3300. I collected a composite sample from the first truck and cast one set of five plus two field cures. Set #1, Time 0811, Slump 4.25", Air Temperature 66F, Concrete Temperature 75F, Air Content 1.7%. The concrete was pumped into place and consolidated by internal mechanical vibration. Acknowledged By Signature Kleinfelder Representative Signature Sabey Construction Brian Valukonis Representing Company Company Name Kleinfelder Representative Print Name Kleinfelder Seattle 14710 NE 87th Street Redmond, WA 98052 Page 1 of 2 KLE/NFELDER Bright Propte. Right Fofotions DAILY FIELD REPORT Project Name: Sabey IGE 3 Project No: 20191239 Bldg. Permit No: Project Address: 3333 120th Place, Tukwila WA 98168 D18-0179 Client: Sabey Construction LLC Equipment Observed: Contractor: Sabey Construction Weather: Clear Sunny 70F Reviewed By: Types of Tests/Observations: Date Reviewed: Date: 07/20/2018 DFR/Report No.: TG072018 Time Arrived: 0830 Time Departed: 1100 Travel Time: 1 hr Mileage: 48 El AC Pavement ElAnchor Bolts ❑ Batch Plant ❑ Concrete ❑ Fabrication Plant 0Masonry 0 Sample Pick -Up ❑ Fireproofing El Metal Decking 0 Soil /Aggregates ❑ Foundations ❑ Pre -Post Tension ❑ Steel Erection 0 HS Bolting ❑ Reinforcing Steel ❑ Welding ❑X Other, please specify: Wood Framing, Cold Formed Steel and Carbon Fiber Reinforcing Documents Referenced: Approved Drawings for Permit D18-0179, Details per sheets S2.2 and S4.1, Carbon Fiber Reinforcing Details per ENW approved Transmittal dated 7-17-18 Location of Inspection: IGE Building # 3 Roof Upgrades at grids H -T/8-11 Observations/Remarks: Carbon Fiber Reinforcing - refer detail 6/S4.1 and Carbon Fiber Reinforcing Details per ENW approved Transmittal dated 7-17-18 Contech crew was on site installing carbon fiber reinforcing on the underside glulam beams at grids H -T/8-9. The workers are using a grinder to clean the underside of the beam prior to installing the 2 layers of fiber. The contractor is using Fyfe Tyfo Fibrwrap systems material with lot # 1-10470 with production date of 12/6/11 with Fyfe two component epoxy type A and B mixed to get and applied to the underside of the beam and between the two layers of the carbon fiber. At joints the fiber was lapped 12" per sheet 2 of the approved transmittal. Roof Framing Upgrade - Refer plan page S2.2 of approved drawings 1. Purlins and Rafters at grids H -I/10.8-11 as per details 5, 8,11,12,14 of sheet S4.1 2. Knee Brace Simpson VB at grids H -I/10.7 3. Steel joist at grids H -I/8-10.7 per details 4 and 7 of sheet S4.1. 4. Simpson HD HD9B seismic holddown at grids H -I/8-10.2 5. Simpson HTT4 Seismic strap at existing purlins at grids T/8-11 and H/8-11 To the best of my knowledge, the above was in general conformance with approved plans, specifications and regulatory requirements or as noted below. ❑X Report Items Comply ❑ Report Items Do Not Comply ❑ Report items comply with exceptions EX In Progress / Not Complete Acknowledged By Signature Representing Print Name Kleinfelder Representative Signature Kleinfelder Representative Print Name Initials (fr---N\ KLEINFELDER Rright People. Right Solutions. DAILY FIELD REPORT Project Name: Sabey IGE 3 Project No: 20191239 Bldg. Permit No: D18-0179 Project Address: 3333 120th Place, Tukwila WA 98168 Client: Sabey Construction LLC Contractor: Sabey Construction Equipment Observed: Weather: Clear Sunny 70F Reviewed By: Types of Tests/Observations: Date Reviewed: Date: 08/08/2018 DFR/Report No.: TG080818 Time Arrived: 0830 Time Departed: 1030 Travel Time: 1 hr Mileage: 48 ❑ AC Pavement ❑ Fabrication Plant D Masonry 0 Sample Pick -Up [' Other, please specify: ['Anchor Bolts ❑ Fireproofing 0Metal Decking 0 Soil / Aggregates Wood Framing, Cold Formed Steel and Carbon 0 Batch Plant ❑ Foundations 0 Pre -Post Tension 0 Steel Erection Fiber Reinforcing ❑ Concrete ❑ HS Bolting ❑ Reinforcing Steel ❑ Welding Documents Referenced: Approved Drawings for Permit D18-0179, Details per sheets S2.2 and 84.1, Carbon Fiber Reinforcing Details per ENW approved Transmittal dated 7-17-18 and Kleinfelder Report TG072018 Location of Inspection: IGE Building # 3 Roof Upgrades at grids H -T/8-11 Observations/Remarks: Carbon Fiber Reinforcing - refer detail 6/S4.1 and Carbon Fiber Reinforcing Details per ENW approved Transmittal dated 7-17-18 I verfified that Contech has completed installing carbon fiber reinforcing on the underside glulam beams at grids H -T/8-9. Roof Framing Upgrade - Refer plan page S2.2 of approved drawings Inspected installation of new HSS column with beam saddle at grids 8.7/H -I - anchor bolt instillation and welding Roof framing upgrades at the above locations found to be in place per iplan sheet S2.2, detail sheet S4. Work noted as still to be completed per Kleinfelder report TG072018 is now complete per the above noted documents. To the best of my knowledge, the above was in general conformance with approved plans, specifications and regulatory requirements or as noted below. ❑X Report Items Comply 0 Report Items Do Not Comply ❑ Report items comply with exceptions [' In Progress / Not Complete Acknowledged By Signature Representing Print Name Kleinfelder Representative Signature Kleinfelder Representative Print Name Initials 2/7/2019 City of Tukwila Department of Community Development JOSH JOHNSON 12201 TUKWILA INTERNATIONAL BLVD FOURTH FLOOR TUKWILA, WA 98168 RE: Permit No. D18-0179 SABEY 3333 S 120TH PL Dear Permit Holder: Allan Ekberg, Mayor Jack Pace, Director In reviewing our current records, the above noted permit has not received a final inspection by the City of Tukwila Building Division. Per the International Building Code, International Mechanical Code, Uniform Plumbing Code and/or the National Electric Code, every permit issued by the Building Division under the provisions of these codes shall expire by limitation and become null and void if the building or work authorized by such permit has not begun within 180 days from the issuance date of such permit, or if the building or work authorized by such permit is suspended or abandoned at any time after the work has begun for a period of 180 days. Your permit will expire on 3/5/2019. Based on the above, you are hereby advised to: 1) Call the City of Tukwila Inspection Request Line at 206-438-9350 to schedule for the next or final inspection. Each inspection creates a new 180 day period, provided the inspection shows progress. -or- 2) Submit a written request for permit extension to the Permit Center at least seven(7) days before it is due to expire. Address your extension request to the Building Official and state your reason(s) for the need to extend your permit. The Building Code does allow the Building Official to approve one extension of up to 180 days. If it is determined that your extension request is granted, you will be notified by mail. In the event you do not call for an inspection and/or receive an extension prior to 3/5/2019, your permit will become null and void and any further work on the project will require a new permit and associated fees. Thank you for your cooperation in this matter. Sincerely, Jazzel Salzar Permit Technician File No: D18-0179 6300 Southcenter Boulevard Suite #100 • Tukwila, Washington 98188 • Phone 206-431-3670 • Fax 206-431-3665 HERMIT COOED COPY C� PLAN REVIEW/ROUTING SLIP PERMIT NUMBER: D18-0179 DATE: 06/18/18 PROJECT NAME: SABEY SITE ADDRESS: 3333 S 120TH PL 180 X Original Plan Submittal Response to Correction Letter # Revision # before Permit Issued Revision # after Permit Issued DEPARTMENTS: (�J mMCG tj 4' i Building Division `rq Public Wor( PQM toq Fire Prevention Structural N/44- ri4e Planning Division vs ❑ Permit Coordinator PRELIMINARY REVIEW: Not Applicable ❑ (no approval/review required) DATE: 06/19/18 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: 07/17/18 Notation: REVIEWER'S INITIALS: DATE: Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg 0 Fire 0 Ping 0 PW ❑ Staff Initials: 12/18/2013 SABEY CONSTRUCTION INC C Home Espanol Contact Safety & Health 0 Washington State Department of Labor & Industries Claims & Insurance Search L&I A -Z Index Help Workplace Rights SABEY CONSTRUCTION INC Owner or tradesperson Principals SABEY, DAVID ARTHUR, PRESIDENT SEWELL, PATRICIA ANNE, SECRETARY POOLE, LAURENT D, SECRETARY (End: 01/19/2011) HARMON, JAMES N, TREASURER (End: 01/19/2011) Doing business as SABEY CONSTRUCTION INC WA UBI No. 601 532 164 12201 TUKWILA INT'L BLVD 4TH FLOOR SEATTLE, WA 98168-5121 206-281-4200 KING County Business type Corporation Governing persons SABEY CORPORATION DAVID A SABEY; JOHN D SABEY; PATRICIA SEWELL; License Verify the contractor's active registration / license / certification (depending on trade) and any past violations. Construction Contractor License specialties GENERAL License no. SABEYCI033KM Effective — expiration 05/14/1997— 01/12/2019 Bond .............. HARTFORD FIRE INSURANCE CO Bond account no. 52BSBCQ3983 Received by L&I 12/20/2004 Insurance National Fire Ins of Hartford Policy no. 2094061165 Received by L&I Active. Meets current requirements. $12,000.00 Effective date 12/31/2004 Expiration date Until Canceled $1,000,000.00 Effective date Page 1 of 2 My L&I Trades & Licensing Help us improve https://secure.lni.wa.gov/verify/Detail.aspx?UBI=601532164&LIC=SABEYCI033KM&SAW= 7/9/2018 SABEY CONSTRUCTION INC 03/20/2018 11/01/2016 Expiration date 11/01/2019 Insurance history Savings ....................... (in lieu of bond) Received by L&I Release date N/A Savings account ID $6,000.00 Effective date 04/21/1994 Impaired date N/A 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 331,221-02 Doing business as SABEY CONSTRUCTION Estimated workers reported Quarter 1 of Year 2018 "11 to 20 Workers" L&I account contact TO / JULIE SUR (360)902-4715 - Email: SURJ235@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 Check for any past safety and health violations found on jobsites this business was responsible for. Inspection results date 07/02/2015 Inspection no. 317936768 Location 2200 M St. NE Quincy, WA 98848 No violations Page 2 of 2 i%i 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=601532164&LIC=SABEYCI033KM&SAW= 7/9/2018 PROJECT TEAM \ •• •\ •• \ \ •• • • • •\ •• \ • BUILDING 4 OWNER: INTERNATIONAL GATEWAY EAST LLC 12201 TUKWILA INTERNATIONAL BLVD. TUKWILA, WA 98168 Tel: 206.281.8700 ATTN: BRANDON HARRIS ARCHITECT / DESIGNER: SABEY ARCHITECTURE 12201 TUKWILA INTERNATIONAL BLVD. FOURTH FLOOR TUKWILA, WA 98168 Tel: 206281.8700 ATTN: BRANDON HARRIS GENERAL CONTRACTOR: SABEY CONSTRUCTION 12201 TUKWILA INTERNATIONAL BLVD. TUKWILA, WA 98168 Tel: 206.281.8700 ATTN: GLENN PARRY WA License: SABEYCI033KM STRUCTURAL ENGINEER: ENGINEERS NORTHWEST INC., P.S. 9725 THIRD AVE NE, SUITE 207 SEATTLE, WA 98115 Tel: 206.525.7560 ATTN: DALE KAEMINGK PE, SE BUILDING ADDRESS INTERGATE.EAST, BUILDING 3 3333 SOUTH 120TH PLACE TUKWIAL, WA 98168 1 e MME M \\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\ ■ \ ■ —\ ■ \ ■ • • ■ \ ■ \ • ♦1101MI••■■t■t■■IIIII••■■■■■■■■•■■_I■.MI ■ \ • ■ \ ■ \ ■• ■ \ ■ \ ■ \ ■ ♦ •0 \ ■ \ • • • • \' No • AREA OF WORK SUITE 110 • \ ♦ - 1 \ •• \\\\\\\\\\\\\\\\\\\\, ■ ■ ■ ■ 1 O ■ ■ i O O O ■ ■ i ■ ■ ■ 1 ■ ■ O O 0 • O •11 BUILDING 3 1 1 1 O ■ ■ ■ ■ O 11■ ■ 1 1 ■ O 1 ■ i O O ■ ■ 0 ■ O ■ 0 O ■ ■ O O AREA OF WORK SUITE 180 MMEDEDEMEMEMEMEMMIEMMMMM• • • •\ t •••• \ \\ O O \\\\\\\\\\• ; \ • • • • • •• • ••••////Z<\)•••••••••••••\ SCOPE OF WORK INSTALL NEW METAL JOIST FRAMING THROUGHOUT SUITES 180 AND 110 TO INCREASED CAPACITY OF THE ROOF AND ALLOW THE INSTALLATION OF A NEW MEMBRANE ROOF WITH INSULATION (RE -ROOFING UNDER SEPARATE PERMIT). INSTALL NEW GLU-LAM BEAMS, WOOD FRAMING AND COLUMNS AT SOUTH END OF BUILDING PER RECOMMENDATION BY INSURANCE COMPANY TO ALLOW FOR SHOW DRIFTING. INSTALL NEW TIE DOWNS AND ASSOCIATED HARDWARE AS PART OF A VOLUNTARY SEISMIC RETROFIT. REMOVE AND REPLACE APPROXIMATELY 2700 SQ. FT. OF CONCRETE SLAB DUE TO CRACKING. CODE AND BUILDING INFORMATION BUILDING 5 •\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\`• x Cx3E:CCIacamobiliaarlor/I144re*:7711rc ,x x PROJECT NAME: IGE-3 STRUCTURAL UPGRADES TO ROOF SITE ZONING: MIC/H KING COUNTY ASSESSOR'S PARCEL NUMBERS: 102304-9079-04 APPLICABLE CODES: BUILDING CODE: MECHANICAL CODE: PLUMBING CODE: ELECTRICAL CODE: ENERGY CODE: FIRE CODE: FUEL GAS CODE: ACCESSIBILITY CODES: 2015 INTERNATIONAL BUILDING CODE (WAC 51-50) 2015 INTERNATIONAL MECHANICAL CODE (WAC 51-52) 2015 UNIFORM PLUMBING CODE (WAC 51-56) 2015 INTERNATIONAL ELECTRICAL CODE WITH WASHINGTON STATE AMENDMENTS 2015 WASHINGTON STATE ENERGY CODE (WAC 51-11C) 2015 INTERNATIONAL FIRE CODE (WAC 51-54A) 2015 INTERNATIONAL FUEL GAS CODE WASHINGTON STATE ACCESSIBILITY CODE (WAC 51-50) USE GROUP AND OCCUPANCY: NO CHANGE TO OCCUPANCY GROUP OCCUPANCY: B EXISTING TYPE OF CONSTRUCTION: ICC CONSTRUCTION TYPE V -B NUMBER OF STORIES: STORIES ABOVE GRADE PLANE: 1 STORIES BELOW GRADE PLANE: 0 SEISMIC DESIGN CATEGORY: D PROPOSED AREA OF REMODEL: APPROXIMATELY 96,000 SF OF PROJECT AREA CORE AND SHELL FIRE RATINGS: AS EXISTING - NO CHANGE INTERIOR FINISHES: 0 AS EXISTING - NO CHANGE MEANS OF EGRESS: AS EXISTING - NO CHANGE SEPAL A: T E PERMIT REQUIRED FOR: CJ[ ItlMechanicat SiElectrical Plumbing Gas Piping City of Tukwila BUILDING DIVISION SABEY SABEY ARCHITECTURE seattle, washington 206.281.8700 sabey.com FILE C3PY Permit No. V6/ OM Qt Plan review approval is subject to errors and omis�inns. Approval of construction documents does nct au:::crizo the violation of any adopted coda or oro"nand. csipt g approved Field Copy and conditions is ack:t".vlc:.'od: By: Date: `7 9 Z.70 City cf T °' i!a LL:`. oTi1 BUILDING DIVISION REVISIONS No changes shall he mryd1 to the scope of work without prior approval of Tukwila Building Division. NOTE: ,1evisions will require a ne'r., Wan submittal and may include additional ran review fees PARKING: NO CHANGE TO PARKING IS PROPOSED IN CONJUNCTION WITH THE PROJECT. PARKING DEMANDS AS A RESULT OF COMMERCIAL TI ARE MET BY EXISTING SITE PARKING FACILITIES. ALL ACCESSIBLE SITE FEATURES AND PARKING STALLS ARE PROVIDED PER THE BUILDING LANDLORD. (PROPERTY) LEGAL DESCRIPTION LOT 3, BOUNDARY LINE ADJUSTMENT NO. L04-060, RECORDED UNDER RECORDING NO. 20041008900012, RECORDS OF KING COUNTY, WASHINGTON. x i i \\\\\\\\\\ VICINITY MAP Duwamish River ----- --s 10111100111001111111111111001111110110011111110110111011/110111001111111111110.011111111101111011110111101100011100111111111111011110110111 IGE-3 STRUCTURAL UPGRADES TO ROOF INTERGATE.EAST, BUILDING`3 3333 S 12TH PLACE TUKWILA, WA 98168 REVIEWED FOR CODE COMPLIANCE APPROVED JUN 27 2018 City of Tukwila BUILDING DIVISION MARK I DATE DESCRIPTION ISSUE: PERMIT PROGRESS. DATE: 05/30/18 DRAWN BY: BH CHECKED BY: APPROVED BY: REQ EiL/FD CITY OF TUKWi`. PROJECT NO: FILE: JUN 1 2018 PERMIT CENTER All drawings and written material appearing herein constitute the original and unpublished work of the Sabey Corporation and the same may not be duplicated, used or disclosed without the written consent of the Sabey Corporation. yt DRAWING INDEX n r 1 C cI SITE PLAN 0 8' 16' 32' SCALE: 1/32" = 1'-0" A0.0 COVER SHEET, PROJECT INFO, AND SITE PLAN SO.1 GENERAL NOTES SO.2 SPECIAL INSPECTIONS S1.1 PARTIAL FOUNDATION PLAN S1.2 PARTIAL FOUNDATION PLAN S2.1 PARTIAL ROOF FRAMING PLAN S2.2 PARTIAL ROOF FRAMING PLAN S4.1 ROOF FRAMING SECTIONS COVER SHEET, PROJECT INFO, AND SITE PLAN tes-16-01038016.dwg, 06-07-18, 10:27am, prakashp, 16 GENERAL NOTE THE FOLLOWING NOTES APPLY UNLESS NOTED OTHERWISE - ASTM'S NOTED ARE TO BE LATEST EDITION. 1. DESCRIPTION Building Name & Site Location - (Tukwila, WA) Intel -gate East Building 3 2. DESIGN CODE AND STANDARDS Applicable Code (Edition/Name)- 2015 International Building Code (IBC) Other documents referenced by these notes shall be the specific edition referenced by the building code specified above, or if not specified, shall be the latest edition. Code supplement & Date - ASCE 7-10 3. DESIGN LOADS a. I. Roof Live Load See snow load / 20 psf (reducible per code) II. Slab Live Toad 250 psf b. Snow Load Basic ground snow Toad - Pg = 25 psf Basic roof snow Toad - Pf = 25 psf Thermal factor - Ct = 1.0 Importance factor - Is = 1.0, Snow exposure factor - Ce = 1.0 Drifting snow (/is not) required in the design. c. Seismic Risk Category II Ss =1.494, S1 = 0.516, le = 1.0, Site Class "D" and SDS = 0.996, SDI = 0.515. Seismic Design Category = "D" Basic Seismic Force Resisting System = SRCSW Cs= 0.199,R= 5 Equivalent Lateral Force Procedure used. Mech. & Refrigeration unit loads will be picked up at the point of the units and transferred into the lateral system. Sprinkler lines will be braced to top of girders or top chord of steel truss, by the sprinkler contractor. d. Wind Load Risk Category II Basic wind speed (3 sec. gust) VULT= 110 mph , VASD= 85 mph Exposure ? B Kzt=1.0 Kd=0.85 (IBC load cases per section 1605.2 & 1605.3.1 only) Internal pressure coefficient GCpi - + 0.18 Components & cladding = ?? psf e. Dead loads Weight of structure. f. Special Loads The following special loads are to be considered: Mechanical equipment on roof. Sprinkler lines, canopy & other reactions as noted on structural drawings. 9 q Load Combinations All Code required load combinations are to be used in the building design. CAST -IN-PLACE CONCRETE + = CAST -IN-PLACE RET MAY BE PROPORTIONED NED ON -THE F40 0 PSI FOR ALL CAST IN PLACE CONCRETE. CONCRETE co BASIS OF FIELD EXPERIENCE AND/OR TRIAL MIXTURES AS DESCRIBED IN CODE. SUBMIT MIX N PLACING OF ALL CONCRETE DESIGN AND` DATA AS REQUIRED FOR EACH METHOD. MIXING AND R AND SELECTION OF MATERIALS SHALL BE IN ACCORDANCE WITH ACI CODE 318. PROPORTION AGGREGATE TO CEMENT TO PRODUCE A DENSE WORKABLE MIX WITH 4" MAXIMUM SLUMP WHICH CAN BE PLACED WITHOUT SEGREGATION OR EXCESS FREE SURFACE WATER. SEE SPECIFICATIONS FOR ADMIXTURES. PROVIDE 5% + 1-1/2% TOTAL AIR CONTENT FOR CONCRETE EXPOSED TO FREEZING AND THAWING EXPOSURES. LIMIT WATER -CEMENT RATIO TO .45 AND USE TYPE V CEMENT WHERE CONCRETE IS EXPOSED TO SOIL CONTAINING WATER SOLUBLE SULFATE IN EXCESS OF .2%. ADD NO WATER AT SITE. WATER REDUCING OR SUPERPLASTICIZING ADMIXTURES MAY BE USED TO INCREASE WORKABILITY WITHOUT INCREASING WATER -CEMENT RATIO OF DESIGN MIX SUBMITTAL. SEE SPECIFICATIONS FOR CURING. PROVIDE 3/4" CHAMFER AT ALL EXPOSED CONCRETE EDGES UNLESS INDICATED OTHERWISE ON ARCHITECTURAL DRAWINGS. REINFORCING STEEL USE DEFORMED CONCRETE REINFORCING STEEL CONFORMING WITH ASTM A 615, GRADE 60 (fy=60,000 PSI). LAP CONTINUOUS REINFORCING BARS PER SCHEDULE, 2'-0" MIN. UNLESS NOTED OTHERWISE. PROVIDE CORNER BARS (2'-0 MIN. BEND) FOR ALL HORIZONTAL REINFORCEMENT. DETAIL STEEL IN ACCORDANCE WITH "ACI MANUAL OF STANDARD PRACTICE OF DETAILING REINFORCED CONCRETE STRUCTURES". WELDED WIRE FABRIC (WWF) TO CONFORM WITH ASTM A 185. REINFORCING HOOKS TO COMPLY WITH STANDARD ACI HOOKS EXCEPT STIRRUPS AND TIES SHALL HAVE 135 DEGREE ACI SEISMIC HOOKS. COVER TO REINFORCEMENT: NONPRESTRESSED CAST -IN-PLACE CONCRETE (INCHES) CAST AGAINST AND PERMANENTLY EXPOSED TO EARTH 3 FORMED SURFACES EXPOSED TO EARTH OR WEATHER #6 AND LARGER 2 #5 AND SMALLER 1-1/2 NOT EXPOSED TO WEATHER OR IN CONTACT WITH GROUND SLABS, WALLS, JOISTS 14 AND LARGER 1-1/2 #11 AND SMALLER 3/4 BEAMS, COLUMNS PRIMARY REINFORCEMENT, TIES, STIRRUPS,SPIRALS 1-1/2 PRESTRESSED CAST -IN-PLACE CONCRETE (APPLIES TO PRESTRESSED AND NONSTRESSED REINFORCEMENT, DUCTS AND END FITTINGS) CAST AGAINST AND PERMANENTLY EXPOSED TO EARTH 3 FORMED SURFACES EXPOSED TO EARTH OR WEATHER SLABS, WALLS, JOISTS 1 OTHER MEMBERS 1-1/2 NOT EXPOSED TO WEATHER OR IN CONTACT WITH GROUND SLABS, WALLS, JOISTS 3/4 BEAMS, COLUMNS PRIMARY REINFORCEMENT 1-1/2 TIES, STIRRUPS, SPIRALS 1 SHOULD THE REINFORCING SUPPLIER AND/OR DETAILER CHOOSE TO USE SOFT METRIC, EACH AND EVERY REBAR CALLOUT MUST BE INDICATED WITH BOTH SIZES WITH THE IMPERIAL SIZE FIRST THUS: "#4/#13" NO EXCEPTIONS. A CONVERSION TABLE ALONE IS UNACCEPTABLE. WE WILL CHECK THE SHOP DRAWINGS TO THE IMPERIAL SIZES ONLY. IT WILL BE THE RESPONSIBILITY OF THE REINFORCING SUPPLIER AND THE GENERAL CONTRACTOR TO VERIFY THAT ALL CONVERSIONS TO METRIC SUPPLY AT LEAST THE SAME AREA OF STEEL AS THE IMPERIAL. REINFORCING STEEL WELDING USE ASTM A 706 GRADE 60 (fy = 60000 PSI) FOR ANY REINFORCING THAT IS TO BE WELDED. FOLLOW PROCEDURES OF ANSI/AWS D1.4, "STRUCTURAL WELDING CODE - REINFORCING STEEL". USE E 80XX LOW HYDROGEN ELECTRODES CONFORMING TO ANSI/AWS A5.1 OR A5.5. DO NOT WELD REINFORCING IF TEMPERATURE IS BELOW 32 DEGREES FAHRENHEIT. MAINTAIN A MINIMUM PREHEAT AND INTERPASS TEMPERATURE OF 50 DEGREES . DO NOT WELDN 14AND NO. 18 BAR FAHRENHEIT FOR NO. 7 THROUGH NO. 11 BARS O. S. DO NOT WELD WITHIN , 3 -INCHES OF BENDS. LET BARS COOL NATURALLY TO AMBIENT TEMPERATURE AFTER WELDING; DO NOT QUENCH. USE WABO CERTIFIED WELDERS. PROVIDE SPECIAL INSPECTION PER CODE. SUBMIT MILL CERTIFICATES. CONCRETE AND MASONRY ANCHORS (BOLTS, THREADED RODS AND REBARDOWELS) DRILLED IN EXPANSION ANCHORS: CONCRETE HILTI KWIK BOLT TZ PER ESR -1917 CMU HILTI KWIK BOLT 3 PER ESR -1385 ADHESIVE ANCHORS: CONCRETE CMU UNREINFORCED MASONRY CAST IN PLACE ANCHORS: CONCRETE CMU SCREW ANCHORS: CONCRETE CMU HILTI HIT -RE 500 V3 PER ESR -3814 AND HILTI HIT-HY 200-R PER ESR -3187 HILTI HIT-HY 70 PER ESR -2682 HILTI HIT-HY 70 PER ESR -3342 EMBED PER PLANS AND SECTIONS EMBED PER PLANS AND SECTIONS HILTI KWIK HUS -EZ (KH -EZ) AND HUS -EZ I (KH -EZ I) PER ESR -3027 HILTI KWIK HUS -EZ (KH -EZ) PER ESR -3056 ADHESIVE ANCHORS SHALL BE INSTALLED IN CONCRETE HAVING A MINIMUM AGE OF 21 DAYS AT TIME OF INSTALLATION PER ACI 318 -14 SECTION 17.1.2 INSTALLATION OF ADHESIVE ANCHORS HORIZONTALLY OR UPWARDLY INCLINED TO SUPPORT SUSTAINED TENSION LOADS SHALL BE PERFORMED BY CERTIFIED PERSONNEL IN CONFORMANCE TO ACI 318 -14 SECTION 17.8.2.2. FOLLOW INSTALLATION PROCEDURES OF ESR REPO RE 500 V3 PER ESR-3814RT AND MANUFACTURER'S INSTRUCTIONS. PROVIDE SPECIAL INSPECTION AS NOTED AND/OR REQUIRED BY ESR REPORT. SUBSTITUTIONS ARE NOT ALLOWED UNLESS WRITTEN APPROVAL BY ENW IS RECEIVED. SUBSTITUTIONS MUST BE SUBMITTED TO ENW FOR REVIEW PRIOR TO CONSTRUCTION. PROVIDE STAINLESS STEEL OR GALVANIZED ANCHORS FOR EXTERIOR APPLICATIONS AS REQUIRED. ANCHORS RATED FOR DRY INTERIOR CONDITIONS MAY NOT BE USED FOR EXTERIOR APPLICATIONS PER ESR REPORT. 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: WIDE FLANGE SHAPES ASTM A 992 (Fy=50,000 PSI) OTHER SHAPES & PLATES ASTM A 36 (Fy=36,000 PSI) TUBE SHAPES ASTM A 500, GRADE B (Fy=46,000 PSI) PIPE SHAPES ASTM A 53, TYPE E OR S, GRADE B - (Fy=35,000 PSI) WELDHEAD STUDS ASTM A 108 (Fy=50,000 PSI) ANCHOR BOLTS ASTM F 1554, GRADE 36 (Fy=36,000 PSI) HIGH STRENGTH BOLTS ASTM A 325 - BASE PLATE GROUT ASTM C 1107 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 "2014 RCSC SPECIFICATION FOR STRUCTURAL JOINTS USING HIGH STRENGTH BOLTS". WELDS: ALL WELDING TO CONFORM WITH AWS DI.1 "STRUCTURAL WELDING CODE - STEEL". WELDS NOT SPECIFIED SHALL BE%" 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 METAL 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 NEEDS TO BE COATED FOR APPROPRIATE EXPOSURE. COORDINATE WITH ARCHITECT AND ENGINEER. MEMBERS DESIGNATED "POSTS" ARE NOT DESIGNED TO CARRY THE OSHA 300 POUND ECCENTRIC LOAD. (ENGINEER NOTES: CHANGE "WABO" TO "CERTIFIED" IF NOT WASHINGTON STATE.) 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: SPECIES GRADE BASE VALUE Fb VISUALLY GRADED DIMENSION LUMBER 2 TO4" THICK BY 2 & WIDER) STUDS - TYPICAL DOUG FIR STANDARD 550 PSI STUDS - WHERE NOTED DOUG FIR #2 900 PSI JOISTS & RAFTERS - TYPICAL DOUG FIR #2 900 PSI H JOISTS&::RAFTERS. WHERE NOTED DOUG FIR #1 1000 PSI - PLATES &LEDGERS DOUG FIR #2 900 PSI BEAMS & HEADERS - TYPICAL DOUG FIR #2 900 PSI VISUALLY GRADED TIMBERS (5"X5" & LARGER) BEAMS & STRINGERS (WIDTH MORE THAN 2" OF THICKNESS DOUG FIR #1 POSTS & TIMBERS (WIDTH 2" OR MORE OF THICKNESS) DOUG FIR #1 1350 PSI 1200 PSI EACH PIECE SHALL BEAR A VALID GRADE STAMP THAT IS NOT TO BE REMOVED. BOLT HEADS AND NUTS BEARING AGAINST WOOD SHALL BE PROVIDED WITH STANDARD CUT WASHERS. ALL BASE VALUE STRESSES TO BE ADJUSTED WITH APPROPRIATE SIZE FACTORS. ALL WOOD IN CONTACT WITH CONCRETE OR MASONRY SHALL BE PRESERVATIVE TREATED. USE STANDARD LENGTH COMMON NAILS CONFORMING WITH FEDERAL SPECIFICATION FF -N-1058 FOR ALL NAILING EXCEPT WHERE SHORTER NAILS PROVIDE THE REQUIRED PENETRATION IN DIAPHRAGMS. ALL FASTENERS, CONNECTORS, AND ANCHORS IN CONTACT WITH PRESSURE TREATED WOOD SHALL BE STAINLESS STEEL, ZMAX (G185 HDG PER ASTM A653), HOT -DIP GALVANIZED (HDG) PER ASTM A123 FOR CONNECTORS AND ASTM A153 FOR FASTENERS, OR MECHANICALLY - GALVANIZED FASTENERS PER ASTM B695, CLASS 55 OR GREATER. PROVIDE MIN. NAILING PER IBC TABLE 2304.10.1 UNLESS NOTED OTHERWISE. ALL HANGERS, TIES AND CONNECTORS ARE SIMPSON. OTHER MANUFACTURERS WITH ICC -ES APPROVED LOAD CAPACITIES EQUAL TO OR GREATER THAN THAT SPECIFIED MAY BE USED. NAIL ALL HOLES WITH NAILS AS SPECIFIED BY MANUFACTURER. CUT NO HOLES IN ANY STRUCTURAL FRAMING WITHOUT ENGINEERS APPROVAL, EXCEPT THAT 1 -INCH DIAMETER HOLES MAY BE DRILLED IN 2X STUDS AND PLATES —NO MORE THAN ONE HOLE EVERY 6 -INCHES. - GLU-LAMINATED WOOD MEMBERS GLU-LAMINATED WOOD BEAMS, COAST REGION DOUGLAS FIR CONFORMING WITH ANSI A190.1-12 AND AITC 117-10 OF APA-EWS Y117. USE COMBINATION EWS 24F -V4 (DF/DF) Fb=2400, Fvx = 190 PSI FOR SIMPLE SPAN BEAMS AND COMBINATION EWS 24F -V8 (DF/DF) Fb=2400, Fvx = 190 PSI FOR CANTILEVERED BEAMS. BOTTOM LAM TO BE FREE OF UNSOUND KNOTS LARGER THAN 1/2" DIAMETER. MATERIAL MUST BE OBTAINED FROM AN APPROVED FABRICATOR. ALL GLU-LAM BEAMS SHALL FIT SNUG AND TIGHT IN THEIR CONNECTIONS AND DEVELOP FULL BEARING AS INDICATED. PROVIDE AITC OR APA-EWS STAMP ON EACH MEMBER AND SUBMIT AITC OR APA-EWS CERTIFICATE. ADHESIVE TO BE "WET USE". INDUSTRIAL APPEARANCE GRADE. WOOD STRUCTURAL PANELS CONFORM WITH U.S. DEPARTMENT OF COMMERCE VOLUNTARY PRODUCT STANDARDS, PSI -09, STRUCTURAL PLYWOOD OR PS 2-10, PERFORMANCE STANDARD FOR WOOD BASED STRUCTURAL -USE PANELS . ALL PANELS RATED EXPOSURE 1. SEE PLANS FOR NAILING SPACING. ROOF SHEATHING: 19/32", CDX 32/16. NAIL WITH 10d (.148" DIAMETER X 3") COMMON NAILS WITH 1-5/8" MINIMUM PENETRATION. PROVIDE PLYWOOD SHEATHING CLIPS ON UNSUPPORTED EDGES MIDWAY BETWEEN FRAMING MEMBERS. SPACE NAILS AT 6" ON CENTER AT ALL EDGES AND 12" ON CENTER FIELD NAILING (BLOCK UNSUPPORTED EDGES WITH 2X FLAT) UNLESS NOTED OTHERWISE ON PLANS OR DIAPHRAGM SCHEDULE. WALL SHEATHING: 15/32", CDX 24/0 STRUCTURAL 1. NAIL WITH 10d (.148" DIAMETER X 3") COMMON NAILS WITH 1-5/8" MINIMUM PENETRATION. SPACE NAILS AT 6" ON CENTER AT ALL EDGES AND 12" ON CENTER FIELD NAILING (BLOCK UNSUPPORTED EDGES WITH 2X FLAT) UNLESS NOTED OTHERWISE ON PLANS OR DIAPHRAGM SCHEDULE. FLOOR SHEATHING: 1 1/8" STURD-I FLOOR, T & G, 48/24. GLU-NAIL WITH 10d (.148" DIAMETER X 3") RINGSHANK NAILS WITH 1-5/8" MINIMUM PENETRATION. GLUE PLYWOOD TO SUPPORTS AND AT T & G JOINTS WITH ADHESIVE CONFORMING TO APA SPECIFICATION AFG-01. SPACE NAILS AT 6" ON CENTER AT ALL EDGES AND 12" ON CENTER FIELD NAILING (BLOCK UNSUPPORTED EDGES WITH 2X FLAT) UNLESS NOTED OTHERWISE ON PLANS OR DIAPHRAGM SCHEDULE. 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 APPROVAL PRIOR TO INSTALLATION OF ANY OF THIS EQUIPMENT. ALL DETAILS OF CONNECTIONS TO THE STRUCTURE FOR EQUIPMENT SHALL BE BY THE SUPPLIER OF THAT EQUIPMENT. IF THE BUILDING DEPARTMENT REQUIRES A SUBMITTAL REGARDING THE DESIGN OF THESE DETAILS, IT WILL BE THE RESPONSIBILITY OF THE EQUIPMENT SUPPLIER TO PROVIDE THIS SUBMITTAL. SPECIAL CONDITIONS CONTRACTOR SHALL VERIFY ALL DIMENSIONS IN THE FIELD AND SHALL PROVIDE ADEQUATE SHORING AND BRACING OF ALL STRUCTURAL MEMBERS DURING CONSTRUCTION. oc CONTRACTOR SHALL NOTIFY ENGINEER OF ALL FIELD CHANGES PRIOR TO INSTALLATION. ABBREVIATIONS ARCH. BAL. B. OR BOT. - BTWN. BLDG. BRG. C.I.P. C.J. CL CLR. CMU COL. CONC. C.S.J. D.F. EA E.E. E.F. E.J. EL. OR ELEV. E.N.W. OR ENW EQ. E.S. E.W. F.O. F.O.C. F.O.S. F.O.W. FTG. GA. GALV. G.L.B. G.W.B. H. OR HORIZ. H.F. H.S.S. I.B.C. I.C.C. I.F. INC. - I.S. K L.W. L.L.H. L.L.V. M.F.R. M.O. N.F. N.T.A. THE REMODELING AND/OR REHABILITATION OF AN EXISTING BUILDING REQUIRES THAT CERTAIN ASSUMPTIONS BE MADE REGARDING EXISTING CONDITIONS, AND BECAUSE SOME OF THESE ASSUMPTIONS MAY NOT BE VERIFIABLE WITHOUT EXPENDING ADDITIONAL SUMS OF MONEY, OR DESTROYING OTHERWISE ADEQUATE OR SERVICEABLE PORTIONS OF THE BUILDING, THE OWNER AGREES THAT, EXCEPT FOR NEGLIGENCE ON THE PART OF THE DESIGN PROFESSIONAL, THE OWNER WILL - HOLD HARMLESS AND INDEMNIFY THE DESIGN PROFESSIONAL FROM AND AGAINST ANY AND ALL CLAIMS, DAMAGES, AWARDS, AND COSTS OF DEFENSE ARISING OUT OF THE PROFESSIONAL SERVICES PROVIDED UNDER THIS AGREEMENT. SHOP DRAWINGS - SUBMIT 4 SETS OF PRINTS (U.N.O. BY ARCHITECT) OR ELECTRONIC PDF FILES, OF SHOP DRAWINGS TO ENGINEER FOR REVIEW AFTER CONTRACTOR HAS REVIEWED & STAMPED FOR COMPLIANCE AND PRIOR TO FABRICATION FOR: STEEL JOISTS, STRUCTURAL STEEL, MISCELLANEOUS STEEL, AND REINFORCING STEEL. WHEN SHOP DRAWING SUPPLIER MAKES A CHANGE FROM THE CONTRACT DRAWINGS IT IS TO BE CLEARLY FLAGGED AND CLOUDED. CHANGES NOT FLAGGED AND CLOUDED ARE TO BE CONSIDERED AS UNACCEPTABLE EVEN WITHOUT BEING COMMENTED ON IN THE SHOP DRAWING REVIEW PROCESS. THE SUPPLIER OF THE ITEM CONTAINING THE CHANGE SHALL BE RESPONSIBLE FOR CHANGING THE ITEM BACK TO AGREE WITH THESE DRAWINGS AT NO COST TO THE OWNER AT E.N.W.'S OPTION. "SHOP DRAWINGS ARE AN ERECTION AID, AND STRUCTURAL DRAWINGS SHALL TAKE PRECEDENT OVER THE SHOP DRAWINGS...". O.F. O.S. O.T.O. P.P.T. PL REINF. REM. R.O. SECT. SIM. S.J. STL. SW SYMM. T. T.O. T.O.B. T.O.F. T.O.S. T.O.W. TYP. U.N.O. V.E.F. VERT. V.F.F. VFY V.I.F. V.N.F. V.N.F. 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 DOUGLAS FIR EACH EACH END EACH FACE EXPANSION JOINT ELEVATION ENGINEERS NORTHWEST EQUAL EACH SIDE EACH WAY FACE OF FACE OF CONCRETE - FACE OF STUD - FACE OF WALL FOOTING GAGE HOT DIP GALVANIZED GLU-LAM BEAM GYPSUM WALL BOARD HORIZONTAL HEM -FIR HOLLOW STRUCTURAL SECTION INTERNATIONAL BUILDING CODE INTL. CODE COUNCIL INSIDE FACE INCLUDING INSIDE FACE KIP (1000 POUNDS) LONG WAY LONG LEG HORIZONTAL LONG LEG VERTICAL MANUFACTURER MASONRY OPENING NEAR FACE NOT TO SCALE ON CENTER OUTSIDE FACE OUTSIDE OUT TO OUT PRESERVATIVE PRESSURE TREATED PLATE REINFORCING REMAINDER ROUGH OPENING SECTIONS SIMILAR SHRINKAGE JOINT STEEL SHEARWALL SYMMETRICAL TOP TOP OF TOP OF BEAM TOP OF FOOTING TOP OF STEEL TOP OF SLAB SIMILAR PLACES TOP OF WALL TYPICAL AT ALL UNLESS NOTED OTHERWISE VERTICAL EACH FACE VERTICAL VERTICAL FAR FACE - VERIFY VERTICAL INSIDE FACE VERTICAL NEAR FACE VERTICAL OUTSIDE FACE WITH WITHOUT WELD HEAD STUD AT CENTER LINE PLATE - - REVIEWED FOR CODE COMPLIANCE APPROVED JUN 27 2018 City of Tukwila BUILDING DIVISION RECEIVE) CITY OF TUKWILA JUN 1 2018 PERMIT CENTER ani W F- 0 ENGINEER: D. KAEMINGK DRAWN: B. PATEL DATE: 05-30-2018 SHEET NO: 50.-1 DRAWING REVISIONS DRAWING SUBMITTALS SUBMIT FOR PERMIT SUBMIT FOR BID SUBMIT FOR CONSTRUCTION O z w F - Q 0 ENGINEER: D. KAEMINGK DRAWN: B. PATEL DATE: 05-30-2018 SHEET NO: 50.-1 DRAWING REVISIONS O z J Cfc W UW Z co W GENERAL NOTES 1— z ill z -o U) C V z 0 5 CO U2 r Qa) Q WO I— NQ J <Ccn V� c) cop_ Luce) >- W CO CI) JOB NO: 01038016 ENGINEER: D. KAEMINGK DRAWN: B. PATEL DATE: 05-30-2018 SHEET NO: 50.-1 L:12001files\01038\01038016\Sabey Intergate East Building 3-S0.2-special inspections-16-01038016.dwg, 06-07-18, 10:27am, prakashp, 16 2015 IBC COLD -FORMED (STEEL LIGHT GAGE CONSTRUCTION) TYPE CONTINUOUS PERIODIC REFRENCED STANDARD 1. MATERIAL VERIFICATION OF COLD -FORMED STEEL DECK: a. IDENTIFICATION MARKINGS TO CONFORM TO ASTM STANDARDS SPECIFIED IN THE APPROVED CONSTRUCTION DOCUMENTS. 1. INSPECT REINFORCEMENT STEEL, INCLUDING PRESTRESSING TENDONS, AND VERIFY PLACEMENT. X APPLICABLE ASTM MATERIAL STANDARDS - b. MANUFACTURER'S CERTIFIED TEST REPORTS. ---- X 2. HIGH LOAD DIAPHRAGMS DESIGNED IN ACCORDANCE WITH SECTION 2306.2 TABLE 2306.2(2), THE INSPECTOR SHALL VERIFY: 2. INSPECTION OF WELDING: a. COLD -FORMED STEEL DECK: 1.) FLOOR AND ROOF DECK WELDS. a. WOOD STRUCTURAL SHEATHING TO VERIFY THE GRADE AND THICKNESS SHOWN ON APPROVED BUILDING DRAWINGS. X AWS D1.3 - b. SCREW SIZE &SPACING, BOLTING ANCHORING AND OTHER FASTENING OF ELEMENTS OF THE SEISMIC FOR RESISTING SYSTEMS INCLUDING DIAPHRAM, SHEARWALLS, BRACES, COLLECTORS (DRAG STRUTS) AND HOLD DOWNS. b. THE NOMINAL SIZE OF FRAMING MEMBERS AT ADJOINING PANEL EDGES, NAIL OR STAPLE LENGTH, NUMBER OF FASTENER LINES, AND SPACING OF FASTENERS IN EACH LINE AND AT EDGE MARGING AGREES WITH APPROVED BUILDING DRAWINGS X I.B.C. 170512.3 2015 IBC TABLE 1705.3 REQUIRED SPECIAL INSPECTIONS AND TESTS OF CONCRETE CONSTRUCTION TYPE CONTINUOUS SPECIAL INSPECTIONS PERIODIC SPECIAL INSPECTIONS REFRENCED STANDARDa IBC REFRENCE 1. INSPECT REINFORCEMENT STEEL, INCLUDING PRESTRESSING TENDONS, AND VERIFY PLACEMENT. IBC SECTION X ACI 318 Ch. 20, 25.2, 25.3, 26.6.1-26.6.3 1908.4 - 2. REINFORCING BAR WELDING a. VERIFY WELDABILITY OF REINFORCING BARS OTHER THAN ASTM A706; b. INSPECT SINGLE -PASS FILLET WELDS, MAXIMUM 5/16" AND c. INSPECT ALL OTHER WELDS. 2. HIGH LOAD DIAPHRAGMS DESIGNED IN ACCORDANCE WITH SECTION 2306.2 TABLE 2306.2(2), THE INSPECTOR SHALL VERIFY: X---- X AWS D1.4 ACI 318: 2.6.6A X a. WOOD STRUCTURAL SHEATHING TO VERIFY THE GRADE AND THICKNESS SHOWN ON APPROVED BUILDING DRAWINGS. - - X - 3. INSPECT ANCHORS CAST IN CONCRETE. b. THE NOMINAL SIZE OF FRAMING MEMBERS AT ADJOINING PANEL EDGES, NAIL OR STAPLE LENGTH, NUMBER OF FASTENER LINES, AND SPACING OF FASTENERS IN EACH LINE AND AT EDGE MARGING AGREES WITH APPROVED BUILDING DRAWINGS X ACI 318: 17.8.2 1705.5.1 - 4. INSPECT ANCHORS POST INSTALLED IN HARDENED CONCRETE MEMBERS.b a. ADHESIVE ANCHORS INSTALLED IN HORIZONTALLY OR UPWARDLY INCLINED ORIENTATIONS TO RESIST SUSTAINED TENSION LOADS. b. MECHANICAL ANCHORS AND ADHESIVE ANCHORS NOT DEFINED IN 4.a. X - ACI 318: 17.8.2.4 ACI 318: 17.8.2 c. PRETENSIONED AND SLIP -CRITICAL JOINTS USING TURN -OF -NUT WITHOUT MATCHMARKING OR CALIBRATED WRENCH METHODS OF TESTING. X - 5. VERIFY USE OF REQUIRED DESIGN MIX. X ACI 318: CH. 19 26.4.3, 26.4.4 1904.1, 1904.2, 1908.2, 1908.3 - 6. PRIOR TO CONCRETE PLACEMENT, FABRICATE SPECIMENS FOR STRENGTH TESTS, PERFORM_ SLUMP AND AIR CONTENT TESTS, AND DETERMINE THE TEMPERATURE OF THE CONCRETE. X b. FOR OTHER STEEL, IDENTIFICATION MARKINGS TO CONFORM TO ASTM STANDARDS SPECIFIED IN THE APPROVED CONSTRUCTION DOCUMENTS. ASTM C172, ASTM C31 ACI 318: 26.4, 26.12 1908.10 APPLICABLE ASTM MATERIAL STANDARDS 7. INSPECT CONCRETE AND SHOTCRETE PLACEMENT FOR PROPER APPLICATION TECHNIQUES. X ACI 318: 26.5 1908.6 1908.7 1908.8 --- 8. VERIFY MAINTENANCE OF SPECIFIED CURING TEMPERATURE AND TECHNIQUES. X ACI 318: 26.5.3 - 26.5.5 1908.9 - 9. INSPECTION OF PRESTRESSED CONCRETE FOR: a. APPLICATION OF PRESTRESSING FORCES; AND b. GROUTING OF BONDED PRESTRESSING TENDONS. X X - ACI 318: 26.10 - - - - 10. INSPECT ERECTION OF PRECAST CONCRETE MEMBERS. X ACI 318: CH. 26.8 --- ---- 11. VERIFY OF IN-SITU CONCRETE STRENGTH, PRIOR TO STRESSING OF TENDONS IN POST -TENSIONED CONCRETE AND PRIOR TO REMOVAL OF SHORES AND FORMS FROM BEAMS AND STRUCTURAL SLABS. --- X ACI 318: 26.11.2 X - 12. INSPECT FORMWORK FOR SHAPE, LOCATION AND DIMENSIONS OF THE CONCRETE MEMBER BEING FORMED. - X ACI 318: 26.11.1.2(b) -- -- a. WHERE APPLICABLE, SEE ALSO SECTIONS 1705.12 SPECIAL INSPECTIONS FOR SEISMIC RESISTANCE. b. ` SPECIFIC REQUIREMENTS FOR SPECIAL INSPECTION SHALL BE INCLUDED IN THE RESEARCH REPORT FOR THE ANCHOR ISSUED BY AN APPROVED SOURCE IN ACCORDANCE WITH 17.8.2 IN ACI 318, OR OTHER QUALIFICATION PROCEDURES. WHERE SPECIFIC REQUIREMENTS ARE NOT PROVIDED, SPECIAL INSPECTIONS REQUIREMENTS SHALL BE SPECIFIED BY THE REGISTERED DESIGN PROFESSIONAL AND SHALL BE APPROVED BY THE BUILDING OFFICIAL PRIOR TO THE COMMENCEMENT OT THE WORK. 2015 IBC WOOD CONSTRUCTION SPECIAL INSPECTION OF WOOD CONSTRUCTION VERIFICATION & INSPECTION TASK FREQUENCY OF INSPECTION REFERENCE FOR CRITERIA 1. MATERIAL VERIFICATION OF HIGH-STRENGTH BOLTS, NUTS AND WASHERS: CONTINUOUS DURING TASK PERIODIC DURING TASK IBC SECTION 1. PREFABRICATED WOOD STRUCTURAL ELEMENTS SHALL BE IN ACCORDANCE WITH SECTION 1704.2.5 MASONRY X 1704.2.5 1705.5 _____ 2. HIGH LOAD DIAPHRAGMS DESIGNED IN ACCORDANCE WITH SECTION 2306.2 TABLE 2306.2(2), THE INSPECTOR SHALL VERIFY: FOUNDATIONS/WALLS X X a. WOOD STRUCTURAL SHEATHING TO VERIFY THE GRADE AND THICKNESS SHOWN ON APPROVED BUILDING DRAWINGS. - X 1705.5.1 --- b. THE NOMINAL SIZE OF FRAMING MEMBERS AT ADJOINING PANEL EDGES, NAIL OR STAPLE LENGTH, NUMBER OF FASTENER LINES, AND SPACING OF FASTENERS IN EACH LINE AND AT EDGE MARGING AGREES WITH APPROVED BUILDING DRAWINGS a. SNUG -TIGHT JOINTS. X 1705.5.1 - 2015 IBC REQUIRED SPECIAL INSPECTION & TEST OF OF STEEL CONSTRUCTION VERIFICATION AND INSPECTION CONTINUOUS PERIODIC REFERENCED STANDARD 1. MATERIAL VERIFICATION OF HIGH-STRENGTH BOLTS, NUTS AND WASHERS: CONCRETE FOUNDATIONS a. IDENTIFICATION MARKINGS TO CONFORM TO ASTM STANDARDS SPECIFIED IN THE APPROVED CONSTRUCTION DOCUMENTS. MASONRY X AISC 360, SECTION A3.3 AND APPLICABLE ASTM MATERIAL STANDARDS - b. MANUFACTURER'S CERTIFICATE OF COMPLIANCE REQUIRED FOUNDATIONS/WALLS X X - - 2. INSPECTION OF HIGH-STRENGTH BOLTING: X LIGHT GAGE METAL FRAMING a. SNUG -TIGHT JOINTS. - X AISC 360, SECTION M2.5, N5 TABLE N5.6-1 TABLE N5.6-2 TABLE N5.6-3 AISC 341, SECTION J7 TABLE J7-1 TABLE J7-2 TABLE J7-3 b. PRETENSIONED AND SLIP -CRITICAL JOINTS USING TURN -OF -NUT WITH MATCHMARKING, TWIST -OFF BOLT OR DIRECT TENSION INDICATOR METHODS OF INSTALLATION. - X c. PRETENSIONED AND SLIP -CRITICAL JOINTS USING TURN -OF -NUT WITHOUT MATCHMARKING OR CALIBRATED WRENCH METHODS OF TESTING. X - 3. MATERIAL VERIFICATION OF STRUCTURAL STEEL: AND COLD -FORMED STEEL DECK: a. FOR STRUCTURAL STEEL, IDENTIFICATION MARKINGS TO CONFORM TO AISC 360. ____ X AISC 360, SECTION N2 b. FOR OTHER STEEL, IDENTIFICATION MARKINGS TO CONFORM TO ASTM STANDARDS SPECIFIED IN THE APPROVED CONSTRUCTION DOCUMENTS. - X APPLICABLE ASTM MATERIAL STANDARDS c. MANUFACTURERS CERTIFIED TEST REPORTS. X - 4. MATERIAL VERIFICATION OF WELD FILLER MATERIALS: a. IDENTIFICATION MARKINGS TO CONFORM TO AWS SPECIFICATION IN THE APPROVED CONSTRUCTION DOCUMENTS. X AISC 360, SECTION A3.5 AND APPLICABLE AWS A5 DOCUMENTS - b. MANUFACTURER'S CERTIFICATE OF COMPLIANCE REQUIRED - - 5. INSPECTION OF WELDING: a. STRUCTURAL STEEL AND COLD -FORMED STEEL DECK: 1.) COMPLETE AND PARTIAL JOINT PENETRATION GROOVE WELDS X AISC 360, SECTION N5 TABLE N5.4-1 - 2.) MULTIPASS FILLET WELDS X TABLE N5.4-2 TABLE N5.4-3 -- 3.) SINGLE -PASS FILLET WELDS > 5/16" X AISC 341, SECTION J6 TABLE J6-1 J6-2 - 4.) PLUG AND SLOT WELDS X TABLE TABLE J6-3 AWS D1.1 - 5.) SINGLE -PASS FILLET WELDS < 5/16" X - 6.) FLOOR AND ROOF DECK WELDS X AWS DI.3 --- b. REINFORCING STEEL: - --- 1.) VERIFICATION OF WELDABILITY OF REINFORCING STEEL OTHER THAN ASTM A706. X - 2.) REINFORCING STEEL -RESISTING FLEXURAL AND AXIAL FORCES IN INTERMEDIATE AND SPECIAL MOMENT FRAMES, AND BOUNDARY ELEMENTS OF SPECIAL REINFORCED CONCRETE SHEAR WALLS AND SHEAR REINFORCEMENT. X AWS D1.4 ACI 318 SECTION 26.6.4 - 3.) SHEAR REINFORCEMENT. X - 4.) OTHER REINFORCING STEEL. X - 6. INSPECTION OF STEEL FRAME JOINT DETAILS FOR COMPLIANCE a. DETAILS SUCH AS BRACING AND STIFFENING. X - b. MEMBER LOCATIONS. X - c. APPLICATION OF JOINT DETAILS AT EACH CONNECTION. -- X STRUCTURAL OBSERVATION PROGRAM ITEM/PORTION STAGE OF WORK MONITORED BY AOR EOR CONCRETE FOUNDATIONS X MASONRY i WALLS SUBMIT FOR BID X REINF. STEEL FOUNDATIONS/WALLS X EMBEDDED STL./BOLTS WALLS I X LIGHT GAGE METAL FRAMING X NOTES: 1. THE STRUCTURAL OBSERVER WILL SUBMIT A FIELD REPORT TO THE BUILDING DEPARTMENT CORRESPONDING TO EACH ITEM/PORTION LISTED. 2. STRUCTURAL OBSERVATION DOES NOT INCLUDE OR WAIVE THE REQUIREMENT FOR SPECIAL INSPECTION, OR OTHER INSPECTIONS REQUIRED BY THE BUILDING CODE. 3. STRUCTURAL OBSERVATION MUST BE PROVIDED BY THE ENGINEER OR ARCHITECT OF RECORD RESPONSIBLE FOR THE STRUCTURAL DESIGN, OR ANOTHER LICENSED ENGINEER DESIGNATED BY THE ENGINEER OR ARCHITECT RESPONSIBLE FOR THE STRUCTURAL DESIGN, AS OUTLINED IN THE STRUCTURAL OBSERVATION PROGRAM. ALL OBSERVED DEFICIENCIES SHALL BE REPORTED IN WRITING TO THE OWNER'S REPRESENTATIVE, SPECIAL INSPECTOR, CONTRACTOR AND THE BUILDING OFFICIAL. THE STRUCTURAL OBSERVER SHALL SUBMIT TO THE BUILDING OFFICIAL A WRITTEN STATEMENT THAT THE SITE VISITS HAVE BEEN MADE AND IDENTIFYING ANY REPORTED DEFICIENCIES THAT, TO THE BEST OF THE STRUCTURAL OBSERVER'S KNOWLEDGE, HAVE NOT BEEN RESOLVED. 4. AOR DENOTES ARCHITECT OF RECORD. 5. EOR DENOTES ENGINEER OF RECORD. REVIEWED FOR CODE COMPLIANCE APPROVED JUN 2 7 2018 City of Tukwila BUILDING DIVISION RECEIVED CITY OF TUKWILA JUN 1 2018 PERMIT CENTER w Q 0 ENGINEER: D. KAEMINGK DRAWN: B. PATEL DATE: 05-30-2018 SHEET NO: SO2 DRAWING REVISIONS DRAWING SUBMITTALS SUBMIT FOR PERMIT SUBMIT FOR BID SUBMIT FOR CONSTRUCTION O z I I w Q 0 ENGINEER: D. KAEMINGK DRAWN: B. PATEL DATE: 05-30-2018 SHEET NO: SO2 DRAWING REVISIONS O z SPECIAL INSPECTIONS 1 z w Lu = 0 v) JOB NO: 01038016 ENGINEER: D. KAEMINGK DRAWN: B. PATEL DATE: 05-30-2018 SHEET NO: SO2 ntergate East Building 3 -S1.1 -S1.2 -Foundation Plan-192-01038016.dwg, 06-07-18, 10:28am, prakashp, 192 L:\2001files101038101038016\Sabey O LO co 0 C0 N M 00 N 1 1 1 c) N 1 1 2.4 2 6 (3) 4.4 C6 600'-O" w�Z! 60'-O" 60'-0" 60'-O" 60'-0" 60'-0" 60'-0" 24'-0" 12'-0" 24'-0" 24'-0" 12'-0" 24'-0" 24'-0" 12'-0" 24'-0" 24'-0" 16'-0" 20'-0" P-7 rn; LJ LJ P7 177 LJ P7_ L`J L- ✓ 1 r1 r1 LJ L`YJ Lid 1 L` P-7 r1 p-7 LJ L`J LJ r.1 LJ L` L 7 J J P-7 ra1 r.11 LLJ LJ L`J I P•7 L J LJ 1E ] r�1 L`J r1 r1 1'd Lid r-1 r-1 LJ LJ r-1 LJ L` r-1 rn1 LJ LJ r1 r�1 L` _I LYJ L 1 r 1 r-1 rl1 rl1 L J LYJ Lid L J 177 LJ J r1 r-1 r 1 L` J Lid P7 rn1 LJ LJ P-7 L P7 r1 r1 L J Lid LYJ r.� r-_ r7 r LrJ— L__J LJ L P7 r-1 r - LJ LJ r 1 r-1 L`J L`J P 1 r-1 LJ LJ r1 LJ L J r-1 LJ r-1 r•1 LJ L__J LJ r.1 LJ r. J E-1,] LJ I r-1 LJ LJ tJ L J r -J Lc r. J r1 Li r1 LJ LJ c -J r-1 r - LJ r r 1 LJ L` L J L` r.1 LJ P7 rn1 r LJ LJ L P7 LJ r.1 r1 Lad LYJ r1 LJ P-7 LJ r-1 r1 r1 r-1 LJ LJ LJ LJ r.� ra1 rat r-1 Ld EJ r1 r. LJ rat L J Lid r.1 r LJ r. J r-1 r-1 r 1 r-1 L`J 1 J EJ r1 r-1 r1 r-1 r1 r L`J LJ LJ LJ r, 1 r1 r1 r, r-1 r-1 r1 r-41 r-11 LJ r-1 rTI 1 J LJ r L r-1 111 r1 r-1 r-1 r1 LJ LJ LJ LJ - LJ LJ r1 r LJ L` 1 J • P-7 r-1 L`J LJ LJ r-1 LJ r.1 LJ r L` r1 r-1 r1 LTJ L J LTJ 147 L r - L r-1 LJ 1 1 J rf1 LTJ 7 J L` 1 J r L 7-7 r..}-1 rte_ r LJ L"_t`_J J 171 111 r-1 r-1 r-11 L`J LJ LJ LJ L`J r - L J r1 LJ J 1 J r1 Lid 1-7-1 P-1 r1 r1 LJ LJ LJ LJ r-1 r.1 LJ LJ xJ r.1 r-1 r-1 7-1 r1 LJ LJ LJ LJ Lid • r-� TL -di J r 1 • r--1 P-1 r-1 7-7 CJ LJ LJ LJ LJ r1 r --t1 r.1 r.1 r-1 rpt LT LJ LJ P7 r1 r - LJ LJ r. raj r. LJ L` r-1 LJ J 1 J r1 LJ r1 r LJ L r-1 rad r. T _ALJ L` r-7 r - LJ L` 1 J r-1 r-7_ L -d /J r-7 r - LJ L` J J 1 r(L`__J rat r. LJ L rat Lid r1 11 17-1 111 r L`J L`J LJ L`J LJ r. I r- -1 r1 r1 r1 r-1 rr i r1 r L1 L`__J LJ it Li EJ L JJ la di —LS r-1 rl1 r-1 r-1 LJ LJ LJ LJ 1 J r1 r-1 r1 LJ LJ LTJ J. LJ L J r-1 r1 r�1 r-1 LJ LJ • LJ LJ r-1 r1 L`J LJ J r1 LJ P-7 LJ r - L r L` P7 r-1 r 7 LJ LJ LJ P-7 r1 r1 r1 LU Lo LJ LTJ r� LJ P7 EJ EZ -71 1-51LJ J LJ r-1 LJ P-7 L _1 PARTIAL FOUNDATION PLAN NOTES: 1/16" = 1'-0" 1.)1 EGL 9")(37 " INDICATES EXISTING G.L.B TO BE STRENGTHEN w/ CARBON FIBER REINFORCEMENT. 2.)l `�l INDICATES NEW STEEL CHANNEL EACH SIDE OF THE EXISTING G.L.B. J r-1 r-1 r-1 r-1 LJ LJ LJ LJ r-� r1 Ta -d L` J P7 PO L`J J r.1 r.1 r-1 7-7 LJ LJ LJ LJ P-1 r-1 P7 P-51 LJ LJ lad �U 171 r.1 r-1 LJ LJ LJ r-1 r-1 LJ LJ LJ r - L J J ■ ■ r-1 r-1 r-1 LJ LJ LJ w o 01038016 ENGINEER: D. KAEMINGK DRAWN: B. PATEL DATE: DRAWING REVISIONS SHEET NO: DRAWING SUBMITTALS SUBMIT FOR PERMIT SUBMIT FOR BID SUBMIT FOR CONSTRUCTION z w o 01038016 ENGINEER: D. KAEMINGK DRAWN: B. PATEL DATE: DRAWING REVISIONS SHEET NO: ci z r-1 r. LJ J • r-� P7 ry LTA L`U RJ P7 177 r.1 L J LJ LJ I , r-1 r-- FE r3 lad�LJ L__U — J LJ r 1 r-1 r-1 LJ LJ LJ LJ LJ ✓ r1 r� r� r-� L__J LJ L� E1 �J r. L 1 J . psi r-1 LJ LJ 7-7 r -r r. L` U LTJ -L r-11 r-1 r 1 r-1 77 17'1 I r-1 LJ 1J L`J LJ LJ L`J LJ LJ LJ ■ ■ r1 r1 r -I r1 r--1 LJ L �J L__J r-1 - r-1 r-1 r-1 r-1 LJ LJ LJ LJ LJ 7-1 ___1,y7-7_ r7 r1 r1 LJ LL:J �J r1 r1 r-1 r-1 r1 LO LJ L:J LJ LJ x_J _i_22_ � ry ■ LJ �J LJ ■ ■ r-1 r-1 r1 LJ LJ LJ 1 P7 L J P-7 r1 r-1 ALJ LJ LJ c c R VIEWED FOR E COMPLIANCE • rity of Tukwila BU LDING DIVISION RECEIVED TUKWILA JUN 1 2018 PERMIT CENTER 0 KEY PLAN PARTIAL ROOF FRAMING PLAN 1-1.,-p(x0) (/) <073 F-N.ft; 0 co Lil cY) >— CO JOB NO: 01038016 ENGINEER: D. KAEMINGK DRAWN: B. PATEL DATE: 05-30-2018 SHEET NO: L:12001files101038\01038016\Sabey Intergate East Building 3 -S1.1 -S12 -Foundation Plan-192-01038016.dwg, 06-07-18, 10:28am, prakashp, 192 w z, : 6 600'-0" j 60'-0" 60'-0" 60'-0" 60'-0" 60'-0" STRUCTURAL SLAB TO BE REMOVED & REPLACED SEE S3 OF ORIGINAL 1986 STRUCTURAL DWGS. FOR SIZE AND LOCATION OF STEEL SLAB REINFORCING -k 60'-0" F-71 r1 r1 LJ LJ LJ --17-)1:11- rn1 LJ P7 r,1 r LJ �J L_ r-� r-7 17-71 r 17 LJ LJ LJ L`YJ r1 7-1 r,1 r- 1 LJ CJ LJ L__J 7-1 7-71 r-1 r - LJ LJ LJ 771 r.1 r1 LJ LJ LJ 0 0 0 Ir.1 :LJ ■ ' r-7 Lot . ■ r-1 LJ • . 77 LJ • . e F-71 . LJ r - L r1 r1 r-1 LJ LJ LJ 77 LJ r1 17-1 r1 rn1 LJ LJ LJ LJ r1 -1J r 1 LJ r-� LJ LJ r1 17-71 r.7 rn7 r -i 17-7 r.7 7-7 rn� LJ LJ LJ LJ LJ LJ LJ LJ LJ 9 C A A r7 T r 1 r.1 L1 LTJ C) -1J LJ O 0 rJ LJ 0 0 0 0 r1 5 LJ LU LJ 00 c (O N r-7 r-7 r-7 r 7 r-7 r-71 r-7 P-7 r r-1 r-7 r-7 LJ LJ LJ Ltd LJ L!1 LJ LJ LYJ LJ L`J LU LJ Lid r-7 r-� r -r r.7 r.- L`J • LJ LJ L`__J LJ LJ LJ LTJ r -i r-7 r.1 r - Lo LJ LJ r1 LTJ J 0 O 0 r-7 LJ 0 0 r1 LJ r r1 L` J 0 0 + Gp r-71 LJ r 1 r1 • r7 r1 LJI LJ LJ 17-7 r.7 P r r-7 r-1 r-1 r-1 LJ LJ LJ LJ Lot LJ LJ LJ LJ u r1 r1 r--1 P7,1 r1 LJ L L__J LJ LTJ-- LJ L�LI r1 71 r1 r1 r1 r1 r1 r1 LJ LJ LJ L`J LJ LJ LJ LJ r1 �J r1 LJ 0 r1 LJ O 0 r7 LTJ L J LJ LJ 0 r1 r1 r LJ 0 0 P7 17-7 LJ LJ LJ 0 IT -71 LJ 77 r., r1 LJ LJ LJ 0 0 r1 r1 r1 + P'`�1 LJ LJ LJ • 4)4 71 r1 r1 r1 r- - 1 r1 r1 LJ L`J LJ P7 0 r1 0 r-1 LJ LJ LJ r-� r-1 r. -1 r.� r.� r-1 r� r-7_ r-1 r1 r1 r1 LJ L-` J L__J LJ LJ L� LTJ if _o LJ _____4- .„7--i_ LTJ Ld . ▪ r1 r1 r1 71 LJ LJ LJ LJ ---Led r.1 7-7 rd r- r-1 LJ L__J L`J r-1 LJ ■ LJ IN LJ 17-1 r1 r1 7-1 LJ L`J LJ LJ r1 r1 7777 r'�l r1 r1 LJ LLJ L__J LJ L�J L1 r1 r.1 r1 r1 r1 r1 71 LJ L`�I L`J LJ LotLotLJ : I -- rte- ter'..)- _��1 r -1 --r c'� r�1 _r7 r�� r. , r1 r,1 LJ LJ LJ L_ --LI LJ LJ LJ LJ L_ _LI LJ L -L1 ■ r1 L`J r1 L`J r-1 LJ 0 0 771 r1 LJ LJ r1 LJ 71 Led L__J L`J LJ LTJ J O 0 r-1 r1 r1 r1 r1 r-1 r1 LJ t J LJ LoL`J I J Lo r-1 r-1 r-1 LJ LJ LJ _ _ r1 71 Lot 7-3 r LJ 71 r.1 71 r-1 LJ LJ LJ LJ LJ L`J LJ Lot r.1 r.� r 4p -LJ r.1 LJ r 1L`J r.1 LJ P7 r1 r1 r1 r1 r1 r-1 r1 r1 r'1 77 r.1 r1 r%1 LJ LoLJ LJ LJ LJ LJ L:J LJ LJ LJ LJ LJ LJ I 1 17-3 r.1 r-1 r.1 r-1 r-1 r-1 r-1 r.1 N L J -- LJ L__J� ■ LLJ LJ L -L1 r1 17-1 7-1 r1 r1 LJ LJ LJ Lr LU _ ra r1 73 -LJ LJ L J r1 r.1 71 r1 LJ L:J LJ LTJ P-1 LJ 77 LJ r. J 0 0 1.7.,0 LJ 0 0 r.1 r-71 LJ LJ r1 LJ 0 LJ r - J r1 r1 LJ LJ N 0 r.7 7-7 r-1 r-1 r- r-1 r.1 r -ter r-1 LJ L� �� r -�__J LJ . 0 0 \i 0 7-1 r.1 r1 r1 r1 LJ LJ LJ LJ LJ 0 r1 77 r1 LJ LJ LJ 0 1 4)4 J5�� ON' r "LI r1 r1 r1 r--1 r1 r1 r,, r1 L J LL -J-LO� _ _ J L - �1 L` LI L` J r-1 LJ 0 0 77 Lo r1 r1 r1 r1 r771 r'Ll r1 L1 J LZJ LT J L- --J LTJ L` J r-1 r1 r1 LJ LJ LJ 0 u r1 r1 7-7 LJ LTJ r1 LJ 0 L` J 0 r1 7.71 r1 , r.1 r1 •, r1 Lo LJ LJ �� LJ LJ �� LJ O O r- r1 L__J LTJ 7-1 77 7-1 7-1 r L`J LJ LJ LJ r-1 7-1 LJ -�_J LJ 0 J r-1 r-1 P-7 LJ LJ LJ 0 0 rte_ LJ 1 rl co c N 7-7 LJ r.1 r-1 P-1 r 1 r 1 r-1 r 1 r.1 r 1 r 1 •) r 1 r.1 r-1 �1 LJ LJ LJ LJ LJ LJ LJ LJ Lo 1.,..-J1.,..-J�� LU LJ ' •' LJ43 '. +9+ G r-1 r•1 r.1 r-1 r. r.1 ., r-1 r-1 .. r.1 r- -1 r.� r-1 r r-1 � J T�-LTJ LTJ L_ J Z�7J \� LrJ �1- %.•L J _ _ J Ld -LTJ L` J LTJ P-7 r.1 r1 71 71 7-1 r-1 r1 71 r1 r1 71 17-1 LJ LJ LJ LJ -LJ LJ LJ LJ LJ LJ LJ LJ LJ 7-7 -Tr-❑J 7771 r.1 L`U J LJ - LLU r.1 71 r1 r1 r1 r1 r1 r1 LJ LJ LJ Lid LJ LJ LJ LJ 0 0 r.1 r-1 r-1 r-1 LJJ .-LTJ L J r1 71 71 71 71 LJ LJ LJ LJ Lid O 0 0 0 0 0 - 0 \J i 0 P7 7-1 17-1 17-1 ,1 LJ LJ LJ LJ• LJ r -S 0 0 0 r n1 I 1 LJ LJ LJ L__J 71 r1 r1 r1 r1 LJ LJ LG1 Lot - L4J 0 0 P-7 r1 LJ LJ Lo (b1:51 7-7 Gp yr 0 r1 LJ r.1 LJ LJ LJ r.1 LJ to M ZO c0 N 1 ri co N K w Q 0 ENGINEER: D. KAEMINGK DRAWN: B. PATEL DATE: 05-30-2018 SHEET NO: S1 .2 DRAWING REVISIONS DRAWING SUBMITTALS SUBMIT FOR PERMIT SUBMIT FOR BID SUBMIT FOR CONSTRUCTION O z w Q ENGINEER: D. KAEMINGK DRAWN: B. PATEL DATE: 05-30-2018 SHEET NO: S1 .2 DRAWING REVISIONS O z PARTIAL FOUNDATION PLAN NOTES: 1/16" = 1'-0" 1.)? EGL Vx37 3 ` t INDICATES EXISTING G.L.B TO BE STRENGTHEN w/ CARBON FIBER REINFORCEMENT. 2.)2 2 INDICATES NEW STEEL CHANNEL EACH SIDE OF THE EXISTING G.L.B. 0(7 '"iECE€ VE0 ).1 OF TUKWILA JUN 1 2018 PERMIT CENTER O KEY PLAN1/1eW-0 c• -A\ '311• ' 3C Oit D? • No • FA 8 Z " LL N z ¢�5 CP- 11)-,., . ~ N N Ill co PARTIAL ROOF FRAMING PLAN z w 0 v) U 0 z J CO U JSS W=Q wo 1-- NQ fir' J Q VJ� 0 c' Ct MP. Lir) W JOB NO: 01038016 ENGINEER: D. KAEMINGK DRAWN: B. PATEL DATE: 05-30-2018 SHEET NO: S1 .2 L:\2001files101038\01038016\Sabey Intergate East Building 3 -S2.1 -S2.2 -Roof Framing Plan-192-01038016.dwg, 06-07-18, 10:28am, prakashp, 192 Co M C (O N co c (o N N co M C (0 C6 o`( w d 0. 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City of Tukwila _ 'BUILDING DIVISION U 2 - Ct'_ '-'1 OF TUKWiLA JUN 142018 • RE0Et, ":0 w Q 0 ENGINEER: D. KAEMINGK DRAWN: B. PATEL DATE: 05-30-2018 SHEET NO: S2. 1 DRAWING REVISIONS DRAWING SUBMITTALS SUBMIT FOR PERMIT SUBMIT FOR BID SUBMIT FOR CONSTRUCTION z I W Q 0 ENGINEER: D. KAEMINGK DRAWN: B. PATEL DATE: 05-30-2018 SHEET NO: S2. 1 DRAWING REVISIONS O Z PERMIT CENTER O KEY PLAN 1/16" =1'-0" z W =0 U) JOB NO: 01038016 ENGINEER: D. KAEMINGK DRAWN: B. PATEL DATE: 05-30-2018 SHEET NO: S2. 1 L:\2001files101038\01038016\Sabey Intergate East Building 3 -S2.1 -S2.2 -Roof Framing Plan-192-01038016.dwg, 06-07-18, 10:28am, prakashp, 192 600'-0" \"J ■ (j) D. 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D Ot77 w Q 0 01038016 ENGINEER: D. KAEMINGK DRAWN: B. PATEL DATE: DRAWING REVISIONS SHEET NO: S22 DRAWING SUBMITTALS SUBMIT FOR PERMIT SUBMIT FOR BID SUBMIT FOR CONSTRUCTION o Iz w Q o 01038016 ENGINEER: D. KAEMINGK DRAWN: B. PATEL DATE: DRAWING REVISIONS SHEET NO: S22 0 z REVIEWED FOR CODE COMPLIANCE CE JUN 2'7 2018 City of Tukwila BUILDING DIVISION . CM! ' OF i'UKWILA JUN 11 2010 PERMIT CENTER O KEY PLAN 1/16" = 1'-O" -7 ai 1/1 CD d N L n z fn LL U :24ze3 c 011 . F- N al C N W rna PARTIAL ROOF FRAMING PLAN 1- z wW 1-- 0 U) ce) 0 z CO 16 <07, wI< Wow' NQ M M� W CO c JOB NO: 01038016 ENGINEER: D. KAEMINGK DRAWN: B. PATEL DATE: 05-30-2018 SHEET NO: S22 3/4"0 SIMPSON STRONG BOLT 2 WEDGE ANCHOR (E) PURLIN @ 8'-0"oc SIMPSON HTT4 SEISMIC STRAP @ 8'-0"oc MAX. EXISTING P.C. PANEL 4x12 @ 8'-0" ADJACENT TO EXIST. 2x4 @ 24"oc 3/4"0 SIMPSON STRONG BOLT 2 WEDGE ANCHOR 8'-0" (E) PURLIN @ 8'-0"oc SIMPSON HD9B SEISMIC HOLDDOWN @ EACH END OF PURLIN. LOCATE PER ROOF FRAMING PLAN ONE SIDE OF EACH PURLIN 8'-O" 4 1/2" 3/4"0 SIMPSON STRONG BOLT 2 WEDGE ANCHOR HTT4 @ 8'-0"oc MAX. 4 1/2" EXISTING 2x4 @ 24"oc HTT4 @ 8'-0"oc EXISTING P.C. PANEL 3/4"0 THRU BOLT @ 24"oc STAGGERED NEW 4x12 @ 8'-0"oc EXISTING PURLIN U- HANGER, TYP. 10d @ 4"oc STAGGERED DTL. 3 SECTION NEW G.L.B. PER PLAN U -HANGER TYP. @ EA. 4x12 EA. END NEW G.L.B. SIMPSON HTT4 @ 8'-0"oc EXISTING P.C. PANEL NEW 4x12 @ 8'-0"oc 2x8 @ 24"oc ADJACENT TO EXIST. 2x4. PROVIDE SIMPSON A35 ONE SIDE EA. END OFNEW2x8 SIMPSON HTT4 @ EA. 4x12 ONE SIDE ONLY SECTION EXISTING PURLIN 2x8 @ 24"oc ADJACENT TO EXIST. 2x4 SECTION NEW 2x8 @ 24"oc EXIST. 2x4 @ 24"oc 10d @ 6"oc STAGGERED TYP. SIMPSON HTT4 EA. 4x12 3/4" = 1'-0" EXISTING G.L.B. 3/4" =11-0" NEW G.L.B. PER PLAN SIMPSON HU416 HANGER 1-F SECTION 3/4" =11-0" (E) 2x4 @ 24"oc 1/4" PLATE EACH SIDE w/ 1- 3/4"0 BOLT (E) P.C. PANEL 4 1/2" NEW NEW G.L.B. PER PLAN CHIP CONC. 6" BACK DTL. 5 EXIST. 3'-3" MIN. TO EXPOSE REBAR SAWCUT FOR CLEAN LINE. CUT ALL REBAR REBAR TOP & BOT. TO MATCH EXIST. NOTE: NEVER SAW -CUT WITHIN 3'-3" OF ANY PILE CENTERLINE ROUGHEN SURFACE (1/4" MIN. AMPLITUDE) DO NOT DAMAGE REBAR STRUCTURAL SLAB 111=111=111= DAYTON D-250 BAR -LOCK "L" SERIES COUPLER MATCH REBAR SIZE. INSTALL PER ICC REPORT ESR -2495 SPECIAL INSPECTION IS REQUIRED. EXISTING PURLIN BEYOND CENTERLINE NEAREST PILE - 3/4"0 BOLT @ 2'-0"oc STAGGERED 4" 1 1/2" (E) PURLIN NEW G.L.B. PER PLAN 3/4" =11-0" EXISTING G.L.B. EXISTING 2x4 @ 24"oc O N 12GA. CLIP ANGLE w/ 5- 3/8"0 BOLTS SECTION EXISTING PURLIN @ 8'-0" CARBON FIBER REINFORCING SECTION CENTERLINE NEW H.S.S. & EXISTING PILE BELOW 3/4" BASE PLATE w/ 4- 3/4"0 KWIK BOLTS. (PLACE TO AVOID HITTING SLAB REINFORCING). 3/4" BASE PLATE w/ 1" DIA. HILTI RE -500 (EMBED 8") EXISTING STRUCTURAL SLAB L9x4x5/8 w/ 3- q/4"0 HILTI KWIK BOT TZ 1 1/2" 1 1/2" TYP. 3/4" =11-0" NEW H.S.S. CENTER OVER EXISTING PILE w Cm G w NEW 16008200-97 SINGLE LIGHT GAGE JOIST @ 8'-0"oc ALTERNATE NEW 1200S300-97 SINGLE LIGHT GAGE JOIST @ 8'-0"oc 12GA. CLIP ANGLE w/ 5- 3/8"0 BOLTS 3/4" =11-0" #10 SCREW @ EACH 2x4 NEW C DTL. 4 EXISTING 2x4 @ 24"oc 5- 3/8"0 3" LONG LAG SCREWS PLAN 4 EXISTING 2x4 @ 24"oc EXISTING P.C. PANEL SECTION 1/4" PLATE EACH SIDE w/ 2- 3/4"0 BOLTS NEW 1600S200-97 SINGLE LIGHT GAGE JOIST @ 8'-0"oc 3- 3/8"0 KWIK BOLTS EXIST NG G.L.B. 1'-3" 0 NEW G.L.B. (E) P.C. PANEL 1 1/2" V SECTION SECTION 13 3/4" = 1'-0" 3M" BRG. PLATE 1 1/2" NOTCH NEW 2x8 TO BEAR ON TOP OF NEW G.L.B. EXIST. 2x4 3/4" = 1'-0" H.S.S. 9x9x3/8 NEW H.S.S. 8x8x3/8 COLUMN NOTCH 2x8 TO BEAR ON EXIST. C10 NEW 2x8 NEW G.L.B. NOTE: BALANCE OF DETAIL PER SECTION 5/S4.1 14 SECTION NEW 2x8 @ 24"oc EXIST. 2x4 EXIST. C10 EXIST. PURLIN @ 8'-0"oc DTL. 7 3/4" = 1'-0" REVIEWED FOR CODE COMPLIANCE APPROVED JUN 2 7 2018 City of Tukwila BUILDING DIVISION - f'�'-;, "RECE4 /:ice' CiTY OF TUKWILA JUN 1 2018 PERMIT CENTER 3/4" = 1'-0" w Q 0 01038016 ENGINEER: D. KAEMINGK DRAWN: B. PATEL DATE: DRAWING REVISIONS SHEET NO: S4 1 DRAWING SUBMITTALS SUBMIT FOR PERMIT SUBMIT FOR BID SUBMIT FOR CONSTRUCTION z Iz w 0 01038016 ENGINEER: D. KAEMINGK DRAWN: B. PATEL DATE: DRAWING REVISIONS SHEET NO: S4 1 O z ROOF FRAMING SECTIONS 1- z Li! Lu z � 0 M V z Vl�C 2 W =Q Wo- ',_, N .I 0M EtM� LU Cr) W V JOB NO: 01038016 ENGINEER: D. KAEMINGK DRAWN: B. PATEL DATE: 05-30-2018 SHEET NO: S4 1