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HomeMy WebLinkAboutPermit D03-128 - SEGMENT 2 - DHS - SHELL BUILDINGD03-128 DHS - SHELL BUILDING 12500 Tukwila International Boulevard Due to the file size, this record has been broken down into 3 segments for easier download. Click on the following links to review the permit segments: Segment 1 - DHS — Shell Building D03-128 Segment 2 - DHS — Shell Building D03-128 Segment 3 - DHS — Shell Building D03-128 Segment 4 - Plans - DHS — Shell Building D03-128 MAYES TESTING ENGINEERS, INC. MTE No.: Project: Address: Permit #: Owner: Architect: Engineer: Contractor: Page 109 Date: Weather: Inspection: Samples cast: E3187 DHS REGIONAL HEADQUARTERS 12500 Tukwila International Blvd, Tukwila, WA D03-128 / D03-129 (City of Ty�ravila Sabey Corporation Lance Mueller and Associates Engineers Northwest, Inc. Sabey Construction 01/05/04 Cloudy Lab, PT None Everett Office 917 -134th Street SW Suite A-1 Everett, WA 98204 ph 425.742.9360 fax 425.745.1737 Tacoma Office 10029 S. Tacoma Way Suite E-2 Tacoma, WA 98499 ph 253.584.3720 fax 253.584.3707 Portland Office 7911 NE 33rd Drive Suite 190 Portland, OR 97211 ph 503.281.7515 fax 503.281.7579 Performed laboratory duties that include logging reports into the onsite computer database, removing molds from cylinders previously cast and re -introduced into cure tanks, and cleaning testing equipment for future use. Set up Post Tensioning Stressing Records for Level P1 PT slab pour #3 between grids 2 and 7.5 from A to F. Stressing is scheduled for tomorrow, 1/6/04. To the best of our knowledge, items inspected this date are in accordance with approved plans and specifications. Date: Weather: Inspection: Samples cast: 01/08/04 Rain Lab, R/C (8) 4x8" INSPECTOR: Mark McBride Performed laboratory duties that include testing samples scheduled for testing and logging reports and test results into the onsite computer database. Performed final inspection of rebar prior to placing concrete for Level P1 wall and pilasters on E.9/F from 7.5 to 11; ramp grade beams on E.9 and B from 11 to 13 and on 13 line from B to E.9; and Level P1 columns at grids E/8, E.9/8 and E/9. Contractor placed 73 cubic yards of Stoneway concrete mix #4356-a (4000 psi requirement) at walls and grade beams and mix #5950-a (5000 psi requirement) at columns. Concrete was placed by pump and consolidated mechanically. One sample of each mix classification was taken and four test cylinders were cast from each. To the best of our knowledge, items inspected this date are in accordance with approved plans and specifications. REVIEWED BY lusha, INSPECTOR: Mark McBride cc: Bldg Dept -City f Tukwila, Ra ph Hagler-Sabey Corporation, Bob Fadden -Lance Mueller & Associates, Theodore McDna Engineers Northwest, Dave Leng-Sabey Construction, Bob Brott-Art Anderson Assoc., Inc. • 4i tie,.<.xev . r...y�.,.. w«.. ,��........,..,«,..,..N.. x;., MAYES TESTING ENGINEERS, INC. MTE No.: Project: Address: Permit #: Owner: Architect: Engineer: Contractor: Page 107 Date: Weather: Inspection: Samples cast: E3187 DHS REGIONAL HEADQUARTERS 12500 Tukwila International Blvd, Tukwila, WA D03-128 / D03-129 (City of Tukwila) Sabey Corporation Lance Mueller and Associates Engineers Northwest, Inc. Sabey Construction 12/31/03 Cloudy, snow Lab, PT (24) 4x8" RECEIVED 1iAN 12 2004 BUILD PARTMENT Everett Office 917 -134th Street SW Suite A-1 Everett, WA 98204 ph 425.742.9360 fax 425.745.1737 Tacoma Office 10029 S. Tacoma Way Suite E-2 Tacoma, WA 98499 ph 253.584.3720 fax 253.584.3707 Portland Office 7911 NE 33rd Drive Suite 190 Portland, OR 97211 ph 503.281.7515 fax 503.281.7579 Performed laboratory duties that include testing samples scheduled to be tested and logging reports into the onsite computer database. Monitored the placement of 573 cubic yards Stoneway concrete mix #5950-a (5000 psi requirement) for Level P-1 PT slab, pour #3, between grids 2 and 7.5 from A to F. Two pumps were used to place concrete, and concrete was monitored at each pump for mix design and slump requirements. Concrete was also monitored at the point of placement (deck). Four samples of concrete were taken and six test cylinders were cast from each (four lab cure and two field cure). Prior to concrete placement, snow had fallen overnight and blankets were being removed from the deck that had been placed the day before. Snow that had fallen from the blankets onto the deck was melted with a weed burner and also blown with highly compressed air. During concrete placement, snow began to fall again and started to accumulate on portions of the deck where snow had previously been removed. A very little portion had concrete placed over a minimal amount of accumulated snow. The City of Tukwila building inspector was on site during the time that snow was falling and wanted the Sabey Project Superintendent to call the engineer of record to inform them that concrete placement was occurring during inclement weather (cold weather), and the request was refused. The City inspector called the engineer of record to inform them that the condition of placing concrete in cold weather needs to be addressed by the engineer, and that the contractor needs to follow the set guidelines. Please see attached engineer's letter of recommendations. Concrete placement continued without delay. By day's end, heaters were being run below the slab, and the contractor states that thermal blankets will be put on the slab tomorrow (1/1/04). To the best of our knowledge, items inspected this date are in accordance with approved plans and specifications. REVIEWED BY: alusha, P.E. INSPECTOR: Mark McBride Carl Reynolds, Mark Rossow cc: Bldg Dept -City o 'ukwila, Ralph Hagler-Sabey Corporation, Bob Fadden -Lance Mueller & Associates, Theodore McDonald -Engineers Northwest, Dave Leng-Sabey Construction, Bob Brott-Art Anderson Assoc., Inc. 4tiv• .,.,..., MAYES TESTING ENGINEERS, INC. MTE No.: Project: Address: Permit #: Owner: Architect: Engineer: Contractor: Page 105 Date: Weather: Inspection: Samples cast: E3187 DHS REGIONAL HEADQUARTERS 12500 Tukwila International Blvd, Tukwila, WA D03-128 / D03-129 (City of Tukwila) Sabey Corporation Lance Mueller and Associates Engineers Northwest, Inc. Sabey Construction 12/23/03 Clear Lab, R/C (9) 4x8" RECEIVED IJ,,'`I .1. a 2004 DEVELOPMENT Everett Office 917 -134th Street SW Suite A-1 Everett, WA 98204 ph 425.742.9360 fax 425.745.1737 Tacoma Office 10029 S. Tacoma Way Suite E-2 Tacoma, WA 98499 ph 253.584.3720 fax 253.584.3707 Portland Office 7911 NE 33rd Drive Suite 190 Portland, OR 97211 ph 503.281.7515 fax 503.281.7579 Permit #: D03-128 Performed final clearance inspections prior to placing concrete for Level P-1 shear walls on 9- lione from C to D and on C and D lines from 9 to 9.4 and columns at grids B/8, B/9, B/10, C/8, C/10.2, D/10.2, E/10.2 and E/9. Monitored the placement of 52 cubic yards of Stoneway concrete mix #7550-a (10,000 psi requirement) placed at these locations by pump and mechanically consolidated. One sample of concrete was taken and five test cylinders were cast. Performed final clearance inspections prior to placing concrete for Level P-1 shear walls and pilasters on 11 -line from A to E and on A-line from 8 to 11. Monitored the placement of 81 cubic yards of Stoneway concrete mix #4356-a (4000 psi requirement) placed in these locations by pump and consolidated mechanically. One sample of concrete was taken and four test cylinders were cast. To the best of our knowledge, items inspected this date are in accordance with approved plans and specifications. Date: Weather: Inspection: Samples cast: 12/24/03 Clear Lab N/A INSPECTOR: Mark McBride Permit #: D03-128 Performed laboratory duties that include testing samples scheduled for testing, logging reports into the onsite computer database, retrieving test samples from the field that were cast on 12/23/03, and introducing samples into water bath cure tanks. To the best of our knowledge, items insp-cted this date are in accordance with approved plans and specifications. REVIEWED BY usha, P.E. INSPECTOR: Mark McBride cc: Bldg Dept -City i f Tukwila, Ralph Hagler-Sabey Corporation, Bob Fadden -Lance Mueller & Associates, Theodore McD•nald-Engineers Northwest, Dave Leng-Sabey Construction, Bob Brott-Art Anderson Assoc., Inc. MAYES TESTING ENGINEERS, INC. MTE No.: Project: Address: Permit #: Owner: Architect: Engineer: Contractor: Page 106 Date: Weather: Inspection: Samples cast: E3187 DHS REGIONAL HEADQUARTERS 12500 Tukwila International Blvd, Tukwila, WA D03-128 / D03-129 (City of Tukwila) Sabey Corporation Lance Mueller and Associates Engineers Northwest, Inc. Sabey Construction 12/29/03 Clear Lab, PT None RECEIVED JAN 12 2004 BUILDING DEPARTMENT Everett Office 917 -134th Street SW Suite A-1 Everett, WA 98204 ph 425.742.9360 fax 425.745.1737 Tacoma Office 10029 S. Tacoma Way Suite E-2 Tacoma, WA 98499 ph 253.584.3720 fax 253.584.3707 Portland Office 7911 NE 33rd Drive Suite 190 Portland, OR 97211 ph 503281.7515 fax 503.281.7579 Performed laboratory duties that include testing samples scheduled for testing and logging reports into the onsite computer database. Performed inspections of post tensioning tendons and reinforcing steel for Level P-1 PT slab, pour #3, between grids 2 and 7.5 from A to F. Tendons are in place and accounted for. Reinforcing steel is in progress of being installed. Rebar installed to date conforms to the approved plans and revisions. Tendon profiles still need to be completed. Final inspections of post tensioning tendons and reinforcing steel to take place tomorrow, 12/30/03. To the best of our knowledge, items inspected this date are in accordance with approved plans and specifications. Date: Weather: Inspection: Samples cast: 12/30/03 Cloudy Lab, PT None INSPECTOR: Mark McBride Performed laboratory duties that include testing samples scheduled for testing and logging reports into the onsite computer database. Performed final inspections of post tensioning tendons and reinforcing steel for Level P-1 PT slab, pour #3, between grids 2 and 7.5 from A to F. After punch list and incomplete items were addressed and completed, all is per the approved structural and shop drawings and approved revisions. This deck is ready to receive concrete scheduled for placement tomorrow, 12/31/03. To the best of our knowledge, items inspected this date are in accordance with approved plans and specifications. REVIEWED BY. cc: Bldg Dept -City Theodore Mc alusha, P.E. INSPECTOR: Mark McBride f Tukwila, Ralph Hagler-Sabey Corporation, Bob Fadden -Lance Mueller & Associates, ald-Engineers Northwest, Dave Leng-Sabey Construction, Bob Brott-Art Anderson Assoc., Inc. _,,... r`.:a......:2;ruaS:t'.gra. `i-�'�^s•�^"-.},,,, ;ck;J.�r4'�.a�'`^�•rscli MAYES TESTING ENGINEERS, INC. MTE No.: Project: Address: Permit #: Owner: Architect: Engineer: Contractor: Page 108 Date: Weather: Inspection: Samples cast: E3187 DHS REGIONAL HEADQUARTERS 12500 Tukwila International Blvd, Tukwila, WA D03-128 / D03-129 (City of Tukwila) Sabey Corporation Lance Mueller and Associates Engineers Northwest, Inc. Sabey Construction 01/02/04 Cloudy Lab None Everett Office 917 -134th Street SW Suite A-1 Everett, WA 98204 ph 425.742.9360 fax 425.745.1737 Tacoma Office 10029 S. Tacoma Way Suite E-2 Tacoma, WA 98499 ph 253.584.3720 fax 253.584.3707 Portland Office 7911 NE 33rd Drive Suite 190 Portland, OR 97211 ph 503.281.7515 fax 503.281.7579 Performed laboratory duties that include logging reports into the onsite computer database, retrieving test samples from the field that were cast on December 31, and introducing samples into water bath cure tanks. To the best of our knowledge, items inspected this date are in accordance with approved plans and specifications. REVIEWED BY" cc: Bldg Dept -City alusha, P.E. INSPECTOR: Mark McBride RECEIVED JAN i 2 2004 BUIDEPARTM G ENT ukwila, Ralph Hagler-Sabey Corporation, Bob Fadden -Lance Mueller & Associates, Theodore McD• ald-Engineers Northwest, Dave Leng-Sabey Construction, Bob Brott-Art Anderson Assoc., Inc. a:9zii(.:au#. is yw.: as.ik:'�;. • .:v.'eN;.iYt�r{wb'i Ztv 12/31/03 10:52 FAX 206 522 6698 ENW INC 2001/001 Q3f- (2.6 ENWENGINEERS NORTHWEST, INC., P.S. STRUCPUI4AL EN(JTNF.F.RS -- 6869 WOODLAWN AVE. N. E., SEATmE, WA 98115 (206) 525-7560 FAX (206) 522-6698 December 30, 2003 SABEY CORPORATION 12201 Tukwila Intl Blvd Seattle, WA 98168 ATTN: Rich Gardner RE: Department of Homeland Security Concrete Pour Rich: I understand you are pouring concrete today. You had snow on the deck first thing this morning and it is snowing while the pour continues. The forms should be blown clear of the accumulated snow. It is my understanding this has taken place. During the pour the snow fall will cause more accumulation. If this amounts to a dusting, it should melt immediately when the concrete hits it. I am not concerned with this. More than 'inch or so should be blown off just before the concrete is place. Your plan for curing is to add heat under the slab. Screening of the openings below should help to concentrate the heat where it is needed. You also plan on using blankets on top of the slab. This should provide a good result. if you have any questions please call. Sincerely, ENGINEERS NORTHWEST, INC., P.S. RR:tn ENW Project No. 02110000 Cc: Dave Larson — City of Tukwila • 12/31/03 10:52 FAX 206 522 6698 ENW INC E1. 4I \J ENGINEERS NORTHWEST, INC., P.S. Id 001/001 J)h3- . I. 6 $TRUCTU1tAL ENGTNFF.RS -- 6869 W000LAWN AVE. N. E., SEATTLE. WA 98115 (206) 5257560 FAX (206) 522-6698 December 30, 2003 SABEY CORPORATION 12201 Tukwila Int'l Blvd Seattle, WA 98168 ATTN: Rich Gardner RE: Department of Homeland Security Concrete Pour Rich: I understand you are pouring concrete today. You had snow on the deck first thing this morning and it is snowing while the pour continues. The forms should be blown clear of the accumulated snow. It is my understanding this has taken place. During the pour the snow fall will cause more accumulation. If this amounts to a dusting, it should melt immediately when the concrete hits it. I am not concerned with this. More than 'inch or so should be blown off just before the concrete is place. Your plan for curing is to add heat under the slab. Screening of the openings below should help to concentrate the heat where it is needed. You also plan on using blankets on top of the slab. This should provide a good result. If you have any questions please call. Sincerely, ENGINEERS NORTHWEST, INC., P.S. RR:tn ENW Protect No. 02110000 Cc: Dave Larson — City of Tukwila it:'atiw 4. «,ba:a.s,14..t a,cal 4; „ ;ti kif F?aii `3 MAYES TESTING ENGINEERS, INC. MTE No.: Project: Address: Permit #: Owner: Architect: Engineer: Contractor: Page 91 Date: Weather: Inspection: Samples cast: E3187 DHS REGIONAL HEADQUARTERS 12500 Tukwila International Blvd, Tukw' a, WA D03-128 / D03-129 (City of Tukwila) Sabey Corporation Lance Mueller and Associates Engineers Northwest, Inc. Sabey Construction 12/01/03 Cloudy Lab, R/S, epoxy, R/C (4) 4x8" RECEIVED DEC 112 2003 COMMUNITY DEVELOPMENT Everett Office 917 -134th Street SW Suite A-1 Everett, WA 98204 ph 425.742.9360 fax 425.745.1737 Tacoma Office 10029 S. Tacoma Way Suite E-2 Tacoma, WA 98499 ph 253.584.3720 fax 253.584.3707 Portland Office 7911 NE 33rd Drive Suite 190 Portland, OR 97211 ph 503.281.7515 fax 503.281.7579 Permit #: D03-128 Performed laboratory duties that include testing samples scheduled to be tested this date and logging test results and reports into the onsite computer database. Observed the installation of #4 stirrup hooks and #7 wall dowels into Level P-2 beam on A-line that needed replacement due to cutting bars for tendon stressing access. Holes were drilled for 5" and 8" embedment respectfully and cleaned by water flush and compressed air prior to installing dowels using Hilti HIT HY-150 adhesive. Inspected rebar prior to closing forms for Level P-2 shear walls on C and D lines from 5.4 to 7 and on 6 and 7 lines from C to D. Rebar is found placed per shear wall elevations and details. Okay to close forms. A final clearance inspection is required prior to concrete placement. Inspected rebar prior to placing concrete for the southwest exterior exhaust shaft slab. Rebar is found placed per lower slab reinforcing (Level P-3) in detail A-2.8. Contractor placed 8 cubic yards of Stoneway concrete mix #4356-a (3000 psi requirement) by truck chutes and consolidated mechanically. One sample of concrete was taken and four test cylinders were cast. To the best of our knowledge, items inspected this date are in accordance with approved plans and specifications. REVIEWED BY: alusha, P.E. INSPECTOR: Mark McBride cc: Bldg Dept -City of wila, Ralph Hagler-Sabey Corporation, Bob Fadden -Lance Mueller & Associates, Theodore McDonald -Engineers Northwest, Dave Leng-Sabey Construction, Bob Brott-Art Anderson Assoc., Inc. MAYES TESTING ENGINEERS, INC. MTE No.: Project: Address: Permit #: Owner: Architect: Engineer: Contractor: Page 92 Date: Weather: Inspection: Samples cast: E3187 DHS REGIONAL HEADQUARTERS 12500 Tukwila International Blvd, Tukwila, WA D03-128 / D03-129 (City of Tukwila) Sabey Corporation Lance Mueller and Associates Engineers Northwest, Inc. Sabey Construction 12/02/03 Cloudy Lab, R/C, R/S (4) 4x8" Everett Office 917 -134th Street SW Suite A-1 Everett, WA 98204 ph 425.742.9360 fax 425.745.1737 Tacoma Office 10029 S. Tacoma Way Suite E-2 Tacoma, WA 98499 ph 253.584.3720 fax 253.584.3707 Portland Office 7911 NE 33rd Drive Suite 190 Portland, OR 97211 ph 503.281.7515 fax 503.281.7579 Permit #: D03-128 Performed laboratory duties that include retrieving test samples from the field cast on 12/01/03, introducing samples into water bath cure tanks, and logging test results and reports into the onsite computer database. Inspected rebar prior to closing forms for Level P-2 shear walls and pilasters on E.9/F line from 7.5 to 3.8. Rebar is found placed per column and shear wall elevations and details. Okay to close forms. A final clearance inspection is required prior to placing concrete. Inspected rebar for a final clearance inspection prior to placing concrete for the Level P-2 shear walls on C and D lines from 5.4 to 7 and on 6 and 7 lines from C to D, and Level P-2 columns at grids E/2.8, 4, 5, 6, 7; E.9/5; and B/6 and 7. Contractor placed 96 cubic yards of Stoneway concrete mix #6352-a (6000 psi requirement) by pump and consolidated mechanically. One sample of concrete was taken and four test cylinders were cast. To the best of our knowledge, items inspected this date are in accordance with approved plans and specifications. REVIEWED BY. G:lusha, P.E. INSPECTOR: Mark McBride cc: Bldg Dept -City • Tukwila, Ralph Hagler-Sabey Corporation, Bob Fadden -Lance Mueller & Associates, Theodore McDonald -Engineers Northwest, Dave Leng-Sabey Construction, Bob Brott-Art Anderson Assoc., Inc. MAYES TESTING ENGINEERS, INC. MTE No.: Project: Address: Permit #: Owner: Architect: Engineer: Contractor: Page 93 Date: Weather: Inspection: Samples cast: W'rFJ',itfagntWh'gF�7!,,. . .. i .+ E3187 DHS REGIONAL HEADQUARTERS 12500 Tukwila International Blvd, Tukwila, WA D03-128 / D03-129 (City of Tukwila) Sabey Corporation Lance Mueller and Associates Engineers Northwest, Inc. Sabey Construction 12103/03 Occasional showers Lab, R/C, R/S (4) 4x8" Everett Office 917 -134th Street SW Suite A-1 Everett, WA 98204 ph 425.742.9360 fax 425.745.1737 Tacoma Office 10029 S. Tacoma Way Suite E-2 Tacoma, WA 98499 ph 253.584.3720 fax 253.584.3707 Portland Office 7911 NE 33rd Drive Suite 190 Portland, OR 97211 ph 503.281.7515 tax 503.281.7579 Permit #: D03-128 Performed laboratory duties that include testing samples scheduled to be tested, retrieving test samples from the field cast on 12/2/03, introducing samples into water bath cure tanks and logging samples, test results and reports into the onsite computer database. Inspected rebar prior to closing forms and placing concrete for Level P2 shear walls and pilasters on A line from 6.1 to 8.1 and on E.9/F line from 3.5 to 7.5. Rebar is found placed per column and shear wall elevations and details. Okay to close forms and place concrete. Contractor placed 74 cubic yards of Stoneway concrete mix #4356-a (4000 psi requirement) at the above -referenced locations by pump and consolidated mechanically. One sample of concrete was taken and four test cylinders were cast. To the best of our knowledge, items inspected this date are in accordance with approved plans and specifications. INSPECTOR: Mark McBride REVIEWED BY: //i..__I ar A . G.Iusha, P.E. cc: Bldg Dept -City o Tukwila, Ralph Hagler-Sabey Corporation, Bob Fadden -Lance Mueller & Associates, Theodore McDo ' Id -Engineers Northwest, Dave Leng-Sabey Construction, Bob Brott-Art Anderson Assoc., Inc. MAYES TESTING ENGINEERS, INC. MTE No.: Project: Address: Permit #: Owner: Architect: Engineer: Contractor: Page 94 Date: Weather: Inspection: Samples cast: a ' Ia:k1fAi3At. x r.4:...._: E3187 DHS REGIONAL HEADQUARTERS 12500 Tukwila International Blvd, Tukwila, WA D03-128 / D03-129 (City of Tukwila) Sabey Corporation Lance Mueller and Associates Engineers Northwest, Inc. Sabey Construction 12/04/03 Occasional showers Lab None Everett Office 917.134th Street SW Suite A-1 Everett, WA 98204 ph 425,742.9360 fax 425.745.1737 Tacoma Office 10029 S. Tacoma Way Suite E-2 Tacoma, WA 98499 ph 253,584.3720 fax 253.584.3707 Portland Office 7911 NE 33rd Drive Suite 190 Portland, OR 97211 ph 503.281.7515 fax 503.281.7579 Permit #: D03-128 Performed laboratory duties that include testing samples scheduled to be tested, retrieving test samples from the field cast on 12/3/03, introducing samples into water bath cure tanks and logging samples, test results and reports into the onsite computer database. To the best of our knowledge, items inspected this date are in accordance with approved plans and specifications. Date: Weather: Inspection: Samples cast: 12/05/03 Rain Lab None INSPECTOR: Mark McBride Permit #: D03-128 Performed laboratory duties that include cleaning testing equipment for future use and logging reports into the onsite computer database. To the best of our knowledge, items inspected this date are in accordance with approved plans and specifications. INSPECTOR: Mark McBride REVIEWED BY arks . G:lusha, P.E. cc: Bldg Dept -City o Tukwila, (- ph Hagler-Sabey Corporation, Bob Fadden -Lance Mueller & Associates, Theodore McDo ' - d -Engineers Northwest, Dave Leng-Sabey Construction, Bob Brott-Art Anderson Assoc., Inc. ,_4.t?i�3ir+..J�z, �:'� n',ivr;>'i';:t):ii•I.s 3ii.i:+i:i5d3; MAYES TESTING ENGINEERS, INC. MTE No.: Project: Address: Permit #: Owner: Architect: Engineer: Contractor: Page 95 Date: Weather: Inspection: Samples cast: E3187 DHS REGIONAL HEADQUARTERS 12500 Tukwila International Blvd, Tukwila, WA D03-128 / D03-129 (City of Tukwila) Sabey Corporation Lance Mueller and Associates Engineers Northwest, Inc. Sabey Construction 12108/03 Cloudy Lab, PT, rebar None Everett Office 917 -134th Street SW Suite A-1 Everett, WA 98204 ph 425.742.9360 fax 425.745.1737 Tacoma Office 10029 S. Tacoma Way Suite E-2 Tacoma, WA 98499 ph 253.584,3720 fax 253.584.3707 Portland Office 7911 NE 33rd Drive Suite 190 Portland, OR 97211 ph 503.281.7515 fax 503.281.7579 Permit #: D03-128 Performed laboratory duties that include testing samples scheduled to be tested and logging test results and reports into the onsite computer database. Performed preliminary inspections of post tensioning tendons and reinforcing steel for Level P1 PT slab, pour #4, between grids 7.5 and 11 from A to F. Bottom rebar, drag struts, wide shallow beam rebar, banded tendons and distributed tendons are in place and accounted for. Top rebar and perimeter rebar is in progress. A final inspection of reinforcing steel and tendon profiles is required prior to placing concrete. Inspected rebar prior to closing forms for the southwest exterior shaft walls. Rebar is placed per plan details on S2.8 and the approved shop drawings. Okay to close forms. A final clearance inspection is required prior to placing concrete. To the best of our knowledge, items inspected this date are in accordance with approved plans and specifications. INSPECTOR: Mark McBride REVIEWED BY: dallitA../ ar A 4. alusha, P.E. cc: Bldg Dept -City of Tukwila, Ralph Hagler-Sabey Corporation, Bob Fadden -Lance Mueller & Associates, Theodore McDonald -Engineers Northwest, Dave Leng-Sabey Construction, Bob Brott-Art Anderson Assoc., Inc. MAYES TESTING ENGINEERS, INC. MTE No.: Project: Address: Permit #: Owner: Architect: Engineer: Contractor: Page 96 Date: Weather: Inspection: Samples cast: E3187 DHS REGIONAL HEADQUARTERS 12500 Tukwila International Blvd, Tukwila, WA D03-128 / D03-129 (City of Tukwila) Sabey Corporation Lance Mueller and Associates Engineers Northwest, Inc. Sabey Construction 12/09/03 Cloudy Lab, PT, Rebar, R/C (4) 4x8" v�- Everett Office 917 -134th Street SW Suite A-1 Everett, WA 98204 ph 425.742.9360 fax 425.745.1737 Tacoma Office 10029 S. Tacoma Way Suite E-2 Tacoma, WA 98499 ph 253.584.3720 fax 253.584.3707 Portland Office 7911 NE 33rd Drive Suite 190 Portland, OR 97211 ph 503.281.7515 tax 503.281.7579 Permit #: D03-128 Performed laboratory duties that include testing samples scheduled to be tested and logging test results and reports into the onsite computer database. Performed preliminary inspections of post tensioning tendons and reinforcing steel for Level P1 PT slab, pour #4, between grids 7.5 and 11 from A to F. Outstanding and incomplete items from previous inspections are installed and completed by the end of the day. The engineer of record was also on site to perform observations. No concerns were noted, and slab is ready to receive concrete scheduled for placement tomorrow, 12/10/03. Inspected rebar prior to closing forms for Level P2 shear walls and pilasters on 2 -line from C.2 to E.9 and on A-line from 2 to 6.1 and the north core walls. Rebar is placed per the column schedule and shear wall elevations and details. Okay to close forms. Inside curtain dowels at the floor line will be installed after form closure for walls on 2 and A lines. A final rebar and clearance inspection is required prior to placing concrete. Performed final clearance inspections of the southwest exterior exhaust shaft walls prior to concrete placement. Clearances were found acceptable. Contractor placed 15 cubic yards Stoneway concrete mix #4356-a (4000 psi requirement) by crane and bucket and consolidated mechanically. One sample of concrete was taken and four test cylinders were cast. To the best of our knowledge, items inspected this date are in accordance with approved plans and specifications. REVIEWED BY. cc: Bldg Dept -City Theodore McD ark A r alusha, P.E. INSPECTOR: Mark McBride f Tukwila, Ralph Hagler-Sabey Corporation, Bob Fadden -Lance Mueller & Associates, ald-Engineers Northwest, Dave Leng-Sabey Construction, Bob Brott-Art Anderson Assoc., Inc. MAYES TESTING ENGINEERS, INC. MTE No.: Project: Address: Permit #: Owner: Architect: Engineer: Contractor: Page 97 Date: Weather: Inspection: Samples cast: E3187 DHS REGIONAL HEADQUARTERS 12500 Tukwila International Blvd, Tukwila, WA D03-128 / D03-129 (City of Tukwila) Sabey Corporation Lance Mueller and Associates Engineers Northwest, Inc. Sabey Construction 12/10/03 Cloudy Lab, PT (18) 4x8" Everett Office 917 -134th Street SW Suite A-1 Everett. WA 98204 ph 425.742.9360 fax 425.745.1737 Tacoma Office 10029 S. Tacoma Way Suite E-2 Tacoma, WA 98499 ph 253.5843720 fax 253.584.3707 Portland Office 7911 NE 33rd Drive Suite 190 Portland, OR 97211 ph 503.281.7515 fax 503.281.7579 Permit #: D03-128 Performed laboratory duties that include testing samples scheduled to be tested today and logging test results and reports into the onsite computer database. Monitored the placement of concrete for Level P-1 PT slab, pour #4, between grids A and F from 7.5 to 11. Concrete was monitored both at the point of discharge (pump) for slump and mix design verification and at the point of placement (deck) for correction of displaced items. A total of 370 cubic yards of Stoneway mix #5950-a (5000 psi required) was placed at the above - referenced location by pump and consolidated mechanically. Three samples of concrete were taken and six test cylinders were cast from each sample — 4 lab cured and 2 field cured. A thermocouple system was provided by MTE and used for field -cured specimens. Please note that due to mechanical difficulties, there was a lengthy delay in concrete placement, resulting in a possible cold joint on E.8 line from 7.5 to 9. To the best of our knowledge, items inspected this date are in accordance with approved plans and specifications. REVIEWED BY: cc: Bldg Dept -City Theodore McD usha, P.E. f Tukwila, Ralph Hagler-Sabey Corporation, Bob Fadden -Lance Mueller & Associates, ald-Engineers Northwest, Dave Leng-Sabey Construction, Bob Brott-Art Anderson Assoc., Inc. INSPECTOR: Mark McBride, Michael Craig 7 MAYES TESTING ENGINEERS, INC. MTE No.: Project: Address: Permit #: Owner: Architect: Engineer: Contractor: Page 98 Date: Weather: Inspection: Samples cast: E3187 DHS REGIONAL HEADQUARTERS 12500 Tukwila International Blvd, Tukwila, WA D03-128 / D03-129 (City of Tukwila) Sabey Corporation Lance Mueller and Associates Engineers Northwest, Inc. Sabey Construction 12/11/03 Cloudy Lab, R/C (8) 4x8" Everett Office 917 -134th Street SW Suite A-1 Everett, WA 98204 ph 425.742.9360 fax 425.745.1737 Tacoma Office 10029 S. Tacoma Way Suite E-2 Tacoma, WA 98499 ph 253.584.3720 tax 253.584.3707 Portland Office 7911 NE 33rd Drive Suite 190 Portland, OR 97211 ph 503.281.7515 fax 503.281.7579 Permit #: D03-128 Performed laboratory duties that include testing samples scheduled to be tested, logging test results and reports into the onsite computer database, retrieving samples from the field that were cast on 12/10/03, and introducing samples into water bath cure tanks. Performed final clearance inspections prior to concrete placement for Level P-2 shearwalls on C and D lines from 3.6 to 4.5 and on 4 -line from C to D, and Level P-2 columns at grids B/3, 4, 5; C/2.8; and D/2.8. Contractor placed 61 cubic yards of Stoneway concrete mix #6352-a (6000 psi required) by pump and consolidated mechanically. One sample of concrete was taken and four test cylinders were cast. Performed final rebar and clearance inspections prior to placing concrete for Level P-2 shear walls and pilasters on E.9 -line from 2 to 3.5, 2 -line from C.2 to E.9, and on A-line from 2 to 6.1. Contractor placed 93 cubic yards of Stoneway concrete mix #4356-1 (4000 psi required) by pump and consolidated mechanically. One sample of concrete was taken and four test cylinders were cast. To the best of our knowledge, items inspected this date are in accordance with approved plans and specifications. REVIEWED BY: Mark A. Galusha, P.E. INSPECTOR: Mark McBride cc: Bldg DLpt-City of Tukwila, Ralph Hagler-Sabey Corporation, Bob Fadden -Lance Mueller & Associates, Theodore McDonald -Engineers Northwest, Dave Leng-Sabey Construction, Bob Brott-Art Anderson Assoc., Inc. MAYES TESTING ENGINEERS, INC. MTE No.: Project: Address: Permit #: Owner: Architect: Engineer: Contractor: Page 99 Date: Weather: Inspection: Samples cast: E3187 DHS REGIONAL HEADQUARTERS 12500 Tukwila International Blvd, Tukwila, WA D03-128 / D03-129 (City of Tukwila) Sabey Corporation Lance Mueller and Associates Engineers Northwest, Inc. Sabey Construction 12/12/03 Cloudy Lab, PT None" Everett Office 917 -134th Street SW Suite A•1 Everett, WA 98204 ph 425.742.9360 fax 425.745.1737 Tacoma Office 10029 S. Tacoma Way Suite E-2 Tacoma, WA 98499 ph 253.584.3720 fax 253.584.3707 Portland Office 7911 NE 33rd Drive Suite 190 Portland, OR 97211 ph 503.281.7515 fax 503.281.7579 Permit #: D03-128 Performed laboratory duties that include testing samples scheduled to be tested, logging test results and reports into the onsite computer database, retrieving samples from the field that were cast on 12/11/03, and introducing samples into water bath cure tanks. Set up Post -Tensioning Stressing Records for Level P-1 PT slab, pour #4, between grids 7.5 and 11 from A to F. Stressing is scheduled for Monday, 12/15/03. To the best of our knowledge, items inspected this date are in accordance with approved plans and specifications. REVIEWED BY: ark A. Galusha, P.E. INSPECTOR: Mark McBride cc: Bldg Dept -City of Tukwila, Ralph Hagler-Sabey Corporation, Bob Fadden -Lance Mueller & Associates, Theodore McDonald -Engineers Northwest, Dave Leng-Sabey Construction, Bob Brott-Art Anderson Assoc., Inc. .... ..._... y • ... ...•..s.n..W..i .+:w.l::l ie.L4:.43. GStSL�x4a.,:.fl+:tir MAYESRECEIVED TESTING ENGINEERS, INC. MTE No.: Project: Address: Permit #: Owner: Architect: Engineer: Contractor: Page 100 Date: Weather: Inspection: Samples cast: E3187 DHS REGIONAL HEADQUARTERS 12500 Tukwila International Blvd, Tukwila, WA D03-128 / D03-129 (City of Tukwila) Sabey Corporation Lance Mueller and Associates Engineers Northwest, Inc. Sabey Construction 12/15/03 Cloudy Lab, PT None" DEC' 2 9 2003 COMMUNITY DEVELOPMENT Everett Office 917 -134th Street SW Suite A-1 Everett, WA 98204 ph 425.742.9360 fax 425.745.1737 Tacoma Office 10029 S. Tacoma Way Suite E-2 Tacoma, WA 98499 ph 253.584.3720 fax 253.584.3707 Portland Office 7911 NE 33rd Drive Suite 190 Portland, OR 97211 ph 503.281.7515 fax 503.281.7579 Permit #: D03-128 Performed laboratory duties that include testing samples scheduled to be tested, logging test results and reports into the onsite computer database, and retrieving field cured samples from the field that were cast on 12/10/03. Stressing of the Level P1 PT slab, pour #4, between grids 7.5 and 11 from A to F was cancelled due to lack of access to the distributed tendons at the west side of the building. Rich Gardner with Sabey requested testing of one field cured cylinder from east set. Strengths are 2840 psi, 2980 psi and 2840 psi. Concrete strength also not satisfactory for stressing. To the best of our knowledge, items inspected this date are in accordance with approved plans and specifications. REVIEWED BY: Mark A. Galusha, P.E. cc: Bldg Dept -City of Tukwila, Ralph Hagler-Sabey Corporation, Bob Fadden -Lance Mueller & Associates, Theodore McDonald -Engineers Northwest, Dave Leng-Sabey Construction, Bob Brott-Art Anderson Assoc., Inc. INSPECTOR: Mark McBride MAYES TESTING ENGINEERS, INC. MTE No.: Project: Address: Permit #: Owner: Architect: Engineer: Contractor: Page 101 Date: Weather: Inspection: Samples cast: l 1Y.1MX+tAla411.11=1','r 1!C- . f, E3187 DHS REGIONAL HEADQUARTERS 12500 Tukwila International Blvd, Tukwila, WA D03-128 / D03-129 (City of Tukwila) Sabey Corporation Lance Mueller and Associates Engineers Northwest, Inc. Sabey Construction 12/16/03 Clouds, rain Lab, PT None" Everett Office 917 -134th Street SW Suite A-1 Everett, WA 98204 ph 425.742.9360 fax 425.745.1737 Tacoma Office 10029 S. Tacoma Way Suite E-2 Tacoma, WA 98499 ph 253.584.3720 fax 253.584.3707 Portland Office 7911 NE 33rd Drive Suite 190 Portland, OR 97211 ph 503.281.7515 fax 503.281.7579 Permit #: D03-128 Performed laboratory duties that include testing samples scheduled to be tested, logging test results and reports into the onsite computer database, and retrieving field cured samples from the field that were cast on 12/10/03. Tested field cured cylinders prior to stressing tendons for Level P1 PT slab, pour #4, between grids 7.5 and 11 from A to F. Strengths are 3260 psi, 3290 psi and 3040 psi. Monitored the stressing of tendons at this location. Verified the use of calibrated equipment and tendons stressed to specified gauge pressure. Actual tendon elongations were measured and recorded on a Post Tensioning Stressing Record (attached). At the completion of stressing, the stressing records were compiled and given to Rich Gardner with Sabey to forward to the engineer of record for his review prior to cutting tendon tails. To the best of our knowledge, items inspected this date are in accordance with approved plans and specifications. REVIEWED BY: INSPECTOR: Mark McBride Mark A. Galusha, P.E. cc: Bldg Dept -City of Tukwila, Ralph Hagler-Sabey Corporation, Bob Fadden -Lance Mueller & Associates, Theodore McDonald -Engineers Northwest, Dave Leng-Sabey Construction, Bob Brott-Art Anderson Assoc., Inc. Post -Tensioning Stressing Record Project: 7)J/S G_Ctf`5 Project Location: �/�A"cv,% / c� Pour ID: Level P-( o 7 Equipment Set #1 Ram '?-1Z Gauge # Calibration Date: /(-l(( -b a General Contractor: ) a7 7 S' Date: AP 73sc .3 Inspector: PI , !`I car Equipment Set #2 Ram # Gauge # Calibration Date: Gauge Pressure: 6 900 Speciiied Concrete Strength: 300-0 Age oI Breaks: Equipment Set #3 Ram # Gauge # Calibration Date: 5 Strengths: 3 ° 3 2-90 First End Second End Page 1 of Sequence No. Tendon ID Tendon Length Calc A Actual A Tolerances 1- +1- Gross A mark A Net A Gross L - Mari A Net A Comments / /'-f $ I / / /z'' / / 51f, 3/q " 3s'% 111‘ 1I 7? /2 12- D i5J-,�k J 4L5 2. 11 ate o23 '%z /1 "/z- /1 / -1 IX Aid, -Y-4 �' 5'0(41/4/-4 3 / 1 ') ll 7-3 'h-- 1) '/-a- /13/`l -'l 1/s% �-3�1� 11� 113/) "'/Lf 5--- : 1- i TV (., i i 3 /? 233/4 1 1131V 115/t —3/e 7 /f3/'j � y 12- 11w `'iv X 131 a � 12- J 13/5' ... 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MTE No.: Project: Address: Permit #: Owner: Architect: Engineer: Contractor: Page 102 Date: Weather: Inspection: Samples cast: E3187 DHS REGIONAL HEADQUARTERS 12500 Tukwila International Blvd, Tukwila, WA D03-128 / 003-129 (City of Tukwila) Sabey Corporation Lance Mueller and Associates Engineers Northwest, Inc. Sabey Construction 12/17/03 Mostly clear Lab, R/C, R/S (4) 4x8" Everett Office 917 -134th Street SW Suite A-1 Everett, WA 98204 ph 425.742.9360 fax 425.745.1737 Tacoma Office 10029 S. Tacoma Way Suite E-2 Tacoma, WA 98499 ph 253,584.3720 fax 253.584.3707 Portland Office 7911 NE 33rd Drive Suite 190 Portland, OR 97211 ph 503.281.7515 fax 503.281.7579 Permit #: D03-128 Performed laboratory duties that include testing samples scheduled to be tested and logging test results and reports into the onsite computer database. Performed final inspection of re -steel prior to concrete placement for Level P2 shearwall and pilasters on 2 -line from A to C.2, and the northwest exhaust shaft walls from Level P2 to P1. Contractor placed 45 cubic yards of Stoneway concrete mix #4356-a (4000 psi requirement) by pump and consolidated mechanically. One sample of concrete was taken and four test cylinders were cast. Inspected re -steel prior to form closure for Level P1 shearwalls on C and D lines from 9 to 9.4 and on 9 -line from C to D. Re -steel is placed per shearwall elevations and detail call -outs on S5.2, S5.4 and S5.5. Okay to close forms. A final clearance inspection is required prior to concrete placement. To the best of our knowledge, items inspected this date are in accordance with approved plans and specifications. REVIEWED BY: 1 � � Mark A. Galusha, P.E. cc: Bldg Dept -City of Tukwila, Ralph Hagler-Sabey Corporation, Bob Fadden -Lance Mueller & Associates, Theodore McDonald -Engineers Northwest, Dave Leng-Sabey Construction, Bob Brott-Art Anderson Assoc., Inc. INSPECTOR: Mark McBride 41114 a ��Z%iiJ1`e��.'1�.' :`' R' •'i1tiA'Jl MAYES TESTING ENGINEERS, INC. MTE No.: Project: Address: Permit #: Owner: Architect: Engineer: Contractor: Page 103 Date: Weather: Inspection: Samples cast: • E3187 DHS REGIONAL HEADQUARTERS 12500 Tukwila International Blvd, Tukwila, WA D03-128 / 003-129 (City of Tukwila) Sabey Corporation Lance Mueller and Associates Engineers Northwest, Inc. Sabey Construction 12/18/03 Clear Lab, R/S None Everett Office 917 -134th Street SW Suite A-1 Everett, WA 98204 ph 425.742.9360 fax 425.745.1737 Tacoma Office 10029 S. Tacoma Way Suite E-2 Tacoma, WA 98499 ph 253.584.3720 fax 253.584.3707 Portland Office 7911 NE 33rd Drive Suite 190 Portland, OR 97211 ph 503.281.7515 fax 503.281.7579 Permit #: D03-128 Performed laboratory duties that include testing samples scheduled to be tested, logging test results and reports into the onsite computer database, retrieving test samples from the field that were cast on 12/17/03, and introducing samples into water bath cure tanks. Inspected rebar prior to closing forms for Level P1 shearwall and pilasters on 11 -line from A to F. Rebar is placed per shearwall elevations and detail call -outs on S5.1 and column schedule on S4.1. Okay to close forms. A final clearance inspection is required prior to placing concrete. To the best of our knowledge, items inspected this date are in accordance with approved plans and specifications. INSPECTOR: Mark McBride REVIEWED BY: Mark A. Galusha, P.E. cc: Bldg Dept -City of Tukwila, Ralph Hagler-Sabey Corporation, Bob Fadden -Lance Mueller & Associates, Theodore McDonald -Engineers Northwest, Dave Leng-Sabey Construction, Bob Brott-Art Anderson Assoc., Inc. MAYES TESTING ENGINEERS, INC. MTE No.: Project: Address: Permit #: Owner: Architect: Engineer: Contractor: Page 104 Date: Weather: Inspection: Samples cast: E3187 DHS REGIONAL HEADQUARTERS 12500 Tukwila International Blvd, Tukwila, WA D03-128 / D03-129 (City of Tukwila) Sabey Corporation Lance Mueller and Associates Engineers Northwest, Inc. Sabey Construction 12/19/03 Clear Lab, R/S None Everett Office 917 -134th Street SW Suite A-1 Everett, WA 98204 ph 425.742.9360 fax 425.745.1737 Tacoma Office 10029 S. Tacoma Way Suite E-2 Tacoma, WA 98499 ph 253.584.3720 fax 253.584.3707 Portland Office 7911 NE 33rd Drive Suite 190 Portland, OR 97211 ph 503.281.7515 fax 503.281.7579 Permit #: D03-128 Performed laboratory duties that include cleaning testing equipment for future use at site, transporting equipment to MTE's main laboratory for calibration, and logging reports into the onsite computer database. Inspected rebar prior to closing forms for Level P1 shearwall and pilasters on A-line from 7.5 to 11. Rebar is placed per shearwall elevations and detail call -outs on S5.3 and column schedule on S4.1. Okay to close forms. A final clearance inspection is required prior to placing concrete. To the best of our knowledge, items inspected this date are in accordance with approved plans and specifications. Date: Weather: Inspection: Samples cast: 12/22/03 Clear Lab, R/S None INSPECTOR: Mark McBride Permit #: D03-128 Performed laboratory duties that include cleaning testing equipment for future use at site and logging reports into the onsite computer database. Inspected rebar prior to closing forms for Level P1 shearwall and pilasters on E.9/F line from 7.5 to 11. Rebar is placed per shearwall elevations and detail call -outs on S5.5 and 5.6 and column schedule on S4.1. Okay to close forms. A final clearance inspection is required prior to placing concrete. To the best of our knowledge, items inspected this date are in accordance with approved plans and specifications. REVIEWED Byi Mark A. Galusha, P.E. cc: Bldg Dept -pity of Tukwila, Ralph Hagler-Sabey Corporation, Bob Fadden -Lance Mueller & Associates, Theodore McDonald -Engineers Northwest, Dave Leng-Sabey Construction, Bob Brott-Art Anderson Assoc., Inc. INSPECTOR: Mark McBride MAYES TESTING ENGINEERS, INC. MTE No.: Project: Address: Permit #: Owner: Architect: Engineer: Contractor: Page 77 Date: Weather: Inspection: E3187 DHS REGIONAL HEADQUARTERS 12500 Tukwila International Blvd, Tukwila, D03-128 / D03-129 (City of Tukwila) Sabey Corporation Lance Mueller and Associates Engineers Northwest, Inc. Sabey Construction 11/07/03 Clear Lab, PT RECEIVED WANOV 24 2003i oM OPMENT Everett Office 917 -134th Street SW Suite A-1 Everett, WA 98204 ph 425.742.9360 fax 425.745.1737 Tacoma Office 10029 S. Tacoma Way Suite E-2 Tacoma, WA 98499 ph 253.584.3720 fax 253.584.3707 Portland Office 7911 NE 33rd Drive Suite 190 Portland, OR 97211 ph 503.281.7515 fax 503.281.7579 Permit #: D03-128 Performed laboratory duties, which include testing samples scheduled to be tested and logging test results and reports into the onsite computer database. Set up post tensioning stressing records for Level P-2 PT slab, pour #2, between grids 7.5 and 11 from A to F in preparation for stressing scheduled for Monday, 11/10/03. To the best of our knowledge, items inspected this date are in accordance with approved plans and specifications. REVIEWED BY: Iusha, P.E. INSPECTOR: Mark McBride cc: Bldg Dept -City o ukwila, Ralph Hagler-Sabey Corporation, Bob Fadden -Lance Mueller & Associates, Theodore McDonald -Engineers Northwest, Dave Leng-Sabey Construction, Bob Brott-Art Anderson Assoc., Inc. MAYES TESTING ENGINEERS, INC. MTE No.: Project: Address: Permit #: Owner: Architect: Engineer: Contractor: Page 78 Date: Weather: Inspection: E3187 DHS REGIONAL HEADQUARTERS 12500 Tukwila International Blvd, Tukwila, WA D03-128 / D03-129 (City of Tukwila) Sabey Corporation Lance Mueller and Associates Engineers Northwest, Inc. Sabey Construction 11/10/03 Cloudy Lab, PT, R/C Everett Office 917 -134th Street SW Suite A-1 Everett, WA 98204 ph 425.742.9360 fax 425.745.1737 Tacoma Office 10029 S. Tacoma Way Suite E-2 Tacoma, WA 98499 ph 253.584.3720 fax 253.584.3707 Portland Office 7911 NE 33rd Drive Suite 190 Portland, OR 97211 ph 503.281.7515 fax 503.281.7579 Permit #: D03-128 Performed lab duties that include retrieving field cured cylinders from the field cast on 11/5/03, testing samples scheduled to be tested, and logging test results and reports into the onsite computer database. Monitored the stressing of post tensioning tendons for Level P2 PT slab pour #2 between grids 7.5 and 11 from A to F. Gauge pressure was verified according to calibration records provided by Central Steel. Actual tendon elongations were measured and recorded on post tensioning stressing record. By the end of the day, only the distributed tendons had been stressed, leaving the banded tendons for stressing continuation tomorrow, 11/11/03. Stressing was delayed due to electrical and access challenges. - Inspected rebar for a final clearance inspection prior to placing concrete for Level P2 columns at grids 8/B, C. D, E and E.9; 9/E, 10.2/E; and 10.2/D. Contractor placed 11 cubic yards of Stoneway concrete mix #5950-a (5000 psi required) at above referenced column locations by crane and bucket and consolidated mechanically. One sample of concrete was taken and four test cylinders were cast. To the best of our knowledge, items inspected this date are in accordance with approved plans and specifications. REVIEWED BY: INSPECTOR: Mark McBride, Mark Rossow cc: Bldg Dept -City o Tukwila, Ralph Hagler-Sabey Corporation, Bob Fadden -Lance Mueller & Associates, Theodore McDonald -Engineers Northwest, Dave Leng-Sabey Construction, Bob Brott-Art Anderson Assoc., Inc. 4 Post -Tensioning Stressing Record Project: De')[Xr Atli, 7 aF D111 F' /2/id- Project Location: Location: 7Z( .tiJ I'Jc( k ,4 Pour ID: 14'-w / 7'—pc,il,-- '# . Equipment Set #1 Ram # / I Gauge # /02� Calibration Date: /1- (a -0 3 General Contractor: i r' y L•, /(-/o-v3 ll-tl-03 ON g) [ 1] 11Ir?9 ector: , Nov .t € 20U:{ Equipmentt #2 Ram # Gauge # Calibration Date: Equipment Set #3 Ram # Gauge # Calibration Date: P/ressure: l0 cI�D Specified Concrete Strength:__/J�c'pir� - 51 Age of Breaks:/�cJc y %)Qno jC �lrtdu.r5 5'%�/<s�d a + oN L Pr! c�:�c 7� �o s7lc' %r1 / rence a -'- f4 h/h-e, f no4C - e�an 4 i s aci u 54J %K £' Id ded c q45+- hss ki+ ✓d�Yne% cn5 �rre�✓+� D✓erl��.�daps First End Second End Gauge S Strengths: .7 p5, 1f S(o / j>s,' ZZ i. 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C) hh.e_ 1,1 711z- /”7_. v -7 3/`f /9 3/y -o-0(77/i /T7/? w2 `7 3/i l 3/S1 o-3 73/', l2 3/ 2_0 7cie 9 7 L 71 7 1 l9112- -7 t4d 1'/2 /6? '/z MAYES TESTING ENGINEERS limk '. ss � iz�?�%7sw• r:*;;•b'v�?t.;; S`:S;.r,��.Kr'+gt,'a,-` � ';r".. •, ,. • Z W W J0 00 to 0 J• = CO Li_ w0 2 W< cod _ W ZI- Z0 W U0 O N O H W W u'0 Z U (i) o � Z MAYES TESTING ENGINEERS, INC. MTE No.: Project: Address: Permit #: Owner: Architect: Engineer: Contractor: Page 79 Date: Weather: Inspection: >,.r r y, •1^ ,7 E3187 DHS REGIONAL HEADQUARTERS 12500 Tukwila International Blvd, Tukwila, WA 003-128 / D03-129 (City of Tukwila) Sabey Corporation Lance Mueller and Associates Engineers Northwest, Inc. Sabey Construction 11/11/03 Cloudy Lab, PT, R/S Everett Office 917 -134th Street SW Suite A-1 Everett, WA 98204 ph 425.742.9360 fax 425.745.1737 Tacoma Office 10029 S. Tacoma Way Suite E-2 Tacoma, WA 98499 ph 253.584.3720 fax 253.584.3707 Portland Office 7911 NE 33rd Drive Suite 190 Portland, OR 97211 ph 503.281.7515 fax 503.281.7579 Permit #: D03-128 Performed lab duties that include retrieving field cured cylinders from the field cast on 11/5/03, testing samples scheduled to be tested, logging test results and reports into the onsite computer database, and introducing samples into water bath cure tanks. Monitored the stressing of post tensioning tendons (banded) for Level P2 PT slab pour #2 between grids 7.5 and 11 from A to F. Gauge pressure was verified according to calibration records provided by Central Steel. Actual tendon elongations were measured and recorded on post tensioning stressing record. Stressing data was compiled, copied and given to Sabey to forward to the engineer of record for his review prior to cutting tendon tails. Inspected rebar prior to closing forms for Level P2 shear walls on 9 -line from C to D and on C and D lines from 9 to 9.4. Rebar is found placed per the shear wall elevations and detail call -outs therein. Okay to close forms. A final clearance inspection is required prior to placing concrete. Preliminary inspection REVIEWED BY: alusha, P.E. INSPECTOR: Mark McBride cc: Bldg Dept -City o Tukwila, Ralph Hagler-Sabey Corporation, Bob Fadden -Lance Mueller & Associates, Theodore McDonald -Engineers Northwest, Dave Leng-Sabey Construction, Bob Brott-Art Anderson Assoc., Inc. MAYES TESTING ENGINEERS, INC. at:ft ,trr.* MTE No.: Project: Address: Permit #: Owner: Architect: Engineer: Contractor: Page 80 Date: Weather: Inspection: E3187 DHS REGIONAL HEADQUARTERS 12500 Tukwila International Blvd, Tukwila, WA D03-128 / D03-129 (City of Tukwila) Sabey Corporation Lance Mueller and Associates Engineers Northwest, Inc. Sabey Construction 11/12/03 Cloudy Lab, PT, R/S, epoxy Everett Office 917 -134th Street SW Suite A-1 Everett, WA 98204 ph 425.742.9360 fax 425.745.1737 Tacoma Office 10029 S. Tacoma Way Suite E-2 Tacoma, WA 98499 ph 253.584.3720 fax 253.584.3707 Portland Office 7911 NE 33rd Drive Suite 190 Portland, OR 97211 ph 503.281.7515 fax 503.281.7579 Permit #: D03-128 Performed laboratory duties that include testing samples scheduled to be tested and logging test results and reports into the onsite computer database. Monitored lift-off stressing of banded tendons on E line from 7.5 to 11 and four distributed tendons per the request of the engineer of record (Ted McDonald) due to short elongations when initially stressed. No elongation was gained on any tendon. Mr. McDonald was notified by Rich Gardner of Sabey. Verbal approval was then given by Mr. McDonald via telephone to cut tendon tails for Level P2 slab, pour #2. Inspected rebar prior to closing forms for Level P2 shear walls on E.9/F form 7.5 to 11, and on 11 line from A to E. Rebar was found placed per the shear wall elevations and detail callouts therein, except that inside curtain dowels at the floor line will be placed after form closure. Okay to close forms. A final clearance and rebar inspection is required prior to placing concrete. Observed the installation of (8) #7 rebar dowels into wall on 11 -line for trim steel of round opening for the southwest exhaust shaft. Holes were drilled for 12" embedment and cleaned with brush and compressed air prior to installing bars using Hilti HIT HY 150 adhesive. To the best of our knowledge, items inspected this date are in accordance with approved plans and specifications. REVIEWED BY: A.. . ... M=" Ga sha, .E. INSPECTOR: Mark McBride cc: Bldg Dept -City of ukwila, Ralph Hagler-Sabey Corporation, Bob Fadden -Lance Mueller & Associates, Theodore McDon •-Engineers Northwest, Dave Leng-Sabey Construction, Bob Brott-Art Anderson Assoc., Inc. drb�we,uraett+N+�kr+rrMr.4Ab tan MAYES TESTING ENGINEERS, INC. MTE No.: Project: Address: Permit #: Owner: Architect: Engineer: Contractor: Page 81 Date: Weather: Inspection: E3187 DHS REGIONAL HEADQUARTERS 12500 Tukwila International Blvd, Tukwila, WA 003-128 / D03-129 (City of Tukwila) Sabey Corporation Lance Mueller and Associates Engineers Northwest, Inc. Sabey Construction 11/13/03 Cloudy Lab, PT Everett Office 917 -134th Street SW Suite A-1 Everett, WA 98204 ph 425.742.9360 fax 425.745.1737 Tacoma Office 10029 S. Tacoma Way Suite E-2 Tacoma, WA 98499 ph 253.584.3720 fax 253.584.3707 Portland Office 7911 NE 33rd Drive Suite 190 Portland, OR 97211 ph 503.281.7515 fax 503.281.7579 Permit #: D03-128 Performed laboratory duties that include testing samples scheduled to be tested and logging test results and reports into the onsite computer database. Performed preliminary inspections of reinforcing steel and post tensioning tendons for Level P2 PT slab, pour #1, between grids A and F from 2 to 7.5. Items installed, (bottom mat, wide shallow beams and banded tendons) are in accordance with the approved plans and shop drawings. Installation and inspection of reinforcing steel and post tensioning tendons are ongoing. To the best of our knowledge, items inspected this date are in accordance with approved plans and specifications. REVIEWED BY: A alusha, P.E. INSPECTOR: Mark McBride cc: Bldg Dept -City •f Tukwila, Ralph Hagler-Sabey Corporation, Bob Fadden -Lance Mueller & Associates, Theodore McD • ald-Engineers Northwest, Dave Leng-Sabey Construction, Bob Brott-Art Anderson Assoc., Inc. MAYES TESTING ENGINEERS, INC. MTE No.: Project: Address: Permit #: Owner: Architect: Engineer: Contractor: Page 82 Date: Weather: Inspection: E3187 DHS REGIONAL HEADQUARTERS 12500 Tukwila International Blvd, Tukwila, WA 003-128 / D03-129 (City of Tukwila) Sabey Corporation Lance Mueller and Associates Engineers Northwest, Inc. Sabey Construction 11/14/03 Cloudy Lab, R/C Everett Office 917 -134th Street SW Suite A•1 Everett, WA 98204 ph 425.742.9360 fax 425.745,1737 Tacoma Office 10029 S. Tacoma Way Suite E-2 Tacoma, WA 98499 ph 253.584.3720 fax 253.584.3707 Portland Office 7911 NE 33rd Drive Suite 190 Portland, OR 97211 ph 503.281.7515 fax 503.281.7579 Permit #: D03-128 Performed laboratory duties that include testing samples scheduled to be tested and logging test results and reports into the onsite computer database. Performed final clearance inspection of rebar prior to concrete placement for Level P2 shear walls on C and D lines from 9 to 9.4 and on 9 line from C to D, and columns at grids 9/B, 10/B and 10.2/C. After some clearance adjustments, okay to place concrete. Contractor placed 45 cubic yards Stoneway concrete mix #6352-a (6000 psi requirement) by pump and by crane and bucket and consolidated mechanically. One sample of concrete was taken and four test cylinders cast. Also performed final inspection of rebar prior to concrete placement for Level P2 shear walls and pilasters on 11 line from C to E.9 and on E.9/F line from 7.5 to 11. Inside curtain dowels at the floor line are in place and clearances are acceptable. Okay to place concrete. Contractor placed 80 cubic yards of Stoneway concrete mix #4356-a (4000 psi requirement) by pump and consolidated mechanically. One sample of concrete was taken and four test cylinders cast. To the best of our knowledge, items inspected this date are in accordance with approved plans and specifications. REVIEWED BY: ark A. alusha, P.E. INSPECTOR: Mark McBride cc: Bldg Dept -City of ukwila, Ralph Hagler-Sabey Corporation, Bob Fadden -Lance Mueller & Associates, Theodore McDonald -Engineers Northwest, Dave Leng-Sabey Construction, Bob Brott-Art Anderson Assoc., Inc. MAYES TESTING ENGINEERS, INC. MTE No.: Project: Address: Permit #: Owner: Architect: Engineer: Contractor: Page 83 Date: Weather: Inspection: E3187 DHS REGIONAL HEADQUARTERS 12500 Tukwila International Blvd, Tukwila, WA D03-128 / D03-129 (City of Tukwila) Sabey Corporation Lance Mueller and Associates Engineers Northwest, Inc. Sabey Construction 11/15/03 Cloudy Lab Everett Office 917 -134th Street SW Suite A•1 Everett, WA 98204 ph 425.742.9360 fax 425.745.1737 Tacoma Office 10029 S. Tacoma Way Suite E-2 Tacoma, WA 98499 ph 253.584.3720 fax 253.584.3707 Portland Office 7911 NE 33rd Drive Suite 190 Portland, OR 97211 ph 503.281.7515 fax 503.281.7579 Permit #: 003-128 Performed lab duties that include retrieving test samples from the field cast on 11/14/03, logging samples and reports into the onsite computer database, and introducing samples into water bath cure tanks. To the best of our knowledge, items inspected this date are in accordance with approved plans and specifications. REVIEWED BY: ,,!/ .,64g., :,..j.., -A. G • I sha, P.E. INSPECTOR: Mark McBride cc: Bldg Dept -City of ' ukwila, Ralph Hagler-Sabey Corporation, Bob Fadden -Lance Mueller & Associates, Theodore McDona •-Engineers Northwest, Dave Leng-Sabey Construction, Bob Brott-Art Anderson Assoc., Inc. MAYES TESTING ENGINEERS, INC. MTE No.: Project: Address: Permit #: Owner: Architect: Engineer: Contractor: Page 84 E3187 DHS REGIONAL HEADQUARTERS 12500 Tukwila International Blvd, Tukwila, WA D03-128 / D03-129 (City of Tukwila) Sabey Corporation Lance Mueller and Associates Engineers Northwest, Inc. Sabey Construction Date: 11/17/03 Weather: Clouds Inspection: Lab, PT 'OEC 08 2003 4EyLOAA m• T Everett Office 917.134th Street SW Suite A-1 Everett, WA 98204 ph 425.742.9360 fax 425.745.1737 Tacoma Office 10029 S. Tacoma Way Suite E-2 Tacoma, WA 98499 ph 253.584.3720 fax 253.584.3707 Portland Office 7911 NE 33rd Drive Suite 190 Portland, OR 97211 ph 503.281.7515 fax 503.281.7579 Permit #: D03-12821 Performed lab duties thalude testing samples scheduled to be tested and logging test results and reports into the onsite computer database. Continued preliminary inspections of reinforcing steel and post tensioning tendons for Level P-2 PT slab pour #1 between grids 2 and 7.5 from A to F. Bottom steel, drop panel steel, wide shallow beams, banded tendons and drag struts are in place. Top and edge reinforcing is in progress. A final inspection of distributed tendons, top steel, edge reinforcing, tendon profiles and clearances is required prior to placing concrete, schedule for Wednesday, 11/19/03. To the best of our knowledge, items inspected this date are in accordance with approved plans and specifications. Date: Weather: Inspection: 11/18/03 Clouds Lab, PT INSPECTOR: Mark McBride Permit #: D03-128 Performed lab duties that include cleaning testing equipment for use and logging reports into the onsite computer database. Performed final inspections of reinforcing steel and post tensioning tendons for Level P-2 PT slab pour #1 between grids 2 and 7.5 from A to F. Outstanding and deficient items were addressed and corrected by the contractor upon notification. The engineer of record was also on site at the end of the day to perform a walk-through. No outstanding items were mentioned for correction. Slab is ready to receive concrete scheduled for placement tomorrow, 11/19/03. To the best of our knowledge, items inspected this date are in accordance with approved plans and specifications. REVIEWED BY�.ri . alusha, P.E. INSPECTOR: Mark McBride cc: Bldg Dept -City ► Tukwila, Ralph Hagler-Sabey Corporation, Bob Fadden -Lance Mueller & Associates, Theodore McDonald -Engineers Northwest, Dave Leng-Sabey Construction, Bob Brott-Art Anderson Assoc., Inc. MAYES TESTING ENGINEERS, INC. MTE No.: Project: Address: Permit #: Owner: Architect: Engineer: Contractor: Page 85 Date: Weather: Inspection: r.- E3187 DHS REGIONAL HEADQUARTERS 12500 Tukwila International Blvd, Tukwila, WA D03-128 / D03-129 (City of Tukwila) Sabey Corporation Lance Mueller and Associates Engineers Northwest, Inc. Sabey Construction 11/19/03 Rain Lab, PT Everett Office 917 -134th Street SW Suite A-1 Everett, WA 98204 ph 425.742.9360 fax 425.745.1737 Tacoma Office 10029 S. Tacoma Way Suite E-2 Tacoma, WA 98499 ph 253.584.3720 fax 253.584.3707 Portland Office 7911 NE 33rd Drive Suite 190 Portland, OR 97211 ph 503.281.7515 tax 503.281.7579 Permit #: D03-128 Additional MTE inspect s arrived on site as requested for concrete placement inspections of Level P2 PT slab, pour #1, between grids 2 and 7.5 from A to F. Upon site arrival, MTE was notified by the contractor that concrete placement has been cancelled due to inclement weather. Inspections were re -scheduled for Friday, 11/21, as requested. Performed laboratory duties that include testing samples scheduled for testing this date and logging test results and reports into onsite computer database. To the best of our knowledge, items inspected this date are in accordance with approved plans and specifications. REVIEWED BY: ark A. alusha, P.E. INSPECTOR: Mark McBride, Chris Pratt, Michael Craig cc: Bldg Dept -City • T kwila, Ralph Hagler-Sabey Corporation, Bob Fadden -Lance Mueller & Associates, Theodore McDo Id -Engineers Northwest, Dave Leng-Sabey Construction, Bob Brott-Art Anderson Assoc., Inc. MAYES TESTING ENGINEERS, INC. MTE No.: Project: Address: Permit #: Owner: Architect: Engineer: Contractor: Page 86 Date: Weather: Inspection: E3187 DHS REGIONAL HEADQUARTERS 12500 Tukwila International Blvd, Tukwila, WA D03-128 / 003-129 (City of Tukwila) Sabey Corporation Lance Mueller and Associates Engineers Northwest, Inc. Sabey Construction 11/20/03 Rain Lab, PT Everett Druce 917 -134th Street SW Suite A-1 Everett, WA 98204 ph 425.742.9360 fax 425.745.1737 Tacoma Office 10029 S. Tacoma Way Suite E-2 Tacoma, WA 98499 ph 253.584.3720 fax 253.584.3707 Portland Office 7911 NE 33rd Drive Suite 190 Portland, OR 97211 ph 503.281.7515 fax 503.281.7579 Permit #: D03-128 Additional MTE inspect s arrived on site as requested for concrete placement inspections of Level P2 PT slab, pour #1, between grids 2 and 7.5 from A to F. Concrete was monitored at both pumps for correct mix design, slump parameters and casting laboratory -cured cylinders. Concrete was also monitored at the point of placement to direct correction of any displaced items and to cast field cured cylinders (thermocouple system used for field cured cylinders). Contractor placed 621 cubic yards of Stoneway concrete mix #5950-a (5000 psi required) by pump and consolidated mechanically. Four samples of concrete were taken and six test cylinders were cast from each, (4) lab -cured and (2) field -cured. Performed final inspection of rebar prior to placing concrete for Level P2 shear walls and pilasters on A-line from 8 to 11 and on 11 -line from A to B, and the southwest exhaust shaft walls. Rebar is placed per plan elevations, details and approved revisions. Okay to place concrete. Concrete placement is inclusive with mix design and yardage for Level P2 PT slab pour #1. An additional sample of concrete was taken and four test cylinders were cast. Performed laboratory duties that include testing samples scheduled to be tested this date and logging test results and reports into the onsite computer database. To the best of our knowledge, items inspected this date are in accordance with approved plans and specifications. REVIEWED BY: alusha, P.E. INSPECTOR: Mark McBride, Chris Pratt, Michael Craig, Yavita Kotomaimoce cc: Bldg Dept -City o Tukwila, Ralph Hagler-Sabey Corporation, Bob Fadden -Lance Mueller & Associates, Theodore McDonald -Engineers Northwest, Dave Leng-Sabey Construction, Bob Brott-Art Anderson Assoc., Inc. MAYES TESTING ENGINEERS, INC. MTE No.: Project: Address: Permit #: Owner: Architect: Engineer: Contractor: Page 87 Date: Weather: Inspection: E3187 DHS REGIONAL HEADQUARTERS 12500 Tukwila International Blvd, Tukwila, WA D03-128 / D03-129 (City of Tukwila) Sabey Corporation Lance Mueller and Associates Engineers Northwest, Inc. Sabey Construction 11/21/03 Cloudy Lab, PT Everett Office 917 -134th Street SW Suite A-1 Everett, WA 98204 ph 425.742.9360 tax 425.745.1737 Tacoma Office 10029 S. Tacoma Way Suite E-2 Tacoma, WA 98499 ph 253.584.3720 fax 253.584.3707 Portland Office 7911 NE 33rd Drive Suite 190 Portland, OR 97211 ph 503.281.7515 fax 503.281.7579 Permit #: D03-128 Performed laboratory du ' s that include testing samples scheduled to be tested this date, logging test results and reports into the onsite computer database, retrieving test samples from the field that were cast on 11/20 and introducing those samples into water bath cure tanks. Set up post tensioning stressing records for Level P-2 PT slab pour #1 between grids 2 and 7.5 from A to F in preparation for stressing, scheduled for Monday, 11/24/03. To the best of our knowledge, items inspected this date are in accordance with approved plans and specifications. REVIEWED BY: ark A.( . lusha, P.E. cc: Bldg Dept -City -af Tukwila, Rath Hagler-Sabey Corporation, Bob Fadden -Lance Mueller & Associates, Theodore McD • nald-Engineers Northwest, Dave Leng-Sabey Construction, Bob Brott-Art Anderson Assoc., Inc. INSPECTOR: Mark McBride MAYES TESTING ENGINEERS, INC. MTE No.: Project: Address: Permit #: Owner: Architect: Engineer: Contractor: Page 88 E3187 DHS REGIONAL HEADQUARTERS 12500 Tukwila International Blvd, Tukwila, WA D03-128 / D03-129 (City of Tukwila) Sabey Corporation Lance Mueller and Associates Engineers Northwest, Inc. Sabey Construction Date: 11/24/03 Weather: Cloudy Inspection: Lab, PT, R/S Everett Office 917.134th Street SW Suite A-1 Everett, WA 98204 ph 425.742.9360 fax 425.745.1737 Tacoma Office 10029 S. Tacoma Way Suite E-2 Tacoma, WA 98499 ph 253.584.3720 fax 253.584.3707 Portland Office 7911 NE 33rd Drive Suite 190 Portland, OR 97211 ph 503.281.7515 fax 503.281.7579 Permit #: D03-12 Performed laboratory d les that include retrieving field cured cylinders from the field that were cast on 11/20/03, testing samples scheduled to be tested and logging test results and reports into the onsite computer database. MTE inspector Charles Edgerton assisted monitoring of the stressing of post tensioning tendons for Level P-2 PT slab pour #1 between grids 2 and 7.5 from A to F. Performed testing of field cured samples prior to start of stressing. Strengths of samples tested were 2840 psi, 2810 psi and 2900 psi. Notified Rich Gardner of Sabey after testing of the second sample and he directed the testing of the third sample. After testing the third sample, Rich elected to halt testing of further field -cured samples until tomorrow, 11/25/03. Stressing will not commence today and was re -scheduled for tomorrow. Inspected rebar prior to closing forms for Level P-2 columns at grids B/3, 4, 5, 6 and 7; C/2.8; D/2.8, E/2.8, 4, 5, 6 and 7; E.9/4 and 5. Rebar is found placed per column elevations and details. Okay to close forms. A final clearance inspection is required prior to placing concrete. To the best of our knowledge, items inspected this date are in accordance with approved plans and specifications. REVIEWED BY: cc: Bldg Dept -City Theodore McD a G usha, P.E. INSPECTOR: Mark McBride, Charles Edgerton f T kwila, Ralph Hagler-Sabey Corporation, Bob Fadden -Lance Mueller & Associates, d -Engineers Northwest, Dave Leng-Sabey Construction, Bob Brott-Art Anderson Assoc., Inc. ifat4P+tFN+b .. •. rncAv:Jw.gllIn worenrrincl Paerxrt+eye cvmsr. voro.Auxv�fmik.Fm oi•mai, ith,60>l , MAYES TESTING ENGINEERS, INC. MTE No.: Project: Address: Permit #: Owner: Architect: Engineer: Contractor: Page 89 Date: Weather: Inspection: r., -r«S7 .rpt Tn3;.... .. a" i7!l�'tL'Rl^:'u...4.�1:. a1is.,6.h.: r.- . E3187 DHS REGIONAL HEADQUARTERS 12500 Tukwila International Blvd, Tukwila, WA D03-128 / D03-129 (City of Tukwila) Sabey Corporation Lance Mueller and Associates Engineers Northwest, Inc. Sabey Construction 11/24/03 Cloudy Lab, PT, R/S Permit #: D03-12 Performed laboratory dunes that include retrieving field cured cylinders from the field that were cast on 11/20/03, testing samples scheduled to be tested and logging test results and reports into the onsite computer database. Everett Office 917 -134th Street SW Suite A-1 Everett, WA 98204 ph 425.742.9360 fax 425.745.1737 Tacoma Office 10029 S. Tacoma Way Suite E-2 Tacoma, WA 98499 ph 253.584.3720 fax 253.584.3707 Portland Office 7911 NE 33rd Drive Suite 190 Portland, OR 97211 ph 503.281.7515 fax 503.281.7579 MTE inspector Charles Edgerton assisted monitoring of the stressing of post tensioning tendons for Level P-2 PT slab pour #1 between grids 2 and 7.5 from A to F. Performed testing of field cured samples prior to start of stressing. Strengths of samples tested were 3240 psi, 3230 psi, 3240 psi and 3300 psi. Monitored the stressing of tendons at the above -referenced PT slab. Verified the use of calibrated equipment and proper gauge pressure. Actual elongations were measured and recorded on a Post Tensioning Stressing Record. Stressing not completed by the end of the day and will continue tomorrow, 11/26/03. Inspected rebar prior to placing concrete for pile extensions of piles located south of 11 -line at grids B, C, D, E and F. Pile cages were found extended with vertical bars lapped as required. Contractor placed 5 cubic yards of Stonway concrete mix #4358 by crane and bucket and consolidated mechanically. To the best of our knowledge, items inspected this date are in accordance with approved plans and specifications. REVIEWED BY: A. calusha, P.E. INSPECTOR: Mark McBride, Charles Edgerton cc: Bldg Dept -City ukwila, Ralph Hagler-Sabey Corporation, Bob Fadden -Lance Mueller & Associates, Theodore McDonald -Engineers Northwest, Dave Leng-Sabey Construction, Bob Brott-Art Anderson Assoc., Inc. X+01,'4 n1 a.Y?1.tiwilv?:s_�rA5�1:!r awi�tk^w.rNuti�+ru^ar.r.+K c_m=asrr.,�uµ�yat tn>rntm�i�nr,+•,nn+rfr:.u^.n*.n.�u.,rtt��.^rrwre,raarc�+swa: MAYES TESTING ENGINEERS, INC. MTE No.: Project: Address: Permit #: Owner: Architect: Engineer: Contractor: Page 90 Date: Weather: Inspection: E3187 DHS REGIONAL HEADQUARTERS 12500 Tukwila International Blvd, Tukwila, WA D03-128 / D03-129 (City of Tukwila) Sabey Corporation Lance Mueller and Associates Engineers Northwest, Inc. Sabey Construction 11/26/03 Cloudy Lab, PT, R/S Everett Office 917 -134th Street SW Suite A•1 Everett, WA 98204 ph 425.742.9360 fax 425.745.1737 Tacoma Office 10029 S. Tacoma Way Suite E-2 Tacoma, WA 98499 ph 253.584.3720 fax 253.584.3707 Portland Office 7911 NE 33rd Drive Suite 190 Portland, OR 97211 ph 503.281.7515 fax 503.281.7579 Permit #: D03-12 Monitored the stressing o ` rem- ining tendons for Level P2 PT slab, pour #1, between grids 2 and 7.5 from A to F. Verified the use of calibrated equipment and specified gauge pressure. Actual elongations were measured and recorded on a Post Tensioning Stressing Record (attached). Upon completion of stressing, stressing records were compiled from yesterday and today's stressing operations and given to Rich Gardner of Sabey to forward to the engineer of record for review. Preliminary inspection REVIEWED BY: INSPECTOR: Mark McBride cc: Bldg Dept -City o' -kwila, Ralph Hagler-Sabey Corporation, Bob Fadden -Lance Mueller & Associates, Theodore McDonald -Engineers Northwest, Dave Leng-Sabey Construction, Bob Brott-Art Anderson Assoc., Inc. Post -Tensioning Stressing Record Project: 5 Project Location: / ti,kic)//cf / Pour ID: 1.--'7e/ "- foLt r Equipment Set #1 Ram # -1.•11 '7'7/, Gauge # lo Calibration Date: 11 -- 03 Gauge Pressure: -moo General Contractor: y s+. Date: - -2 - (03 i/-„2 - 6.3 Inspector: 1-1, iticz-irccle Cf. Equipment Set #2 Ram # 700 Gauge # 2'9 Calibration Date: / - .2 c- 0 3 Specified Concrete Strength: )0c) Equipment Set #3 Ram # Gauge # Calibration Date: Age of Breaks: /CJc y 5 Strengths:32-g i95; 3300 3 Z2-0 Page First End Second End 3 2- A) of Sequence No. Tendon ID Tendon Length Calc A Actual A Tolerances + /- Gross A Mark A Net A Gross A Mark A Net A Comments ( )i./3 it VI /0 qz- ...54-11 2 3 17- ll 11 /1 1/2- i '1 I. — i/Z- Di-slyi.1,44d Z„t Z rit, 7, Sr- i 3/4-/ .\ /OW 1-2- 0 -. ? /0/1 ZiVil I /1 'IV //17- --qh- t..( /o '6_ ) -'77 I II /1 '/1 —//2_ `c /1 l2-. /0 /3 1 C, 103/1 1 i 5/i 1 I 'I 1- ioW 10'12. '17- A.2 77.- 1, I /0'1/? 10'67 /Z W 3/F - \ /( 22-5/r i1" / /1 z7-'1,/ 1 jo'// 12:31,1 -3/V ID II '1,1 -2.'1.-/ .v1/ 1011v / 3 1 1 f I057e ii/( ply" 0'1? /2712. '12_ Iv I nil? i 1 1/2- / 2 P /O'/2_ iz 5 b? 5-A? r3 11 Z Itz- ' /0 if?, /z qz Pi 11 7:2- g/./ /o?y _./ 3/'/ 1 /o 77 2- 23/g V /ON? i 2 IN 'hf First End Second End Page of 12__ Sequence No. Tendon ID Tendon Length Calc A Actual Tolerances +/- Gross A Mark A Net A Gross A Mark A Net Comments i ('' yr -,3% /or /oh *5'i Lf" --z.",itt 1-2-" 103/9 i 7- 1111 0 a-/ 7-54_ 2 11,-7 .. C /1 'frf s/c1f /05/y i 2.42_ \ ry /1 'fre 2:2-3/1 /03/it iz-,/, 5iy 11 7,--i 5 IT v /05/iT 17,34 s3iF 20 7 1 Cl/ v7ii? /0'511" OF 11- z-( / I I 7-2,/1- iv' /0.3/ isqv / ibt i 1 117_ --7,- 11 12-'I2 I i i "7 2,11- / b 3bf i 2 '1.1 111-, c2Q( ill 12 Z7)-317 1/ ve i 2-'I ifF It `/ ?, I 0 lisle s'53/F // 3/e 1.2.1/11 //t/ ,--7 ii3te 2..5'12. 11'1.2- 1(1/1 I -11? .2 T. Ore i'51 k ION 1 o 10? -2•5 1 1 ivls I ---±-_- /017 -,-7...7iy /07/y 17 0 J /i3/1 23'/I-/ /01/ i- I/2. \ -o---,,--.zi /12. /0 'iv 1-,7 1 0 --.33 // 3hr 2-5'31g UN-? 1 21f' D 3Y( 11'18 1,2'14 107V. I -1-13 11F ---55- 1131`i Z7i3Ii 113Ig 1 i3hr \ -3/7 /0147 r7)/3 7L--3---) 1111LI il3IY 2511-i •22,q -z? /('/l 11'11 17-- Iz 'hi t 01 'II -73Y ---3`) \i N il IN t/ il5lly j('/' I 7- P 40 (2' S- W 4 C -5k') 1 4/ S-- Pi 5+, -Puy), 54e(c'y-ew„,),,, ~ i t F MAYES TESTING ENGINEERS First End I Second End 1 Page 3 of MAYES TESTING ENGINEERS Sequence No. Tendon ID Tendon Length Calc 0 Actual 0 Tolerances +1- Gross A Mark 0 Net A Gross A Mark 0 Net 0 Comments cJ, 5� -7L O ecit43 --‘ F L( ((' � ' 5 'hi( /I /11? 3/237 `` 11071' 12 ' '-f -7I Cy- 3 (r if I7 /10767 1 L`f- 2-fit 'is' 5-'1.s? 5'1* 3/K" ,1 thf g IN 11 c )'-I ' 11'(2 `` /M - 3/Y" � ' h? I )15-)? 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Sabey Construction 10/28/03 Cloudy Lab, R/S, epoxy 1,ecoves) SOV 10° NOUNVrf D, --°MET Everett Office 917-1341h Street SW Suite A-1 Everett, WA 98204 ph 425.742.9360 fax 425.745.1737 Tacoma Office 10029 S. Tacoma Way Suite E-2 Tacoma, WA 98499 ph 253.584.3720 fax 253.584.3707 Portland Office 7911 NE 33rd Drive Suite 190 Portland, OR 97211 ph 503.281.7515 fax 503.281.7579 Permit #: D03-128 Performed lab duties to include retrieving test samples from the field that were cast on 10/27/03, logging samples and reports into the onsite computer database, and introducing samples into water bath cure tanks. Observed the installation of (8) #7 vertical rebar dowels into thickened slab at the north side of door opening in blast walls due to door dimension change. Holes were drilled for 8" embedment and cleaned with brush and compressed air prior to installing dowels using Hilti HIT HY-150 adhesive. Inspected rebar prior to closing forms for the remaining portion of blast walls to include door opening. Rebar has been reconfigured and lap -spliced at door header and north side of door opening due to dimensional changes. Okay to close forms. A final clearance inspection is required prior to placing concrete. To the best of our knowledge, items inspected this date are in accordance with approved plans and specifications. REVIEWED BY: ark A. alusha, P.E. INSPECTOR: Mark McBride cc: Bldg Dept -City of Tukwila, Ralph Hagler-Sabey Corporation, Bob Fadden -Lance Mueller & Associates, Theodore McDonald -Engineers Northwest, Dave Leng-Sabey Construction, Bob Brott-Art Anderson Assoc., Inc. : :4 MAYES TESTING ENGINEERS, INC. MTE No.: Project: Address: Permit #: Owner: Architect: Engineer: Contractor: Page 71 Date: Weather: Inspection: Permit #: E3187 DHS REGIONAL HEADQUARTERS 12500 Tukwila International Blvd, Tukwila, WA 003-128 / D03-129 (City of Tukwila) Sabey Corporation Lance Mueller and Associates Engineers Northwest, Inc. Sabey Construction 10/29103 Cloudy Lab, R/S, epoxy D03-128 Everett Office 917 -134th Street SW Suite A-1 Everett, WA 98204 ph 425.742.9360 fax 425.745.1737 Tacoma Office 10029 S. Tacoma Way Suite E-2 Tacoma, WA 98499 ph 253.584.3720 fax 253.584.3707 Portland Office 7911 NE 33rd Drive Suite 190 Portland, OR 97211 ph 503.281.7515 fax 503.281.7579 Performed lab duties to include testing samples scheduled to be tested on this date and logging test results and reports into the onsite computer database. Observed the installation of #7 vertical rebar dowels into grade beam on A-line between grids 3 and 4 per RFI #067. Holes were drilled for 12" embedment and cleaned with brush and compressed air prior to installing dowels using Hilti HIT HY-150 adhesive. Inspected rebar prior to closing forms for Level P-3 shear wall on A line between grids 3 and 4. Okay to close forms. A final clearance inspection is required prior to placing concrete. To the best of our knowledge, items inspected this date are in accordance with approved plans and specifications. REVIEWED BY: A. ,Galusha, P.E. INSPECTOR: Mark McBride cc: Bldg Dept -City o kwila, Ralph Hagler-Sabey Corporation, Bob Fadden -Lance Mueller & Associates, Theodore McDonald -Engineers Northwest, Dave Leng-Sabey Construction, Bob Brott-Art Anderson Assoc., Inc. • wM_:ICRd',i2.i.SiaJsi ,,..,...:..e`SCI:d..:`j..L('>4�:Y�'•+:ti�:..lw'/:ri,�-��.J.'..:n�:t�.;.Clt �r{�:.se:r voxx..+.+ro...w+ r�w+..� +5 MAYES TESTING ENGINEERS, INC. MTE No.: Project: Address: Permit #: Owner: Architect: Engineer: Contractor: Page 72 Date: Weather: Inspection: E3187 DHS REGIONAL HEADQUARTERS 12500 Tukwila International Blvd, Tukwila, WA D03-128 / D03-129 (City of Tukwila) Sabey Corporation Lance Mueller and Associates Engineers Northwest, Inc. Sabey Construction 10/30/03 Cloudy Lab, R/C, epoxy Everett Offlce 917 -134th Street SW Suite A-1 Everett, WA 98204 ph 425.742.9360 fax 425.745.1737 Tacoma Office 10029 S. Tacoma Way Suite E-2 Tacoma, WA 98499 ph 253.584.3720 fax 253.584.3707 Portland Office 7911 NE 33rd Drive Suite 190 Portland, OR 97211 ph 503.281.7515 fax 503.281.7579 Permit #: D03-128 Performed lab duties to include testing samples scheduled to be tested on this date and logging test results and reports into the onsite computer database. Observed the installation of #4 horizontal rebar dowels into shear walls for the northwest exhaust shaft wall connections. Holes were drilled for 8" embedment at 10" o.c. and cleaned with brush and compressed air prior to installing dowels using Hilti HIT HY-150 adhesive. Inspected rebar for a final inspection prior to placing concrete for remaining portion of blast walls; Level P3 shear wall on A-line from 3 to 4; Level P3 northwest exhaust shaft walls; and stem wall on 2.2 line from A to C.4. Contractor placed 31 cubic yards Stoneway concrete mix #44356-a (4000 psi) in these locations by pump and consolidated mechanically. One sample of concrete was taken and four test cylinders were cast. To the best of our knowledge, items inspected this date are in accordance with approved plans and specifications. REVIEWED BY: ..d/tilk (Alt, .. i a k • . :lusha, P.E. INSPECTOR: Mark McBride cc: Bldg Dept -City If ukwila, Ralph Hagler-Sabey Corporation, Bob Fadden -Lance Mueller & Associates, Theodore McDonald -Engineers Northwest, Dave Leng-Sabey Construction, Bob Brott-Art Anderson Assoc., Inc. MAYES TESTING ENGINEERS, INC. MTE No.: Project: Address: Permit #: Owner: Architect: Engineer: Contractor: Page 73 Date: Weather: Inspection: fitYitK .".,.....['.'s.' ..... • E3187 DHS REGIONAL HEADQUARTERS 12500 Tukwila International Blvd, Tukwila, WA D03-128 / D03-129 (City of Tukwila) Sabey Corporation Lance Mueller and Associates Engineers Northwest, Inc. Sabey Construction 10/31/03 Clear Lab Everett Office 917 -134th Street SW Suite A-1 Everett, WA 98204 ph 425.742.9360 fax 425.745.1737 Tacoma Office 10029 S. Tacoma Way Suite E-2 Tacoma, WA 98499 ph 253.584.3720 fax 253.584.3707 Portland Office 7911 NE 33rd Drive Suite 190 Portland, OR 97211 ph 503.281.7515 fax 503,281.7579 Permit #: D03-128 Performed lab duties to include retrieving test samples from the field that were cast on 10/30/03, testing samples scheduled to be tested on this date, logging test results and reports into the onsite computer database, and introducing samples into water bath cure tanks. To the best of our knowledge, items inspected this date are in accordance with approved plans and specifications. Date: Weather: Inspection: 11/03/03 Clear Lab INSPECTOR: Mark McBride Permit #: D03-128 Performed lab duties to include testing samples scheduled to be tested on this date and logging test results and reports into the onsite computer database. To the best of our knowledge, items inspected this date are in accordance with approved plans and specifications. REVIEWED BY: alusha, P.E. INSPECTOR: Mark McBride cc: Bldg Dept -City oTukwila, Ralph Hagler-Sabey Corporation, Bob Fadden -Lance Mueller & Associates, Theodore McDonald -Engineers Northwest, Dave Leng-Sabey Construction, Bob Brott-Art Anderson Assoc., Inc. MAYES TESTING ENGINEERS, INC. MTE No.: Project: Address: Permit #: Owner: Architect: Engineer: Contractor: Page 74 Date: Weather: Inspection: E3187 DHS REGIONAL HEADQUARTERS 12500 Tukwila International Blvd, Tukwila, WA D03-128 / D03-129 (City of Tukwila) Sabey Corporation Lance Mueller and Associates Engineers Northwest, Inc. Sabey Construction 11/04/03 Clear PT Everett Office 917.134th Street SW Suite A-1 Everett, WA 98204 ph 425.742.9360 fax 425.745.1737 Tacoma Office 10029 S. Tacoma Way Suite E•2 Tacoma, WA 98499 ph 253.584.3720 fax 253.584.3707 Portland Office 7911 NE 33rd Drive Suite 190 Portland, OR 97211 ph 503.281.7515 fax 503.281.7579 Permit #: D03-128 Performed inspections of reinforcing steel and post tensioning tendons for Level P-2 PT slab, pour #2. Inspected rebar for size, grade, laps, number, spacing and clearances per S1.2 -R and detail call -outs therein. Inspected post tensioning tendons for number, spacing, profiles, clearances and additional rebar per S1.2 -PT and detail call -outs therein and details on S0.2. Punch list items were corrected upon request. Performed walk-through with the engineer of record for the above -referenced PT slab. Engineer is satisfied with the installation of reinforcing steel and post tensioning tendons. This slab is ready to receive concrete, scheduled for placement tomorrow, 11/5/03. To the best of our knowledge, items inspected this date are in accordance with approved plans and specifications. REVIEWED BY: Galusha, P.E. INSPECTOR: Mark McBride cc: Bldg Dept -City o Tukwila, Ralph Hagler-Sabey Corporation, Bob Fadden -Lance Mueller & Associates, Theodore McDonald -Engineers Northwest, Dave Leng-Sabey Construction, Bob Brott-Art Anderson Assoc., Inc. MAYES TESTING ENGINEERS, INC. MTE No.: Project: Address: Permit #: Owner: Architect: Engineer: Contractor: Page 75 Date: Weather: Inspection: E3187 DHS REGIONAL HEADQUARTERS 12500 Tukwila International Blvd, Tukwila, WA 003-128 / D03-129 (City of Tukwila) Sabey Corporation Lance Mueller and Associates Engineers Northwest, Inc. Sabey Construction 11/05/03 Clear PT Everett Office 917 -134th Street SW Suite A-1 Everett, WA 98204 ph 425.742.9360 fax 425.745.1737 Tacoma Office 10029 S. Tacoma Way Suite E-2 Tacoma, WA 98499 ph 253.584.3720 fax 253.584.3707 Portland Office 7911 NE 33rd Drive Suite 190 Portland, OR 97211 ph 503.281.7515 fax 503.281.7579 Permit #: D03-128 Monitored placement of 369 cubic yards of Stoneway concrete mix #5950-a (5000 psi required) for Level P-2 PT slab, pour #2, bounded by grids 7.5 and 11 from A to F. Concrete was monitored both at the point of discharge (pump hopper) for mix design and slump requirements, and at the point of placement (deck) for correction of displaced items and consolidation efforts. Concrete was placed by pump and consolidated mechanically by means of internal vibration. Three samples of concrete were taken and (7) test cylinders were cast from each (4 lab cured and 3 field cured). A thermocouple system is provided by MTE for field -cured cylinders for representative curing prior to testing cylinders for stressing. Performed laboratory duties, which include testing samples scheduled to be tested and logging test results and reports into the onsite computer database. To the best of our knowledge, items inspected this date are in accordance with approved plans and specifications. REVIEWED BY. ar Galusha, P.E. INSPECTOR: Mark McBride, Michael Craig cc: Bldg Dept -City • ukwila, Ralph Hagler-Sabey Corporation, Bob Fadden -Lance Mueller & Associates, Theodore McDonald -Engineers Northwest, Dave Leng-Sabey Construction, Bob Brott-Art Anderson Assoc., Inc. MAYES TESTING ENGINEERS, INC. MTE No.: Project: Address: Permit #: Owner: Architect: Engineer: Contractor: Page 76 Date: Weather: Inspection: E3187 DHS REGIONAL HEADQUARTERS 12500 Tukwila International Blvd, Tukwila, WA D03-128 / 003-129 (City of Tukwila) Sabey Corporation Lance Mueller and Associates Engineers Northwest, Inc. Sabey Construction 11/06/03 Clear R/S, lab Permit #: D03-128 Performed lab duties to include retrieving test samples from the field that were cast on 11/5/03, testing samples scheduled to be tested, logging test results and reports into the onsite computer database, and introducing samples into water bath cure tanks. RECEIVED NOV 14 2003 DEVELOPMENT Everett Office 917 -134th Street SW Suite A-1 Everett, WA 98204 ph 425.742.9360 fax 425.745.1737 Tacoma Office 10029 S. Tacoma Way Suite E-2 Tacoma, WA 98499 ph 253.584.3720 fax 253.584.3707 Portland Office 7911 NE 33rd Drive Suite 190 Portland, OR 97211 ph 503.281.7515 fax 503.281.7579 Inspected rebar prior to closing forms for Level P2 columns at grids B/8, 9, 10; C/8, 10.2; E/8, 9, 10.2; and E.9/8 and 9. Rebar is placed per the column elevations and details. Okay to close forms. A final clearance inspection is required prior to placing concrete. To the best of our knowledge, items inspected this date are in accordance with approved plans and specifications. REVIEWED BY. alusha, P.E. INSPECTOR: Mark McBride cc: Bldg Dept -City o ukwila, Ralph Hagler-Sabey Corporation, Bob Fadden -Lance Mueller & Associates, Theodore McDonald -Engineers Northwest, Dave Leng-Sabey Construction, Bob Brott-Art Anderson Assoc., Inc. tfh i74'' �tt2F8Vi"ti). •# Pei'.mmi:, Y., r .�•'4Ml1�Jbl�i,7',3�'. IL'VR!$ e e ✓'Y3-"•., "•.. b.:v..: ,•.. �� Analysis of Strength Data Tests and Statistics for Job Number E3187 Mix Number 4356-a Produced By Stoneway Test Data From 10/20/2003 To 10/31/2003 Design Strength (fc) Specimen size: 4 x 8 CYLINDER !Sample !Number \AL Age = 28 Date Made !Sample Slump' W/C Temp( F) j (inch); Ratio Average i 3 -Test !Remarks 4 `Strength (psi) ; Ave. (psi) 0014 9/22/2003 75 6.25" 0.438 4,460 0016 9/25/2003 70 6.5" 0.420 4,280 0019 10/1/2003 71 5.25" 0.422 5,000 4,580 0021 10/3/2003 70 6.0" 0.420 4,000 4,430 0022 10/3/2003 71 6.75" 0.430 3,910 4,300 28 I Day Test Statistics Number of tests: 5 Low test: 3,909 Within -test standard deviation: 43.17 High test: 4,998 Batch -to -batch standard deviation: 430.83 Average test: 4,331 Within -test coefficient of variation: 1.00 Median test: 4,003 Standard deviation: 432.99 Average range: 49 Coefficient of variation: 10.00 Wednesday, November 05, 2003 • Page 1 of 1 Design Strength (Pc): MAYES TESTING ENGINEERS, INC • z••Wir,c* ' til+r, +at•� •� CONCRETE LABORATORY TEST REPORT Project : DHS Regional Headquarters Client: Sabey Corporation Contractor Sabey Construction Project No: E3187 Permit # (s): Issued on: 11-4-03 D03-128 Original: C' Revised: ❑ Air Temperature: Weather: Product: Supplier: Ticket Number : MixDesign ID : Sample Temp. (ASTM C 1 064) IL 750 F 63 ° F Clear Concrete Stoneway 350600 4356-a FIELD DATA (ASTM C31 and C172) Actual 1 Mix Proportions: Ingredient Coarse Aggregate 3/4" Fine Aggregate Cement --Type I Fly Ash Water WRDA-64 ADVA Slump (ASTM C143) 6.25" [Date Received 9-23-03 Water / Cement Ratio: 0.438 j Entrained Air l (ASTM C231) 'Placement Location and Notes: 0/0 Everett Office 917 -134th Street SW Suite A-1 Everett, WA 98204 ph 425.742.9360 fax 425.745.1737 Weight (per cu.yd) 1,913.CIbs 1,460.CIbs 400.0 100.0 219.0 30.0 15.0 lbs lbs lbs Oz Oz 4000 at 28 days Shear walls'from the foundation to level P-2 on 9 line from C to D and on C and D lines from 9 to 9.5. Sampled at 9 of 42 cubic yards. Date Made Sample # 9/22/2003 H j 0014 9/22/2003 9/22/2003 9/22/2003 Remark: 0014 0014 0014 FC - Field Cure Lab # 0072 0073 0074 0075 COMPRESSION TEST RESULTS (ASTM C39 and C1231) Date Tested L9/29/2003 10/20/2003 10/20/2003 10/20/2003 4ge (day; Load (lbs) 7 i 42720 28 56765 28 28 56960 I 57065 Inspector(s): Mark McBride Tested by: Mark McBride Size (in) 4x8 Dia (in) Surface Area Strength (psi) 12.76 1 j 3350 4x8 4x8 4x8 Reviewed by: 4.03 II 4.03 4.03 4.03 12.76 4450 12.76 j x_4470 12.76 l 4470 Information in this report applies only to the actual samples tested and shall not be reproduced without the approval of Mayes Testing Engineers, Inc. MAYE$ TESTING ENGINEERS, INC • ;ti..0.445C CONCRETE LABORATORY TEST REPORT Project : DHS Regional Headquarters Client: Sabey Corporation Contractor Sabey Construction Project No: Issued on: Original: Revised: ❑ E3187 Permit # (s): 11-4-03 D03-128 (`1 Air Temperature: 54 ° F Weather: Product: Supplier: Ticket Number MixDesign ID : Sample Temp. (ASTM C1064) Clear Concrete Stoneway : 351679 4356-a FIELD DATA (ASTM C31 and C172) Actual Mix Proportions: Ingredient Weight (per cu.yd) Coarse Aggregate 3/4" 1,918.CIbs Fine Aggregate 1,471.CIbs Cement --Type I 403.0 Ibs Fly Ash 101.0 Ibs Water 211.7 Ibs WRDA-64 30.0 Oz ADVA 15.0 oz 70°F Slump (ASTM C143) 6.5" [Water / Cement Ratio: 0.420 1 Entrained Air (ASTM C231) ok [Date Received 9-26-03 Everett Office 917 -134th Street SW Suite A-1 Everett, WA 98204 ph 425.742.9360 fax 425.745.1737 [Design Strength (fc): '� 4000 at 28 days Placement Location and Notes: Level P-3 shear walls at stair #2. Sampled at 10 of 56 cubic yards placed. Date Made Sample # Lab # (9/25/2003 9/25/2003) 9/25/2003 0016 1 9/25/2003 Remark: 0016 0016 0016 FC - Field Cure COMPRESSION TEST RESULTS (ASTM C39 and C1231) Date Tested Age (dayl Load (Ibs) 0080 1 L10/2/2003 " 7 1 0081 0082 0083 10/23/2003 , 28 10/23/2003 L28 10/23/2003 41875 53565 55295 28 54085 Size (in) Dia (in) Surface Area Strength (psi) 4x8 4.03 4x8 4.02 i 4x8 L4.02 4 x 8 ,, Inspector(s): Mark McBride Tested by: Mark McBride Reviewed by: 4.02 12.76 F12.69 L12.69 12.69 3280 4220 4360 4260 ,s37 Information in this report applies only to the actual samples tested and shall not be reproduced without the approval of Mayes Testing Engineers, Inc. Ay .:....I MAYES TESTING ENGINEERS, INC Project : Client: Contractor CONCRETE LABORATORY TEST REPORT DHS Regional Headquarters Sabey Corporation Sabey Construction Project No: Issued on: Original: i] Revised: ❑ Everett Office 917 -134th Street SW Suite A-1 Everett, WA 98204 ph 425.742.9360 fax 425.745.1737 E3187 Permit # (s):4. 11-4-03 D03-128 Air Temperature: 54 ° F Weather: Product: Supplier: Ticket Number MixDesign ID : Sample Temp. [(ASTM C 1064) 70°F Clear Concrete Stoneway : 351679 4356-a • Slump (ASTM C 1 43) 6.5" [Water / Cement Ratio: 0.420 FIELD DATA (ASTM C31 and C172) Entrained Air (ASTM C231) [Date Received 9-26-03 Ok Actual IMix Proportions: Ingredient Coarse Aggregate 3/4" Fine Aggregate Cement --Type I Fly Ash Water WRDA-64 ADVA [Design Strength (Pc): [Placement Location and Notes: I Level P-3 shear walls at stair #2. Sampled at 10 of 56 cubic yards placed. Weight (per cu.yd) 1,918.CIbs 1,471.Clbs 403.0 lbs 101,0 lbs 211.7 lbs 30.0 Oz 15.0 Oz 4000 at 28 days Date Made Sample # 9/25/2003 9/25/2003 9/25/2003 9/25/2003 Remark: 0016 0016 0016 0016 FC - Field Cure Lab # 1 0080 1 0081 0082 0083 COMPRESSION TEST RESULTS (ASTM C39 and C1231) Date Tested Age (day) Load (lbs) Size (in) 10/2/2003 7 i I 41875 10/23/2003 28 1 L53565 10/23/2003 28 10/23/2003 28 55295 54085 Inspector(s): Mark McBride Tested by: Mark McBride 4x8 Dia (in) Surface Area Strength (psi) 4x8 4x8 4.03 ; ' 12.76 1 ; 3280 4.02 1 1 12.69 4220 4.02 1 12.69 4360 4x8 Reviewed by: 4.02 12.69 i 4260 Information in this report applies only to the actual samples tested and shall not be reproduced without the approval of Mayes Testing Engineers, Inc. MAYES TESTING ENGINEERS, INC Project : Client: Contractor CONCRETE LABORATORY TEST REPORT DHS Regional Headquarters Sabey Corporation Sabey Construction Project No: E3187 Issued on: 11-4-03 Original: 0 Revised: ❑ Permit # (s): D03-128 D03-129 Air Temperature: Weather: Product: Supplier: Ticket Number : MixDesign ID : Sample Temp. (ASTM C1064) 71°F 54 ° F Overcast Concrete Stoneway 353457 4356-a FIELD DATA (ASTM C31 and C172) Actual 1 Mix Proportions: Ingredient Coarse Aggregate 3/4" Fine Aggregate Cement --Type I & II Fly Ash Water W RDA -64 ADVA Slump Entrained Air (ASTM C143) (ASTM C231) 5.25" ok Water/ Cement Ratio: ;Date Received 0.422 10-2-03 [Design Strength (fc): Everett Office 917 -134th Street SW Suite A-1 Everett, WA 98204 ph 425.742.9360 fax 425.745.1737 Weight (per cu.yd) 1,876.Clbs 1,485.CIbs 398.0 lbs 100.0 lbs 210.0 lbs 30.0 Oz 15.0 Oz 4000 at 28 days [Placement Location and Notes: 1 Perimeter walls and pilasters on E.9 and F lines from 6.8 to 11 and 11 line from E.8 to E.9. Grade beams on D and E lines from 9 to 11, 10.2 line from D to E and angled grade beam from grids 10.2/E to 10/E.9. Sampled at 20 of 80 cubic yards placed. Date Made Sample # 10/1/2003 0019 10/1/2003 10/1/2003 1 10/1/2003 Remark: 0019 0019 0019 FC - Field Cure COMPRESSION TEST RESULTS (ASTM C39 and C1231) Lab # Date Tested kge (day: Load (lbs) ! 0092 10/8/2003 7 46000 0093 10/29/2003 0094 i 10/29/2003 Size (in) 4x8 28 ' 63465 ! 4 x 8 28 i 64180 L 0095 I ' 10/29/2003 ! 28 I 63410 Dia (in) Surface Area Strength (psi) 4.031 12.72 3620 4.03 1 4x8 4.03 4x8 4.03 Inspector(s): Mark McBride Tested by: Mark McBride Reviewed by: 12.74 i 4980 12.74 ! 5040 12.74 4980 Information in this report applies only to the actual samples tested and shall not be reproduced without the approval of Mayes Testing Engineers, Inc. :uv�4vw� 4�3 z w re JO 00 NO cnw J H coIL, w 0 tL Q =0 F.. w Z= WO UO O - uj • F_- Ww ti. O .• z w U= O z MAYES TESTING ENGINEERS, INC Project : Client: Contractor CONCRETE LABORATORY TEST REPORT DHS Regional Headquarters Sabey Corporation Sabey Construction Project No: E3187 Issued on: 11-4-03 Original: 0 Revised: Permit # (s): D03-128 D03-129 Air Temperature: Weather: Product: Supplier: Ticket Number : MixDesign ID : 54 ° F Overcast Concrete Stoneway 353457 4356-a Sample Temp. Sl (ASTM C1064) (ASTMump C143) I 71 ° F 5.25" 1 FIELD (ASTM C31 Entrained Air (ASTM C231) [Water / Cement Ratio: ' [Date Received 10-2-03 0.422 DATA and C172) Actual I Mix Proportions: Ingredient Coarse Aggregate 3/4" Fine Aggregate Cement --Type I & II Fly Ash Water W RDA -64 ADVA Everett Office 917 -134th Street SW Suite A-1 Everett, WA 98204 ph 425.742.9360 fax 425.745.1737 Weight (per cu.yd) 1,876.CIbs 1,485.CIbs 398.0 100.0 210.0 30.0 15.0 lbs lbs Ibs Oz Oz [Design Strength (fc): 4000 at 28 days [Placement Location and Notes: I Perimeter walls and pilasters on E.9 and F lines from 6.8 to 11 and 11 line from E.8 to E.9. Grade beams on D and E lines from 9 to 11, 10.2 line from D to E and angled grade beam from grids 10.2/E to 10/E.9. Sampled at 20 of 80 cubic yards placed. Date Made Sample # 10/1/2003 10/1/2003 10/1/2003 10/1/2003j Remark: 0019 , 0019 0019 0019 FC - Field Cure Lab # 0092 0093 0094 1 0095 COMPRESSION TEST RESULTS (ASTM C39 and C1231) Date Tested 4ge (day) Load (Ibs) 10/8/2003 7 10/29/2003 10/29/2003 46000 28 j ( 63465 28 10/29/2003 28 64180 63410 1 Inspector(s): Mark McBride Tested by: Mark McBride Size (in) Dia (in) Surface Area 4x8-1 4.03 4x8 4x8 4x8 Reviewed by: 4.03 4.03 4.03 12.72 12.74 12.74 L 12.74 Strength (psi) 3620 4980 5040 4980 Information in this report applies only to the actual samples tested and shall not be reproduced without the approval of Mayes Testing Engineers, Inc. MAYE$ TESTING ENGINEERS, INC CONCRETE LABORATORY TEST REPORT Project : DHS Regional Headquarters Client: Sabey Corporation Contractor Sabey Construction Project No: E3187 Issued on: 11-4-03 Original: El Revised: ❑ Permit # (s): D03-128 D03-129 Air Temperature: Weather: Product: Supplier: Ticket Number : MixDesign ID : ISample Temp. [(ASTM C1064) 70° F 56 ° F Overcast Concrete Stoneway 354299 4356-a Slump (ASTM C143) 6.0" [Date Received 10-4-03 [Water / Cement Ratio: 0.420 FIEL (ASTM C3 Entrained Air L (ASTM C231) Placement Location and Notes: 'I D DATA 1 and 0172) Actual j Mix Proportions: Ingredient Coarse Aggregate 3/4" Fine Aggregate Cement --Type I Fly Ash Water W RDA -64 ADVA Everett Office 917 -134th Street SW Suite A-1 Everett, WA 98204 ph 425.742.9360 fax 425.745.1737 Weight (per cu.yd) 1,914.Cibs 1,468,CIbs 397.3 lbs 101.8 lbs 209.6 Ibs 30.0 Oz 15.0 Oz [Design Strength (fc): 4000 at 28 days Level P-3 main elevator core walls. Grade beams at the following locations: 9 line from D to E.9 and A to B; C line from 2 to 4 and from 10.2 to 11; B line from 2 to 3, 4 to 5 and 9 to 11; D line from 2 to 4; E line from 2 to 4; 4 line from D to E.9; 2.8 line from C to E; 10 line from A to B; 10.2 line from C to D; and angled grade beams from gridpoints 10/B to 10.2/C, 2.8/E to 3/E.9 and 2.8/C to 3/B. Set #1 cast at 32 of 201 cubic yards placed. COMPRESSION TEST RESULTS (ASTM C39 and C1231) Date Made Sample # Lab # Date Tested 10/3/2003 [ j 0021 0100 10/10/2003 10/3/2003 !1 0021 10/3/2003 0021 L10/3/2003 ' l 0021 Remark: FC - Field Cure 0101 ! 10/31/2003 ; 0102 10/31/20-0 L 0103 10/31/2003 Age (day] Load (Ibs) Size (in) 7 1 r33485 1 4 x 8 28 1 5071-01 1 4 x 8 28 50965 ; 4 x 8 28 _50670 ; 4 x 8_] Inspector(s): Mark McBride Tested by: Mark McBride Reviewed by: Dia (in) Surface Area 4.03 I 12.76 [ T4702-1 12.69 i 4.02, ( 12.69 4.02 I 12.69 Strength (psi) 2630 4900 40207 3990 2 Information in this report applies only to the actual samples tested and shall not be reproduced without the approval of Mayes Testing Engineers, Inc. z • w 6U U O O C] JI=. w0 u..Q D. _° z= H zO Uuj ca ON Cl I— wW zn Q ..z w 0 O~ z MAYES TESTING ENGINEERS, INC CONCRETE LABORATORY TEST REPORT Project : DHS Regional Headquarters Client: Sabey Corporation Contractor Sabey Construction Project No: Issued on: Original: Revised: El Everett Office 917 -134th Street SW Suite A-1 Everett, WA 98204 ph 425.742.9360 fax 425.745.1737 E3187 Permit # (s): OX(L 11-4-03 D03-128 003-129 Air Temperature: Weather: Product: Supplier: Ticket Number : MixDesign ID : 62 ° F Partly Cloudy Concrete Stoneway 354555 4356-a FIELD DATA (ASTM C31 and C172) ' Actual I Mix Proportions: Ingredient Coarse Aggregate 3/4" Fine Aggregate Cement --Type I Fly Ash Water WRDA-64 ADVA Sample Temp. ; Slump I (ASTM C1064) [(ASTM C143) 71 ° F 6.75" ';Water / Cement Ratio: I [Date Received' 0.430 10-4-03 Entrained Air (ASTM C231) [Placement Location and Notes: Level P-3 main elevator core walls. Grade beams at the following locations: 9 line from D to E.9 and A to B; C line from 2 to 4 and from 10.2 to 11; B line from 2 to 3, 4 to 5 and 9 to 11; D line from 2 to 4; E line from 2 to 4; 4 line from D to E.9; 2.8 line from C to E; 10 line from A to B; 10.2 line from C to D; and angled grade beams from gridpoints 10/B to 10.2/C, 2.8/E to 3/E.9 and 2.8/C to 3/B. Set #2 cast at 156 of 201 cubic yards placed. 0/0 Weight (per cu.yd) 1,914.4Ibs 1,468.5Ibs 405.0 lbs 100.0 lbs 217.3 lbs 30.0 Oz 15.0 Oz Design Strength (13c): i 4000 at 28 days Date Made Sample # 10/3/2003 10/3/2003 10/3/20031 Up/3/20031. _0022,; Remark: FC - Field Cure 0022 0022 0022 COMPRESSION TEST RESULTS (ASTM C39 and C1231) Lab it Date Tested .ge (day) Load (lbs) 0104 0105 10/10/2003 10/31/2003 7 28 0106 11/28/20031 L56 31840 49595 0107 11/28/20031 56 1 1 Size (in) Dia (in) Surface Area Strength (psi) 4 x 8-1 4.03 r 12.76 ; 2500 4x8 i 402 L 12.69 3910 r -- 4x8 1 __ l ( 4x8 Inspector(s): Mark McBride Tested by: Mark McBride Reviewed by: Information in this report applies only to the actual samples tested and shall not be reproduced without the approval of Mayes Testing Engineers, Inc. f...0 t1V TEST 91-4 ^• � _NGINEER SHOULD 9E`1 9,>0)?Huk;xSirlPr?L2>p :,n...l.'�✓.27'.J:.i..r«o...c+aa.....r+�1'1.i::�:.:i.Y..:_r.:.Wwwid : 'L:1u1:14i.?:ofi::.�A+iaJ'iutiih MAYES TESTING ENGINEERS, INC CONCRETE LABORATORY TEST REPORT Project : DHS Regional Headquarters Client: Sabey Corporation Contractor Sabey Construction Project No: E3187 Issued on: 11-4-03 Original: Revised: ❑ Permit # (s): D03-128 D03-129 Air Temperature: 65 ° F Weather: Product: Supplier: Ticket Number : MixDesign ID : Partly Cloudy Concrete Stoneway 355063 4356-a Sample Temp. Slump (ASTM C 1064 (ASTM C143) I 71 ° F 6.5" FIELD DATA (ASTM C31 and C172) Entrained Air (ASTM C231) [Water / Cement Ratio: [Date Received L 10-7-03 0.413 Actual Mix Proportions: Ingredient Coarse Aggregate 3/4" Fine Aggregate Cement --Type I Fly Ash Water WRDA-64 ADVA `Design Strength (fc): Everett Office 917 -134th Street SW Suite A-1 Everett, WA 98204 ph 425.742.9360 fax 425.745.1737 Weight (per cu.yd) 1,917.7Ibs 1,469.2Ibs 398.2 100.9 206.2 30.0 15.0 lbs lbs lbs Oz Oz 4000 at 28 days [Placement Location and Notes: 1 Level P-3 shear wall and pilasters on 11 line from A to E.8. Grade beams at the following locations: 8 line from B to E; B, C, D and E lines from 8 to 9; and 5, 6 and 7 lines from E to F. Sampled at 21 of 115 cubic yards placed. Date Made Sample # 10/6/2003 10/6/2003 10/6/2003 10/6/2003 Remark: 0023 0023 0023 0023 FC - Field Cure Lab # 0108 0109 0110 0111 COMPRESSION TEST RESULTS (ASTM C39 and C1231) Date Tested 4ge (day) Load (lbs) 10/13/2003 7 1 30930 F10/20/2003 14 11/3/2003 1 I 28 11/3/2003 L.28 39185 Inspector(s): Mark McBride Tested by: Mark McBride Size (in) 4x8 4x8 4x8 4x8 Dia (in) Surface Area 4.03 i 12.76 4.03 ; I 12.76 Reviewed by: Strength (psi) 2420 3070 Information in this report applies only to the actual samples tested and shall not be reproduced without the approval of Mayes Testing Engineers, Inc. wY....4t?iia-'L EARLY STT ' APPE,'\EJ R'}+!a1K. te4• yY "+p,,., [7`0. Placement Location and Notes: ' MAYE$ TESTING ENGINEERS, INC CONCRETE LABORATORY TEST REPORT Project : DHS Regional Headquarters Client: Sabey Corporation Contractor Sabey Construction Project No: E3187 Issued on: 11-4-03 Original: [dl Revised: ❑ Everett Office 917 -134th Street SW Suite A-1 Everett, WA 98204 ph 425.742.9360 fax 425.745.1737 Permit # (s): D03-128 jiL. D03-129 Air Temperature: Weather: Product: Supplier: Ticket Number : MixDesign ID : Sample Temp. (ASTM C 1064) 67° F 58 °F Occasional Showers Concrete Stoneway 355893 4356-a Slump [(ASTM C143) 5.75" [Date Received 10-9-03 'Water / Cement Ratio: 0.428 FIEL (ASTM C Entrained Air (ASTM C231) 0/0 D DATA 31 and 0172) Actual J Mix Proportions: Ingredient Coarse Aggregate 3/4" Fine Aggregate Cement --Type I Fly Ash Water WRDA-64 ADVA Design Strength (fc): ti Weight (per cu.yd) 1,918.4Ibs 1,464.1Ibs 396.0 lbs 100.0 lbs 212.4 lbs 30.0 Oz 15.0 Oz 4000 at 28 days Below grade portion of shear wall and pilasters on A line from 5.3 to 7.7. Grade beams on 8 line from E to E.9 and on E line from 4 to 6 and from 7 to 8. Sampled at 10 of 31 cubic yards placed. Date Made Sample # Lab # 10/8/2003 10/8/2003 10/8/2003 10/8/2003 Remark: 0024 j ( 0112 0024 0024 0024 FC - Field Cure 0113 0114 0115 COMPRESSION TEST RESULTS (ASTM C39 and C1231) Date Tested 4ge (day) Load (lbs) Size (in) 10/15/2003 711 34095 i 4 x 8 11/5/2003 11/5/2003 11/5/2003 28 28 I 28 Inspector(s): Mark McBride Tested by: Mark McBride 4x8 Dia (in) Surface Area Strength (psi) 2690 4.02 : 4x8 14x8 Reviewed by: 12.69 Information in this report applies only to the actual samples tested and shall not be reproduced without the approval of Mayes Testing Engineers, Inc. MAYE$ TESTING ENGINEERS, INC CONCRETE LABORATORY TEST REPORT Project : DHS Regional Headquarters Client: Sabey Corporation Contractor Sabey Construction Project No: Issued on: Original: El Revised: ❑ E3187 Permit # (s): 11-4-03 D03-128 Air Temperature: Weather: Product: Supplier: Ticket Number : MixDesign ID : 56 ° F Occasional Showers Concrete Stoneway 356227 4356-a 1 FIELD DATA (ASTM C31 and C172) I Sample Temp. I Slump Entrained Air (ASTM C 1064) (ASTM C 143) (ASTM C231) 64 ° F 7.0" [Water / Cement Ratio: ` [Date Received 0.442 10-10-03 [Placement Location and Notes: Level P-3 walls and pilasters on E.9/F lines from 2 to 6.8 and on 2 line from D.5 to E.9. Sampled at 9 of 93 cubic yards placed. 1 Actual !Mix Proportions: Ingredient Coarse Aggregate 3/4" Fine Aggregate Cement --Type I Fly Ash Water WRDA-64 ADVA Everett Office 917 -134th Street SW Suite A-1 Everett, WA 98204 ph 425.742.9360 fax 425.745.1737 Weight (per cu.yd) 1,914.Glbs 1,461.5Ibs 396.7 lbs 98.9 lbs 219.2 lbs 30.0 Oz 15.0 Oz [Design Strength (Pc): 4000 at 28 days Date Made Sample # 10/9/2003 0025 10/9/2003 1 0025 10/9/2003 10/9/2003 Remark: 0025 r 0025 FC - Field Cure Lab # 0116 0117 COMPRESSION TEST RESULTS (ASTM C39 and C1231) Date Tested Age (day) Load (lbs) 10/16/2003 7 { 10/23/2003 14-1 LQ118 11/6/2003 i 28 28 26585 0119 11/6/2003 35135 Inspectors): Mark McBride Tested by: Mark McBride Size (in) Dia (in) Surface Are L4.02 i i 12.69 4x8 4x8 4.02 4x8 4x8 Reviewed by: Strength (psi) 2090 12.69 j j 2770 Information in this report applies only to the actual samples tested and shall not be reproduced without the approval of Mayes Testing Engineers, Inc. • 11/7/2003 , MAYE$ TESTING ENGINEERS, INC CONCRETE LABORATORY TEST REPORT Project : DHS Regional Headquarters Client: Sabey Corporation Contractor Sabey Construction Project No: E3187 Issued on: 11-4-03 Original:d❑ Revised: ❑ Everett Office 917 -134th Street SW Suite A-1 Everett, WA 98204 ph 425.742.9360 fax 425.745.1737 Permit # (s): { D03-128` D03-129 Air Temperature: Weather: Product: Supplier: Ticket Number : MixDesign ID : Sample Temp. (ASTM C 1064) 64° F 54 ° Cloudy Concrete Stoneway 356757 4356-a Slump (ASTM C143) [Date Received 10-11-03 Water / Cement Ratio: 0.425 FIELD DATA (ASTM C31 and C172) Actual 1 Mix Proportions: Ingredient Weight (per cu.yd) Coarse Aggregate 3/4" 1,914.4Ibs Fine Aggregate 1,465.4Ibs Cement --Type 1 406.0 Ibs Fly Ash 102.0 Ibs Water 215.9 Ibs WRDA-64 15.0 Oz ADVA 30.0 Oz Entrained Air (ASTM C231) [Design Strength (fc): 3000 at 28 days (Placement Location and Notes: 1 Slab on grade between grids A.2 and E.9/F from 9 to 11 and between B and F from 8 to 9. Grade beams for the SW exhaust shaft and grade beam on C line from 9 to 11. Set #1 cast at 64 of 257 cubic yards placed. Date Made Sample # 10/10/2003 10/10/2003 10/10/2003 10/10/2003 Remark: r 0026 0026 0026 FC - Field Cure Lab # 0120 0121 0122 0026 _, 1 0123 COMPRESSION TEST RESULTS (ASTM C39 and C1231) Date Tested qge (day) Load (Ibs) Size (in) 10/17/2003 7 1 37440 r 4 x 8 11/7/2003 11/7/2003 28 28 28 Dia (in) Surface Area Strength (psi) [±1.02 r 12.69 1 2950 4x8 4x8 4x8 Inspector(s): Mark McBride Tested by: Mark McBride Reviewed by: Information in this report applies only to the actual samples tested and shall not be reproduced without the approval of Mayes Testing Engineers. Inc. r ,e� MAYES TESTING ENGINEERS, INC Project : Client: Contractor CONCRETE LABORATORY TEST REPORT DHS Regional Headquarters Sabey Corporation Sabey Construction Project No: Issued on: Original: El Revised: ❑ E3187 Permit # (s): 11-4-03 D03-128 D03-129 Air Temperature: 56 ° F Weather: Product: Supplier: Ticket Number : MixDesign ID : Cloudy Concrete Stoneway 356725 4356-a FIELD DATA (ASTM C31 and C172) Actual I Mix Proportions: 1_Sample Temp. (ASTM C1064) i Slump i (ASTM C143) i Entrained Air L (ASTM C231) 62°F 6.25" Water / Cement Ratio: i [Date Received 10-11-03 0.417 Ingredient Coarse Aggregate 3/4" Fine Aggregate Cement --Type I Fly Ash Water WRDA-64 ADVA [Design Strength (Pc): Everett Office 917 -134th Street SW Suite A-1 Everett, WA 98204 ph 425.742.9360 fax 425.745.1737 Weight (per cu.yd) 1,917.7Ibs 1,451.7Ibs 400.9 Ibs 100.0 Ibs 208.8 Ibs 30.0 Oz 15.0 Oz 3000 at 28 days tPlacement Location and Notes: 1 Slab on grade between grids A.2 and E.9/F from 9 to 11 and between B and F from 8 to 9. Grade beams for the SW exhaust shaft and grade beam on C line from 9 to 11. Set #2 cast at 187 of 257 cubic yards placed. Date Made Sample # [10/10/20031 [- 0027 10/10/200-3-11 0027 10/10/29031 0027 10/10/2003 1 0027 Remark: FC - Field Cure COMPRESSION TEST RESULTS (ASTM C39 and C1231) Lab # Date Tested 4ge (dayl Load (Ibs) 0124 0125 0126 0127 1 10/17/2003 11/7/2003 11/7/2003 11/7/2003j L7 31930 28 28 28 Inspector(s): Mark McBride Tested by: Mark McBride Size (in) Dia (in) 4x8 4.02 4x8 4x8 4x8 Reviewed by: Surface Area Strength (psi) 12.69 ; 2520 Information in this report applies only to the actual samples tested and shall not be reproduced without the approval of Mayes Testing Engineers, Inc. MAYES TESTING ENGINEERS, INC CONCRETE LABORATORY TEST REPORT Project : DHS Regional Headquarters Client: Sabey Corporation Contractor Sabey Construction Project No: Issued on: Original: ❑d Revised: ❑ E3187 11-4-03 Permit # (s): D03-128 D03-129 Air Temperature: Weather: Product: Supplier: Ticket Number : MixDesign ID : 62 ° F Partly Cloudy Concrete Stoneway 357731 4356-a FIELD DATA (ASTM C31 and C172) Sample Temp. I Slump Entrained Air (ASTM C1064) I [(ASTM C143) I (ASTM C231) I 65 ° F 5.5" [Water / Cement Ratio: ' 'Date Received 0.400 10-15-03 Everett Office 917 -134th Street SW Suite A-1 Everett, WA 98204 ph 425.742.9360 fax 425.745.1737 Actual I Mix Proportions: Ingredient Weight (per cu.yd) Coarse Aggregate 3/4" 1,874.CIbs Fine Aggregate 1,481.EIbs Cement --Type 1 & 11 399.0 lbs Fly Ash 99.0 lbs Water 199.0 lbs WRDA-64 30.0 Oz ADVA 15.0 Oz Daraset 64.0 Oz [Design Strength (fc): 3000 at 28 days [Placement Location and Notes: j Slab on grade between grids A and C from 5.5 to 7.3, including thickened areas for blast walls. Slabs on grade for elevator #'s 2, 3 and 5 pits and for storage room P312. Grade beams on grids 6 and 7 from A to C and on B line from 5 to 8. Sampled at 10 of 127 cubic yards placed. Date Made Sample # 10/14/2003 Lab # COMPRESSION TEST RESULTS (ASTM C39 and C1231) Date Tested qge (day[ Load (lbs) 0028 0128 10/21/2003 i 7 10/14/2003 0028 10/14/2003 0028 10/14/2003 0028 I Remark: FC - Field Cure 0129 l 11/11/2003 1 28 0130 0131 50355 11/11/2003 ; 28 11/11/20031 28 Size (in) 4x8 Dia (in) Surface Area Strength (psi) 4.02 1 12.69 13970 I 4x8 4x8 4x8 Inspector(s): Mark McBride � Tested by: Mark McBride Reviewed by�"/vl / Information in this report applies only to the actual samples tested and shall not be reproduced without the approval of Mayes Testing Engineers, Inc. tiR.,CJNi+`V %Pfl Nl 4V ' . w..r�v.v� w✓.:..au..v •nr. .w M �. cYvwavk4M1 MAYES TESTING ENGINEERS, INC CONCRETE LABORATORY TEST REPORT Project : DHS Regional Headquarters Client: Sabey Corporation Contractor Sabey Construction Project No: Issued on: Original: Revised: E E3187 Permit # (s): 11-4-03 D03-128 D03-129 Air Temperature: Weather: Product: Supplier: Ticket Number : MixDesign ID : 53 ° F Rain Concrete Stoneway 358429 4356-a Sample Temp. 1 (ASTM C1064) 62°F Slump (ASTM C143) 6.5" FIEL (ASTM C Entrained Air (ASTM C231) [Water / Cement Ratio: !Date Received L 10-17-03 0.407 0/0 D DATA 31 and C172) Actual I Mix Proportions: Ingredient Coarse Aggregate 3/4" Fine Aggregate Cement --Type I Fly Ash Water W RDA -64 ADVA ;Design Strength (Pc): Everett Office 917 -134th Street SW Suite A-1 Everett, WA 98204 ph 425.742.9360 fax 425.745.1737 Weight (per cu.yd) 1,918.4Ibs 1,466.CIbs 399.0 lbs 101.0 lbs 203.4 lbs 30.0 Oz 15.0 Oz 4000 at 28 days [Placement Location and Notes: 1 Level P-3 shear walls and pilasters on A line from 2 to 3 and from approximately 7.2 to 11 and on 2 line from A to D.5. Grade beam on C line from 7 to 8. Sampled at 10 of 126 cubic yards placed. Date Made Sample # 10/16/2003 L10/16/2003 0029 10/16/2003 10/16/2003 Remark: 0029 0029 0029 FC - Field Cure Lab # 1 0132 COMPRESSION TEST RESULTS (ASTM C39 and C1231) Date Tested age (day; Load (lbs) Size (in) 1 10/23/2003 , 7 7 ,; 30975 (j 4 x 8 0133 ! i 11/13/2003 [ 28 j 0134 0135 1 4x8 11/13/2003 j i 28 I 4x8 11/13/2003 1 28 ! j J j 4 x 8 Inspector(s): Tested by: Mark McBride Mark McBride Dia (in) Surface Area Strength (psi) 4.02 1 1 12.69 j i 2440 Reviewed by: L Information in this report applies only to the actual samples tested and shall not be reproduced without the approval of Mayes Testing Engineers, Inc. EARLYSTRE"'^"'-) APPEARS QL'.y.3 i MAYES TESTING ENGINEERS, INC �Y34"•1, t� � : CONCRETE LABORATORY TEST REPORT Project : DHS Regional Headquarters Client: Sabey Corporation Contractor Sabey Construction Project No: Issued on: Original: Revised: ❑ Everett Office 917 -134th Street SW Suite A-1 Everett, WA 98204 ph 425.742.9360 fax 425.745.1737 E3187 Permit # (s): 11-4-03 D03-128 v& D03-129 Air Temperature: Weather: Product: Supplier: Ticket Number : MixDesign ID : 67 ° F Partly Cloudy Concrete Stoneway 358981 4356-a FIELD DATA (ASTM C31 and C172) Actual J Mix Proportions: Ingredient Coarse Aggregate 3/4" Fine Aggregate Cement --Type I Fly Ash Water W RDA -64 ADVA I Sample Temp. ; Slump [-Entrained Air I (ASTM C 1064) 4(ASTM C 143) [ (ASTM C23 1 ) 67 ° F 5.25" 'Water / Cement Ratio: 0.391 Date Received 10-18-03 [Design Strength (Pc): Weight (per cu.yd) 1,917.CIbs 1,471.7Ibs 406.7 lbs 100.0 lbs 198.1 lbs 30.0 Oz 15.0 Oz 4000 at 28 days [Placement Location and Notes: j Blast walls on 5.5 line from A to C and on 7.3 line from A to B and 8" walls on 7.3 line from B to C and C line from 7 to 7.3 all from elevation -3'-0" to 0'-0". Grade beams on 6 and 7 lines from D to E, D line from 4 to 5.4 and from 7 to 8 and angled grade beam from E/5 to D/5.4. Sampled at 9 of 49 cubic yards placed. Date Made Sample # 10/17/2003 10/17/2003 10/17/2003 0030 0030 0030 119/17/2003 Remark: 0030 FC - Field Cure Lab # 0136 0137 0138 r 0139 COMPRESSION TEST RESULTS (ASTM C39 and C1231) Date Tested 4ge (day) Load (lbs) Size (in) 10/24/20031 7 1 40945_1 1 4 x 8 11/14/2003 28 11/14/2003 28 11/14/2003 i 28 L inspector(s): Mark McBride Tested by: Mark McBride Dia (in) 4.02 4x8 4x8 4x8 1 C Reviewed by: Surface Area Strength (psi) 12.67 I 3230 Information in this report applies only to the actual samples tested and shall not be reproduced without the approval of Mayes Testing Engineers, Inc. •am'ti'cCAO Sample Temp. (ASTM C 1064) I MAYES TESTING ENGINEERS, INC CONCRETE LABORATORY TEST REPORT Project : DHS Regional Headquarters Client: Sabey Corporation Contractor Sabey Construction Project No: E3187 Permit # (s): Issued on: 11-4-03 D03-129 Original: Revised: ❑ Air Temperature: 62 ° F Weather: Cloudy Product: Concrete Supplier: Stoneway Ticket Number : 359964 MixDesign ID : 4356-a 66° F Slump (ASTM C143) 1 FIELD DATA (ASTM C31 and C172) Actual 1 Mix Proportions: Ingredient Weight (per cu.yd) Coarse Aggregate 3/4" 1,902.9Ibs Fine Aggregate 1,468.EIbs Cement --Type I 390.0 lbs Fly Ash 103.3 lbs Water 191.3 lbs WRDA-64 30.0 Oz ADVA 15.0 Oz Entrained Air (ASTM C231) 5.75" Water / Cement Ratio: ! [Date Received 10-23-03 0.388 Everett Office 917 -134th Street SW Suite A-1 Everett, WA 98204 ph 425.742.9360 fax 425.745.1737 [Design Strength (Pc): 4000 at 28 days Placement Location and Notes: I Footings and stem walls on approximate grids C.3 from 6.3 to 6.7 and on 6.3 from C.7 to D. Sampled at 3 of 3 cubic yards placed. Date Made Sample # Lab # 10/22/2003 ,10/22/2003 10/22/2003 10/22/2003 Remark: 0031 0031 0031 0031 FC - Field Cure 0140 COMPRESSION TEST RESULTS (ASTM C39 and C1231) Date Tested kg (day) Load (lbs) Size (in) Dia (in) Surface Area Strength (psi) L10/29/2003 1 7 [ 33730 11 4 x 8 ( 12.74 { j 2650 0141 i L11/19/20031 0142 j 0143 11/19/2003 1 11/19/2003 j 28 28 28 4.03 4x8 4x8 4x8 Inspector(s): Mark McBride Tested by: Mark McBride Reviewed by: Information in this report applies only to the actual samples tested and shall not be reproduced without the approval of Mayes Testing Engineers, Inc. L L ,. JtlY4,.o..VIll1 ., -W.044_• z ~w J O O 0 fn 0 J H U)u_ w o u.Nd =w z �.. I- O W • W 0 O � O I— WW H ~ gr. op -1 O~ z MAYES TESTING ENGINEERS, INC Project : Client: Contractor CONCRETE LABORATORY TEST REPORT DHS Regional Headquarters Sabey Corporation Sabey Construction Project No: E3187 Issued on: 11-4-03 Original: C Revised: r Permit # (s): D03-128 D03-129 Air Temperature: 60 ° F Weather: Product: Supplier: Ticket Number : MixDesign ID : Sample Temp. (ASTM C1064) L 64 ° F Partly Cloudy Concrete Stoneway 360272 4356-a FIELD DATA (ASTM C31 and C172) Actual l Mix Proportions: Ingredient Coarse Aggregate 3/4" Fine Aggregate Cement --Type I Fly Ash Water W RDA -64 ADVA Slump (ASTM C143) 6.25" [Date Received 1 10-24-03 }Water / Cement Ratio: 0.418 Entrained Air (ASTM C231) °lo [Design Strength (Pc): '1 Everett Office 917 -134th Street SW Suite A-1 Everett, WA 98204 ph 425.742.9360 fax 425.745.1737 Weight (per cu.yd) 1,915.EIbs 1,465.1 Ibs 403.6 Ibs 100.0 Ibs 210.5 lbs 30.0 Oz 15.0 Oz 4000 at 28 days Placement Location and Notes: I Blast walls. Level P-3 shear wall and pilasters on A line from 4 to 5.5. Grade beams on 3, 4 and 5 lines from A to B and grade beam from grid points C/5.4 to B/5. Sampled at 11 of 73 cubic yards placed. Date Made Sample # Lab # 10/23/2003 10/23/2003 0032 { 10/23/2003 110/23/2003 Remark: FC - Field Cure 0032 0032 0144 COMPRESSION TEST RESULTS (ASTM C39 and C1231) Date Tested Age (day) Load (Ibs) Size (in) 10/30/20031 7 1! 35140 ! r 4 x 8 28 1 I 4x8 0145 111/20/2003 0146 I 11/20/2003 1 28 0032 J 1 0147 111/20/2003 28 Inspector(s): Mark McBride Tested by: Mark McBride 4x8 Dia (in) Surface Area Strength (psi) 4.03 i ': 12.76 i 2750 4x8 Reviewed by: L Information in this report applies only to the actual samples tested and shall not be reproduced without the approval of Mayes Testing Engineers, Inc. 'iW#:+tr i4i Analysis of Strength Data Tests and Statistics for Job Number E3187 Mix Number 1 5950-a • Produced By [_ Stoneway Test Data From 10/20/2003 To 10/24/2003 Design Strength (fc) Specimen size: 4 x 8 CYLINDER Sample ?Number Age = 28 Date i Sample SlumpiI W/C Average 3 -Test 1, ?Remarks Made Temp( (r)1 (inch)! Ratio Strength (psi)! Ave. (psi) 0013 9/22/2003 75 6.75" 0.382 5,860 0015 9/24/2003 73 5.5" 0.339 6,820 0017 9/26/2003 74 5.75" 0.352 6,550 6,410 28 I Day Test Statistics Number of tests: 3 Low test: 5,856 Within -test standard deviation: 152.13 High test: 6,819 Batch -to -batch standard deviation: 473.64 Average test: 6,409 Within -test coefficient of variation: 2.37 Median test: 6,552 Standard deviation: 497.47 Average range: 172 Coefficient of variation: 7.76 JVedaesday, November 05, 2003 Page 1 of 1 \D -K Placement Location and Notes: I MAYE$ TESTING ENGINEERS, INC ' BMs+ CONCRETE LABORATORY TEST REPORT Project : DHS Regional Headquarters Client: Sabey Corporation Contractor Sabey Construction Project No: E3187 Permit # (s): Issued on: 11-4-03 D03-128 Original: 0 ` l• Revised: ❑ Air Temperature: Weather: Product: Supplier: Ticket Number : MixDesign ID : L Sample Temp. (ASTM C1064) 63 ° Clear Concrete Stoneway 350556 5950-a FIEL (ASTM C3 D DATA 1 and C172) Actual 1 Mix Proportions: Ingredient Coarse Aggregate 3/4" Fine Aggregate Cement --Type I Fly Ash Water WRDA-64 ADVA 75°F Slump (ASTM C143) 6.75" Entrained Air . (ASTM C231) Water / Cement Ratio: I Date Received 9-23-03 0.382 [Design Strength (fc): Everett Office 917 -134th Street SW Suite A-1 Everett, WA 98204 ph 425.742.9360 fax 425.745.1737 Weight (per cu.yd) 1,955.Cibs 1 ,239.CIbs 547.0 lbs 112.0 lbs 252.0 Ibs 26.5 Oz 13.0 Oz 5000 at 28 days Columns from the foundation to level P-2 at grids B/10, C/10.2, D/10.2, E/10.2, B/9, E/9, E/8 and D/8. Sampled at 6 of 12 cubic yards. Date Made Sample # 9/22/2003 0013 9/22/2003 9/22/2003 9/22/2003 Remark: 0013 0013 0013 FC - Field Cure COMPRESSION TEST RESULTS (ASTM C39 and C1231) Lab # Date Tested 4ge (day; Load (Ibs) Size (in) L0068 ; 1 9/29/2003 7 ! j 57820 0069 j 10/20/2003 i 28 0070 0071 10/20/2003 10/20/2003 73705 j 28 jl 75760 28 i 74615 Inspector(s): Mark McBride Tested by: Mark McBride 4x8 4x8 4x8 4x8 j Reviewed by: Dia (in) Surface Area Strength (psi) 4.03 ' 1 12.76 I 4530 4.03 12.76 4.03 ; 1 12.76 4.03 i i 12.76 5780 i 5940 5850 1 Information in this report applies only to the actual samples tested and shall not be reproduced without the approval of Mayes Testing Engineers, Inc. 4.4 MAYES TESTING ENGINEERS, INC T CONCRETE LABORATORY TEST REPORT Project : DHS Regional Headquarters Client: Sabey Corporation Contractor Sabey Construction Project No: E3187 Permit # (s): Issued on: 11-4-03 D03-128 original: j D03-129 Revised: ❑ Air Temperature: 54 ° F Weather: Clear Product: Concrete Supplier: Stoneway Ticket Number : 351201 MixDesign ID : 5950-a FIELD DATA (ASTM C31 and C172) Actual I Mix Proportions: Sample Temp. (ASTM C1064) I Slump — L(ASTM C l 43) I Entrained Air 1 (ASTM C231) 730F [Water/ Cement Ratio: ! ;Date Received 0.339 9-25-03 5.5" Everett Office 917 -134th Street SW Suite A-1 Everett, WA 98204 ph 425.742.9360 fax 425.745.1737 Ingredient Weight (per cu.yd) Coarse Aggregate 3/4" 1,963.CIbs Fine Aggregate 1,249.CIbs Cement --Type 1 556.3 lbs Fly Ash 113.8 lbs Water 227.3 lbs WRDA-64 26.3 Oz ADVA 13.1 Oz [Design Strength (?c): 5000 at 28 days Placement Location and Notes: ' Level P-3 columns at grids B/8, C/8, E.9/8, E/7, E/6, E/5, E/4, E.9/5 and the bottom portion of pile cap at grids A/4. Sampled at 8 of 18 cubic yards placed. Date Made 9/24/2003 COMPRESSION TEST RESULTS (ASTM C39 and C1231) Sample # Lab # Date Tested Age (day] Load (lbs) Size (in) 0013-1, I 0076 f I 10/1/20031 17 I 67475 4 x 8 9/24/2003 9/24/2003 9/24/2003 Remark: 0015 0015 0015 FC - Field Cure 0077 0078 Loo79 1 110/22/2003 1 1 28 10/22/2003 87860 4x8 Dia (in) Surface Area Strength (psi) 4.041 12.82 5260 1 12.72 1 6910 4.03 28 1 85740 1 1 4 x 8 1 14.03 I 12.72 ! 16740 10/22/2003_1 28 1 1 86710 ' 4 x 8 0.031 12.72 ' ' 6810 Inspector(s): Mark McBride Tested by: Mark McBride Reviewed by: a9 Information in this report applies only to the actual samples tested and shall not be reproduced without the approval of Mayes Testing Engineers, Inc. MAYES TESTING ENGINEERS, INC Project : Client: Contractor I CONCRETE LABORATORY TEST REPORT DHS Regional Headquarters Sabey Corporation Sabey Construction Project No: E3187 Issued on: 11-4-03 Original: 0 Revised: ❑ Permit # (s): D03-128 D03-129 Air Temperature: Weather: Product: Supplier: Ticket Number : MixDesign ID : [Sample Temp. ! (ASTM C1064) l 73°F 54 ° F Clear Concrete Stoneway 351201 5950-a Slump (ASTM C143) 5.5" [Water / Cement Ratio: 0.339 FIEL (ASTM C3 'I Entrained Air (ASTM C231) Date Received t 9-25-03 0/0 D DATA 1 and C172) Actual 1 Mix Proportions: Ingredient Coarse Aggregate 3/4" Fine Aggregate Cement --Type 1 Fly Ash Water W RDA -64 ADVA {Design Strength (Pc): Everett Office 917 -134th Street SW Suite A-1 Everett, WA 98204 ph 425.742.9360 fax 425.745.1737 Weight (per cu.yd) 1,963.CIbs 1,249.Cibs 556.3 lbs 113.8 lbs 227.3 lbs 26.3 Oz 13.1 Oz 5000 at 28 days [Placement Location and Notes: ; Level P-3 columns at grids B/8, C/8, E.9/8, E/7, E/6, E/5, E/4, E.9/5 and the bottom portion of pile cap at grids A/4. Sampled at 8 of 18 cubic yards placed. Date Made Sample # 9/24/2003 9/24/2003 9/24/2003 9/24/2003 Remark: 0015 0015 0015 0015 FC - Field Cure Lab # 0076 0077 0078 0079 COMPRESSION TEST RESULTS (ASTM C39 and C1231) Date Tested 4ge (day) Load (lbs) 7 10/1/2003 10/22/2003 10/22/2003 10/22/2003 28 28 1 28 j 67475 [ 87860 85740 i 86710 Inspector(s): Mark McBride Tested by: Mark McBride Size (in) , 4x8 Dia (in) Surface Area Strength (psi) i 4.04 12.82 , 5260 4x8 [4.03 1 12.72 4x8 4x 4.03 4.03 Reviewed by: 12.72 12.72 6910 i 6740 6810 Information in this report applies only to the actual samples tested and shall not be reproduced without the approval of Mayes Testing Engineers, Inc. rSllta:a+: �:v: •».ti.,v,. if,:L^ S:: MAYES TESTING ENGINEERS, INC CONCRETE LABORATORY TEST REPORT Project : DHS Regional Headquarters Client: Sabey Corporation Contractor Sabey Construction Project No: E3187 Permit # (s): Issued on: 11-4-03 D03-128 Original: N Revised: ❑ Everett Office 917 -134th Street SW Suite A-1 Everett, WA 98204 ph 425.742.9360 fax 425.745.1737 Air Temperature: 58 ° F Weather: Product: Supplier: Ticket Number MixDesign ID : Clear Concrete Stoneway 352131 5950-a Sample Temp. (ASTM C 1064) Slump (ASTM C143) FIELD (ASTM C31 Entrained Air (ASTM C231) 74°F Water / Cement Ratio: 5.75" 0.352 1 Date Received 9-27-03 Placement Location and Notes: DATA and C172) Actual I Mix Proportions: Ingredient Weight (per cu.yd) Coarse Aggregate 3/4" 1,961.11bs Fine Aggregate 1,248.CIbs Cement --Type I 551.8 lbs Fly Ash 111.8 lbs Water 233.4 Ibs WRDA-64 26.5 Oz ADVA 13.1 Oz [Design Strength (fc): 5000 at 28 days Level P-3 columns at grids B/3, B/4, B/5, B/6, B/7, C/2.8, D/2.8 and E/2.8. Sampled at 11 of 15 cubic yards placed. Date Made Sample # 9/26/2003 1 0017 9/26/2003 9/26/2003 0017 0017 Lab # COMPRESSION TEST RESULTS (ASTM C39 and C1231) Date Tested Age (dayl Load (Ibs) Size (in) 1 65825 , 4 x 8 0084 ' ( 10/3/2003 0085 0086 ' 9/26/2003) L 0017 [ 0087 Remark: FC - Field Cure 1 10/24/2003 10/24/2003 10/24/2003 7 28 82040 Dia (in) Surface Area Strength (psi) 1 4.02 1 1 12.72 ; 5180 4x8 114.02) ; 12.67 f 28.1 1 82530 ;; 4 x 8 28 Inspector(s): Mark McBride Tested by: Mark McBride [4.02[ 84410 j 4x8 Reviewed by: 4.02 12.67 12.67 6480 6520 6660 Information in this report applies only to the actual samples tested and shall not be reproduced without the approval of Mayes Testing Engineers, Inc. v 'stir' .1A44: MAYES TESTING ENGINEERS, INC Project : Client: Contractor ay .l.:k{ , CONCRETE LABORATORY TEST REPORT DHS Regional Headquarters Sabey Corporation Sabey Construction Project No: Issued on: Original: Revised: ❑ Everett Once 917 -134th Street SW Suite A-1 Everett, WA 98204 ph 425.742.9360 fax 425.745.1737 E3187 Permit # (s): 11-4-03 D03-128 `J" fiL_ Air Temperature: Weather: Product: Supplier: Ticket Number : MixDesign ID : Sample Temp. [(ASTM C1064) 74°F 58°F Clear Concrete Stoneway 352131 5950-a Slump (ASTM C143) 5.75" FIELD DATA (ASTM C31 and C172) Actual 1 Mix Proportions: Ingredient Coarse Aggregate 3/4" Fine Aggregate Cement --Type I Fly Ash Water W RDA -64 ADVA Entrained Air (ASTM C231) [Water / Cement Ratio: I (Date Received 9-27-03 0.352 Weight (per cu.yd) 1,961.11bs 1,248.0 lbs 551.8 111.8 233.4 26.5 13.1 Ibs Ibs Ibs Oz Oz [Design Strength (Pc): 1 5000 at 28 days [Placement Location and Notes: j Level P-3 columns at grids B/3, B/4, B/5, B/6, B/7, C/2.8, D/2.8 and E/2.8. Sampled at 11 of 15 cubic yards placed. Date Made Sample # 9/26/2003 ] 0017 9/26/200311 0017 r9/26/2003 1 0017 1 9/26/2003_1 [ 0017 Remark: FC - Field Cure Lab # 1 0084 0085 0086 0087 COMPRESSION TEST RESULTS (ASTM C39 and C1231) Date Tested 10/3/2003 10/24/2003 ` 10/24/2003 4ge (days Load (Ibs) Size (in) Dia (in) Surface Area 7 i 165825 28 L 82040 28 11 82530 10/24/2003 1 281 L 84410 Inspector(s): Mark McBride Tested by: Mark McBride 4x8 t 4.02 4x8 i i 4.021 4x8 ;!4.021 4x8 ; 402 Reviewed by: L12.72 Strength (psi) 1 5180 L 12.67 1 6480 • 12.67 12.6 6520 ; 6660 Information in this report applies only to the actual samples tested and shall not be reproduced without the approval of Mayes Testing Engineers, Inc. ,. „4 MAYES TESTING ENGINEERS, INC CONCRETE LABORATORY TEST REPORT Project : DHS Regional Headquarters Client: Sabey Corporation Contractor Sabey Construction Project No: E3187 Permit # (s): Issued on: 11-4-03 D03-128 Original: E] Revised: ❑ FIELD DATA (ASTM C31 and C172) Air Temperature: 60 ° F Actual I Mix Proportions: Weather: Mostly Clear Ingredient Weight (per cu.yd) Product: Concrete Coarse Aggregate 3/4" 1,961.Eibs Supplier: Stoneway Fine Aggregate 1,245.1ibs Ticket Number : 360676 Cement --Type 1 548.6 lbs MixDesign ID : 5950-a Fly Ash 110.0 lbs 'Sample Temp. ( Slump I Entrained Air Water 224.1 lbs (ASTM C1064) ,(ASTM C143) L (ASTM C231) WRDA-64 26.6 Oz 66 ° F 6.25" % ADVA 13.3 Oz ,Water / Cement Ratio: � [Date Received' Everett Office 917 -134th Street SW Suite A-1 Everett, WA 98204 ph 425.742.9360 fax 425.745.1737 0.340 10-25-03 `Design Strength (Pc): '� 5000 at 28 days 'placement Location and Notes: 1 Level P-3 columns at grids A/6 and A/7. Sampled at 7 of 7 cubic yards placed. Date Made Sample # 10/24/2003 10/24/2003 10/24/2003 10/24/2003 Remark: 0033 0033 0033 0033 FC - Field Cure COMPRESSION TEST RESULTS (ASTM C39 and C1231) Lab # Date Tested kg (day) Load (lbs) 0148 0149 10/31/2003 1 7 1 61365 11/21/2003 28 0150 j 111/21/2003 i 28 0151 11/21/2003 L_ j 28 1 Size (in) Dia (in) Surface Area Strength (psi) 4.02 1 12.69 4840 4x8 4x8 4x8 4x8 Inspector(s): Mark McBride Tested by: Mark McBride Reviewed by: Information in this report applies only to the actual samples tested and shall not be reproduced without the approval of Mayes Testing Engineers, Inc. 7IPw.N.00..A.rwme,ofpmaf, wnvpnh'N•0, MAYES TESTING ENGINEERS, INC. MTE No.: Project: Address: Permit #: Owner: Architect: Engineer: Contractor: Page 64 Date: Weather: Inspection: Permit #: E3187 DHS REGIONAL HEADQUARTERS 12500 Tukwila International Blvd, Tukwila, WA D03-128 / D03-129 (City of Tukwila) Sabey Corporation Lance Mueller and Associates Engineers Northwest, Inc. Sabey Construction 10/23/03 Partly cloudy Epoxy, lab,R/C D03-128 Everett Office 917.134th Street SW Suite A-1 Everett, WA 98204 ph 425.742.9360 tax 425.745.1737 Tacoma Office 10029 S. Tacoma Way Suite E•2 Tacoma, WA 98499 ph 253.584.3720 fax 253,584.3707 Portland Office 7911 NE 33rd Drive Suite 190 Portland, OR 97211 ph 503.281.7515 fax 503.281.7579 • Performed laboratory duties to include retrieving test samples from the field cast on 10/22/03, testing samples scheduled to be tested on this date, logging test results and reports into the onsite computer database, introducing samples into water bath cure tanks and distributing preliminary concrete test reports to Sabey on site. Observed the installation of #4 horizontal rebar dowels into Level P3 shear walls for the southwest exhaust shaft wall connections to shear walls. Holes were drilled for 6" embedment at 10" o.c. and cleaned with brush and compressed air prior to installing dowels using Hilti HIT HY- 150 adhesive. Performed final inspection of rebar prior to concrete placement of blast walls and Level P3 shear wall and pilasters on A-line from 4 to 5.5. Okay to place concrete. Contractor placed 73 cubic yards of Stoneway concrete mix #4356-a (4000 psi) by pump and mechanically consolidated. One sample of concrete was taken and four test cylinders were cast. Included in concrete placement are grade beams under permit #D03-129. To the best of our knowledge, items inspected this date are in accordance with approved plans and specifications. INSPECTOR: Mark McBride REVIEWED BY. cc: Bldg Dept -City of ukwila, Ralph Hagler-Sabey Corporation, Bob Fadden -Lance Mueller & Associates, Theodore Mc' • ald-Engineers Northwest, Dave Leng-Sabey Construction, Bob Brott-Art Anderson Assoc., Inc. ro. MAYES TESTING ENGINEERS, INC. MTE No.: Project: Address: Permit #: Owner: Architect: Engineer: Contractor: Page 65 E3187 DHS REGIONAL HEADQUARTERS 12500 Tukwila International Blvd, Tukwila, WA D03-128 / D03-129 (City of Tukwila) Sabey Corporation Lance Mueller and Associates Engineers Northwest, Inc. Sabey Construction Date: 10/23/03 Weather: Partly cloudy Inspection: R/C Permit #: D03-129 Inspected rebar prior to concrete placement for grade beams on 3, 4 and 5 lines from A to B, C line from 4 to 5.4, and grade beam from grid points C/5.4 to B/5. After some clearance adjustments, rebar is placed per plan. Contractor placed Stoneway concrete mix #4356-a by pump and consolidated mechanically. Concrete was placed and sampled during placement under permit #D03-128. Everett Office 917 -134th Street SW Suite A-1 Everett, WA 98204 ph 425.742.9360 fax 425.745.1737 Tacoma Ofiice 10029 S. Tacoma Way Suite E-2 Tacoma, WA 98499 ph 253.584.3720 fax 253.584.3707 Portland ()like 7911 NE 33rd Drive Suite 190 Portland, OR 97211 ph 503.281.7515 fax 503.281.7579 To the best of our knowledge, items inspected this date are in accordance with approved plans and specifications. REVIEWED BY: ark A. a usha, P.E. INSPECTOR: Mark McBride cc: Bldg Dept -City o T , wile, Ralph Hagler-Sabey Corporation, Bob Fadden -Lance Mueller & Associates, Theodore McDo .Id -Engineers Northwest, Dave Leng-Sabey Construction, Bob Brott-Art Anderson Assoc., Inc. MAYES TESTING ENGINEERS, INC. MTE No.: Project: Address: Permit #: Owner: Architect: Engineer: Contractor: Page 66 Date: Weather: Inspection: E3187 DHS REGIONAL HEADQUARTERS 12500 Tukwila International Blvd, Tukwila, WA D03-128 / D03-129 (City of Tukwila) Sabey Corporation Lance Mueller and Associates Engineers Northwest, Inc. Sabey Construction 10/24/03 Mostly clear Lab, R/C, R/S Everett Office 917.134th Street SW Suite A-1 Everett, WA 98204 ph 425.742.9360 fax 425.745.1737 Tacoma ONlce 10029 S. Tacoma Way Suite E-2 Tacoma, WA 98499 ph 253.584.3720 fax 253.584.3707 Portland Office 7911 NE 33rd Drive Suite 190 Portland, OR 97211 ph 503.281.7515 fax 503.281.7579 Permit #: D03-128 Performed laboratory duties to include retrieving test samples from the field cast on 10/23/03, testing samples scheduled to be tested on this date, logging test results and reports into the onsite computer database, introducing samples into water bath cure tanks and distributing preliminary concrete test reports to Sabey on site. Inspected rebar prior to closing forms for Level P3 southwest exhaust shaft walls. Rebar placed with #4s at 10" o.c. each way, centered. Okay to close forms. A final clearance inspection is required prior to placing concrete. Performed final inspection of rebar prior to concrete placement for blast level P3 columns at grids A/6 and A/7. Contractor placed 7 cubic yards of Stoneway concrete mix #5950-1 (5000 psi) by crane and bucket and consolidated mechanically. One sample of concrete was taken and four test cylinders were cast. To the best of our knowledge, items inspected this date are in accordance with approved plans and specifications. REVIEWED BY. cc: Bldg Dept -City Theodore McD INSPECTOR: Mark McBride f Tukwila, Ralph Hagler-Sabey Corporation, Bob Fadden -Lance Mueller & Associates, Id -Engineers Northwest, Dave Leng-Sabey Construction, Bob Brott-Art Anderson Assoc., Inc. MAYES TESTING ENGINEERS, INC. MTE No.: Project: Address: Permit #: Owner: Architect: Engineer: Contractor: Page 67 Date: Weather: Inspection: f an :?..•:r...:yrJ.:a r• E3187 DHS REGIONAL HEADQUARTERS 12500 Tukwila International Blvd, Tukwila, WA D03-128 / D03-129 (City of Tukwila) Sabey Corporation Lance Mueller and Associates Engineers Northwest, Inc. Sabey Construction 10/24/03 Mostly clear Epoxy Everett Office 917 -134th Street SW Suite A-1 Everett, WA 98204 ph 425.742.9360 fax 425.745.1737 Tacoma Office 10029 S. Tacoma Way Suite E-2 Tacoma, WA 98499 ph 253.584.3720 fax 253.584.3707 Portland Office 7911 NE 33rd Drive Suite 190 Portland, OR 97211 ph 503.281.7515 fax 503.281.7579 Permit #: D03-129 v- " Observed installation of #9, 7, 6 and 5 horizontal rebar dowels into grade beams for the northwest exhaust shaft grade beams. Holes were drilled 18" for #9 bar, 11" for #7 bar, 9" for #6 bar, and 8" for #5 bar. Holes were cleaned with brush and compressed air prior to installing dowels using Hilti HIT HY-150 adhesive. To the best of our knowledge, items inspected this date are in accordance with approved plans and specifications. Date: Weather: Inspection: 10/25/03 Mostly clear Lab, R/C, R/S INSPECTOR: Mark McBride Permit #: D03-128 v" Performed lab duties to include retrieving test samples from the field cast on 10/24/03, logging samples and reports into the onsite computer database and introducing samples into water bath cure tanks. Performed final inspection of rebar prior to concrete placement for slab on grade between grids A and A.3 from 7.3 to 11, 7.3 and 8 from A to F and between D and F from 2 to 8, and Level P3 SW exhaust shaft walls. Rebar found placed per plan notes, details and revisions. Contractor placed 332 cubic yards of Stoneway concrete mix #4356-a (4000 psi) by pump and consolidated mechanically. Three samples of concrete were taken and four test cylinders were cast from each. Included in concrete placement is grade beams under permit #D03-129. To the best of our knowledge, items inspected this date are in accordance with approved plans and specifications. REVIEWED BY: alusha, P.E. INSPECTOR: Mark McBride cc: Bldg Dept -City o T kwila, R.Idh Hagler-Sabey Corporation, Bob Fadden -Lance Mueller & Associates, Theodore McDo .Id -Engineers Northwest, Dave Leng-Sabey Construction, Bob Brott-Art Anderson Assoc., Inc. s.. "re u;.2` ex �s4figc}1GlYr. uSu.,!M MAYES TESTING ENGINEERS, INC. MTE No.: Project: Address: Permit #: Owner: Architect: Engineer: Contractor: Page 68 Date: Weather: Inspection: E3187 DHS REGIONAL HEADQUARTERS 12500 Tukwila International Blvd, Tukwila, WA D03-128 / D03-129 (City of Tukwila) Sabey Corporation Lance Mueller and Associates Engineers Northwest, Inc. Sabey Construction 10/25/03 Mostly clear R/C Everett Office 917 -134th Street SW Suite A-1 Everett, WA 98204 ph 425.742.9360 fax 425.745.1737 Tacoma Office 10029 S. Tacoma Way Suite E-2 Tacoma, WA 98499 ph 253.584.3720 fax 253.584.3707 Portland Office 7911 NE 33rd Drive Suite 190 Portland, OR 97211 ph 503.281.7515 fax 503.281.7579 Permit #: D03-129 Inspected rebar prior to concrete placement for the NW exhaust shaft grade beams and grade beam on B-line from 3 to 4. Rebar is found placed per approved plans and revisions. Contractor placed Stoneway concrete mix #4356-a (3000 psi) by pump and consolidated mechanically. Concrete was placed with slab on grade and sampled during placement under permit #D03-128. To the best of our knowledge, items inspected this date are in accordance with approved plans and specifications. REVIEWED BY: ar ' . dlusha, P.E. INSPECTOR: Mark McBride cc: Bldg Dept -City of wile, Ralph Hagler-Sabey Corporation, Bob Fadden -Lance Mueller & Associates, Theodore McDonald -Engineers Northwest, Dave Leng-Sabey Construction, Bob Brott-Art Anderson Assoc., Inc. rivveemcvriVwxKi 1;10.2MinWPafetiur ' MOVE MAYES TESTING ENGINEERS, INC. MTE No.: Project: Address: Permit #: Owner: Architect: Engineer: Contractor: Page 69 Date: Weather: Inspection: E3187 DHS REGIONAL HEADQUARTERS 12500 Tukwila International Blvd, Tukwila, WA D03-128 / D03-129 (City of Tukwila) Sabey Corporation Lance Mueller and Associates Engineers Northwest, Inc. Sabey Construction 10/27/03 Mostly clear Lab, R/C Everett Office 917 -134th Street SW Suite A-1 Everett, WA 98204 ph 425.742.9360 fax 425.745.1737 Tacoma Office 10029 S. Tacoma Way Suite E-2 Tacoma, WA 98499 ph 253.584.3720 fax 253.584.3707 Portland Office 7911 NE 33rd Drive Suite 190 Portland, OR 97211 ph 503.281.7515 fax 503.281.7579 Permit #: D03-128 Performed lab duties to include retrieving test samples from the field that were cast on 10/25/03, testing samples scheduled to be tested this date, logging samples and reports into the onsite computer database, and introducing samples into water bath cure tanks. Performed final inspection prior to placing concrete for slab on grade between grids A and D from 2 to 5.5. Rebar was found per plan notes and details. Contractor placement 186 cubic yards Stoneway concrete mix #4356-a (3000 psi) by pump and consolidated mechanically. Two samples of concrete were taken and four test cylinders were cast from each. To the best of our knowledge, items inspected this date are in accordance with approved plans and specifications. REVIEWED BY: il....►-�,, 1,ike. l�A. eal"sha, P.E. INSPECTOR: Mark McBride cc: Bldg Dept -City of •kwila, Ralph Hagler-Sabey Corporation, Bob Fadden -Lance Mueller & Associates, Theodore McDonald -Engineers Northwest, Dave Leng-Sabey Construction, Bob Brott-Art Anderson Assoc., Inc. 44, MAYES TESTING ENGINEERS, INC. MTE No.: Project: Address: Permit #: Owner: Architect: Engineer: Contractor: Page 60 Date: Weather: Inspection: Permit #: E3187 DHS REGIONAL HEADQUARTERS 12500 Tukwila International Blvd, Tukwila, WA D03-128 / D03-129 (City of Tukwila) Sabey Corporation Lance Mueller and Associates Engineers Northwest, Inc. Sabey Construction 10/17/03 Partly Cloudy R/C, epoxy D03.129 Everett Office 917.134th Street SW Suite A-1 Everett, WA 98204 ph 425.742.9360 fax 425.745.1737 Tacoma Office 10029 S. Tacoma Way Suite E-2 Tacoma, WA 98499 ph 253.584.3720 fax 253.584.3707 Portland Office 7911 NE 33rd Drive Suite 190 Portland, OR 97211 ph 503.281.7515 fax 503.281.7579 Observed the installation of #7 and #9 horizontal rebar dowels into shear walls at grids D/7, 6 and 5.4 for grade beams on 6 and 7 lines from D to E, D -line from 4 to 5.4 and from 7 to 8 and angled grade beam from 5/E to 5.4/D. Holes were drilled for embedment depths according to fax transmittal from the engineer of record dated 10/16/03 and cleaned with brush and compressed air prior to installing dowels using Hilti HIT HY 150 adhesive. Inspected rebar prior to placing concrete for grade beams on D -line from 4 to 5.4 and from 7 to 8, 6 and 7 lines from D to E and angled grade beam from E/5 to D/5.4. Rebar is placed per details C-2.1 and C -2.1A. Stoneway concrete mix #4356-a was placed and sampled during placement of walls under permit #D03-128. To the best of our knowledge, items inspected this date are in accordance with approved plans and specifications. Date: Weather: Inspection: 10/18/03 Cloudy Lab INSPECTOR: Mark McBride Permit #: 003-128 Performed laboratory duties to include retrieving test samples from the field cast on 10/17/03, logging samples and reports into the onsite computer database and introducing samples into water bath cure tanks. To the best of our knowledge, items inspected this date are in accordance with approved plans and specifications. REVIEWED B Mar alusha, P.E. INSPECTOR: Mark McBride cc: Bldg Dept -City of ukwila, Ralph Hagler-Sabey Corporation, Bob Fadden -Lance Mueller & Associates, Theodore MCD• ald-Engineers Northwest, Dave Leng-Sabey Construction, Bob Brott-Art Anderson Assoc., Inc. MAYES TESTING ENGINEERS, INC. MTE No.: Project: Address: Permit #: Owner: Architect: Engineer: Contractor: Page 61 Date: Weather: Inspection: E3187 DHS REGIONAL HEADQUARTERS 12500 Tukwila International Blvd, Tukwila, WA D03-128 / D03-129 (City of Tukwila) Sabey Corporation Lance Mueller and Associates Engineers Northwest, Inc. Sabey Construction 10/20/03 Rain Epoxy, lab Permit #: D03-128 Performed laboratory duties to include testing samples scheduled to be tested on this date, logging test results and reports into the onsite computer database, and distributing preliminary concrete test reports to Sabey on site. Everett Office 917 -134th Street SW Suite A-1 Everett, WA 98204 ph 425.742.9360 fax 425.745.1737 Tacoma Office 10029 S. Tacoma Way Suite E-2 Tacoma, WA 98499 ph 253.584.3720 fax 253.584.3707 Portland Office 7911 NE 33rd Drive Suite 190 Portland, OR 97211 ph 503.281.7515 fax 503.281.7579 Observed the installation of #7 horizontal rebar dowels into shear wall at grids C/5.5 and 6.3 for blast wall connections to shear wall. Holes were drilled and cleaned previously for 8" embedment. Dowels were installed using Hilti HIT HY-150 adhesive according to the manufacturer's recommendations. To the best of our knowledge, items inspected this date are in accordance with approved plans and specifications. REVIEWED BY: ark A., alusha, P.E. cc: Bldg Dept -City • ukwila, Ralph Hagler-Sabey Corporation, Bob Fadden -Lance Mueller & Associates, Theodore McDonald -Engineers Northwest, Dave Leng-Sabey Construction, Bob Brott-Art Anderson Assoc., Inc. INSPECTOR: Mark McBride _;,�i�,.:w.:;,:.:Vsaz:�s+iii,:.�'�:rrti::m�will:�•<'irx;risv �-.�w!s�✓yY MAYES TESTING ENGINEERS, INC. MTE No.: Project: Address: Permit #: Owner: Architect: Engineer: Contractor: Page 59 Date: Weather: Inspection: E3187 DHS REGIONAL HEADQUARTERS 12500 Tukwila International Blvd, Tukwila, WA D03-128 / D03-129 (City of Tukwila) Sabey Corporation Lance Mueller and Associates Engineers Northwest, Inc. Sabey Construction 10/17/03 Partly Cloudy R/C, lab Everett Office 917.134th Street SW Suite A-1 Everett, WA 98204 ph 425.742.9360 fax 425.745.1737 Tacoma Office 10029 S. Tacoma Way Suite E-2 Tacoma, WA 98499 ph 253.584.3720 fax 253.584.3707 Portland Office 7911 NE 33rd Drive Suite 190 Portland, OR 97211 ph 503.281.7515 fax 503.281.7579 Permit #: D03-128 Performed laboratory duties to include retrieving test samples from the field cast on 10/16/03, introducing samples into water bath cure tanks, testing samples scheduled to be tested on this date, logging test results and reports into the onsite computer database and distributing preliminary concrete test reports to Sabey on site. Inspected rebar for a final inspection prior to placing concrete for level blast walls on 5.5 line from A to C and 7.3 line from A to B and 8" walls on 7.3 line from B to C and C -line from 7 to 7.3 — all from elevation 3'-0" to 0'-0". Rebar is found placed per plan detail and approved revisions. Okay to place concrete. Contractor placed (49) cubic yards of Stoneway concrete mix #4356-a, 4000psi requirement, at the above referenced locations (and grade beams under permit #D03- 129) by pump and consolidated mechanically. One sample of concrete was taken and (4) test cylinders were cast. To the best of our knowledge, items inspected this date are in accordance with approved plans and specifications. REVIEWED BY INSPECTOR: Mark McBride cc: Bldg Dept -City • ukwila, Ralph Hagler-Sabey Corporation, Bob Fadden -Lance Mueller & Associates, Theodore McDonald -Engineers Northwest, Dave Leng-Sabey Construction, Bob Brott-Art Anderson Assoc., Inc. AP4iR'151/Pi Kits. C/MYAliitnSCA4 WhY'iH:'Pivvt%AVUNik�f9'.!3SNf7=K iet i MAYES TESTING ENGINEERS, INC. MTE No.: Project: Address: Permit #: Owner: Architect: Engineer: Contractor: Page 57 Date: Weather: Inspection: rglK'yZSJ'.i i Yila4:t:: V:S'.... E3187 DHS REGIONAL HEADQUARTERS 12500 Tukwila International Blvd, Tukwila, WA D03-128 / D03-129 (City of Tukwila) Sabey Corporation Lance Mueller and Associates Engineers Northwest, Inc. Sabey Construction 10/16/03 Rain R/C, Lab Everett Office 917.134th Street SW Suite A-1 Everett, WA 98204 ph 425.742.9360 fax 425.745.1737 Tacoma Office 10029 S. Tacoma Way Suite E-2 Tacoma, WA 98499 ph 253.584.3720 fax 253.564.3707 Portland Office 7911 NE 33rd Drive Suite 190 Portland, OR 97211 ph 503.281.7515 fax 503.281.7579 Permit #: D03-128 Performed laboratory duties to include testing samples scheduled to be tested on this date, logging test results and reports into the on site computer database and distributing preliminary concrete test reports to Sabey on site. Inspected rebar for a final inspection prior to placing concrete for Level P-3 shear walls and pilasters on A-line from 7.2 to 11, 2 -line from A to D.5, A-line from 2 to 3 and elevator pit walls for elevators 2, 3 and 5. Rebar is found placed per plan elevations, details and approved revisions. Okay to place concrete. Contractor placed (126) cubic yards of Stoneway concrete mix #4356-a, 4000psi requirement, at the above referenced locations by pump and consolidated mechanically. One sample of concrete was taken and (4) test cylinders were cast. To the best of our knowledge, items inspected this date are in accordance with approved plans and specifications. REVIEWED BY: s/ ar • / alusha, P.E. INSPECTOR: Mark McBride cc: Bldg Dept -City o ukwila, Ralph Hagler-Sabey Corporation, Bob Fadden -Lance Mueller & Associates, Theodore McDonald -Engineers Northwest, Dave Leng-Sabey Construction, Bob Brott-Art Anderson Assoc., Inc. yr MAYES TESTING ENGINEERS, INC. MTE No.: Project: Address: Permit #: Owner: Architect: Engineer: Contractor: Page 56 Date: Weather: Inspection: E3187 DHS REGIONAL HEADQUARTERS 12500 Tukwila International Blvd, Tukwila, WA D03-128 / D03-129 (City of Tukwila) Sabey Corporation Lance Mueller and Associates Engineers Northwest, Inc. Sabey Construction 10/15/03 Rain R/S, epoxy, lab Permit #: D03-128 Performed lab duties to include retrieving test samples from the field cast on 10/14/03, testing samples scheduled to be tested on this date, logging test results and reports into the onsite computer database, introducing samples into water bath cure tanks, and distributing preliminary concrete test reports to Sabey on site. Everett Office 917 -134th Street SW Suite A-1 Everett, WA 98204 ph 425.742.9360 fax 425.745.1737 Tacoma Office 10029 S. Tacoma Way Suite E-2 Tacoma, WA 98499 ph 253.584.3720 fax 253.584.3707 Portland Office 7911 NE 33rd Drive Suite 190 Portland, OR 97211 ph 503.281.7515 fax 503.281.7579 Observed the installation of #7 vertical rebar dowels into grade beam for shear wall on A-line between 8 and 9 per RFI #067. Holes were cleaned with brush and compressed air prior to installing dowels using Hilti HIT HY 150 adhesive. Inspected rebar prior to closing forms for Level P3 shear walls and pilasters on A-line from 7.2 to 9, 2 -line from A to D.5, and A-line from 2 to 3. Rebar is found placed per plan elevations and approved revisions. Okay to close forms. Slab on grade dowels and inside curtain dowels at the floor line will be installed after form closure. A final rebar and clearance inspection is required prior to placing concrete. To the best of our knowledge, items inspected this date are in accordance with approved plans and specifications. REVIEWED B . -r !! r ' f alus a, P.E. INSPECTOR: Mark McBride cc: Bldg Dept -City o ukwila, Ralph Hagler-Sabey Corporation, Bob Fadden -Lance Mueller & Associates, Theodore McDonald -Engineers Northwest, Dave Leng-Sabey Construction, Bob Brott-Art Anderson Assoc., Inc. MAYES TESTING ENGINEERS, INC. MTE No.: Project: Address: Permit #: Owner: Architect: Engineer: Contractor: Page 55 Date: Weather: Inspection: E3187 DHS REGIONAL HEADQUARTERS 12500 Tukwila International Blvd, Tukwila, WA D03-128 / D03-129 (City of Tukwila) Sabey Corporation Lance Mueller and Associates Engineers Northwest, Inc. Sabey Construction 10/14/03 Overcast R/S, R/C Everett Office 917.134Ih Street SW Suite A-1 Everett, WA 98204 ph 425.742.9360 fax 425.745.1737 Tacoma Office 10029 S. Tacoma Way Suite E-2 Tacoma, WA 98499 ph 253.584.3720 fax 253.584.3707 Portland Office 7911 NE 33rd Drive Suite 190 Portland, OR 97211 ph 503.281.7515 fax 503.281.7579 Permit #: D03-128 V"' Transported and delivered project field reports and project concrete database disk for downloading to MTE main office and received lab equipment from the office and transported to site for use in onsite lab. Inspected rebar prior to placing concrete for slab on grade between grids A and C from 5.5 to 7.3 (including thickened areas for blast walls) and slabs for elevators #2, 3 and 5 pits and for storage room P312. Rebar is found placed per approved plans and revisions. Contractor placed 127 cubic yards Stoneway concrete mix #4356-a (3000 psi required) at these locations by pump and consolidated mechanically. One sample was taken and four test cylinders were cast. Grade beams at grids 6 and 7 from A to C and on B from 5 to 8 were placed monolithically with slab. To the best of our knowledge, items inspected this date are in accordance with approved plans and specifications. Date: Weather: Inspection: 10/14/03 Overcast Lab, epoxy INSPECTOR: Mark McBride Permit #: D03-129 \/" `�-- Inspected rebar prior to concrete placement for grade beams on 6 and 7 lines from A to C and on B line from 5 to 8. Rebar is found placed per detail C/S2.1. Stoneway concrete mix #4356-a (3000 psi) was placed by pump and consolidated mechanically. Concrete was sampled and placed monolithically with slab on grade under Permit #D03-128. To the best of our knowledge, items inspected this date are in accordance with approved plans and specifications. REVIEWED BY: INSPECTOR: Mark McBride cc: Bldg Dept -City of +u. Wile, Ralph Hagler-Sabey Corporation, Bob Fadden -Lance Mueller & Associates, Theodore McDona d -Engineers Northwest, Dave Leng-Sabey Construction, Bob Brott-Art Anderson Assoc., Inc. tYlt:s�.Li(ena:lia�w�i:wJ: 1w}wcFiA'�+.uNvroHanM.>nt. MAYES TESTING ENGINEERS, INC. i Rigitr.A,tai 17:5T,TPT' at:Y. :-x':7:.1..... r... MTE No.: Project: Address: Permit #: Owner: Architect: Engineer: Contractor: Page 53 Date: Weather: Inspection: E3187 DHS REGIONAL HEADQUARTERS 12500 Tukwila International Blvd, Tukwila, WA D03-128 / D03-129 (City of Tukwila) Sabey Corporation Lance Mueller and Associates Engineers Northwest, Inc. Sabey Construction 10/13/03 Cloudy R/S Everett Office 917 -134th Street SW Suite A-1 Everett, WA 98204 ph 425.742.9360 fax 425.745.1737 Tacoma Office 10029 S. Tacoma Way Suite E-2 Tacoma, WA 98499 ph 253.584.3720 fax 253.584.3707 Portland Office 7911 NE 33rd Drive Suite 190 Portland, OR 97211 ph 503.281.7515 fax 503.281.7579 Permit #: D03-128 Inspected rebar prior to closing forms for Level P3 wall and pilasters on A-line from 9 to 11. Rebar is placed per structural plan details and elevations and Harris Rebar release package 2304A rev.0. Okay to close forms. Slab on grade dowels and inside curtain dowels at the floor line will be installed after form closure. A final rebar and clearance inspection is required prior to concrete placement. To the best of our knowledge, items inspected this date are in accordance with approved plans and specifications. Date: Weather: Inspection: 10/13/03 Cloudy Lab, epoxy INSPECTOR: Mark McBride Permit #: D03-129 Performed laboratory duties to include testing samples that are scheduled to be tested on this date, logging test results and reports into the onsite computer database, distributing preliminary test reports to Sabey on site, and disposing of tested samples. Observed the installation of #10 vertical rebar dowels into pile caps for pilasters at grids A/3, 5, 8 (three at each location). Dowels were installed per RFI #062. Holes were cleaned with brush and compressed air prior to installing dowels using Hilti HIT HY-150 adhesive. To the best of our knowledge, items inspected this date are in accordance with approved plans and specifications. REVIEWED BY: usha, P.E. INSPECTOR: Mark McBride cc: Bldg Dept -City o T 'kwila, Ralph Hagler-Sabey Corporation, Bob Fadden -Lance Mueller & Associates, Theodore McDonald -Engineers Northwest, Dave Leng-Sabey Construction, Bob Brott-Art Anderson Assoc., Inc. MAYES TESTING ENGINEERS, INC. MTE No.: Project: Address: Permit #: Owner: Architect: Engineer: Contractor: Page 47 Date: Weather: Inspection: E3187 DHS REGIONAL HEADQUARTERS 12500 Tukwila International Blvd, Tuk ila, WA D03-128 / D03-129 (City of Tukwila) Sabey Corporation Lance Mueller and Associates Engineers Northwest, Inc. Sabey Construction 10/08/03 Occasional rain Lab, R/S, epoxy Everett Office 917 -134th Street SW Suite A-1 Everett, WA 98204 ph 425.742.9360 fax 425.745.1737 Tacoma Office 10029 S. Tacoma Way Suite E-2 Tacoma, WA 98499 ph 253.584.3720 fax 253.584.3707 Portland Office 7911 NE 33rd Drive Suite 190 Portland, OR 97211 ph 503.281.7515 fax 503.281.7579 Permit #: D03-128 Performed laboratory duties to include testing samples scheduled to be tested on this date, logging test results and reports into the onsite computer database. Inspected rebar prior to closing forms for Level P3 shear walls and pilasters on 2 -line from C.5 - E.9 and on A-line from 9 to 11. Okay to close forms. Slab on grade dowels and inside curtain dowels at the floor level will be installed after form closure. A final rebar and clearance inspection is required prior to placing concrete. Inspected rebar prior to closing forms and placing concrete for below -grade portion of shear wall and pilasters on A-line from approximate grids 5.3 and 7.7. Okay to close forms and place concrete. Contractor placed approximately 10 cubic yards of Stoneway concrete mix #4356-a (4000 psi requirement) by pump and consolidated mechanically. One sample of concrete was taken and four test cylinders were cast. To the best of our knowledge, items inspected this date are in accordance with approved plans and specifications. REVIEWED BY. ark A. G Iusha, P.E. INSPECTOR: Mark McBride cc: Bldg Dept -City o ukwila, Ralph Hagler-Sabey Corporation, Bob Fadden -Lance Mueller & Associates, Theodore McDonald -Engineers Northwest, Dave Leng-Sabey Construction, Bob Brott-Art Anderson Assoc., Inc. 111 MAYES TESTING ENGINEERS, INC. MTE No.: Project: Address: Permit #: Owner: Architect: Engineer: Contractor: Page 48 Date: Weather: Inspection: E3187 DHS REGIONAL HEADQUARTERS 12500 Tukwila International Blvd, Tukwila, WA D03-128 / D03-129 (City of Tukwila) Sabey Corporation Lance Mueller and Associates Engineers Northwest, Inc. Sabey Construction 10/08/03 Occasional rain Lab, R/S, epoxy Everett Office 917 -134th Street SW Suite A-1 Everett, WA 98204 ph 425.742.9360 fax 425.745.1737 Tacoma Office 10029 S. Tacoma Way Suite E-2 Tacoma, WA 98499 ph 253.584.3720 fax 253.584.3707 Portland Office 7911 NE 33rd Drive Suite 190 Portland, OR 97211 ph 503.281.7515 fax 503.281.7579 Permit #: D03-129 Inspected rebar prior to placing concrete for grade beams on 8 -line from E to E.9 and on E -line from 4 to 6 and from 7 to 8. Rebar is placed per detail C/S2.1. Contractor placed approximately 21 cubic yards of Stoneway concrete mix #4356-1 by pump and consolidated mechanically. Concrete was sampled and test cylinders were cast during placement of this mix under permit #D03-128. To the best of our knowledge, items inspected this date are in accordance with approved plans and specifications. REVIEWED B • (Galusha, P.E. INSPECTOR: Mark McBride cc: Bldg Dept -Cit of Tukwila, Ralph Hagler-Sabey Corporation, Bob Fadden -Lance Mueller & Associates, Theodore Mc I •nald-Engineers Northwest, Dave Leng-Sabey Construction, Bob Brott-Art Anderson Assoc., Inc. MAYES TESTING ENGINEERS, INC. MTE No.: Project: Address: Permit #: Owner: Architect: Engineer: Contractor: Page 49 Date: Weather: Inspection: E3187 DHS REGIONAL HEADQUARTERS 12500 Tukwila International Blvd, Tukwila, WA D03-128 / 003-129 (City of Tukwila) Sabey Corporation Lance Mueller and Associates Engineers Northwest, Inc. Sabey Construction 10/09/03 Occasional rain R/S, R/C Everett Office 917.134th Street SW Suite A-1 Everett, WA 98204 ph 425.742.9360 fax 425.745.1737 Tacoma Office 10029 S. Tacoma Way Suite E-2 Tacoma, WA 98499 ph 253.584.3720 fax 253.584.3707 Portland Office 7911 NE 33rd Drive Suite 190 Portland, OR 97211 ph 503.281.7515 fax 503.281.7579 Permit #: D03-128 Performed final inspection of rebar prior to concrete placement for Level P3 shear walls and pilasters on E.9 and F lines from 2 to 6.8 and on 2 -line from D.5 to E.9. Contractor placed 93 cubic yards Stoneway concrete mix #4356-a (4000 psi requirement) at these locations by pump and consolidated mechanically. One sample of concrete was taken and four test cylinders were cast. Inspected rebar for slab on grade between grids A.2-E.9/F from 9 to 11, and between B and F from 8 to 9. Rebar is found placed per plan S1.1 and detail H/S2.3. The %2" diameter plain dowels at construction joints still need to be installed and greased per detail on S2.3. A final inspection is required prior to placing concrete. To the best of our knowledge, items inspected this date are in accordance with approved plans and specifications. REVIEWED B cc: Bldg Dept -City Theodore Mc INSPECTOR: Mark McBride f Tukwila, Ralph Hagler-Sabey Corporation, Bob Fadden -Lance Mueller & Associates, ald-Engineers Northwest, Dave Leng-Sabey Construction, Bob Brott-Art Anderson Assoc., Inc. MAYES TESTING ENGINEERS, INC. MTE No.: Project: Address: Permit #: Owner: Architect: Engineer: Contractor: Page 50 Date: Weather: Inspection: E3187 DHS REGIONAL HEADQUARTERS 12500 Tukwila International Blvd, Tukwila, WA D03-128 / D03-129 (City of Tukwila) Sabey Corporation Lance Mueller and Associates Engineers Northwest, Inc. Sabey Construction 10/09/03 Occasional rain Lab, epoxy Everett Office 917 -134th Street SW Suite A-1 Everett, WA 98204 ph 425.742.9360 fax 425.745.1737 Tacoma Office 10029 S. Tacoma Way Suite E-2 Tacoma, WA 98499 ph 253.584.3720 fax 253.584.3707 Portland Office 7911 NE 33rd Drive Suite 190 Portland, OR 97211 ph 503.281.7515 fax 503.281.7579 Permit #: D03-129 Performed laboratory duties to include retrieving test samples from the field cast on 10/8/03 and logging samples and reports into the onsite computer database. Observed the installation of #9, #7 and #5 horizontal rebar dowels into grade beams for the added grade beams at the southwest exhaust shaft. Holes were drilled for embedment depths per the engineer's sketches dated 9/30/03 and cleaned with brush and compressed air prior to installing dowels using Hilti Hit HY-150 adhesive. To the best of our knowledge, items inspected this date are in accordance with approved plans and specifications. INSPECTOR: Mark McBride REVIEWED BY:.. -.du • k A. 9.:lusha, P.E. cc: Bldg Dept -City of ukwila, Ralph Hagler-Sabey Corporation, Bob Fadden -Lance Mueller & Associates, Theodore McDonald -Engineers Northwest, Dave Leng-Sabey Construction, Bob Brott-Art Anderson Assoc., Inc. Xfi, MAYES TESTING ENGINEERS, INC. MTE No.: Project: Address: Permit #: Owner: Architect: Engineer: Contractor: Page 51 Date: Weather: Inspection: E3187 DHS REGIONAL HEADQUARTERS 12500 Tukwila International Blvd, Tukwila, WA D03-128 / D03-129 (City of Tukwila) Sabey Corporation Lance Mueller and Associates Engineers Northwest, Inc. Sabey Construction 10/10/03 Partly cloudy R/C, lab Everett Office 917-1341h Street SW Suite A-1 Everett, WA 98204 ph 425.742.9360 fax 425.745.1737 Tacoma Office 10029 S. Tacoma Way Suite E-2 Tacoma, WA 98499 ph 253.584.3720 fax 253.584.3707 Portland Office 7911 NE 33rd Drive Suite 190 Portland, OR 97211 ph 503.281.7515 fax 503.281.7579 Permit #: D03-128 Inspected rebar for a final inspection prior to placing concrete for slab on grade between grids A.2 to E.9/F from 9 to 11, and between B and F from 8 to 9. Rebar is found placed per plan S1.1 and details H/S2.3. The 1/2" diameter plain dowels at construction joints are installed and greased per detail on S2.3. Contractor placed 257 cubic yards of Stoneway concrete mix #4356-a (3000 psi requirement) by pump and consolidated mechanically. Two samples of concrete were taken and four test cylinders were cast from each. Performed laboratory duties to include retrieving test samples from the field cast on 10/9/03 and testing samples that were scheduled to be tested on this date. Logged test results and reports into onsite computer database and distributed test results to Sabey on site and disposed of tested concrete cylinders. To the best of our knowledge, items inspected this date are in accordance with approved plans and specifications. REVIEWED BY. Mar 7Galusha, P.E. INSPECTOR: Mark McBride cc: Bldg Dept -Cit o .Tukwila, Ralph Hagler-Sabey Corporation, Bob Fadden -Lance Mueller & Associates, Theodore Mc ► •nald-Engineers Northwest, Dave Leng-Sabey Construction, Bob Brott-Art Anderson Assoc., Inc. 'Or79.w1' MAYES TESTING ENGINEERS, INC. MTE No.: Project: Address: Permit #: Owner: Architect: Engineer: Contractor: Page 52 Date: Weather: Inspection: E3187 DHS REGIONAL HEADQUARTERS 12500 Tukwila International Blvd, Tukwila, WA D03-128 / D03-129 (City of Tukwila) Sabey Corporation Lance Mueller and Associates Engineers Northwest, Inc. Sabey Construction 10/10/03 Partly cloudy R/C Everett Office 917 -134th Street SW Suite A-1 Everett, WA 98204 ph 425.742.9360 fax 425.745.1737 Tacoma Office 10029 S. Tacoma Way Suite E-2 Tacoma, WA 98499 ph 253.584.3720 fax 253.584.3707 Portland Office 7911 NE 33rd Drive Suite 190 Portland, OR 97211 ph 503.281.7515 fax 503.281.7579 Permit #: D03-129 Inspected rebar prior to concrete placement for added grade beams for the southwest exhaust shaft and for grade beam on C line from 9 to 10. Rebar is found to be per approved plans and revisions. Stoneway concrete mix #4356-1 (3000 psi) was placed by pump and mechanically consolidated. Concrete was placed, sampled and tested during slab on grade placement under permit #D03-128. To the best of our knowledge, items inspected this date are in accordance with approved plans and specifications. Date: Weather: Inspection: 10/11/03 Cloudy Lab INSPECTOR: Mark McBride Permit #: D03-128 Performed laboratory duties to include retrieving test samples from the field cast on 10/10/03, logging samples and reports into the onsite computer database, and introducing samples into water bath cure tanks. To the best of our knowledge, items inspected this date are in accordance with approved plans and specifications. REVIEWED B . rk �I alusha, P.E. INSPECTOR: Mark McBride cc: Bldg Dept -City • Tukwila, Ralph Hagler-Sabey Corporation, Bob Fadden -Lance Mueller & Associates, Theodore McDonald -Engineers Northwest, Dave Leng-Sabey Construction, Bob Brott-Art Anderson Assoc., Inc. IMAM, RR AinsVor.vv*,1.1. vrint trmn;fron ex+*:v4rnrrvia-dm41..m liar.'rlgraPSON tfk�ll�ir tJagegli APPit1 MAYES TESTING ENGINEERS, INC. MTE No.: Project: Address: Permit #: Owner: Architect: Engineer: Contractor: Page 40 Date: Weather: Inspection: s'c MaR *A'i; :74:: x::• E3187 DHS REGIONAL HEADQUARTERS 12500 Tukwila International Blvd, Tukwila, WA D03-128 / D03-129 (City of Tukwila) CD Sabey Corporation Lance Mueller and Associates Engineers Northwest, Inc. Sabey Construction 9/30/03 Mostly cloudy Lab, rebar Everett O/tice 917 -134th Street SW Suite A-1 Everett, WA 98204 ph 425.742.9360 fax 425.745.1737 Tacoma Office 10029 S. Tacoma Way Suite E-2 Tacoma, WA 98499 ph 253.584.3720 fax 253.584.3707 Portland Office 7911 NE 33rd Drive Suite 190 Portland, OR 97211 ph 503.281.7515 fax 503.281.7579 Performed laboratory duties to include retrieving test samples from the field cast on 9/29/03, logging samples and reports into the onsite computer database, and introducing samples into water bath cure tanks. Inspected rebar prior to form closure of Level P3 shear walls on grid 11/A -D. Rebar is placed per elevation on S5.1. Okay to begin form closure. A final inspection of slab dowels and clearances is required prior to placing concrete. Inside curtain dowels at the floor line will be installed and inspected after form closure from the top. Inspected re -steel for a final inspection for Level P3 perimeter walls on E.9 and F lines from 6.8 to 11, and on 11 line from E.8 to E.9. Re -steel is found placed per plan elevations, details and approved revisions. Okay to place concrete scheduled for 10/1/03. To the best of our knowledge, items inspected this date are in accordance with approved plans and specifications. Date: Weather: Inspection: 10/01/03 Mostly cloudy Lab, R/C INSPECTOR: Mark McBride Performed laboratory duties to include testing samples scheduled to be tested on this date and logging test results and reports into the onsite computer database. Monitored the placement of 80 cubic yards of Stoneway concrete mix #4356-a (4000 psi requirement) at Level P3 shear walls and pilasters on E.9 and F lines from 6.8 to 11, and on 11 line from E.8 to E.9, and grade beams on E line from 9 to 11, 10.2 line from C to D, D line from 9 Continued on page 41 REVIEWED BY: ark • . alusha, P.E. cc: Bldg Dept -City • Tukwila, Ralph Hagler-Sabey Corporation, Bob Fadden -Lance Mueller & Associates, Theodore McDo ald-Engineers Northwest, Dave Leng-Sabey Construction, Bob Brott-Art Anderson Assoc., Inc. • iVot MAYES TESTING ENGINEERS, INC MTE No.: Project: Address: Permit #: Owner: Architect: Engineer: Contractor: Page 41 E3187 DHS REGIONAL HEADQUARTERS 12500 Tukwila International Blvd, Tukwila, WA D03-128 / D03-129 (City of Tukwila) Sabey Corporation Lance Mueller and Associates Engineers Northwest, Inc. Sabey Construction Continued from page 40 Everett Office 917.1341h Street SW Suite A-1 Everett, WA 98204 ph 425.742.9360 fax 425.745.1737 Tacoma Office 10029 S. Tacoma Way Suite E-2 Tacoma, WA 98499 ph 253.584.3720 fax 253.584.3707 Portland Office 7911 NE 33rd Drive Suite 190 Portland, OR 97211 ph 503.281.7515 tax 503.281.7579 to 11, and angled grade beam from grids 10.2E to 10/E.9. Concrete was placed by pump and consolidated mechanically. One sample of concrete was taken and four test cylinders were cast. Re -steel was inspected prior to placing concrete for grade beams and found to be per details C- 2.1 and C -2.1A. Walls and pilasters previously approved for placement. Please note that 4000 - psi concrete had been approved by the engineer of record for placement of columns with perimeter walls (pilasters) up to the grade where walls terminate and columns continue. However, it was noted weeks prior that the lap lengths of column dowels from the pile caps are detailed and fabricated to meet the required lap using 5000 psi concrete (71"). The lap length using 4000 psi concrete is 79". This was discussed with Rich, Sabey superintendent, when noted. Rich stated that 5000 psi concrete would be used to accommodate the lap splice lengths of the pilaster dowels. Sabey's subcontractor, GBC, states that it was not conveyed to them about the use of 5000 psi concrete. The engineer of record should review the lap provided of pilaster dowels and the strength of the concrete used. Inspected rebar prior to placing concrete for grade beam and top portion of pile caps on A line from 2 to 11. Rebar is placed per plans (please note that dowels for retaining wall footings are intentionally left out, and the contractor will seek epoxy doweling approval from the engineer of record when the time comes to form and place these retaining wall footings). Contractor placed 86 cubic yards of Stoneway concrete mix #4356 (3000 psi requirement) by pump and consolidated mechanically. One sample of concrete was taken and four test cylinders were cast. Please note that the #10 column dowels partially cast in the lower portions of pile caps at grids A/3, 5, 6, 7, 8 and 10 have been bent to an angle in order to get the dowels within columns due to misplaced template when placing the lower portions of pile caps. The bars will then be bent back straight prior to placing rebar cages for Level P3 columns. The cold field bending of #10 bars should be reviewed by the engineer of record. This was discussed with Doug, Sabey assistant superintendent. Preliminary inspection REVIEWED BY: 1/ ,a►Ii r A a. ,Iusha, P.E. cc: Bldg Dept -City of Tukwila, Ralph Hagler-Sabey Corporation, Bob Fadden -Lance Mueller & Associates, Theodore McDonald -Engineers Northwest, Dave Leng-Sabey Construction, Bob Brott-Art Anderson Assoc., Inc. INSPECTOR: Mark McBride MAYES TESTING ENGINEERS, INC. MTE No.: Project: Address: Permit #: Owner: Architect: Engineer: Contractor: Page 42 Date: Weather: Inspection: E3187 DHS REGIONAL HEADQUARTERS 12500 Tukwila International Blvd, Tukwila, WA D03-128 / D03-129 (City of Tukwila) Sabey Corporation Lance Mueller and Associates Engineers Northwest, Inc. Sabey Construction 10/02/03 Overcast Lab Everett Office 917 -134th Street SW Suite A-1 Everett, WA 98204 ph 425.742.9360 fax 425.745.1737 Tacoma Office 10029 S. Tacoma Way Suite E-2 Tacoma, WA 98499 ph 253.584.3720 fax 253.584.3707 Portland Office 7911 NE 33rd Drive Suite 190 Portland, OR 97211 ph 503.281.7515 fax 503.281.7579 Performed laboratory duties to include testing samples scheduled to be tested on this date retrieving test samples from the field cast on 10/1/03, logging samples, test results and reports into the onsite computer database and introducing samples into water bath cure tanks. To the best of our knowledge, items inspected this date are in accordance with approved plans and specifications. REVIEWED BY: ark A. Iusha, P.E. INSPECTOR: Mark McBride. cc: Bldg Dept -City o Tukwila, Ralph Hagler-Sabey Corporation, Bob Fadden -Lance Mueller & Associates, Theodore McDonald -Engineers Northwest, Dave Leng-Sabey Construction, Bob Brott-Art Anderson Assoc., Inc. MAYES TESTING ENGINEERS, INC. MTE No.: Project: Address: Permit #: Owner: Architect: Engineer: Contractor: Page 43 Date: Weather: Inspection: • E3187 DHS REGIONAL HEADQUARTERS 12500 Tukwila International Blvd, Tukwila, WA D03-128 / D03-129 (City of Tukwila) Sabey Corporation Lance Mueller and Associates Engineers Northwest, Inc. Sabey Construction 10/03/03 Partly cloudy Lab, R/C Everett Office 917 -134th Street SW Suite A-1 Everett, WA 98204 ph 425.742.9360 fax 425.745.1737 Tacoma Office 10029 S. Tacoma Way Suite E-2 Tacoma, WA 98499 ph 253.584.3720 fax 253.584.3707 Portland Office 7911 NE 33rd Drive Suite 190 Portland, OR 97211 ph 503.281.7515 fax 503.281.7579 Performed laboratory duties to include testing samples scheduled to be tested on this date and logging test results and reports into the onsite computer database. Inspected rebar for a final inspection prior to concrete placement at the following locations: • Level P3 main elevator core shear walls • Grade beams on 9 -line from A to B and D to E.9; 10 line from A to B; 10.2 line from C to D; 4 line from B to C and D to E.9; 2.8 line from C to E; B line from 2 to 3 and 9 to 11; C line from 2 to 4 and 10.2 to 11; D line from 2 to 4; and E line from 2 to 4 • Angled grade beams from grid points 10/B to 10.2/C, 2.8/E to 3/E.9 and 2.8/C to 3/B After several clearance adjustments, okay to place concrete. Please note that all walls and grade beams stemming from the main elevator core shear walls will have the rebar dowels drilled and epoxied. Contractor placed 201 cubic yards Stoneway concrete mix #4356-a (4000 psi required) at above locations by pump and consolidated mechanically. Two samples of concrete were taken and four test cylinders were cast from each. To the best of our knowledge, items inspected this date are in accordance with approved plans and specifications. REVIEWED B ar ' alusha, P.E. INSPECTOR: Mark McBride cc: Bldg Dept -Cit of Tukwila, Ralph Hagler-Sabey Corporation, Bob Fadden -Lance Mueller & Associates, Theodore Mc nald-Engineers Northwest, Dave Leng-Sabey Construction, Bob Brott-Art Anderson Assoc., Inc. MAYES TESTING ENGINEERS, INC. MTE No.: Project: Address: Permit #: Owner: Architect: Engineer: Contractor: Page 44 Date: Weather: Inspection: E3187 DHS REGIONAL HEADQUARTERS 12500 Tukwila International Blvd, Tukwila, WA D03-128 / D03-129 (City of Tukwila) Sabey Corporation Lance Mueller and Associates Engineers Northwest, Inc. Sabey Construction 10/04/03 Cloudy Lab Everett Office 917.134th Street SW Suite A-1 Everett, WA 98204 ph 425.742.9360 fax 425.745.1737 Tacoma Office 10029 S. Tacoma Way Suite E-2 Tacoma, WA 98499 ph 253.584.3720 fax 253.584.3707 Portland Office 7911 NE 33rd Drive Suite 190 Portland, OR 97211 ph 503.281.7515 fax 503.281.7579 Performed laboratory duties to include retrieving test cylinders from the field cast on 10/3/03, logging samples and reports into the onsite computer database and introducing samples into water bath cure tanks. To the best of our knowledge, items inspected this date are in accordance with approved plans and specifications. REVIEWED BY: ark Galusha, P.E. INSPECTOR: Mark McBride cc: Bldg Dept -City o ukwila, Ralph Hagler-Sabey Corporation, Bob Fadden -Lance Mueller & Associates, Theodore McDonald -Engineers Northwest, Dave Leng-Sabey Construction, Bob Brott-Art Anderson Assoc., Inc. MAYES TESTING ENGINEERS, INC. MTE No.: Project: Address: Permit #: Owner: Architect: Engineer: Contractor: Page 45 Date: Weather: Inspection: E3187 DHS REGIONAL HEADQUARTERS 12500 Tukwila International Blvd, Tukwila, WA D03-128 / D03-129 (City of Tukwila) Sabey Corporation Lance Mueller and Associates Engineers Northwest, Inc. Sabey Construction 10/06/03 Cloudy Lab, R/C Everett Office 917 -134th Street SW Suite A-1 Everett, WA 98204 ph 425.742.9360 fax 425.745.1737 Tacoma Office 10029 S. Tacoma Way Suite E-2 Tacoma, WA 98499 ph 253.584.3720 fax 253.584.3707 Portland Office 7911 NE 33rd Drive Suite 190 Portland, OR 97211 ph 503.281.7515 fax 503.281.7579 Performed laboratory duties to include testing samples scheduled to be tested on this date, logging test results and reports into the onsite computer database and disposing of tested concrete cylinders. Inspected rebar for a final inspection prior to placing concrete at the following locations: • Level P3 shear wall and pilasters on 11 -line from A to E.8 • Grade beams on 8 -line from B to E • Grade beams on B, C, D and E lines from 8 to 9 • Grade beams on 5, 6 and 7 lines from E to F After some clearance adjustments, all was found to be per approved plan details and revisions. Contractor placed 115 cubic yards of Stoneway concrete mix #4356-1 (4000 psi requirement) at above referenced locations by pump and consolidated mechanically. One sample of concrete was taken and four test cylinders were cast. Please note that preliminary items noted in MTE field report dated 10/1/03 requiring review by the engineer of record have been addressed and a response has been issued in RFI #061 and #062. To the best of our knowledge, items inspected this date are in accordance with approved plans and specifications. REVIEWED BY: ark A. lusha, P.E. INSPECTOR: Mark McBride cc: Bldg Dept -City • kwila, Ralph Hagler-Sabey Corporation, Bob Fadden -Lance Mueller & Associates, Theodore McDonald -Engineers Northwest, Dave Leng-Sabey Construction, Bob Brott-Art Anderson Assoc., Inc. .ct'MHM'akX! PACE CONSULTING 5005 3RD. AVENUE SEATTLE, WA GROUP SOUTH 98134 FULL COMMERCIAL HVAC LOADS PROGRAM BUILDING MASTER DATA AND DESIGN DESIGN MONTH JANUARY MARCH JULY , WINTER OUTDOOR DRY BULB 50 61 82 24 ROOF ASHRAE ROOF TYPE ROOF # U -FAC 1. 5 0.050 PART PART TYPE U -FAC COOL T -D PARAMETERS: OUTDOOR INDOOR WET BULB REL.HUM 47 49 66 0 45% 45% 45% 50% ROOF SUSP COLOR CLG. LIGHT HEAT T -D 1. 0.056 10 46 WALL ASHRAE WALL WALL TYPE GROUP U -FAC COLOR 1. G 0.140 2. G 0.600 DARK DARK YES PROJECT: CLIENT: DATE: DESIGNER: INDOOR DRY BULB 75 75 75 70 FILE COP/ I understand that,, ,.. �-�t mrs .„ .n GLASS SUMMER WINTER GLASS INTERIOR INTERIOR NO. U -FAC. U -FAC. SHD.COEF SHADING SHD.COEF 1. 0.500 0.500 0.450 NO 2. 0.500 0.500 0.450 NO GENERAL PROJECT INFORMATION: PROJECT FILE NAME: PROJECT LOCATION: BAROMETRIC PRESSURE: ALTITUDE: NORTH LATITUDE: MEAN DAILY TEMPERATURE RANGE: ATMOSPHERIC CLEARNESS FACTOR: GROUND REFLECTANCE: STARTING TIME FOR HVAC LOAD CALCULATIONS: ENDING TIME FOR HVAC LOAD CALCULATIONS: FLOOR HEAT LOSS COEFFICIENT: Sabey Bldg 9 DHS MCK 04/09/03 GRAINS DIFF. -15.21 -25.74 11.89 0.00 ROOM CONST 0.000 LIGHT 0.000 LIGHT C:DHS4 SEATTLE, WA 29.900 IN.HG 19 FEET 47 DEGREES 22 DEG . F 1.00 20 PERCENT 8 AM 8 PM 0.81 BTUH/FT-F CW IN/OUTDOOR CORRECTION - 43 - 32 - 11 RECEIVED CITY OF'r n(wfl A APR 302003 FERMI( CEN1'EF< GLASS GLASS WIDTH HEIGHT 1.00 6.00 1.00 9.00 128 0;;.bNt,:a:!S+'it.==1t"Ii:4Flli 1 NUMBER OF UNIQUE ZONES IN THIS PROJECT: 117 *** FULL COMMERCIAL HVAC LOADS PROGRAM BY ELITE SOFTWARE DEVELOPMENT INC *** PACE CONSULTING GROUP SEATTLE, WA 98134 Sabey Bldg 9 DHS 04/09/03 PAGE 2 ********************* GENERAL PROJECT DATA (CONTINUED) ********************* BUILDING DEFAULT VALUES: CALCULATIONS PERFORMED: BOTH HEATING AND COOLING LOADS LIGHTING REQUIREMENTS: 1.20 WATTS PER SQUARE FOOT EQUIPMENT REQUIREMENTS: 1.50 WATTS PER SQUARE FOOT PEOPLE SENSIBLE LOAD MULTIPLIER: 250 BTUHS PER PERSON PEOPLE LATENT LOAD MULTIPLIER: 200 BTUHS PER PERSON PEOPLE OCCUPANCY BASIS: 1 PERSON PER 143 SQ.FT ZONE SENSIBLE SAFETY FACTOR: 0% ZONE LATENT SAFETY FACTOR: 0% ZONE HEATING SAFETY FACTOR: 20% PEOPLE DIVERSITY FACTOR: 100% LIGHTING PROFILE NUMBER: 1 EQUIPMENT PROFILE NUMBER: 1 PEOPLE PROFILE NUMBER: 1 BUILDING DEFAULT CLG. HEIGHT: 13.00 FEET BUILDING DEFAULT WALL HEIGHT: 13.00 FEET INTERNAL OPERATING LOAD PROFILES (C=100): REF HR HR HR HR HR HR HR HR HR HR HR HR HR HR HR HR HR HR HR HR HR HR HR HR NO. 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 1. 0 0 0 0 0 0 OCCCCCCCCCCCCCO0 0 0 0 2. 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 3. C C C C C C C C C C C C C C C C C C C C C C C C 4. C C C C C C C C C C C C C C C C C C C C C C C C 5. C C C C C C C C C C C C C C C C C C C C C C C C 6. C C C C C C C C C C C C C C C C C C C C C C C C 7. C C C C C C C C C C C C C C C C C C C C C C C C 8. C C C C C C C C C C C C C C C C C C C C C C C C 9. C C C C C C C C C C C C C C C C C C C C C C C C 10. C C C C C C C C C C C C C C C C C C C C C C C C ALL DESIGN DATA TAKEN FROM THE 1989 ASHRAE HANDBOOK OF FUNDAMENTALS *** FULL COMMERCIAL HVAC LOADS PROGRAM BY ELITE SOFTWARE DEVELOPMENT INC *** PACE CONSULTING GROUP Sabey Bldg 9 DHS ************************** AIR HANDLER # 1 INPUT DATA: SEATTLE, WA 98134 04/09/03 PAGE 3 AIR HANDLER INPUT DATA ************************** AIR HANDLER DESCRIPTION: TERMINAL TYPE: METHOD FOR CV: SUPPLY FAN TYPE: CALCULATIONS PERFORMED: EXCESS SUPPLY AIR: NUMBER OF TIMES SYSTEM OCCURS: LIGHTING PROFILE NUMBER: EQUIPMENT PROFILE NUMBER: PEOPLE PROFILE NUMBER: EXHAUST CAN EXCEED SUPPLY AIR: LEAVING HEATING COIL TEMP. (DEG.F): DRY BULB TEMPERATURE (DEG.F): COOLING COIL CFM: MISC. BTUH GAIN - SUPPLY SIDE: MISC. BTUH GAIN - RETURN SIDE: COMBINED FAN,MOTOR EFFICIENCY (%): STATIC PRESS. ACROSS FAN (IN.WG): SUMMER SUPPLY DUCT TEMP. RISE (DEG.F): SUMMER RETURN DUCT TEMP. RISE (DEG.F): WINTER SUPPLY DUCT TEMP. DROP (DEG.F): WINTER RETURN DUCT TEMP. DROP (DEG.F): CHILLED WATER TEMP.DIFFERENCE (DEG.F): HOT WATER TEMP.DIFFERENCE (DEG.F): COOLING VENTILATION METHOD: COOLING VENTILATION VALUE: COOLING INFILTRATION METHOD: COOLING INFILTRATION VALUE: HEATING VENTILATION METHOD: HEATING VENTILATION VALUE: HEATING INFILTRATION METHOD: HEATING INFILTRATION VALUE: VENTILATION IS 100% OF SUPPLY AIR: PRETREATED OUTSIDE AIR: IGNORE PRETREATED LOAD: PRETREATED AIR SUMMER DB TEMP (DEG.F): PRETREATED AIR SUMMER WB TEMP (DEG.F): PRETREATED AIR WINTER DB TEMP (DEG.F): DESIGN MONTH JANUARY MARCH JULY WINTER OUTDOOR OUTDOOR INDOOR DRY BULB WET BULB REL.HUM 50 61 82 24 47 49 66 0 45% 45% 45% 50% AC1 South unit VARIABLE AIR VOLUME SUM PEAK ZONE CFMS DRAW-THRU BOTH HEATING AND COOLING LOADS RESERVE CAPACITY 1 1 1. 1 NO 95 52 0 0 0 60 4.500 0.000 0.000 0.000 0.000 0.000 0.000 2 20.000 CFM PER PERSON 0 0.000 2 20.000 CFM PER PERSON 1 1.500 AIR CHANGES PER HOUR NO NO NO 0 0 0 INDOOR DRY BULB 75 75 75 70 GRAINS DIFF. -15.21 -25.74 11.89 0.00 IN/OUTDOOR CORRECTION It -43 - 32 - 11 Z Z` W UO U) W J F - NW w0 u.a I W Z= E- 0 Z 1- W • W U0 O D - o 1- w oF- W U• J u_ Z W • = O~ Z *** FULL COMMERCIAL HVAC LOADS PROGRAM BY ELITE SOFTWARE DEVELOPMENT INC *** PACE CONSULTING GROUP SEATTLE, WA 98134 Sabey Bldg 9 DHS 04/09/03 PAGE 4 ************************** AIR HANDLER INPUT DATA ************************** AIR HANDLER # 2 INPUT DATA: AIR HANDLER DESCRIPTION: AC2 North unit TERMINAL TYPE: VARIABLE AIR VOLUME METHOD FOR CV: SUM PEAK ZONE CFMS SUPPLY FAN TYPE: DRAW-THRU CALCULATIONS PERFORMED: BOTH HEATING AND COOLING LOADS EXCESS SUPPLY AIR: RESERVE CAPACITY NUMBER OF TIMES SYSTEM OCCURS: 1 LIGHTING PROFILE NUMBER: 1 EQUIPMENT PROFILE NUMBER: 1 PEOPLE PROFILE NUMBER: 1 EXHAUST CAN EXCEED SUPPLY AIR: NO LEAVING HEATING COIL TEMP. (DEG.F): 95 DRY BULB TEMPERATURE (DEG.F): 52 COOLING COIL CFM: 0 MISC. BTUH GAIN - SUPPLY SIDE: 0 MISC. BTUH GAIN - RETURN SIDE: 0 COMBINED FAN,MOTOR EFFICIENCY (%): 60 STATIC PRESS. ACROSS FAN (IN.WG): 4.500 SUMMER SUPPLY DUCT TEMP. RISE (DEG.F): 0.000 SUMMER RETURN DUCT TEMP. RISE (DEG.F): 0.000 WINTER SUPPLY DUCT TEMP. DROP (DEG.F): 0.000 WINTER RETURN DUCT TEMP. DROP (DEG.F): 0.000 CHILLED WATER TEMP.DIFFERENCE (DEG.F): 0.000 HOT WATER TEMP.DIFFERENCE (DEG.F): 0.000 COOLING VENTILATION METHOD: 2 COOLING VENTILATION VALUE: 20.000 CFM PER PERSON COOLING INFILTRATION METHOD: 0 COOLING INFILTRATION VALUE: 0.000 HEATING VENTILATION METHOD: 2 HEATING VENTILATION VALUE: 20.000 CFM PER PERSON HEATING INFILTRATION METHOD: 1 HEATING INFILTRATION VALUE: 1.500 AIR CHANGES PER HOUR VENTILATION IS 100% OF SUPPLY AIR: NO PRETREATED OUTSIDE AIR: NO IGNORE PRETREATED LOAD: NO PRETREATED AIR SUMMER DB TEMP (DEG.F): 0 PRETREATED AIR SUMMER WB TEMP (DEG.F): 0 PRETREATED AIR WINTER DB TEMP (DEG.F): 0 DESIGN OUTDOOR OUTDOOR INDOOR INDOOR GRAINS IN/OUTDOOR MONTH DRY BULB WET BULB REL.HUM DRY BULB DIFF. CORRECTION JANUARY 50 47 45% 75 -15.21 -43 MARCH 61 49 45% 75 -25.74 -32 JULY 82 66 45% 75 11.89 -11 WINTER 24 0 50% 70 0.00 d'�.tibt'ta.+l' -rs *** FULL COMMERCIAL HVAC LOADS PROGRAM BY ELITE SOFTWARE DEVELOPMENT INC *** PACE CONSULTING GROUP SEATTLE, WA 98134 Sabey Bldg 9 DHS 04/09/03 PAGE 5 ************************** AIR HANDLER INPUT DATA ************************** AIR HANDLER # 3 INPUT DATA: AIR HANDLER DESCRIPTION: AC3 1st flr detention TERMINAL TYPE: VARIABLE AIR VOLUME METHOD FOR CV: SUM PEAK ZONE CFMS SUPPLY FAN TYPE: DRAW-THRU CALCULATIONS PERFORMED: BOTH HEATING AND COOLING LOADS EXCESS SUPPLY AIR: RESERVE CAPACITY NUMBER OF TIMES SYSTEM OCCURS: 1 LIGHTING PROFILE NUMBER: 1 EQUIPMENT PROFILE NUMBER: 1 PEOPLE PROFILE NUMBER: 1 EXHAUST CAN EXCEED SUPPLY AIR: NO LEAVING HEATING COIL TEMP. (DEG.F): 95 DRY BULB TEMPERATURE (DEG.F): 52 COOLING COIL CFM: 0 MISC. BTUH GAIN - SUPPLY SIDE: 0 MISC. BTUH GAIN - RETURN SIDE: 0 COMBINED FAN,MOTOR EFFICIENCY (%): 60 STATIC PRESS. ACROSS FAN (IN.WG): 4.500 SUMMER SUPPLY DUCT TEMP. RISE (DEG.F): 0.000 SUMMER RETURN DUCT TEMP. RISE (DEG.F): 0.000 WINTER SUPPLY DUCT TEMP. DROP (DEG.F): 0.000 WINTER RETURN DUCT TEMP. DROP (DEG.F): 0.000 CHILLED WATER TEMP.DIFFERENCE (DEG.F): 0.000 HOT WATER TEMP.DIFFERENCE (DEG.F): 0.000 COOLING VENTILATION METHOD: 2 COOLING VENTILATION VALUE: 20.000 CFM PER PERSON COOLING INFILTRATION METHOD: 0 COOLING INFILTRATION VALUE: 0.000 HEATING VENTILATION METHOD: 2 HEATING VENTILATION VALUE: 20.000 CFM PER PERSON HEATING INFILTRATION METHOD: 1 HEATING INFILTRATION VALUE: 1.500 AIR CHANGES PER HOUR VENTILATION IS 100% OF SUPPLY AIR: NO PRETREATED OUTSIDE AIR: NO IGNORE PRETREATED LOAD: NO PRETREATED AIR SUMMER DB TEMP (DEG.F): 0 PRETREATED AIR SUMMER WB TEMP (DEG.F): 0 PRETREATED AIR WINTER DB TEMP (DEG.F): 0 DESIGN OUTDOOR OUTDOOR INDOOR INDOOR GRAINS IN/OUTDOOR MONTH DRY BULB WET BULB REL.HUM DRY BULB DIFF. CORRECTION JANUARY 50 47 45% 75 -15.21 -43 MARCH 61 49 45% 75 -25.74 -32 JULY 82 66 45% 75 11.89 -11 WINTER 24 0 50% 70 0.00 �ii::Nksk»: *** FULL COMMERCIAL HVAC LOADS PROGRAM BY ELITE SOFTWARE DEVELOPMENT INC *** PACE CONSULTING GROUP SEATTLE, WA 98134 Sabey Bldg 9 DHS 04/09/03 PAGE 6 ************************** AIR HANDLER INPUT DATA ************************** AIR HANDLER # 4 INPUT DATA: AIR HANDLER DESCRIPTION: TERMINAL TYPE: METHOD FOR CV: SUPPLY FAN TYPE: CALCULATIONS PERFORMED: EXCESS SUPPLY AIR: NUMBER OF TIMES SYSTEM OCCURS: LIGHTING PROFILE NUMBER: EQUIPMENT PROFILE NUMBER: PEOPLE PROFILE NUMBER: EXHAUST CAN EXCEED SUPPLY AIR: LEAVING HEATING COIL TEMP. (DEG.F): DRY BULB TEMPERATURE (DEG.F): COOLING COIL CFM: MISC. BTUH GAIN - SUPPLY SIDE: MISC. BTUH GAIN - RETURN SIDE: COMBINED FAN,MOTOR EFFICIENCY (%): STATIC PRESS. ACROSS FAN (IN.WG): SUMMER SUPPLY DUCT TEMP. RISE (DEG.F): SUMMER RETURN DUCT TEMP. RISE (DEG.F): WINTER SUPPLY DUCT TEMP. DROP (DEG.F): WINTER RETURN DUCT TEMP. DROP (DEG.F): CHILLED WATER TEMP.DIFFERENCE (DEG.F): HOT WATER TEMP.DIFFERENCE (DEG.F): COOLING VENTILATION METHOD: COOLING VENTILATION VALUE: COOLING INFILTRATION METHOD: COOLING INFILTRATION VALUE: HEATING VENTILATION METHOD: HEATING VENTILATION VALUE: HEATING INFILTRATION METHOD: HEATING INFILTRATION VALUE: VENTILATION IS 100% OF SUPPLY AIR: PRETREATED OUTSIDE AIR: IGNORE PRETREATED LOAD: PRETREATED AIR SUMMER DB TEMP (DEG.F): PRETREATED AIR SUMMER WB TEMP (DEG.F): PRETREATED AIR WINTER DB TEMP (DEG.F): AC2 2 flr north expansion VARIABLE AIR VOLUME SUM PEAK ZONE CFMS DRAW-THRU BOTH HEATING AND COOLING LOADS RESERVE CAPACITY 1 1 1 1 NO 95 520 0 0 60 4.500 0.000 0.000 0.000 0.000 0.000 0.000 2 20.000 CFM PER PERSON 0 0.000 2 20.000 CFM PER PERSON 1 1.500 AIR CHANGES PER NO NO NO 0 0 0 DESIGN OUTDOOR OUTDOOR INDOOR INDOOR MONTH DRY BULB WET BULB REL.HUM DRY BULB JANUARY 50 47 45% 75 MARCH 61 49 45% 75 JULY 82 66 45% 75 WINTER 24 0 50% 70 HOUR GRAINS IN/OUTDOOR DIFF. CORRECTION -15.21 -43 -25.74 -32 11.89 -11 0.00 Z • W O 0 ND J= F- • U. W0 2 ga =• d W Zf=.. I- 0 Z I- W • W U� 0- O I- W u1 H 0. IO ..Z W U= O ~ Z *** FULL COMMERCIAL HVAC LOADS PROGRAM BY ELITE SOFTWARE DEVELOPMENT INC *** PACE CONSULTING GROUP SEATTLE, WA 98134 Sabey Bldg 9 DHS 04/09/03 PAGE 7 ************************** AIR HANDLER INPUT DATA ************************** AIR HANDLER # 5 INPUT DATA: AIR HANDLER DESCRIPTION: TERMINAL TYPE: METHOD FOR CV: SUPPLY FAN TYPE: CALCULATIONS PERFORMED: EXCESS SUPPLY AIR: NUMBER OF TIMES SYSTEM OCCURS: LIGHTING PROFILE NUMBER: EQUIPMENT PROFILE NUMBER: PEOPLE PROFILE NUMBER: EXHAUST CAN EXCEED SUPPLY AIR: LEAVING HEATING COIL TEMP. (DEG.F): DRY BULB TEMPERATURE (DEG.F): COOLING COIL CFM: MISC. BTUH GAIN - SUPPLY SIDE: MISC. BTUH GAIN - RETURN SIDE: COMBINED FAN,MOTOR EFFICIENCY (%): STATIC PRESS. ACROSS FAN (IN.WG): SUMMER SUPPLY DUCT TEMP. RISE (DEG.F): SUMMER RETURN DUCT TEMP. RISE (DEG.F): WINTER SUPPLY DUCT TEMP. DROP (DEG.F): WINTER RETURN DUCT TEMP. DROP (DEG.F): CHILLED WATER TEMP.DIFFERENCE (DEG.F): HOT WATER TEMP.DIFFERENCE (DEG.F): COOLING VENTILATION METHOD: COOLING VENTILATION VALUE: COOLING INFILTRATION METHOD: COOLING INFILTRATION VALUE: HEATING VENTILATION METHOD: HEATING VENTILATION VALUE: HEATING INFILTRATION METHOD: HEATING INFILTRATION VALUE: VENTILATION IS 100% OF SUPPLY AIR: PRETREATED OUTSIDE AIR: IGNORE PRETREATED LOAD: PRETREATED AIR SUMMER DB TEMP (DEG.F): PRETREATED AIR SUMMER WB TEMP (DEG.F): PRETREATED AIR WINTER DB TEMP (DEG.F): AC2 4 fir north expansion VARIABLE AIR VOLUME SUM PEAK ZONE CFMS DRAW-THRU BOTH HEATING AND COOLING LOADS RESERVE CAPACITY 1 1 1 1 NO 95 52 0 0 0 60 4.500 0.000 0.000 0.000 0.000 0.000 0.000 2 20.000 CFM PER PERSON 0 0.000 2 20.000 CFM PER PERSON 1 1.500 AIR CHANGES PER NO NO NO 0 0 0 DESIGN OUTDOOR OUTDOOR INDOOR INDOOR MONTH DRY BULB WET BULB REL.HUM DRY BULB JANUARY 50 47 45% 75 MARCH 61 49 45% 75 JULY 82 66 45% 75 WINTER 24 0 50% 70 `5!14}:•11i33Sf,+,;�;!u HOUR GRAINS IN/OUTDOOR DIFF. CORRECTION - 15.21 -43 - 25.74 -32 11.89 -11 0.00 *** FULL COMMERCIAL HVAC LOADS PROGRAM BY ELITE SOFTWARE DEVELOPMENT INC *** PACE CONSULTING GROUP SEATTLE, WA 98134 Sabey Bldg 9 DHS 04/09/03 PAGE 8 *****•********************* AIR HANDLER INPUT DATA ************************** AIR HANDLER # 6 INPUT DATA: AIR HANDLER DESCRIPTION: TERMINAL TYPE: METHOD FOR CV: SUPPLY FAN TYPE: CALCULATIONS PERFORMED: EXCESS SUPPLY AIR: NUMBER OF TIMES SYSTEM OCCURS: LIGHTING PROFILE NUMBER: EQUIPMENT PROFILE NUMBER: PEOPLE PROFILE NUMBER: EXHAUST CAN EXCEED SUPPLY AIR: LEAVING HEATING COIL TEMP. (DEG.F): DRY BULB TEMPERATURE (DEG.F): COOLING COIL CFM: MISC. BTUH GAIN - SUPPLY SIDE: MISC. BTUH GAIN - RETURN SIDE: COMBINED FAN,MOTOR EFFICIENCY (%): STATIC PRESS. ACROSS FAN (IN.WG): SUMMER SUPPLY DUCT TEMP. RISE (DEG.F): SUMMER RETURN DUCT TEMP. RISE (DEG.F): WINTER SUPPLY DUCT TEMP. DROP (DEG.F): WINTER RETURN DUCT TEMP. DROP (DEG.F): CHILLED WATER TEMP.DIFFERENCE (DEG.F): HOT WATER TEMP.DIFFERENCE (DEG.F): COOLING VENTILATION METHOD: COOLING VENTILATION VALUE: COOLING INFILTRATION METHOD: COOLING INFILTRATION VALUE: HEATING VENTILATION METHOD: HEATING VENTILATION VALUE: HEATING INFILTRATION METHOD: HEATING INFILTRATION VALUE: VENTILATION IS 100% OF SUPPLY AIR: PRETREATED OUTSIDE AIR: IGNORE PRETREATED LOAD: PRETREATED AIR SUMMER DB TEMP (DEG.F): PRETREATED AIR SUMMER WB TEMP (DEG.F): PRETREATED AIR WINTER DB TEMP (DEG.F): DESIGN OUTDOOR MONTH DRY BULB JANUARY 50 MARCH 61 JULY 82 WINTER 24 OUTDOOR WET BULB INDOOR REL.HUM AC4 Elev Penthouse VARIABLE AIR VOLUME SUM PEAK ZONE CFMS DRAW-THRU BOTH HEATING AND COOLING LOADS RESERVE CAPACITY 1 1 1 1 NO 95 55 0 0 0 60 4.500 0.000 0.000 0.000 0.000 0.000 0.000 2 20.000 CFM PER PERSON 0 0.000 2 20.000 CFM PER PERSON 1 0.500 AIR CHANGES PER NO NO NO 0 0 0 INDOOR DRY BULB 47 45% 85 49 45% 85 66 45% 85 0 50% 70 • GRAINS DIFF. -38.11 -48.64 -11.01 0.00 rt HOUR IN/OUTDOOR CORRECTION -53 -42 -21 *** FULL COMMERCIAL HVAC LOADS PROGRAM BY ELITE SOFTWARE DEVELOPMENT INC *** PACE CONSULTING GROUP SEATTLE, WA 98134 Sabey Bldg 9 DHS 04/09/03 PAGE 9 *************** AIR SYSTEM # 1 (AC1 South unit) ZONE SUMMARY *************** ZN. ZONE - DESCRIPTION FLOOR HTG.LOSS SEN.GAIN LAT.GAIN HTG.CFM CLG.CFM Z NO. PEAK TIME & MONTH AREA O.A. CFM O.A. CFM EXH. CFM CFM/SF. CFM/SF. ~W 1 lE ENTRY 324 16,229 17,239 453 601 773 rQQ 10 AM JULY 45 45 0 1.85 2.39 J U 00 2 1 E2 756 36,626 34,290 1,057 1,357 1,538 to ❑ 10 AM JULY 106 106 0 1.79 2.03 W = J H 3 1 E3 552 25,810 25,311 772 957 1,136 N 0 WO 10 AM JULY 77 77 0 1.73 2.06 2 }} 4 1SE 144 11,810 10,717 201 438 a. J 481 u. j 1 PM JULY 20 20 0 3.04 3.34 U d =W I- _ 5 1S1 372 17,376 17,381 520 644 780 Z 1- 2 PM MARCH 52 52 0 1.73 2.10 1-0 Z I- uj 6 1S2 756 36,535 34,954 1,057 1,354 1,568 g D' 2 PM MARCH 106 106 0 1.79 2.07 U Ca 0 N 7 1SW 144 10,452 11,035 201 387 495 ❑ 5 PM JULY 20 20 0 2.69 3.44 = U 8 1W1 552 25,810 29,824 772 957 1,338 -0 5 PM JULY 77 77 0 1.73 2.42 ii Z UN 9 1W2 756 36,858 40,873 1,057 1,366 1,834 ~O I-- 5 PM JULY 106 106 0 1.81 2.43 Z 11 1W3 5 PM JULY 18 1 El 10 AM JULY 20 1 core 8 PM JULY 21 1 int 8 PM JULY 22 1 int 8 PM JULY 33 2 E3 10 AM JULY 384 18,115 20,394 537 671 915 54 54 0 1.75 2.38 372 17,376 16,951 520 644 760 52 52 0 1.73 2.04 1090 3,370 6,976 1,524 125 313 152 152 0 0.11 0.29 4982 15,401 57,368 6,968 571 2,574 697 697 0 0.11 0.52 12540 38,764 144,401 17,538 1,437 6,478 1,754 1,754 0 0.11 0.52 762 28,544 29,079 1,066 1,058 1,305 107 107 0 1.39 1.71 *** FULL COMMERCIAL HVAC LOADS PROGRAM BY ELITE SOFTWARE DEVELOPMENT INC *** PACE CONSULTING GROUP SEATTLE, WA 98134 Sabey Bldg 9 DHS 04/09/03 PAGE 10 *************** AIR SYSTEM # 1 (AC1 South unit) ZONE SUMMARY *************** ZN. ZONE - DESCRIPTION FLOOR HTG.LOSS SEN.GAIN LAT.GAIN HTG.CFM CLG.CFM NO. PEAK TIME & MONTH AREA O.A. CFM O.A. CFM EXH. CFM CFM/SF. CFM/SF. 34 2SE 1 PM JULY 35 2S1 2 PM MARCH 36 2S2 2 PM MARCH 37 2SW 5 PM JULY 38 2W1 5 PM JULY 39 2W2 5 PM JULY 52 2 int 8 PM JULY 62 3 E2 10 AM JULY 63 3SE 1 PM JULY 64 3S1 2 PM MARCH 65 3S2 2 PM MARCH 66 3SW 5 PM JULY 80 3 int 8 PM JULY 93 4SE 1 PM JULY 94 4S 2 PM MARCH 95 4SW1 5 PM JULY 144 9,014 6,701 201 334 301 20 20 0 2.32 2.09 396 14,884 15,454 554 552 693 55 55 0 1.39 1.75 756 28,712 26,450 1,057 1,064 1,187 106 106 0 1.41 1.57 144 8,633 7,681 201 320 345 20 20 0 2.22 2.40 564 21,306 25,806 789 790 1,158 79 79 0 1.40 2.05 744 28,064 31,301 1,041 1,040 1,404 104 104 0 1.40 1.89 11807 0 129,350 16,513 0 5,803 1,651 1,651 0 0.00 0.49 942 34,765 36,365 1,317 1,288 1,631 132 132 0 1.37 1.73 144 8,848 6,671 201 328 299 20 20 0 2.28 2.08 582 21,541 23,028 814 798 1,033 81 81 0 1.37 1.77 576 21,562 19,973 806 799 896 81 81 0 1.39 1.56 144 8,527 7,662 201 316 344 20 20 0 2.19 2.39 11702 0 128,197 16,366 0 5,751 1,637 1,637 0 0.00 0.49 144 9,245 6,711 201 343 301 20 20 0 2.38 2.09 1008 39,703 37,906 1,410 1,471 1,701 141 141 0 1.46 1.69 186 12,100 11,302 260 448 507 26 26 0 2.41 2.73 ...;as.dStiir.1:.'.r+.i'.ueu(.t:�'.::.4..tit'sw.::ui':� `..s.S 1':'.i•",rbis"s'uaLfi:Jtad.. :i�i*;atty,3e°�.'';sYw*r +i' *** FULL COMMERCIAL HVAC LOADS PROGRAM BY ELITE SOFTWARE DEVELOPMENT INC *** PACE CONSULTING GROUP SEATTLE, WA 98134 Sabey Bldg 9 DHS 04/09/03 PAGE 11 *************** AIR SYSTEM # 1 (AC1 South unit) ZONE SUMMARY *************** ZN. ZONE - DESCRIPTION FLOOR HTG.LOSS SEN.GAIN LAT.GAIN HTG.CFM CLG.CFM NO. PEAK TIME & MONTH AREA O.A. CFM O.A. CFM EXH. CFM CFM/SF. CFM/SF. 96 4SW2 5 PM JULY 97 4W1 5 PM JULY 110 4 int 6 PM JULY 115 loading dock 8 AM JANUARY 116 Post office 6 PM JULY 117 Storage 6 PM JULY ZONE PEAK TOTALS TOTAL ZONES: 37 144 9,635 8,987 201 357 403 20 20 0 2.48 2.80 756 29,868 34,504 1,057 1,107 1,548 106 106 0 1.46 2.05 11532 31,829 136,426 16,129 1,180 6,121 1,613 1,613 0 0.10 0.53 880 36,595 0 0 1,356 0 123 0 0 1.54 0.00 300 7,693 3,707 420 285 166 42 42 0 0.95 0.55 2080 61,000 20,722 2,909 2,261 930 291 291 0 1.09 0.45 70,161 782,600 1,221,697 96,891 29,004 54,810 9,813 9,690 0 0.41 0.78 *** FULL COMMERCIAL HVAC LOADS PROGRAM BY ELITE SOFTWARE DEVELOPMENT INC *** PACE CONSULTING GROUP SEATTLE, WA 98134 Sabey Bldg 9 DHS 04/09/03 PAGE 12 *****'******* AIR SYSTEM # 1 (AC1 South unit) TOTAL LOAD SUMMARY ************ AIR HANDLER DESC: AC1 South unit WITH VAV TERMINALS SUPPLY AIR FAN: DRAW-THRU WITH PROGRAM ESTIMATED HORSEPOWER OF 58.19 HP. FAN INPUT: 60% COMBINED FAN AND MOTOR EFF. WITH 4.50 IN WATER ACROSS THE FAN SENSIBLE HEAT RATIO: 0.93 THIS SYSTEM OCCURS 1 TIME(S) IN THE BUILDING AIR SYSTEM PEAK TIME: 4 PM IN JULY OUTDOOR CONDITIONS: 81 DB, 66 WB, 71.64 GRAINS INSIDE: 75 DB, 45% RH SUMMER: VENT CONTROLS OUTSIDE AIR ZONE SPACE INFILTRATION OUTSIDE AIR SUPPLY DUCT RETURN DUCT TOTAL SYSTEM SEN.LOSS: SEN.LOSS: SEN.LOSS: SEN.LOSS: SEN.LOSS: SEN.LOSS: WINTER: VENT CONTROLS OUTSIDE AIR 425,213 BTUH 357,387 BTUH 487,173 BTUH 0 BTUH 0 BTUH SUPPLY AIR:782,600 / (0.999 X 1.08 X 25) = WINTER VENT OUTSIDE AIR (33.8% OF SUPPLY): ZONE SPACE SEN.GAIN: INFILTRATION SEN.GAIN: DRAW-THRU FAN SEN.GAIN: SUPPLY DUCT SEN.GAIN: 1,099,613 BTUH 0 BTUH 147,636 BTUH 0 BTUH TOTAL SEN.GAIN ON SUPPLY SIDE OF COIL: SUPPLY: 1,247,249 / (0.999 X 1.10 X 23) = SUMMER VENT OUTSIDE AIR (19.6% OF SUPPLY): RETURN DUCT SEN.GAIN: RETURN PLENUM SEN.GAIN: OUTSIDE AIR SEN.GAIN: BLOW-THRU FAN SEN.GAIN: 5,999 CFM) 9,813 CFM) ( 29,005 CFM) ( 9,813 CFM) 0 CFM) 4 9, 332 CFM) 9,690 CFM) 0 BTUH 0 BTUH 63,910 BTUH ( 9,690 CFM) 0 BTUH TOTAL SEN.GAIN ON RETURN SIDE OF COIL: TOTAL SEN.GAIN ON AIR HANDLING SYSTEM: ZONE SPACE LAT.GAIN: 96,891 BTUH INFILTRATION LAT.GAIN: 0 BTUH OUTSIDE AIR LAT.GAIN: 88,937 BTUH TOTAL LAT.GAIN ON AIR HANDLING SYSTEM: TOTAL SYSTEM SENSIBLE AND LATENT GAIN: TOTAL TONNAGE REQUIRED WITH OUTSIDE AIR: 0 CFM) 9,690 CFM) 1,269,773 BTUH 1,247,249 BTUH 63,910 BTUH 1,311,159 BTUH 185,828 BTUH 1,496,987 BTUH 124.75 TONS • *** FULL COMMERCIAL HVAC LOADS PROGRAM BY ELITE SOFTWARE DEVELOPMENT INC *** PACE CONSULTING GROUP SEATTLE, WA 98134 Sabey Bldg 9 DHS 04/09103 PAGE 13 ********** AIR SYSTEM # 1 (AC1 South unit) PSYCHROMETRIC ANALYSIS ********** SYSTEM LOAD ANALYSIS LATENT GRAINS SENSIBLE TEMP CFM LEAVING COIL CONDITION 55.240 52.000 DRAW-THRU FAN 147,636 2.723 5,839 MISC LOAD ON SUPPLY SIDE 0 0.000 0 SUPPLY AIR DUCT 0 0.000 0 ZONE LOADS 96,891 2.890 1,099,613 20.278 43,493 ZONE CONDITION RETURN AIR DUCT RETURN AIR PLENUM MISC LOAD ON RETURN SIDE VENT AIR 9,690 CFM BLOW-THRU FAN 96,891 58.130 1,247,249 75.000 0 0.000 0 0.000 0 0.000 88,937 2.653 63,910 1.179 0 0.000 49,332 ENTERING COIL CONDITION 185,828 60.783 1,311,159 76.179 49,332 GENERAL PSYCHROMETRIC EQUATIONS USED IN ANALYSIS: PR = (BAROMETRIC PRESSURE OF SITE / STANDARD ASHRAE PRESSURE OF 29.921) TSH = PR X 1.10 X CFM X (DB.ENTERING - DB.LEAVING) TLH = PR X 0.68 X CFM X (GRAINS.ENTERING - GRAINS.LEAVING) GTH = PR X 4.50 X CFM X (ENTHALPY.ENTERING - ENTHALPY.LEAVING) TSH = 0.999 X 1.10 X 49,332 X ( 76.179 - 52.000 ) = TLH = 0.999 X 0.68 X 49,332 X ( 60.783 - 55.240 ) = 1,311,158 BTUH 185,822 BTUH SUM = 1,496,981 BTUH GTH = 0.999 X 4.50 X 49,332 X ( 27.791 - 21.037 ) = 1,498,478 BTUH TOTAL SYSTEM LOAD = 1,496,987 BTUH ENTERING COOLING COIL CONDITIONS: ENTERING HEATING COIL CONDITIONS: DRY BULB TEMPERATURE: 76.18 WET BULB TEMPERATURE: 62.11 RELATIVE HUMIDITY(%): 45.21 ENTHALPY: 27.79 BTU/LBM DRY BULB TEMPERATURE: 54.44 LEAVING COOLING COIL CONDITIONS: LEAVING HEATING COIL CONDITIONS: DRY BULB TEMPERATURE: 52.00 WET BULB TEMPERATURE: 51.37 RELATIVE HUMIDITY(%): 95.95 ENTHALPY: 21.04 BTU/LBM S .e.ndr.2ts4iiY"�W. DRY BULB TEMPERATURE: 95.00 t!� *** FULL COMMERCIAL HVAC LOADS PROGRAM BY ELITE SOFTWARE DEVELOPMENT INC *** PACE CONSULTING GROUP SEATTLE, WA 98134 Sabey Bldg 9 DHS 04/09/03 PAGE 14 ****".********* AIR SYSTEM # 2 (AC2 North unit) ZONE SUMMARY *************** ZN. ZONE - DESCRIPTION FLOOR HTG.LOSS SEN.GAIN LAT.GAIN HTG.CFM CLG.CFM NO. PEAK TIME & MONTH AREA O.A. CFM O.A. CFM EXH. CFM CFM/SF. CFM/SF. 10 1W LOB 5 PM JULY 31 2 El 10 AM JULY 32 2 E2 10 AM JULY 40 2W5 5 PM JULY 41 2W3 5 PM JULY 48 2 E5 10 AM JULY 49 2 core 8 PM JULY 50 2 core 8 PM JULY 51 2 int 8 PM JULY 53 2 E4 10 AM JULY 61 3 El 10 AM JULY 67 3W1 5 PM JULY 68 3W2 5 PM JULY 69 3W3 5 PM JULY 70 3W4 5 PM JULY 351 16,907 20,670 491 627 927 49 49 0 1.79 2.64 324 12,187 13,065 453 452 586 45 45 0 1.40 1.81 576 21,865 20,162 806 810 905 81 81 0 1.41 1.57 480 15,805 17,433 671 586 782 67 67 0 1.22 1.63 744 28,064 31,101 1,041 1,040 1,395 104 104 0 1.40 1.88 576 21,865 20,187 806 810 906 81 81 0 1.41 1.57 1090 0 6,366 1,524 0 286 152 152 0 0.00 0.26 1090 0 6,366 1,524 0 286 152 152 0 0.00 0.26 8405 0 92,080 11,755 0 4,131 1,176 1,176 0 0.00 0.49 168 6,114 6,235 235 227 280 23 23 0 1.35 1.67 558 20,671 19,822 780 766 889 78 78 0 1.37 1.59 756 27,424 32,872 1,057 1,016 1,475 106 106 0 1.34 1.95 738 27,695 31,600 1,032 1,026 1,418 103 103 0 1.39 1.92 738 27,695 31,400 1,032 1,026 1,409 103 103 0 1.39 1.91 756 27,424 32,872 1,057 1,016 1,475 106 106 0 1.34 1.95 *** FULL COMMERCIAL HVAC LOADS PROGRAM BY ELITE SOFTWARE DEVELOPMENT INC *** PACE CONSULTING GROUP SEATTLE, WA 98134 Sabey Bldg 9 DHS 04/09/03 PAGE 15 *************** AIR SYSTEM # 2 (AC2 North unit) ZONE SUMMARY *************** ZN. ZONE - DESCRIPTION FLOOR HTG.LOSS SEN.GAIN LAT.GAIN HTG.CFM CLG.CFM NO. PEAK TIME & MONTH AREA O.A. CFM O.A. CFM EXH. CFM CFM/SF. CFM/SF. 71 3NW 5 PM JULY 72 3N1 6 PM JULY 73 3N2 3 PM JULY 74 3NE 10 AM JULY 75 3 E3 10 AM JULY 76 3 E4 10 AM JULY 77 3 core 8 PM JULY 78 3 core 8 PM JULY 79 3 int 8 PM JULY 91 4 El 10 AM JULY 92 4 E2 10 AM JULY 98 4W2 5 PM JULY 99 4W3 5 PM JULY 100 4W4 5 PM JULY 106 4 E4 10 AM JULY 107 4 core 6 PM JULY 144 8,527 6,936 201 316 311 20 20 0 2.19 2.16 576 21,562 11,174 806 799 501 81 81 0 1.39 0.87 582 21,541 11,149 814 798 500 81 81 0 1.37 0.86 144 8,848 5,388 201 328 242 20 20 0 2.28 1.68 942 34,765 36,365 1,317 1,288 1,631 132 132 0 1.37 1.73 558 20,671 19,694 780 766 884 78 78 0 1.37 1.58 1090 0 6,366 1,524 0 286 152 152 0 0.00 0.26 1090 0 6,366 1,524 0 286 152 152 0 0.00 0.26 11703 0 128,213 16,368 0 5,752 1,637 1,637 0 0.00 0.49 378 14,903 13,260 529 552 595 53 53 0 1.46 1.57 1122 44,315 42,532 1,569 1,642 1,908 157 157 0 1.46 1.70 558 22,574 24,473 780 837 1,098 78 78 0 1.50 1.97 558 22,574 24,273 780 837 1,089 78 78 0 1.50 1.95 348 13,944 16,454 487 517 738 49 49 0 1.49 2.12 378 14,903 13,132 529 552 589 53 53 0 1.46 1.56 1090 1,595 6,872 1,524 59 308 152 152 0 0.05 0.28 .4-14,.ii%':;''''4 .,:i..: a a,,,,t4t=A.rt;y ...I::.:.' *** FULL COMMERCIAL HVAC LOADS PROGRAM BY ELITE SOFTWARE DEVELOPMENT INC *** PACE CONSULTING GROUP SEATTLE, WA 98134 Sabey Bldg 9 DHS 04/09/03 PAGE 16 *************** AIR SYSTEM # 2 (AC2 North unit) ZONE SUMMARY *************** ZN. ZONE - DESCRIPTION FLOOR HTG.LOSS SEN.GAIN LAT.GAIN HTG.CFM CLG.CFM NO. PEAK TIME & MONTH AREA O.A. CFM O.A. CFM EXH. CFM CFM/SF. CFM/SF. 108 4 core 6 PM JULY 109 4 int 6 PM JULY 113 4 E3 10 AM JULY ZONE PEAK TOTALS TOTAL ZONES: 34 1090 1,595 6,872 1,524 59 308 152 152 0 0.05 0.28 7875 21,736 93,165 11,014 806 4,180 1,101 1,101 0 0.10 0.53 168 6,577 6,193 235 244 278 23 23 0 1.45 1.65 47,744 534,346 861,108 66,770 19,802 38,634 6,675 6,675 0 0.41 0.81 1 *** FULL COMMERCIAL HVAC LOADS PROGRAM BY ELITE SOFTWARE DEVELOPMENT INC *** PACE CONSULTING GROUP SEATTLE, WA 98134 Sabey Bldg 9 DHS 04/09/03 PAGE 17 ************ AIR SYSTEM # 2 (AC2 North unit) TOTAL LOAD SUMMARY ************ AIR HANDLER DESC: AC2 North unit WITH VAV TERMINALS SUPPLY AIR FAN: DRAW-THRU WITH PROGRAM ESTIMATED HORSEPOWER OF 41.16 HP. FAN INPUT: 60% COMBINED FAN AND MOTOR EFF. WITH 4.50 IN WATER ACROSS THE FAN SENSIBLE HEAT RATIO: 0.93 THIS SYSTEM OCCURS 1 TIME(S) IN THE BUILDING AIR SYSTEM PEAK TIME: 5 PM IN JULY OUTDOOR CONDITIONS: 80 DB, 66 WB, 73.24 GRAINS INSIDE: 75 DB, 45% RH SUMMER: VENT CONTROLS OUTSIDE AIR WINTER: VENT CONTROLS OUTSIDE AIR ZONE SPACE INFILTRATION OUTSIDE AIR SUPPLY DUCT RETURN DUCT TOTAL SYSTEM SEN.LOSS: SEN.LOSS: SEN.LOSS: SEN.LOSS: SEN.LOSS: SEN.LOSS: SUPPLY AIR:534,346 / (0. WINTER VENT OUTSIDE AIR ZONE SPACE SEN.GAIN: INFILTRATION SEN.GAIN: DRAW-THRU FAN SEN.GAIN: SUPPLY DUCT SEN.GAIN: 274,300 BTUH 260,046 BTUH 331,382 BTUH ( 0 BTUH 0 BTUH 999 X 1.08 X 25) = (33.7% OF SUPPLY): ( 4,365 CFM) 6,675 CFM) 19,804 CFM) 6,675 CFM) 777,828 BTUH 0 BTUH ( 0 CFM) 104,433 BTUH 0 BTUH TOTAL SEN.GAIN ON SUPPLY SIDE OF COIL: SUPPLY AIR:882,261 / (0.999 X 1.10 X 23) = SUMMER VENT OUTSIDE AIR (19.1% OF SUPPLY): RETURN DUCT SEN.GAIN: RETURN PLENUM SEN.GAIN: OUTSIDE AIR SEN.GAIN: BLOW-THRU FAN SEN.GAIN: 0 BTUH 0 BTUH 36,684 BTUH 0 BTUH TOTAL SEN.GAIN ON RETURN SIDE OF COIL: TOTAL SEN.GAIN ON AIR HANDLING SYSTEM: ZONE SPACE LAT.GAIN: 66,770 BTUH INFILTRATION LAT.GAIN: 0 BTUH OUTSIDE AIR LAT.GAIN: 68,557 BTUH TOTAL LAT.GAIN ON AIR HANDLING SYSTEM: TOTAL SYSTEM SENSIBLE AND LATENT GAIN: TOTAL TONNAGE REQUIRED WITH OUTSIDE AIR: 34,896 CFM) 6, 675 CFM) 6,675 CFM) 0 CFM) 6,675 CFM) 865,728 BTUH 882,261 BTUH 36,684 BTUH 918,945 BTUH 135,327 BTUH 1,054,272 BTUH 87.86 TONS u *** FULL COMMERCIAL HVAC LOADS PROGRAM BY ELITE SOFTWARE DEVELOPMENT INC *** PACE CONSULTING GROUP SEATTLE, WA 98134 Sabey Bldg 9 DHS 04/09/03 PAGE 18 *****'***** AIR SYSTEM # 2 (AC2 North unit) PSYCHROMETRIC ANALYSIS ********** SYSTEM LOAD ANALYSIS LATENT GRAINS SENSIBLE TEMP CFM LEAVING COIL CONDITION DRAW-THRU FAN MISC LOAD ON SUPPLY SIDE SUPPLY AIR DUCT ZONE LOADS 55.314 66,770 2.816 52.000 104,433 2.723 4,131 0 0.000 0 0 0.000 0 777,828 20.278 30,765 ZONE CONDITION RETURN AIR DUCT RETURN AIR PLENUM MISC LOAD ON RETURN SIDE VENT AIR 6,675 CFM BLOW-THRU FAN 66,770 58.130 68,557 2.891 882,261 75.000 0 0.000 0 0.000 0 0.000 36,684 0.956 0 0.000 34,896 ENTERING COIL CONDITION 135,327 61.021 918,945 75.956 34,896 GENERAL PSYCHROMETRIC EQUATIONS USED IN ANALYSIS: PR = (BAROMETRIC PRESSURE OF SITE / STANDARD ASHRAE PRESSURE OF 29.921) TSH = PR X 1.10 X CFM X (DB.ENTERING - DB.LEAVING) TLH = PR X 0.68 X CFM X (GRAINS.ENTERING - GRAINS.LEAVING) GTH = PR X 4.50 X CFM X (ENTHALPY.ENTERING - ENTHALPY.LEAVING) TSH = 0.999 X 1.10 X 34,896 X ( 75.956 - 52.000 ) = TLH = 0.999 X 0.68 X 34,896 X ( 61.021 - 55.314 ) = SUM = GTH = 0.999 X 4.50 X TOTAL SYSTEM LOAD 34,896 X ( 27.774 - 21.048 ) = 918,947 BTUH 135,329 BTUH 1,054,277 BTUH 1,055,510 BTUH 1,054,272 BTUH ENTERING COOLING COIL CONDITIONS: ENTERING HEATING COIL CONDITIONS: DRY BULB TEMPERATURE: 75.96 WET BULB TEMPERATURE: 62.08 RELATIVE HUMIDITY(%): 45.72 ENTHALPY: 27.77 BTU/LBM DRY BULB TEMPERATURE: 54.49 LEAVING COOLING COIL CONDITIONS: LEAVING HEATING COIL CONDITIONS: DRY BULB TEMPERATURE: 52.00 WET BULB TEMPERATURE: 51.39 RELATIVE HUMIDITY(%): 96.08 ENTHALPY: 21.05 BTU/LBM DRY BULB TEMPERATURE: 95.00 Z .I -z � W QQ JU O O co J i- �W w0. 2 Q. =• a w Z= F- O z ,- w • w U � O N CI 1- • W S IL- I- - O .. z W • = O ~ Z *** FULL COMMERCIAL HVAC LOADS PROGRAM BY ELITE SOFTWARE DEVELOPMENT INC *** PACE CONSULTING GROUP SEATTLE, WA 98134 Sabey Bldg 9 DHS 04/09/03 PAGE 19 ************ AIR SYSTEM # 3 (AC3 1st flr detention) ZONE SUMMARY *********** ZN. ZONE - DESCRIPTION FLOOR HTG.LOSS SEN.GAIN LAT.GAIN HTG.CFM CLG.CFM NO. PEAK TIME & MONTH AREA O.A. CFM O.A. CFM EXH. CFM CFM/SF. CFM/SF. 12 1W4 5 PM JULY 13 1NW 5 PM JULY 14 1N1 3 PM JULY 15 1N2 3 PM JULY 16 1NE 10 AM JULY 17 1 SALLY PORT 10 AM JULY 19 1 core 8 PM JULY 23 1W3 5 PM JULY 24 1 El 10 AM JULY 552 25,810 29,824 772 957 1,338 77 77 0 1.73 2.42 144 10,452 10,053 201 387 451 20 20 0 2.69 3.13 756 36,535 17,017 1,057 1,354 763 106 106 0 1.79 1.01 372 17,376 8,008 520 644 359 52 52 0 1.73 0.97 144 11,810 8,429 201 438 378 20 20 0 3.04 2.63 1320 57,390 40,632 1,846 2,127 1,823 185 185 0 1.61 1.38 1090 3,370 6,976 1,524 125 313 152 152 0 0.11 0.29 372 18,964 20,402 520 703 915 52 52 0 1.89 2.46 168 8,042 8,129 235 298 365 23 23 0 1.77 2.17 25 1 int detention 7558 23,363 87,033 10,571 866 3,905 8 PM JULY 1,057 1,057 0 0.11 0.52 ZONE PEAK TOTALS TOTAL ZONES: 10 12,476 213,112 236,503 17,447 7,899 10,610 1,744 1,744 0 0.63 0.85 4rii;d741,4:,,eAtr' it *** FULL COMMERCIAL HVAC LOADS PROGRAM BY ELITE PACE CONSULTING GROUP Sabey Bldg 9 DHS 04/09/03 ******** AIR SYSTEM # 3 (AC3 1st flr detention) SOFTWARE DEVELOPMENT INC *** SEATTLE, WA 98134 PAGE 20 TOTAL LOAD SUMMARY ********* AIR HANDLER DESC: AC3 1st flr detention WITH VAV TERMINALS SUPPLY AIR FAN: DRAW-THRU WITH PROGRAM ESTIMATED HORSEPOWER OF 11.54 HP. FAN INPUT: 60% COMBINED FAN AND MOTOR EFF. WITH 4.50 IN WATER ACROSS THE FAN SENSIBLE HEAT RATIO: 0.93 THIS SYSTEM OCCURS 1 TIME(S) IN THE BUILDING AIR SYSTEM PEAK TIME: 5 PM IN JULY OUTDOOR CONDITIONS: 80 DB, 66 WB, 73.24 GRAINS INSIDE: 75 DB, 45% RH SUMMER: VENT CONTROLS OUTSIDE AIR WINTER: VENT CONTROLS OUTSIDE AIR ZONE SPACE INFILTRATION OUTSIDE AIR SUPPLY DUCT RETURN DUCT TOTAL SYSTEM SEN.LOSS: SEN.LOSS: SEN.LOSS: SEN.LOSS: SEN.LOSS: SEN.LOSS: 125,358 BTUH 87,754 BTUH 86,583 BTUH 0 BTUH 0 BTUH SUPPLY AIR:213,112 / (0.999 X 1.08 X 25) = WINTER VENT OUTSIDE AIR (22.1% OF SUPPLY): ZONE SPACE SEN.GAIN: INFILTRATION SEN.GAIN: DRAW-THRU FAN SEN.GAIN: SUPPLY DUCT SEN.GAIN: 218,013 BTUH 0 BTUH 29,271 BTUH 0 BTUH 1,473 CFM) 1,744 CFM) 7,898 CFM) 1,744 CFM) 0 CFM) 299,695 BTUH TOTAL SEN.GAIN ON SUPPLY SIDE OF COIL: 247,284 BTUH SUPPLY AIR:247,284 / (0.999 X 1.10 X 23) = SUMMER VENT OUTSIDE AIR (17.8% OF SUPPLY): RETURN DUCT SEN.GAIN: RETURN PLENUM SEN.GAIN: OUTSIDE AIR SEN.GAIN: BLOW-THRU FAN SEN.GAIN: 0 BTUH 0 BTUH 9,586 BTUH 0 BTUH 9,781 CFM) 1,744 CFM) 1,744 CFM) TOTAL SEN.GAIN ON RETURN SIDE OF COIL: 9,586 BTUH TOTAL SEN.GAIN ON AIR HANDLING SYSTEM: 256,870 BTUH ZONE SPACE LAT.GAIN: 17,447 BTUH INFILTRATION LAT.GAIN: 0 BTUH OUTSIDE AIR LAT.GAIN: 17,912 BTUH TOTAL LAT.GAIN ON AIR HANDLING SYSTEM: TOTAL SYSTEM SENSIBLE AND LATENT GAIN: TOTAL TONNAGE REQUIRED WITH OUTSIDE AIR: 0 CFM) 1,744 CFM) 35,359 BTUH 292,229 BTUH 24.35 TONS *** FULL COMMERCIAL HVAC LOADS PROGRAM BY ELITE SOFTWARE DEVELOPMENT INC *** PACE CONSULTING GROUP SEATTLE, WA 98134 Sabey Bldg 9 DHS 04/09/03 PAGE 21 ****" AIR SYSTEM # 3 (AC3 1st flr detention) PSYCHROMETRIC ANALYSIS ******* SYSTEM LOAD ANALYSIS LATENT GRAINS SENSIBLE TEMP CFM LEAVING COIL CONDITION 55.506 52.000 DRAW-THRU FAN 29,271 2.723 1,158 MISC LOAD ON SUPPLY SIDE 0 0.000 0 SUPPLY AIR DUCT 0 0.000 0 ZONE LOADS 17,447 2.625 218,013 20.278 8,623 ZONE CONDITION RETURN AIR DUCT RETURN AIR PLENUM MISC LOAD ON RETURN SIDE VENT AIR 1,744 CFM BLOW-THRU FAN 17,447 58.131 17,912 2.695 247,284 75.000 0 0.000 0 0.000 0 0.000 9,586 0.892 0 0.000 9,781 ENTERING COIL CONDITION 35,359 60.826 256,870 75.892 9,781 GENERAL PSYCHROMETRIC EQUATIONS USED IN ANALYSIS: PR = (BAROMETRIC PRESSURE OF SITE / STANDARD ASHRAE PRESSURE OF 29.921) TSH = PR X 1.10 X CFM X (DB.ENTERING - DB.LEAVING) TLH = PR X 0.68 X CFM X (GRAINS.ENTERING - GRAINS.LEAVING) GTH = PR X 4.50 X CFM X (ENTHALPY.ENTERING - ENTHALPY.LEAVING) TSH = 0.999 X 1.10 X 9,781 X ( 75.892 - 52.000 ) = TLH = 0.999 X 0.68 X 9,781 X ( 60.826 - 55.506 ) = SUM = GTH = 0.999 X 4.50 X TOTAL SYSTEM LOAD 9,781 X ( 27.728 - 21.078 ) = 256,869 BTUH 35,358 BTUH 292,227 BTUH 292,497 BTUH 292,229 BTUH ENTERING COOLING COIL CONDITIONS: ENTERING HEATING COIL CONDITIONS: DRY BULB TEMPERATURE: 75.89 WET BULB TEMPERATURE: 62.02 RELATIVE HUMIDITY(%): 45.69 ENTHALPY: 27.73 BTU/LBM DRY BULB TEMPERATURE: 59.84 LEAVING COOLING COIL CONDITIONS: LEAVING HEATING COIL CONDITIONS: DRY BULB TEMPERATURE: 52.00 WET BULB TEMPERATURE: 51.44 RELATIVE HUMIDITY(%): 96.41 ENTHALPY: 21.08 BTU/LBM DRY BULB TEMPERATURE: 95.00 *** FULL COMMERCIAL HVAC LOADS PROGRAM BY ELITE SOFTWARE DEVELOPMENT INC *** PACE CONSULTING GROUP SEATTLE, WA 98134 Sabey Bldg 9 DHS 04/09/03 PAGE 22 ********** AIR SYSTEM # 4 (AC2 2 flr north expansion) ZONE SUMMARY ********* ZN. ZONE - DESCRIPTION FLOOR HTG.LOSS SEN.GAIN LAT.GAIN HTG.CFM CLG.CFM NO. PEAK TIME & MONTH AREA O.A. CFM O.A. CFM EXH. CFM CFM/SF. CFM/SF. 42 2W4 5 PM JULY 43 2NW 5 PM JULY 44 2N1 6 PM JULY 45 2N2 3 PM JULY 46 2NE 10 AM JULY 47 2 E4 10 AM JULY 54 2 int 8 PM JULY ZONE PEAK TOTALS TOTAL ZONES: 7 564 21,306 25,806 789 790 1,158 79 79 0 1.40 2.05 144 8,633 6,955 201 320 312 20 20 0 2.22 2.17 756 28,712 14,610 1,057 1,064 655 106 106 0 1.41 0.87 396 14,884 7,574 554 552 340 55 55 0 1.39 0.86 144 9,014 5,418 201 334 243 20 20 0 2.32 1.69 594 21,841 22,739 831 809 1,020 83 83 0 1.36 1.72 3402 0 37,269 4,758 0 1,672 476 476 0 0.00 0.49 6,000 104,390 120,371 8,391 3,869 5,400 839 839 0 0.64 0.90 *** FULL COMMERCIAL HVAC LOADS PROGRAM BY ELITE SOFTWARE DEVELOPMENT INC *** PACE CONSULTING GROUP SEATTLE, WA 98134 Sabey Bldg 9 DHS 04/09/03 PAGE 23 ****** AIR SYSTEM # 4 (AC2 2 flr north expansion) TOTAL LOAD SUMMARY ******* AIR HANDLER DESC: AC2 2 flr north expansion WITH VAV TERMINALS SUPPLY AIR FAN: DRAW-THRU WITH PROGRAM ESTIMATED HORSEPOWER OF 5.79 HP. FAN INPUT: 60% COMBINED FAN AND MOTOR EFF. WITH 4.50 IN WATER ACROSS THE FAN SENSIBLE HEAT RATIO: 0.94 THIS SYSTEM OCCURS 1 TIMES) IN THE BUILDING AIR SYSTEM PEAK TIME: 5 PM IN JULY OUTDOOR CONDITIONS: 80 DB, 66 WB, 73.24 GRAINS INSIDE: 75 DB, 45% RH SUMMER: VENT CONTROLS OUTSIDE AIR WINTER: VENT CONTROLS OUTSIDE AIR ZONE SPACE INFILTRATION OUTSIDE AIR SUPPLY DUCT RETURN DUCT TOTAL SYSTEM SEN.LOSS: SEN.LOSS: SEN.LOSS: SEN.LOSS: SEN.LOSS: SEN.LOSS: 51,072 BTUH 53,318 BTUH 41,653 BTUH 0 BTUH 0 BTUH SUPPLY AIR:104,390 / (0.999 X 1.08 X 25) = WINTER VENT OUTSIDE AIR (21.7% OF SUPPLY): ZONE SPACE SEN.GAIN: INFILTRATION SEN.GAIN: DRAW-THRU FAN SEN.GAIN: SUPPLY DUCT SEN.GAIN: 109,403 BTUH 0 BTUH 14,689 BTUH 0 BTUH 895 CFM) 839 CFM) 3,869 CFM) 839 CFM) 0 CFM) 14 6, 04 3 BTUH TOTAL SEN.GAIN ON SUPPLY SIDE OF COIL: 124,092 BTUH SUPPLY AIR:124,092 / (0.999 X 1.10 X 23) = ( 4,908 CFM) SUMMER VENT OUTSIDE AIR (17.1% OF SUPPLY): ( 839 CFM) RETURN DUCT SEN.GAIN: RETURN PLENUM SEN.GAIN: OUTSIDE AIR SEN.GAIN: BLOW-THRU FAN SEN.GAIN: 0 BTUH 0 BTUH 4,611 BTUH ( 839 CFM) 0 BTUH TOTAL SEN.GAIN ON RETURN SIDE OF COIL: 4,611 BTUH TOTAL SEN.GAIN ON AIR HANDLING SYSTEM: 128,703 BTUH ZONE SPACE LAT.GAIN: 8,391 BTUH INFILTRATION LAT.GAIN: 0 BTUH OUTSIDE AIR LAT.GAIN: 8,617 BTUH TOTAL LAT.GAIN ON AIR HANDLING SYSTEM: TOTAL SYSTEM SENSIBLE AND LATENT GAIN: TOTAL TONNAGE REQUIRED WITH OUTSIDE AIR: 0 CFM) 839 CFM) 17,008 BTUH 145,711 BTUH 12.14 TONS *** FULL COMMERCIAL HVAC LOADS PROGRAM BY ELITE SOFTWARE DEVELOPMENT INC *** PACE CONSULTING GROUP SEATTLE, WA 98134 Sabey Bldg 9 DHS 04/09/03 PAGE 24 ****'AIR SYSTEM # 4 (AC2 2 flr north expansion) PSYCHROMETRIC ANALYSIS ***** SYSTEM LOAD ANALYSIS LATENT GRAINS SENSIBLE TEMP CFM LEAVING COIL CONDITION DRAW-THRU FAN MISC LOAD ON SUPPLY SIDE SUPPLY AIR DUCT ZONE LOADS 55.615 8,391 2.516 52.000 14,689 2.723 581 0 0.000 0 0 0.000 0 109,403 20.278 4,327 ZONE CONDITION RETURN AIR DUCT RETURN AIR PLENUM MISC LOAD ON RETURN SIDE VENT AIR 839 CFM BLOW-THRU FAN 8,391 58.131 8,617 2.584 124,092 75.000 0 0.000 0 0.000 0 0.000 4,611 0.855 0 0.000 4,908 ENTERING COIL CONDITION 17,008 60.714 128,703 75.855 4,908 GENERAL PSYCHROMETRIC EQUATIONS USED IN ANALYSIS: PR = (BAROMETRIC PRESSURE OF SITE / STANDARD ASHRAE PRESSURE OF 29.921) TSH = PR X 1.10 X CFM X (DB.ENTERING - DB.LEAVING) TLH = PR X 0.68 X CFM X (GRAINS.ENTERING - GRAINS.LEAVING) GTH = PR X 4.50 X CFM X (ENTHALPY.ENTERING - ENTHALPY.LEAVING) TSH = 0.999 X 1.10 X TLH = 0.999 X 0.68 X SUM = GTH = 0.999 X 4.50 X TOTAL SYSTEM LOAD 4,908 X ( 75.855 - 52.000 ) = 128,702 BTUH 4,908 X ( 60.714 - 55.615 ) = 17,008 BTUH 4,908 X ( 27.702 - 21.095 ) = 145,710 BTUH 145,824 BTUH 145,711 BTUH ENTERING COOLING COIL CONDITIONS: ENTERING HEATING COIL CONDITIONS: DRY BULB TEMPERATURE: 75.85 WET BULB TEMPERATURE: 61.98 RELATIVE HUMIDITY(%): 45.66 ENTHALPY: 27.70 BTU/LBM DRY BULB TEMPERATURE: 60.02 LEAVING COOLING COIL CONDITIONS: LEAVING HEATING COIL CONDITIONS: DRY BULB TEMPERATURE: 52.00 WET BULB TEMPERATURE: 51.47 RELATIVE HUMIDITY(%): 96.61 ENTHALPY: 21.09 BTU/LBM DRY BULB TEMPERATURE: 95.00 *** FULL COMMERCIAL HVAC LOADS PROGRAM BY ELITE SOFTWARE DEVELOPMENT INC *** PACE CONSULTING GROUP SEATTLE, WA 98134 Sabey Bldg 9 DHS 04/09/03 PAGE 25 ********** AIR SYSTEM # 5 (AC2 4 flr north expansion) ZONE SUMMARY ********* ZN. ZONE - DESCRIPTION FLOOR HTG.LOSS SEN.GAIN LAT.GAIN HTG.CFM CLG.CFM Z NO. PEAK TIME & MONTH AREA O.A. CFM O.A. CFM EXH. CFM CFM/SF. CFM/SF. 1 Z 101 4NW1 144 9,635 7,981 201 357 358 cQQ 2 5 PM JULY 20 20 0 2.48 2.49J U 00 102 4NW2 186 12,100 10,154 260 448 456 N 0 5 PM JULY 26 26 0 2.41 2.45 W FII 103 4N 1008 39,703 19,793 1,410 1,471 888 W O 6 PM JULY 141 141 0 1.46 0.88 2 }} g 1 104 4NE 144 9,245 5,352 201 343 240 u.< 10 AM JULY 20 20 0 2.38 1.67 Ci 1-W 105 4 E3 954 37,736 36,342 1,334 1,399 1,630 Z 1.I- 10 AM JULY 133 133 0 1.47 1.71 F- O Z F-. 112 4W4 408 15,923 18,052 571 590 810 2 j' 5 PM JULY 57 57 0 1.45 1.99 U O O� C1f-. 114 4 int 3656 10,091 43,251 5,113 374 1,940 W 6 PM JULY 511 511 0 0.10 0.53 = W - H F ZONE PEAK TOTALS 6,500 134,433 140,925 9,090 4,982 6,322 u" Z TOTAL ZONES: 7 908 908 0 0.77 0.97 W N U= O F- Z Irr+.4U:;:�+iiki4:riJ:%�5§34'i:::+�:x{sti:u4:s:.it: :i�J�i�,+vb; �•.t:'s Sl'FS<:w.u.;::i.ui+ *** FULL COMMERCIAL HVAC LOADS PROGRAM BY ELITE SOFTWARE DEVELOPMENT INC *** PACE CONSULTING GROUP SEATTLE, WA 98134 Sabey Bldg 9 DHS 04/09/03 PAGE 26 ****** AIR SYSTEM # 5 (AC2 4 flr north expansion) TOTAL LOAD SUMMARY ******* AIR HANDLER DESC: AC2 4 fir north expansion WITH VAV TERMINALS SUPPLY AIR FAN: DRAW-THRU WITH PROGRAM ESTIMATED HORSEPOWER OF 6.64 HP. FAN INPUT: 60% COMBINED FAN AND MOTOR EFF. WITH 4.50 IN WATER ACROSS THE FAN SENSIBLE HEAT RATIO: 0.94 THIS SYSTEM OCCURS 1 TIME(S) IN THE BUILDING AIR SYSTEM PEAK TIME: 5 PM IN JULY OUTDOOR CONDITIONS: 80 DB, 66 WB, 73.24 GRAINS INSIDE: 75 DB, 45% RH SUMMER: VENT CONTROLS OUTSIDE AIR WINTER: VENT CONTROLS OUTSIDE AIR ZONE SPACE INFILTRATION OUTSIDE AIR SUPPLY DUCT RETURN DUCT TOTAL SYSTEM SEN.LOSS: SEN.LOSS: SEN.LOSS: SEN.LOSS: SEN.LOSS: SEN.LOSS: 74,383 BTUH 60,050 BTUH 45,079 BTUH 0 BTUH 0 BTUH SUPPLY AIR:134,433 / (0.999 X 1.08 X 25) = WINTER VENT OUTSIDE AIR (18.2% OF SUPPLY): ZONE SPACE SEN.GAIN: INFILTRATION SEN.GAIN: DRAW-THRU FAN SEN.GAIN: SUPPLY DUCT SEN.GAIN: TOTAL SEN.GAIN ON SUPPLY SIDE SUPPLY AIR:142,310 / (0. SUMMER VENT OUTSIDE AIR RETURN DUCT SEN.GAIN: RETURN PLENUM SEN.GAIN: OUTSIDE AIR SEN.GAIN: BLOW-THRU FAN SEN.GAIN: TOTAL SEN.GAIN ON RETURN 125,465 BTUH 0 BTUH 16,845 BTUH 0 BTUH OF COIL: 999 X 1.10 X 23) = (16.1% OF SUPPLY): 0 BTUH 0 BTUH 4,991 BTUH 0 BTUH SIDE OF COIL: TOTAL SEN.GAIN ON AIR HANDLING SYSTEM: ZONE SPACE LAT.GAIN: 9,090 BTUH INFILTRATION LAT.GAIN: 0 BTUH OUTSIDE AIR LAT.GAIN: 9,325 BTUH TOTAL LAT.GAIN ON AIR HANDLING SYSTEM: TOTAL SYSTEM SENSIBLE AND LATENT GAIN: TOTAL TONNAGE REQUIRED WITH OUTSIDE AIR: 1,008 CFM) 908 CFM) 4,982 CFM) 908 CFM) 0 CFM) ( 5,629 CFM) ( 908 CFM) 908 CFM) 0 CFM) 908 CFM) 179,512 BTUH 142,310 BTUH 4,991 BTUH 147,301 BTUH 18,415 BTUH 165,716 BTUH 13.81 TONS *** FULL COMMERCIAL HVAC LOADS PACE CONSULTING GROUP Sabey Bldg 9 DHS **** AIR SYSTEM # 5 (AC2 4 flr PROGRAM BY ELITE 04/09/03 north expansion) SOFTWARE DEVELOPMENT INC *** SEATTLE, WA 98134 PAGE 27 PSYCHROMETRIC ANALYSIS ***** SYSTEM LOAD ANALYSIS LATENT GRAINS SENSIBLE TEMP CFM LEAVING COIL CONDITION DRAW-THRU FAN MISC LOAD ON SUPPLY SIDE SUPPLY AIR DUCT ZONE LOADS 55.754 9,090 2.377 16,845 0 0 125,465 52.000 2.723 0.000 0.000 20.278 667 0 0 4,962 ZONE CONDITION RETURN AIR DUCT RETURN AIR PLENUM MISC LOAD ON RETURN SIDE VENT AIR 908 CFM BLOW-THRU FAN 9,090 58.130 9,325 2.438 142,310 0 0 0 4, 991 0 75.000 0.000 0.000 0.000 0.807 0.000 5, 629 ENTERING COIL CONDITION 18,415 60.568 147,301 75.807 5, 629 GENERAL PSYCHROMETRIC EQUATIONS USED IN ANALYSIS: PR = TSH = TLH = GTH = (BAROMETRIC PR X 1.10 X PR X 0.68 X PR X 4.50 X PRESSURE OF SITE / STANDARD ASHRAE PRESSURE OF 29.921) CFM X (DB.ENTERING - DB.LEAVING) CFM X (GRAINS.ENTERING - GRAINS.LEAVING) CFM X (ENTHALPY.ENTERING - ENTHALPY.LEAVING) TSH = 0.999 X 1.10 X TLH = 0.999 X 0.68 X SUM = GTH = 0.999 X 4.50 X TOTAL SYSTEM LOAD 5,629 X ( 75.807 - 52.000 ) = 5,629 X ( 60.568 - 55.754 ) = 5,629 X ( 27.667 - 21.116 ) = ENTERING COOLING COIL CONDITIONS: DRY BULB TEMPERATURE: WET BULB TEMPERATURE: RELATIVE HUMIDITY(%): ENTHALPY: 27. 75.81 61.93 45.62 67 BTU/LBM LEAVING COOLING COIL CONDITIONS: DRY BULB TEMPERATURE: WET BULB TEMPERATURE: RELATIVE HUMIDITY(%): ENTHALPY: 21. 52.00 51.50 96.80 12 BTU/LBM 147,299 BTUH 18,416 BTUH ENTERING HEATING COIL DRY BULB TEMPERATURE: LEAVING HEATING COIL DRY BULB TEMPERATURE: 165,715 BTUH 165,814 BTUH 165,716 BTUH CONDITIONS: 61.62 CONDITIONS: 95.00 *** FULL COMMERCIAL HVAC LOADS PROGRAM BY ELITE SOFTWARE DEVELOPMENT INC *** PACE CONSULTING GROUP SEATTLE, WA 98134 Sabey Bldg 9 DHS 04/09/03 PAGE 28 ************* AIR SYSTEM # 6 (AC4 Elev Penthouse) ZONE SUMMARY ************* ZN. ZONE - DESCRIPTION FLOOR HTG.LOSS SEN.GAIN LAT.GAIN HTG.CFM CLG.CFM NO. PEAK TIME & MONTH AREA O.A. CFM O.A. CFM EXH. CFM CFM/SF. CFM/SF. 111 Elev Penthouse 1024 22,298 81,693 0 826 3,665 4 PM JULY 0 0 0 0.81 3.58 ZONE PEAK TOTALS 1,024 22,298 81,693 0 826 3,665 TOTAL ZONES: 1 0 0 0 0.81 3.58 Z • Z r4 W2 Q -J O 0 • O W = W O LQ = C:/ Z= H I— O ZH W ui 2p U O N. O I-. WW ▪ U u WO .. 0 O Z *** FULL COMMERCIAL HVAC LOADS PROGRAM BY ELITE SOFTWARE DEVELOPMENT INC *** PACE CONSULTING GROUP SEATTLE, WA 98134 Sabey Bldg 9 DHS 04/09/03 PAGE 29 ********** AIR SYSTEM # 6 (AC4 Elev Penthouse) TOTAL LOAD SUMMARY ********** AIR HANDLER DESC: AC4 Elev Penthouse WITH VAV TERMINALS SUPPLY AIR FAN: DRAW-THRU WITH PROGRAM ESTIMATED HORSEPOWER OF 4.32 HP. FAN INPUT: 60% COMBINED FAN AND MOTOR EFF. WITH 4.50 IN WATER ACROSS THE FAN SENSIBLE HEAT RATIO: 1.00 THIS SYSTEM OCCURS 1 TIME(S) IN THE BUILDING AIR SYSTEM PEAK TIME: 4 PM IN JULY OUTDOOR CONDITIONS: 81 DB, 66 WB, 71.64 GRAINS INSIDE: 85 DB, 45% RH SUMMER: NONE CONTROLS OUTSIDE AIR WINTER: NONE CONTROLS OUTSIDE AIR ZONE SPACE SEN.LOSS: INFILTRATION SEN.LOSS: OUTSIDE AIR SEN.LOSS: SUPPLY DUCT SEN.LOSS: RETURN DUCT SEN.LOSS: TOTAL SYSTEM SEN.LOSS: 15,685 BTUH 6,613 BTUH 0 BTUH 0 BTUH 0 BTUH 111 CFM) 0 CFM) SUPPLY AIR: 22,298 / (0.999 X 1.08 X 25) = ( 826 CFM) WINTER VENT OUTSIDE AIR (0.00% OF SUPPLY): ( 0 CFM) ZONE SPACE SEN.GAIN: INFILTRATION SEN.GAIN: DRAW-THRU FAN SEN.GAIN: SUPPLY DUCT SEN.GAIN: 81,693 BTUH 0 BTUH ( 0 CFM) 10,968 BTUH 0 BTUH 22,298 BTUH TOTAL SEN.GAIN ON SUPPLY SIDE OF COIL: 92,661 BTUH SUPPLY AIR: 92,661 / (0.999 X 1.10 X 23) = ( 3,665 CFM) SUMMER VENT OUTSIDE AIR (0.00% OF SUPPLY): ( 0 CFM) RETURN DUCT SEN.GAIN: RETURN PLENUM SEN.GAIN: OUTSIDE AIR SEN.GAIN: BLOW-THRU FAN SEN.GAIN: 0 BTUH 0 BTUH 0 BTUH ( 0 CFM) 0 BTUH TOTAL SEN.GAIN ON RETURN SIDE OF COIL: 0 BTUH TOTAL SEN.GAIN ON AIR HANDLING SYSTEM: 92,661 BTUH ZONE SPACE LAT.GAIN: 0 BTUH INFILTRATION LAT.GAIN: 0 BTUH OUTSIDE AIR LAT.GAIN: 0 BTUH ( TOTAL LAT.GAIN ON AIR HANDLING SYSTEM: TOTAL SYSTEM SENSIBLE AND LATENT GAIN: TOTAL TONNAGE REQUIRED WITH OUTSIDE AIR: 0 CFM) 0 CFM) 0 BTUH 92,661 BTUH 7.72 TONS L *** FULL COMMERCIAL HVAC LOADS PROGRAM BY ELITE SOFTWARE DEVELOPMENT INC *** PACE CONSULTING GROUP SEATTLE, WA 98134 Sabey Bldg 9 DHS 04/09/03 PAGE 30 ******** AIR SYSTEM # 6 (AC4 Elev Penthouse) PSYCHROMETRIC ANALYSIS ******** SYSTEM LOAD ANALYSIS LATENT GRAINS SENSIBLE TEMP CFM LEAVING COIL CONDITION DRAW-THRU FAN MISC LOAD ON SUPPLY SIDE SUPPLY AIR DUCT ZONE LOADS 81.034 0 0.000 62.000 10,968 2.723 434 0 0.000 0 0 0.000 0 81,693 20.278 3,231 ZONE CONDITION RETURN AIR DUCT RETURN AIR PLENUM MISC LOAD ON RETURN SIDE VENT AIR 0 CFM BLOW-THRU FAN 0 81.034 0 0.000 92,661 85.000 0 0.000 0 0.000 0 0.000 0 0.000 0 0.000 3, 665 ENTERING COIL CONDITION 0 81.034 92,661 85.000 3,665 LVG. COIL DB SPECIFIED WAS NOT POSSIBLE. A LVG. COIL VALUE OF 62 WAS USED. GENERAL PSYCHROMETRIC EQUATIONS USED IN ANALYSIS: PR = (BAROMETRIC PRESSURE OF SITE / STANDARD ASHRAE PRESSURE OF 29.921) TSH = PR X 1.10 X CFM X (DB.ENTERING - DB.LEAVING) TLH = PR X 0.68 X CFM X (GRAINS.ENTERING - GRAINS.LEAVING) GTH = PR X 4.50 X CFM X (ENTHALPY.ENTERING - ENTHALPY.LEAVING) TSH = 0.999 X 1.10 X 3,665 X ( 85.000 - 62.000 ) = TLH = 0.999 X 0.68 X 3,665 X ( 81.034 - 81.034 ) = SUM = GTH = 0.999 X 4.50 X TOTAL SYSTEM LOAD 3,665 X ( 33.122 - 27.483 ) = 92,660 BTUH 0 BTUH 92,660 BTUH 92,924 BTUH 92,661 BTUH ENTERING COOLING COIL CONDITIONS: ENTERING HEATING COIL CONDITIONS: DRY BULB TEMPERATURE: 85.00 WET BULB TEMPERATURE: 69.08 RELATIVE HUMIDITY(%): 45.00 ENTHALPY: 33.12 BTU/LBM DRY BULB TEMPERATURE: 70.00 LEAVING COOLING COIL CONDITIONS: LEAVING HEATING COIL CONDITIONS: DRY BULB TEMPERATURE: 62.00 WET BULB TEMPERATURE: 61.54 RELATIVE HUMIDITY(%): 97.53 ENTHALPY: 27.48 BTU/LBM DRY BULB TEMPERATURE: 95.00 r 'nHtS;rai:tb'W�:eri *** FULL COMMERCIAL HVAC LOADS PROGRAM BY ELITE SOFTWARE DEVELOPMENT INC *** PACE CONSULTING GROUP SEATTLE, WA 98134 Sabey Bldg 9 DHS 04/09/03 PAGE 31 *****•******************** ENVELOPE MATERIAL TYPES ROOF BUILDING ENVELOPE REPORT REPORT USING SUMMER U -FACTORS: GROSS AREA GLASS AREA ************************* NET -U- AREA FACTOR AREA x AVERAGE UFACTOR UFACTOR 1 36209.5 WALL 1 2 TOT.WALL GLASS 1 2 TOT.GLAS TOTALS WALL DIRECTION 49468.0 180.0 49648.0 11992.0 5580.0 17572.0 WALL AREA 0.0 36209.5 17572.0 0.0 17572.0 N/A N/A N/A GLASS AREA 31896.0 180.0 32076.0 11992.0 5580.0 17572.0 0.050 1810.475 0.140 0.600 N/A 0.500 0.500 N/A 4465.440 108.000 4573.440 5996.000 2790.000 8786.000 0.050 0.140 0.600 0.143 0.500 0.500 0.500 85857.5 N/A 15169.915 WALL NET AREA 0.177 W.AVG GLASS AVG GLASS AVG U -FAC U -FACTOR SHD.COEFF N NE E SE S SW W NW 9878.0 0.0 16145.0 0.0 7983.0 0.0 15642.0 0.0 2606.0 0.0 6177.0 0.0 2606.0 0.0 6183.0 0.0 7272.0 0.0 9968.0 0.0 5377.0 0.0 9459.0 0.0 0.140 0.000 0.148 0.000 0.140 0.000 0.140 0.000 0.500 0.000 0.500 0.000 0.500 0.000 0.500 0.000 0.450 0.000 0.450 0.000 0.450 0.000 0.450 0.000 TOTALS 49648.0 17572.0 32076.0 0.143 0.500 0.450 *** FULL COMMERCIAL HVAC LOADS PROGRAM BY ELITE SOFTWARE DEVELOPMENT INC *** PACE CONSULTING GROUP SEATTLE, WA 98134 Sabey Bldg 9 DHS 04/09/03 PAGE 32 ************************ TOTAL BUILDING LOAD SUMMARY *********************** BUILDING PEAKS IN JULY AT 5 PM BLDG. LOAD AREA DESCRIPTIONS QUAN SEN. %TOT LOSS LOSS LAT. GAIN + SEN. GAIN = TOTAL %TOT GAIN GAIN ROOF WALL GLASS 36, 210 32,086 17,572 99,951 3.59 252,551 9.07 484,988 17.43 0 31,180 0 134,908 0 635,392 31,180 0.96 134,908 4.16 635,392 19.61 SKIN LOADS 85,868 837,490 30.09 0 801,480 801,480 24.73 LIGHTING EQUIPMENT PEOPLE PARTITION VENT 19,979 INFL 13,851 DRAW-THRU FAN BLOW-THRU FAN SUPPLY DUCT RETURN DUCT 171, 631 219, 140 997 41,576 19,856 0 0 0 0 128,518 991,870 825, 168 0 0 0 0 0.00 0.00 0.00 4.62 35.64 29.65 0.00 0.00 0.00 0.00 0 0 198,589 0 203,944 0 0 0 0 0 585,260 747,271 248,262 22,785 109, 133 0 323,842 0 0 0 585,260 747,271 446, 851 22, 785 313,077 0 323,842 0 0 0 18.06 23.06 13.79 0.70 9.66 0.00 9.99 0.00 0.00 0.00 BUILDING TOTALS 2,783,046 100.00 402,533 2,838,033 3,240,566 100.00 BUILDING SUMMARY LOAD DESCRIPTIONS SEN. %TOT LOSS LOSS LAT. GAIN + SEN. GAIN = TOTAL GAIN %TOT GAIN VENTILATION INFILTRATION ZONE LOADS PLENUM LOADS FAN & DUCT LOADS. 991,870 825,168 966, 008 0 0 35.64 29.65 34.71 0.00 0.00 203,944 0 198,589 0 0 109, 133 0 2,405,058 0 323,842 313,077 0 2,603,647 0 323,842 9.66 0.00 80.35 0.00 9.99 BUILDING TOTALS 2,783,046 100.00 402,533 2,838,033 3,240,566 100.00 TOTAL BUILDING SUPPLY AIR (BASED ON A 23 TD): TOTAL BUILDING VENT AIR (18.34% OF SUPPLY): TOTAL CONDITIONED AIR SPACE: SUPPLY AIR CFM/SQ.FT. OF CONDITIONED SPACE: SQ.FT OF CONDITIONED AIR SPACE PER TON: TONNAGE PER SQ.FT OF CONDITIONED AIR SPACE: TOTAL HEATING REQUIRED WITH OUTSIDE AIR: TOTAL TONNAGE REQUIRED WITH OUTSIDE AIR: 108,211 CFM 19,856 CFM 143,905 SQ.FT 0.7520 CFM/SQ.FT 532.8884 SQ.FT/TON 0.0019 TONS/SQ.FT 2,783.05 MBH 270.05 TONS �JM.MWItAY'.KF 2001 Washington State Nonresidential Energy Code Compliance Form Mechanical Summary MECH-SUM 2001 Washington State Nonresidential Energy Code Compliance Forms June 2002 - KJM Project Info Project Address DEPARTMENT OF HOMELAND SECURITY Date 4/29/2003 Capacity2 Btu/h 12500 TUKWILA INTERNATIONAL BLVD. For Building Dept. Use P.F:'.'tl'JED CiTV ^sc ; • f•.:'.,'Vil A APR 3 0 2003 PERMIT CENTER SEER or EER SEATTLE, WASHINGTON Applicant Name: MCKINSTRY COMPANY Applicant Address: sons 3RD AVE, SOUTH SEATTLE, WA 98124 Applicant Phone: 2o6 762-3311 Project Description Briefly describe mechanical system type and features. Includes Pians Three rooftop VAV AC unit serving fan powered terminals via medium pressure duct systems. A constant volume rooftop AC unit serving the elevator machine room. Pressurization system for stair/elevator shafts and garage exhaust. Drawings must contain notes requireing compliance with commissioning requirements - Section 1416 Compliance Option Q Simple System ii Complex System 0 Systems Analysis (See Decision Flowchart (over) for qualifications. Use separate MECH-SUM for simple & complex systems.) Equipment Schedules The following information is required to be incorporated with the mechanical equipment schedules on the plans. For projects without plans, fill in the required information below. Cooling Equipment Schedule Equip. ID Brand Name's Model No.1 Capacity2 Btu/h Total CFM OSA CFM or Econo? SEER or EER • IPLV3 Location SEE EQUIPMENT SEE EQUIPMENT SCHEDULES ON SCHEDULES ON PLANS M1.0 PLANS M1.0 1 understand t�t the P,,.r Heating Equipment Schedule Equip. ID Brand Name' Model No.1 Capacity2 Btu/h Total CFM OSA cfm or Econo? Input Btuh Output Btuh Efficiency's SEE EQUIPMENT SEE EQUIPMENT SCHEDULES ON SCHEDULES ON PLANS M1.0 PLANS M1.0 Fan Equipment Schedule Equip. ID Brand Name' Model No.1 CFM SP1 HP/BHP Flow Controls Location of Service SEE EQUIPMENT SCHEDULES ON PLANS M1.0 1If available. 2 As tested according to Table 14-1A through 14-1G. 3 If required. 4 COP, HSPF, Combustion Efficiency, or AFUE, as applicable. 5 Flow control types: variable air volume(VAV), constant volume (CV), or variable speed (VS). fi ':�i�i�ciS� r�i�!'i�z�;'F': Y%t�'.Y?ex...,:���^•�:t eaxt 2001 Washington State Nonresidential Energy Code Compliance Form Mechanical Summary (back) MECH-SUM System Description See Section 1421 for full description of Simple System qualifications. If Heating/Cooling or Cooling Only: Constant vol? E Split system? 4 Air cooled? a Packaged sys? <54,000 Btuh or 1900 cfm? Economizer included? a If Heating Only: ❑ <5000 cfm? <70% outside air? Decision Flowchart Use this flowchart to determine if project qualifies for Simple System Option. If not, either the Complex System or Systems Analysis Options must be used. System Type Heating Only Yes Yes► Heating/Cooling or Cooling Only Reference Section 1421 J Yes No—► Yes Yes -0. Reference Section 1423 Simple System N 0 Allowed Reference Section 1420_, Yes -0. Use Complex Systems Reference Section 14301 Complex Systems Refer to MECH-COMP Mechanical Complex Systems for assistance in determining which Complex Systems requirements are applicable to this project. ft. 41 C.sLbrvT.M-yriMY!}> .s .41. 2001 Washington State Nonresidential Energy Code Compliance Form Mechanical - Complex Systems Checklist MECH-COMP 2001 Washington State Nonresidential Energy Code Compliance Forms June 2002 -KJM Project Address DEPARTMENT OF HOMELAND SECURITY Date 4/29/2003 The following additional information is necessary to check a mechanical permit application for a complex mechanical system for compliance with the mechanical requirements in the Washington State Nonresidential Energy Code. Use the checklist as a reference for notes added to the mechanical drawings (see the MECH- CHK checklist for additional system requirements). This information must be on the plans since this is the official record of the permit. Having this information in separate specifications alone is NOT an acceptable alternative. For Building Department Use Applicability (yes, no, n.a.) Code Section Component Information Required Location on Plans Building Department Notes ADDITIONAL CHECKLIST ITEMS FOR COMPLEX SYSTEMS ONLY n.a. 1431.1 Field assem. sys. Provide calculations yes 1432.1 Setback & shut-off Indicate separate systems or show isolation devices on plans yes 1432.2.1 Air system reset Indicate automatic reset n.a. 1432.2.2 Hydr. system reset Indicate automatic reset yes 1433 Air Economizer Indicate economizer on equipment schedule or provide calculations to justify exemption N A 1433 Water Economizer Indicate water economizer and provide calculations if 1433 Exception 2 is utilized yes 1434 Separate air sys. Indicate separate systems on plans yes 1435 Simul. htg. & clg. Indicate that simultaneous heating and cooling is prohibited, unless use of exception is justified n, a. 1436 Heat recovery Indicate heat recovery on plans; complete and attach heat recovery calculations yes 1437 Elec. motor effic. MECH-MOT or Equip. Schedule with hp, rpm, efficiency yes 1438 Variable flow sys. Indicate variable flow on fan and pump schedules MA 1439.1 Kitchen Hoods Indicate uncooled and unheated make-up air f'1 1439.2 Fume Hoods Indicate VAV, unheated/uncooled or heat rec. makeup no is circtea for any questton, provide explanatton: Decision Flowchart Use this flowchart to determine how the requirements of the Complex Systems Option apply to the project. Refer to the indicated Code sections for more complete information on the requirements. Start Here Section 1411.1 Equipment Efficiency Shall Meet Tables 14-1A through 14-1G Air System \ Serving Multiple Zones Yes i vi 1411,1 Interrnittent Ignition Device & Power Venting or Damper, 0.75% Maximum Jacket Loss 1412.6 Modulating or Staged Combustion Controls Required Yes Field -Assembled Equipment? Section 1431.1 Calculations of Total On -Site Energy Input & Ouput Required 1' Yes Section 1432.2 Supply Air Reset Controls Required Yes I No Section 1432.2 Hot Water Supply Temperature Reset Required (continued on back) ' 2001 Washington State Nonresidential Energy Code Compliance Form Mechanical - Complex Systems (back) MECH-COMP 2001 Washington State Nonresidential Energy Code Compliance Forms Motor Incl. In Eqpmt. Coved by 114-1A-14-1 Yes • Section 1438 50% Effective Heat Recovery Required Yes otal Bldg Capacity >240,000 Btuh or %of Tot • V Section 1433 Yes Air -Side Economizer Required Yes Yes Total Clg Capacity w/ Water Econo 500 Tons/ {---Yes ystem or Zon w/ Simultaneous Htg. & Clg.? Application Involves Variable Flow? Yes—► Section 1435 Zone Controls Must Reduce Supply Air Quantity Before Reheating/Recooling ans or Pumps > 10 HP? No Section 1438 Variable Flow Devices Required otal Bldg. Fun Exhaust> 15,000 cfm? tchen Exhau Hood > 5,000 cfm? DONE Yes Yes—* Section 1439.1 No Heating or Cooling for at Least 50% of Make-up Air Section 1439.2 One Required: a. 50% VAV Exhaust & Make-up b. 75% Direct Makeup w/ Tempering Only c. Heat Recovery per 1438 d. Constant Volume w/ < 50fpm Face Velocity No -10. Section 1437 Motors Must Meet Efficiencies In Table 14-4 June 2002 - KJM 2001 Washin •ton State Nonresidential Energy Code Compliance Form Electric Motors MECH-MOT 2001 Washington State Nonresidential Energy Code Compliance Forms June 2002 - KJM Project Address DEPARTMENT OF HOMELAND SECURITY Date 4/29/2003 Complete the following for all design A & B squirrel -cage, T -frame induction permanently wired polyphase motors from 1 hp to 200 hp having synchronous speeds of 3600, 1800 or 1200 rpm (unless one of the exceptions below applies). For Building Department Use Motor No. or Location HP Type (open/closed) Description of Application or Use Synch. Speed Min.Nom. Full Toad Efficiency VAV Box Terminals See Sheets M1.0 <1 UNDER 1 HP EACH AC -1 (2) 30 closed SUPPLY FAN 1800 PER WSEC RF -1 30 closed RELIEF FAN 1800 PER WSEC AC -2 (2) 30 closed SUPPLY FAN 1800 PER WSEC RF -2 30 closed RELIEF FAN 1800 PER WSEC AC -3 3 closed SUPPLY FAN 1800 PER WSEC AC -3 3/4 RELIEF FAN 1800 PER WSEC SF -1,2 30 each ELEVATOR PRESSURIZATION FAN 1800 PER WSEC SF -3,4 10 each STAIR PRESSURIZATION FAN 1800 PER WSEC EF -1 thru 6 10 each GARAGE EXHAUST FANS 1800 PER WSEC EF -7 2 TOILET EXHAUST FANS 1800 PER WSEC EF -8 <1 TOILET EXHAUST FANS 1800 EF -9 thru 16 <1 ELECTRICAL ROOM VENTILATION FANS EF -17 <1 ELECTRICAL ROOM VENTILATION FANS EF -18 <1 TOILET EXHAUST FANS 1800 EF -19 7- 1/2 closed SALLY PORT EXHAUST 1800 PER WSEC EF -20 <1 closed ELEVATOR MACH. ROOM EXHAUST EF -21 <1 TOILET EXHAUST FANS Minimum Nominal Full -Load Efficienc Synchronous Speed (RPM) HP 1.0 1.5 2.0 3.0 5.0 7.5 10 15 20 25 30 40 50 60 75 100 125 150 200 Open Motors Closed Motors 3,600 1,800 1,200 3,600 1,800 1,200 Efficiency (%) Efficiency (%) - 82.5 80.0 75.5 82.5 80.0 82.5 84.0 84.0 82.5 84.0 85.5 84.0 84.0 85.5 84.0 84.0 86.5 84.0 86.5 86.5 85.5 87.5 87.5 85.5 87.5 87.5 87.5 87.5 87.5 87.5 88.5 88.5 88.5 89.5 89.5 88.5 89.5 90.2 89.5 89.5 89.5 89.5 91.0 90.2 90.2 91.0 90.2 90.2 91.0 91.0 90.2 91.0 90.2 91.0 91.7 91.7 91.0 92.4 91.7 91.0 92.4 92.4 91.0 92.4 91.7 91.7 93.0 93.0 91.7 93.0 93.0 92.4 93.0 93.0 92.4 93.0 93.0 93.0 93.6 93.6 93.0 93.6 93.6 93.0 94.1 93.6 93.0 94.1 93.6 93.0 94.1 94.1 93.6 94.5 94.1 93.6 94.5 94.1 94.5 94.5 94.1 93.6 95.0 94.5 94.5 95.0 95.0 94.5 95.0 94.5 95.0 95.0 95.0 Exceptions: 1. Motors in systems designed to use more than one speed of a multi -speed motor. 2. Motors already included in the efficiency requirements for HVAC equipment (Tables 14-1 or 14-2) . 3. Motors that are an integral part (i.e. not easily removed and replaced of specialized process equipment (Le. equipment which requires a special motor, such as an explosion - proof motor). 4. Motors integral to a listed piece of equipment for which no qualifying motor has been approved (i.e. if the only U.L. listing for the equipment is with a less -efficient motor and there is no energy-efficient motor option). For motors claiming an exception, list motor and note which exception applies. LLy;t!'Yty 2001 Washington State Nonresidential Energy Code Compliance Form Mechanical Permit Plans Checklist MECH-CHK 2001 Washington State Nonresidential Energy Code Compliance Forms June 2002 • KJM Project Address DEPARTMENT OF HOMELAND SECURITY Date 4/29/2003 The following information is necessary to check a mechanical permit application for compliance with the mechanical requirements in the Washington State Nonresidential Energy Code. Applicability (yes, no, n.a.) Code Section Component information Required Location on Plans Building Department Notes HVAC REQUIREMENTS (Sections 1401-1424) 1411 Equipment performance n.a. 1411.4 Pkg. elec, htg,& clg. List heat pumps on schedule yes 1411.1 Minimum efficiency Equipment schedule with type, capacity, efficiency NA 1411.1 Combustion htg. Indicate intermittent ignition, flue/draft damper & jacket loss 1412 HVAC controls yes 1412.1 Temperature zones Indicate locations on plans yes 1412.2 Deadband control Indicate 5 degree deadband minimum n.a. 1412.3 Humidity control Indicate humidistat yes 1412.4 Automatic setback Indicate thermostat with night setback and 7 diff. day types yes 1412.4.1 Dampers Indicate damper location and auto. controls & max. leakage yes 1412.4.2 Optimum Start Indicate optimum start controls n.a. 1412.5 Heat pump control Indicate microprocessor on thermostat schedule in. a. 1412.6 Combustion htg. Indicate modulating or staged control yes 1412.7 Balancing Indicate balancing features on plans yes 1422 Thermostat interlock Indicate thermostat interlock on plans yes 1423 Economizers Equipment schedule 1413 Air economizers yes 1413.1 Air Econo Operation Indicate 100% capability on schedule i• f A 1413.1 Wtr Econo Operation Indicate 100% capacity at 45 degF db & 40 deg F wb n.a. 1413.2 Water Econo Doc Indicate clg load & water econoe & clg tower performance yes 1413.3 Integrated operation Indicate capability for partial cooling A%A 1413.4 Humidification Indicate direct evap or fog atomization w/ air economizer 1414 Ducting systems yes 1414.1 Duct sealing Indicate sealing necessary yes 1414.2 Duct insulation Indicate R -value of insulation on duct n.a. 1415.1 Piping insulation Indicate R -value of insulation on piping 1416 Completion Requirements yes 1416.1&2 Drawings & Manuals Indicate requirement for record drawings and operation docs. yes 1416.3.2 Air Balancing Indicate air system balance requirements n.a. 1416.3.3 Hydronic Balancing Indicate hydronic system balance requirements yes 1416.4 Commissioning Indicate requirements for commissioning and prelim. Report yes 1424 Separate air sys. Indicate separate systems on plans yes Mechanical Summary Form Completed and attached. Equipment schedule with types, input/output, efficiency, cfm, hp, economizer • SERVICE WATER HEATING AND HEATED POOLS (Sections 1440-1454) 1440 Service water htg. yes 1441 Elec. water heater Indicate R-10 insulation under tank yes 1442 Shut-off controls Indicate automatic shut-off Y4.5.:7: 4 1443 Pipe Insulation Indicate R -value of insulation on piping NA 4 1452 Heat Pump COP Indicate minimum COP of 4.0 /VA 4 1452 Heater Efficiency Indicate pool heater efficiency n . a . 1453 Pool heater controls Indicate switch and 65 degree control n. a. 1454 Pool covers Indicate vapor retardant cover n.a. 1454 Pools 90+ degrees Indicate R-12 pool cover is circled for any question, provide explanation: 2001 Washington State Nonresidential Energy Code Compliance Form Mechanical Permit Plans Checklist 2001 Washington State Nonresidential Energy Code Compliance Forms MECH-CHK June 2002 - KJ Mechanical - General Requirements 1411.1 General: Equipment shall have a minimum performance at the specified rating conditions not less than the values shown in Table 14-1A through 14-1G. If a nationally recognized certification program exists for a product covered in Tables 14-1A through 14-1G, and it includes provisions for verification and challenge of equipment efficiency ratings, then the product shall be listed in the certification program. Gas-fired and oil -fired forced air furnaces with Input ratings > 225,000 Btu/h (65 kVV) shall also have an intermittent ignition or interrupted device (IID), and have either mechanical draft (including power venting) or a flue damper. A vent damper is an acceptable alternative to a flue damper for furnaces where combustion air Is drawn from the conditioned space. All fumaces with input ratings > 225,000 Btu/h (65 kW), including electric furnaces, that are not located within the conditioned space shall have jacket losses not exceeding 0.75% of the input rating. 1411.2 Rating Conditions: Cooling equipment shall be rated at ARI test conditions and procedures when available. Where no applicable procedures exist, data shall be fumished by the equipment manufacturer. 1411.3 Combination Space and Service Water Heating: For combination space and service water heaters with a principal function of providing space heat, the Combined Annual Efficiency (CAE) may be calculated by using ASHRAE Standard 124-1991. Storage water heaters used in combination space heat and water heat applications shall have either an Energy FActor (EF) or a CAE of not less than the following: 1411.4 Packaged Electric Heating and Cooling Equipment: Packaged electric equipment providing both heating and cooling with a total cooling capacity greater than 20,000 Btu/h shall be a heat pump. Exception: Unstaffed equipment shaelters or cabinets used solely for personal wireless service facilities. 1412 Controls 1412.1 Temperature Controls: Each system shall be provided with at least one temperature control device. Each zone shall be controlled by individual thermostatic controls responding to temperature within the zone. At a minimum, each floor of a building shall be considered as a separate zone. 1412.2 Deadband Controls: When used to control both comfort heating and cooling, zone thermostatic controls shall be capable of a deadband of at least 5 degrees F within which the supply of heating and cooling energy to the zone is shut off or reduced to a minimum. Exceptions: 1. Special occupancy, special usage, or code requirements where deadband controls are not appropriate. 2. Buildings complying with Section 1141.4, if in the proposed building energy analysis, heating and cooling thermostat setpoints are set to the same temperature between 70 degrees F and 75 degrees F inclusive, and assumed to be constant throughout the year. 3. Thermostats that require manual changeover between heating and cooling modes. 1412.3 Humidity Controls: if a system is equipped with a means for adding moisture. a humidlstat shall be provided. 1412.4 Setback and Shut -Off: HVAC systems shall be equipped with automatic controls capable of accomplishing a reduction of energy use through control setback or equipment shutdown during periods of non-use or altemate use of the spaces served by the system. The automatic controls shall have a minimum seven-day clock and be capable of being set for seven different day types per week. Exceptions: 1. Systems serving areas which require continuous operation at the same temperature setpoint. 2. Equipment with full load demands of 2 kW (6,826 Btu/h) or less may be controlled by readily accessible manual off -hour controls. 1412.4.1 Dampers: Outside air intakes, exhaust outlets and relief outlets serving conditioned spaces shall be equipped with dampers which close automatically when the system is off or upon power failure. Exceptions: 1. Systems serving areas which require continuous operation. 2. Combustion air intakes. 3. Gravity (nonmotorized) dampers are acceptable in buildings less than 3 stories in height. 4. Gravity (nonmotorized) dampers are acceptable in exhaust and relief outlets in the first story and levels below the first story of buildings three or more stories In height. 1412.4.2 Optimum Start Controls: Heating and cooling systems with design supply air capacities exceeding 10,000 cfm shall have optimum start controls. Optimum start controls shall be designed to automatically adjust the start time of an HVAC system each day to bring the space to desired occupied temperature levels immediately before scheduled occupancy. The control algorithm shall, as a minimum, be a function of the difference between space temperature and occupied setpolnt and the amount of time prior to scheduled occupancy. 1412.5 Heat Pump controls: Unitary air cooled heat pumps shall include microprocessor controls that minimize supplemental heat usage during start-up, set-up, and defrost conditions. These controls shall anticipate need for heat and use compression heating as the first stage of heat. Controls shall indicate when supplemental heating is being used through visual means (e.g., LED indicators). 1412.6 Combustion Heating Equipment Controls: Combustion heating equipment with a capacity over 225,000 Btu/h shall have modulating or staged combustion control. Exceptions: 1. Boilers. 2. Radiant Heaters. 1412.7 Balancing: Each air supply outlet or air or water terminal device shall have a means for balancing, including but not limited to, dampers, temperature and pressure test connections and balancing valves. 1413 Air Economizers 1413.1 Operation: Air economizers shall be of automatically modulating outside and return air dampers to provide 100 percent of the design supply air as outside air to reduce or eliminate the need for mechanical cooling. Water economizers shall be capable of providing the total concurrent cooling load served by the conneted terminal equipment lacking airside economizer, at outside air temperatures of 45°F dry-bulb/40°F wet -bulb and below. For this calculation, all factors including solar and Internal load shall be the same as those used for peak Toad calculations, except for the outside temperatures. Exception: Water economizers using air-cooled heat rejection equipment may use a 35°F dry-bulb outside air temperature for this calculation. This exception is limited to a maximum of 20 tons per building. 1413.2 Documentation: Water economizer plans submitted for approval shall Include the following information: 1. Maximum outside air conditions for which economizer is sized to provide full cooling. 2. Design cooling load to be provided by economizer at this outside air condition. 3. Heat rejection and terminal equipment performance data Including model number, flow rate. capacity, entering and leaving temperature in full economizer cooling mode. 1413.3 Integrated Operation: Air economizers shall be capable of providing partial cooling even when additional mechanical cooling is required to meet the remainder of the cooling load. Exceptions: 1. Individual, direct expansion units that have a rated capacity less than 65,000 Btu/h and use nonintegrated economizer controls that preclude simultaneous operation of the economizer and mechanical cooling. 2. Water-cooled water chillers. 1414 Ducting Systems 1414.1 Sealing: Duct work which is designed to operate at pressures above 1/2 Inch water column static pressure shall be sealed in accordance with Standard RS -18. Extent of sealing required Is as follows: 1. Static pressure: 1/2 inch to 2 inches; seal transverse joints. 2. Static pressure: 2 Inches to 3 inches; seal all transverse joints and longitudinal seams. 3. Static pressure: above 3 inches; seal all transverse joints, longitudinal seams and duct wall penetrations. Duct tape and other pressure sensitive tape shall not be used as the primary sealant where ducts are designed to operate at static pressures of 1 inch W.C. or greater. 1414.2 Insulation: Ducts and plenums that are constructed and function as part of the building envelope, by separating interior space from exterior space, shall meet all applicable requirements of Chapter 13. These requirements Include insulation installation, moisture control, air leakage, and building envelope insulation levels. Unheated equipment rooms with combustion air louvers must be Isolated from the conditioned space by insulating interior surfaces to a minimum of R-11 and any exterior envelope surfaces per Chapter 13. Outside air ducts serving individual supply air units with less than 2,800 cfm of total supply air capacity shall be insulated to a minimum of R-7 and are not considered building envelope. Other outside air duct runs are considered building envelope until they, 1. connect to the heating or cooling equipment, or 2. are isolated from the exterior with an automatic shut-off damper complying with Section 1412.4.1. Once outside air ducts meet the above listed requirements, any runs within conditioned space shall comply with Table 14-5 requirements. Other ducts and plenums shall be thermally insulated per Table 14-5. Exceptions: 1. Within the HVAC equipment. 2. Exhaust air ducts not subject to condensation. 3. Exposed ductwork within a zone that serves that zone. 1415 Piping Systems 1415.1 Insulation: Piping shall be thermally insulated in accordance with Table 14-6, Exception: Piping installed within unitary HVAC equipment. Water pipes outside the conditioned space shall be insulated in accordance with Washington State Plumbing Code (WAC 51-26) 1416 Completion Requirements (Refer to NREC Section 1416 and the Building Commissioning Guidelines, published by the Building Commissioning Association, for complete text and guidelines for building completion and commissioning requirements.) ;1'.:1«:•. SMt.1S;f't`R;L'r?i1%$itS�i;%%�?1'i 'fiak�e"ft�Y• EF CAE < 50 gal storage 0.58 0.71 50 to 70 gal storage 0.57 0.71 > 70 gal storage 0.55 0.70 1411.4 Packaged Electric Heating and Cooling Equipment: Packaged electric equipment providing both heating and cooling with a total cooling capacity greater than 20,000 Btu/h shall be a heat pump. Exception: Unstaffed equipment shaelters or cabinets used solely for personal wireless service facilities. 1412 Controls 1412.1 Temperature Controls: Each system shall be provided with at least one temperature control device. Each zone shall be controlled by individual thermostatic controls responding to temperature within the zone. At a minimum, each floor of a building shall be considered as a separate zone. 1412.2 Deadband Controls: When used to control both comfort heating and cooling, zone thermostatic controls shall be capable of a deadband of at least 5 degrees F within which the supply of heating and cooling energy to the zone is shut off or reduced to a minimum. Exceptions: 1. Special occupancy, special usage, or code requirements where deadband controls are not appropriate. 2. Buildings complying with Section 1141.4, if in the proposed building energy analysis, heating and cooling thermostat setpoints are set to the same temperature between 70 degrees F and 75 degrees F inclusive, and assumed to be constant throughout the year. 3. Thermostats that require manual changeover between heating and cooling modes. 1412.3 Humidity Controls: if a system is equipped with a means for adding moisture. a humidlstat shall be provided. 1412.4 Setback and Shut -Off: HVAC systems shall be equipped with automatic controls capable of accomplishing a reduction of energy use through control setback or equipment shutdown during periods of non-use or altemate use of the spaces served by the system. The automatic controls shall have a minimum seven-day clock and be capable of being set for seven different day types per week. Exceptions: 1. Systems serving areas which require continuous operation at the same temperature setpoint. 2. Equipment with full load demands of 2 kW (6,826 Btu/h) or less may be controlled by readily accessible manual off -hour controls. 1412.4.1 Dampers: Outside air intakes, exhaust outlets and relief outlets serving conditioned spaces shall be equipped with dampers which close automatically when the system is off or upon power failure. Exceptions: 1. Systems serving areas which require continuous operation. 2. Combustion air intakes. 3. Gravity (nonmotorized) dampers are acceptable in buildings less than 3 stories in height. 4. Gravity (nonmotorized) dampers are acceptable in exhaust and relief outlets in the first story and levels below the first story of buildings three or more stories In height. 1412.4.2 Optimum Start Controls: Heating and cooling systems with design supply air capacities exceeding 10,000 cfm shall have optimum start controls. Optimum start controls shall be designed to automatically adjust the start time of an HVAC system each day to bring the space to desired occupied temperature levels immediately before scheduled occupancy. The control algorithm shall, as a minimum, be a function of the difference between space temperature and occupied setpolnt and the amount of time prior to scheduled occupancy. 1412.5 Heat Pump controls: Unitary air cooled heat pumps shall include microprocessor controls that minimize supplemental heat usage during start-up, set-up, and defrost conditions. These controls shall anticipate need for heat and use compression heating as the first stage of heat. Controls shall indicate when supplemental heating is being used through visual means (e.g., LED indicators). 1412.6 Combustion Heating Equipment Controls: Combustion heating equipment with a capacity over 225,000 Btu/h shall have modulating or staged combustion control. Exceptions: 1. Boilers. 2. Radiant Heaters. 1412.7 Balancing: Each air supply outlet or air or water terminal device shall have a means for balancing, including but not limited to, dampers, temperature and pressure test connections and balancing valves. 1413 Air Economizers 1413.1 Operation: Air economizers shall be of automatically modulating outside and return air dampers to provide 100 percent of the design supply air as outside air to reduce or eliminate the need for mechanical cooling. Water economizers shall be capable of providing the total concurrent cooling load served by the conneted terminal equipment lacking airside economizer, at outside air temperatures of 45°F dry-bulb/40°F wet -bulb and below. For this calculation, all factors including solar and Internal load shall be the same as those used for peak Toad calculations, except for the outside temperatures. Exception: Water economizers using air-cooled heat rejection equipment may use a 35°F dry-bulb outside air temperature for this calculation. This exception is limited to a maximum of 20 tons per building. 1413.2 Documentation: Water economizer plans submitted for approval shall Include the following information: 1. Maximum outside air conditions for which economizer is sized to provide full cooling. 2. Design cooling load to be provided by economizer at this outside air condition. 3. Heat rejection and terminal equipment performance data Including model number, flow rate. capacity, entering and leaving temperature in full economizer cooling mode. 1413.3 Integrated Operation: Air economizers shall be capable of providing partial cooling even when additional mechanical cooling is required to meet the remainder of the cooling load. Exceptions: 1. Individual, direct expansion units that have a rated capacity less than 65,000 Btu/h and use nonintegrated economizer controls that preclude simultaneous operation of the economizer and mechanical cooling. 2. Water-cooled water chillers. 1414 Ducting Systems 1414.1 Sealing: Duct work which is designed to operate at pressures above 1/2 Inch water column static pressure shall be sealed in accordance with Standard RS -18. Extent of sealing required Is as follows: 1. Static pressure: 1/2 inch to 2 inches; seal transverse joints. 2. Static pressure: 2 Inches to 3 inches; seal all transverse joints and longitudinal seams. 3. Static pressure: above 3 inches; seal all transverse joints, longitudinal seams and duct wall penetrations. Duct tape and other pressure sensitive tape shall not be used as the primary sealant where ducts are designed to operate at static pressures of 1 inch W.C. or greater. 1414.2 Insulation: Ducts and plenums that are constructed and function as part of the building envelope, by separating interior space from exterior space, shall meet all applicable requirements of Chapter 13. These requirements Include insulation installation, moisture control, air leakage, and building envelope insulation levels. Unheated equipment rooms with combustion air louvers must be Isolated from the conditioned space by insulating interior surfaces to a minimum of R-11 and any exterior envelope surfaces per Chapter 13. Outside air ducts serving individual supply air units with less than 2,800 cfm of total supply air capacity shall be insulated to a minimum of R-7 and are not considered building envelope. Other outside air duct runs are considered building envelope until they, 1. connect to the heating or cooling equipment, or 2. are isolated from the exterior with an automatic shut-off damper complying with Section 1412.4.1. Once outside air ducts meet the above listed requirements, any runs within conditioned space shall comply with Table 14-5 requirements. Other ducts and plenums shall be thermally insulated per Table 14-5. Exceptions: 1. Within the HVAC equipment. 2. Exhaust air ducts not subject to condensation. 3. Exposed ductwork within a zone that serves that zone. 1415 Piping Systems 1415.1 Insulation: Piping shall be thermally insulated in accordance with Table 14-6, Exception: Piping installed within unitary HVAC equipment. Water pipes outside the conditioned space shall be insulated in accordance with Washington State Plumbing Code (WAC 51-26) 1416 Completion Requirements (Refer to NREC Section 1416 and the Building Commissioning Guidelines, published by the Building Commissioning Association, for complete text and guidelines for building completion and commissioning requirements.) ;1'.:1«:•. SMt.1S;f't`R;L'r?i1%$itS�i;%%�?1'i 'fiak�e"ft�Y• 2001 Washington State Nonresidential Energy Code Compliance Form Envelope Summary Climate Zone 1 ENV -SUM 2001 Washington State Nonresidential Energy Code Compliance Forms Revised June 2002 KJM Project Info Project Address DEPARTMENT OF HOMELAND SECURITY Date 4/29/2003 Total Glazing Area (rough opening) (vertical & overhd) 12500 TUKWILA INTERNATIONAL BLVD. For Building Department Use RECEIVED CITY OF T111{WI1. A i IJ k00U'i 3Applicant Pac,Mi i l.t14I t -R - _-. :- 4.9 r T 0 \ X 100 = 35.4% • • SEATTLE, WASHINGTON Applicant Name: MCKINSTRY COMPANY Address: 5005 3RD AVE, SOUTH SEATTLE, WA 98124 Applicant Phone: 206 762-3311 Project Description Q New Building ❑ Addition ❑ Alteration ❑ Change of Use Compliance Option ❑ Prescriptive Q Component Performance ❑ ENVSTD 2.1 ❑ Systems (4.0 not acceptable) Analysis (See Decision Flowchart (over) for qualifications) Space Heat Type 0 Electric resistance Q All other (see over for definitions) Glazing .Area Calculation Note: Below grade walls may be included in the Gross Exterior Wall Area if they are insulated to the level required for opaque walls. Total Glazing Area (rough opening) (vertical & overhd) Electronic version: these v u- are automatically taken from ENV -UA -1. FosrExter• divide• • t times 100 equals % Glazing 17 • : c,.i f 1,.1.,:c.-. - _-. :- 4.9 r T 0 \ X 100 = 35.4% • • Concrete/Masonry Opti • -- eck here if using this option and if project meets all requirements for the Concrete/Masonry t(,)p on.'. See Decision Flowchart (over) for qualifications.'. Enter requirements for each qualifying 0 1b*embly below. Envelope Requirements (enter values as applicable) Fully heated/cooled space Minimum Insulation R -values Roofs Over Attic All Other Roofs 21 . 0 Opaque Walls 11 . 0 Below Grade Walls Floors Over Unconditioned Space 19 .0 Slabs -on -Grade Radiant Floors Maximum U -factors Opaque Doors Vertical Glazing Overhead Glazing Maximum SHGC (or SC) Vertical/Overhead Glazing Semi -heated space 2 Minimum Insulation R -values Roofs Over Semi -Heated Spaces2 1. Assemblies with metal framing must comply with overall U -factors 2. Refer to Section 1310 for qualifications and requirements Notes: Opaque Concrete/Masonry Wall Requirements Insulation on interior - maximum U -factor is 0.19 Insulation on exterior or integral - maximum U -factor is 0.25 If project qualifies for Concrete/Masonry Option, list walls with HC z 9.0 Btu/ft2•°F below (other walls must meet Opaque Wall requirements). Use descriptions and values from Table 20-5b in the Code. Wall Description (including insulation R -value & position) U -factor 2001 Washington State Nonresidential Energy Code Compliance Form Envelope UA Calculations Climate Zonel ENV -UA 2001 Washington State Nonresidential Energy Code Compliance Forms Revised June 2002 KJM Project Address DEPARTMENT OF HOMELAND SECURITY Date 4/29/2003 Space Heat Type Q Electric resistance Q All other For Building Department Use Glazing Area as % gross exterior wall area 35. 4% Prop. 40 . 0% Max.Target Concrete/Masonry Option 0 Yes Q No Notes: If glazing area exceeds maximum allowed in Table, then calculate adjusted areas on back (over). If Concrete/Masonry Option is used, Target U -factors, SHGC and Glazing % will be different than shown below. Refer to Table 13-1 for correct values. I Building Component List components by assembly ID & page # Proposed UA U -factor x Area (A) = UA (U x A) U -factor Target UA x Area (A) = UA (U x A) Vertical Glazing U= Plan ID: U= Plan ID: U= Plan ID: U= Plan ID: U= Plan ID: U= Plan ID: U= Plan ID: 0.500 17572.0 8786.0 0.500 17572.0 8786.0 Glazing % Electric Resist. Other Heating 0-15% 0.40 0.90 >15-20% 0.40 0.75 >20-30% see note above 0.60 >30-40% see note above 0.50 (see Table 13-1 for Conc./Masonry values) IOverhead Glazing Over Attics U= Plan ID: U= Plan ID: U= Plan ID: U= Plan ID: Glazing % Electric Resist. Other Heating 0-15% 0.80 1.45 >15-20% 0.80 1.40 >20-30% see note above 1.30 >30-40% see note above 1.25 (see Table 13-1 for Conc./Masonry values) Oth.Roofs U= Plan ID: U= Plan ID: U= Plan ID: U= Plan ID: Opaque Doors U= Plan ID: U= Plan ID: U= Plan ID: 0.600 180.0 108.0 0.600 180.0 108.0 Electric Resist. 0.60 Other Heating 0.60 a _ o > c R= Plan ID: R= Plan ID: R= Plan ID: Electric Resist. 0.031 Other Heating 0.036 Other Roofs R= Plan ID: R= Plan ID: R= Plan ID: 0.050 36210.0 1810.5 0.050 36210.0 1810.5 Electric Resist. 0.034 Other Heating 0.050 Opaque Walls* R= Plan ID: R= Plan ID: R= Plan ID: R= Plan ID: R= Plan ID: R= Plan ID: R= Plan ID: **Note: sum of Target Areas here should equal 0.140 31906.0 4466.8 Target Opaque Wall Area (see back) 0.140 ** ** 31906.0 4466.8 Ordinary Conc(int) Conc(oth) Electric Resist. 0.062 0.19 0.25 Other Heating 0.14 0.19 0.25 o ° o 6 ? R= Plan ID: R= Plan ID: R= Plan ID: Note: if insulated to levels required for opaque walls, list above with opaque walls Electric Resist. 0.062 Other Heating - 0.14 a t O c R= Plan ID: R= Plan ID: R= Plan ID: R= Plan ID: 0.048 41578.0 1995.7 0.056 41576.0 2328.4 Electric Resist. 0.029 Other Heating 0.056 1. a� E.1 a m 0 0' a R= Plan ID: R= Plan ID: R= Plan ID: R= PIan ID: Electric Resist. Other Heating F=0.54 F=0.54 (see Table 13-1 for radiant floor values) *For CMU walls, indicate core insulation material. Totals For compliance: 127446.0 17167 .1 Totals 127446.0 17499. 7 4.4 4,44Ata44:4 r w,7;; •K.�xh,q,•ar�?;Ya;.R��:�:z 5 ;+::�,.i :ke�J'�t3i�'i�. '��1k;tt`a"�. 2001 Washington State Nonresidential Energy Code Compliance Form Climate Zone 1 ENV-SHGC 2001 Washington State Nonresidential Energy Code Compliance Forms Revised June 2002 KJM Glazing List components by assembly ID & page # Proposed SHGC SHGC" x Area (A) = SHGC x A Target SHGC SHGC x Area (A) = SHGC x A S RI 5 ID: ID: ID: • ID: ID: ID: 0.450 17572.0 7907.4 0.450 17572.0 7907.4 Glazing % Electric Resist. Other Heating 0-20% 1.00 1.00 >20-30% not allowed 0.65 >30-40% not allowed 0.45 (see Table 13-1 for Conc/Masonry values) *Note: Manufacturer's SC may be used in lieu of SHGC. Totals 17572.0 7907.4 Totals 17572.0 7907.4 For compliance: Proposed total SHGC x A shall not exceed Target total SHGC x A NOTE: Since 1997 SHGC compliance for vertical and overhead glazing is allowed to be calculated together. Target Area Adjustment Calculations If the total amount of glazing area as a % of gross exterior wall area (calculated on ENV-SUM1) exceeds the maximum allowed in Table 13-1, then this calculation must be submitted Use the resulting areas in the Target UA and SHGC calculations above. Glazing Area Opaque Area Gross Exterior Wall Area Proposed Areas: Numbered values are used in calculations below. Roofs over Attics Other Roofs Walls OG= OG= VG= 17572.0 36210.0 31906.0 49658.0 X Max Glazing Area (Table 13-1) 40.0% 100 Maximum Target Glazing Area 19863.2 Target OG Area in Roofs over Attics 19863.2 Roofs over Attics Other Roofs Walls 0 lesser 19863.2 Max OG Remaining 19863.2 Proposed Opaque Area 36210.0 Proposed Opaque Area 31906.0 -I- Target OG Area in Other Roofs 0 lesser 19863.2 Proposed OG Area y Target OG Areal/ Proposed VG Area 17572.0 Target VG Area 17572.0 Note: OG = overhead glazing VG = vertical glazing Target VG Area 17572.0 Target Opaque Area 36210.0 Target Opaque Area 31906.0 For Target OG's, the lesser values are used both here and below. Target Areas OK Note: If there is more than one type of wall, the Target VG Area may be distributed among them, and separate Target Opaque Areas found. If the Target Areas for Opaque Walls listed on the front must equal the total calculated here. Target values In shaded boxes are used In the applicable Target UA calculations on the front. Target VG Area and Total Target OG Area are also used In the applicable Target SHGC calculations above. bfilsuwV t8 arva, iG1eHKR4 a PAP✓!R'?F4 2001 Washington State Nonresidential Energy Code Compliance Form Lighting Summary LTG -SUM 2001 Washington Slate Nonresidential Energy Code Compliance Forms Revised June 2002 • KJM Project Info Project Address 12500 TUKWILA INTERNATIONAL BLVD Area in ft2 Allowed x Area Date 4/29/2003 OFFICE OFFICE BUILDING 135532.0 162638.4 LEVELS PI, P2, P3 For BuildingREpaMLeDt Use CITY OF rt IKWILA g p R 3 0 2003 PERMIT CENTER 0.80 SEATTLE, WA 98168 8939.2 Open Parking 6• DOWNLICHT 1-32W PL LAME Applicant Name: SABEY CORPORATION 384.0 OutdoorAreas e• DOWNLICHT 2-32W PL LAMPS Applicant Address: 12201 TUKWILA xNTL BLVD, SEATTLE, WA 98168 Applicant Phone: 206-281-8700 900.0 Bldg. (by perim) 100 MH DOWNLICHT Project Description 0 New Building ❑ Addition 0 Alteration 0 Plans Included Refer to WSEC Section 1513 for controls and commissioning requirements. Compliance Option O Prescriptive (i Lighting Power Allowance 0 Systems Analysis (See Qualification Checklist (over). Indicate Prescriptive & LPA spaces clearly on plans.) Alteration Exceptions (check appropriate box) • No changes are being made to the lighting ❑ Less than 60% of the fixtures are new, and installed lighting wattage is not being Increased Maximum Allowed Lighting Wattage (Interior) Location (floor/room no.) Occupancy Description Allowed Watts per ft2 " Area in ft2 Allowed x Area LEVELS 1-4 OFFICE 1.20 135532.0 162638.4 LEVELS PI, P2, P3 STORAGE/COMMON 0.80 11174.0 8939.2 Open Parking 6• DOWNLICHT 1-32W PL LAME 12 32.0 384.0 From Table 15-1 Proposed L In all ellcepgrrfonn LTG -LPA • ""Notes: ~ .. Total Allowed Watts 171577.6 . 1. Usimanufacturer's listed maximum input wattage. For hard -wired ballasts only, the _ r•1 t'• "` default table in the NREC Technical Reference Manual may also be used (,2,ii.•%t�' 2. Include exit lights unless less than 5 watts per fixture. 1. l g Wattage (Interior}ist all fixtures. For exempt lighting, not exception and leave Watts/Fixture blank. Location 1;-- (floor/room no.) ' Fixture Description Number of Fixtures Watts/ Fixture Watts Proposed Covered Parking (standard paint) 2X4 3 -LAMP PARABOLIC 1245 91.0 113295.0 Covered Parking (reflective paint) 1X4 2 -LAMP FLUORESCENT UTILITY FIXTURE 203 61.0 12383.0 Open Parking 6• DOWNLICHT 1-32W PL LAME 12 32.0 384.0 OutdoorAreas e• DOWNLICHT 2-32W PL LAMPS 158 64.0 10112.0 Bldg. (by facade) DECORATIVE PENDANT LOBBY FIXTURE 3 300.0 900.0 Bldg. (by perim) 100 MH DOWNLICHT 7.5 W/If 674.0 5055.0 Building Perimeter SECURITY FLUOR FIXTVRE 8 32.0 256.0 Total Proposed Watts may not exceed Total Allowed Watts for Interior Maximum Allowed Lighting Wattage (Exterior) Total Proposed Watts 137074,0 Location Description Allowed Watts per ft2 or per If Area in ft2 (or If for perimeter) Allowed Watts x ft2 (or x If) Covered Parking (standard paint) PARXING LEVELS P1, P2, P3 0.2 W/ft2 114507.0 22901.4 Covered Parking (reflective paint) 175 MH SURFACE HID FIXTURE 2 0.3 W/ft 215.0 28595.0 Open Parking EXTERIOR OFFICE BUILDING PARKING 0.2 W/ft2 82504.0 16500.8 OutdoorAreas OFFICE BUILDING OUTDOOR AREAS 0.2Wfft2 113387.0 22677.4 Bldg. (by facade) 100 NH MINI CUT-OFF WALL PACK 0.25 W/ft2 129.0 3096.0 Bldg. (by perim) 100 MH DOWNLICHT 7.5 W/If 674.0 5055.0 Note: for building exterior, choose either the facade area or the perimeter method, but not both) Total Allowed Watts 67134.6 Use mtgr listed maximum input wattage. For fixtures with hard- ireo oaliasts only, the default table in the NREC Technical Reference Manual may also be used. Proposed Lighting Wattage (Exterior) Location Fixture Description Number of Fixtures Watts/ Fixture Watts Proposed Covered Parking 1X4 SURFACE FLUORESCENT 30 61.0 1830.0 Covered Parking 175 MH SURFACE HID FIXTURE 133 215.0 28595.0 open Parking 400 MH POLE FIXTURE 24 465.0 11160.0 Outdoor Areae 175 MH 15 FT POLE FIXTURE 10 215.0 2150.0 Outdoor Areas 100 NH MINI CUT-OFF WALL PACK 24 129.0 3096.0 Building Perimeter 100 MH DOWNLICHT 17 129.0 2193.0 Building Perimeter SECURITY FLUOR FIXTVRE 8 32.0 256.0 Total Proposed Watts may not exceed Total Allowed Watts for Exterior Total Proposed Watts 49280.0 4111.11; 1141°I -P 2001 Washington State Nonresidential Energy Code Compliance Form Lighting Summary (back) LTG -SUM 2001 Washington State Nonresidential Energy Code Compliance Forms Revised June 2002 • IUM Prescriptive Spaces Occupancy: 0 Warehouses, storage areas or aircraft storage hangers QQ Other Qualification Checklist Note: If occupancy type is "Other" and fixture answer is checked. the number of fixtures in the space is not limited by Code. Clearly indicate these spaces on plans. If not qualified. do LPA Calculations. Lighting Fixtures: ❑ Check here if at least 95% of fixtures in the space meet all four criteria: 1. Fixtures are fluorescent, non -lensed, with only one or two lamps, and 2. Lamps are T-1, T-2, T-4, T-5, T-6, T-8 3. Lamps are 5-50 Watts, and 4. Ballasts are electronic ballasts 5. Exit lights < 5 wattslfixture 6. Screw-in compact fluorescent fixtures do not qualify TABLE 15-1 Unit Lighting Power Allowance (LPA Use' LPA2- (Wlsf) Use' LPA` (WIsf) Painting, welding, carpentry, machine shops 2.3 Police and fire stations° 1.5 Barber shops, beauty shops 2.0 Atria (atriums) 1.0 Hotel banquet/conference/exhibition hall''° 2.0 Assembly spaces', auditoriums, gymnasia', heaters 1.0 Laboratories 2.0 Group R-1 common areas 1.0 Aircraft repair hangars 1.5 Process plants 1.0 Cafeterias, fast food establishments' 1.5 Restaurants/bars 1.0 Factories, workshops, handlingbareas 1.5 Locker and/or shower facilities 0.8 Gas stations, auto repair shops 1.5 Warehouses', storage areas 0.5 Institutions 1.5 Aircraft storage hangars 0.4 Libraries5 1.5 Retail1', retail banking 1.5 Nursing homes and hotel/motel guest rooms 1.5 Parking garages See Section 1532 Wholesale stores (pallet rack shelving) 1.5 Mall concourses 1.4 Plans Submitted for Common Areas Only' Schools buildings (Group E occupancy only), school classrooms, day care centers 1.35 Main floor building lobbies' (except mall concourses) 1.2 Laundries 1.3 Common areas, corridors, toilet facilities and washrooms, elevator lobbies 0.8 Office buildings, office/administrative areas in facilities of other use types (including but not limited to schools3 hospitals, pitals, institutions, museums, banks, churches) 1.2 Footnotes for Table 15-1 1) In cases in which a general use and a specific use are listed, the specific use shall apply. In cases in which a use is not mentioned specifically, the Unit Power Allowance shall be determined by the building official. This determination shall be based upon the most comparable use specified in the table. See Section 1512 for exempt areas. 2) The watts per square foot may be increased, by two percent per foot of ceiling height above twenty feet, unless specifically directed otherwise by subsequent footnotes. 3) Watts per square foot of room may be increased by two percent per foot of ceiling height above twelve feet. 4) For all other spaces, such as seating and common areas, use the Unit Light Power Allowance for assembly. 5) Watts per square foot of room may be Increased by two percent per foot of ceiling height above nine feet, 6) Includes pump area under canopy. 7) In cases in which a lighting plan is submitted for only a portion of a floor, a Unit Lighting Power Allowance of 1.35 may be used for usable office floor area and 0.80 watts per square foot shall be used for the common areas, which may include elevator space, lobby area and rest rooms. Common areas, as herein defined do not include mail concourses. 8) For the fire engine room, the Unit Lighting Power Allowance is 1.0 watts per square foot. 9) For indoor sport tournament courts with adjacent spectator seating, the Unit Lighting Power Allowance for the court area is 2.6 watts per square foot. 10) Display window illumination Installed within 2 feet of the window, lighting for free-standing display where the lighting moves with the display, and building showcase illumination where the lighting is enclosed within the showcase are exempt An additional 1.5 w/ft' of merchandise display luminaires are exempt provided that they comply with all three of the following: a) located on ceiling -mounted track or directly on or recessed into the ceiling itself (not on the wall). b) adjustable in both the horizontal and vertical axes (vertical axis only is acceptable for fluorescent and other fixtures with two points of track attachment). c) fitted with tungsten halogen, fluorescent, or high intensity discharge lamps. This additional lighting power is allowed only if the lighting is actually installed. 11) Provided that a floor plan, indicating rack location and height, is submitted, the square footage for a warehouse may be defined, for computing the Interior Unit Lighting Power Allowance, as the floor area not covered by racks plus the vertical face area (access side only) of the racks. The height allowance defined in footnote 2 applies only to the floor area not covered by racks. _ype Mfg Catalog No. Description Lamp Watts 4/30/03 DHS SEATTLE DISTRICT OFFICE k LITHONIA 2PM2 G B 3 32 18LD 277 GEB 2X4 3 -LAMP PARABOLIC TROFFER (3) F032T8-835 175MH 91 210 3 GARDCO QUADRA GP1-175MH-277 GARAGE 175MH HID CEILING MOUNT i4 LITHONIA UN 2 32 277 ES WGCUN 2 LAMP STRIP 4FT WITH WIREGUARD (2) F032T8-835 (4) F032T8-835 TBD 61 122 300 i8 LITHONIA UN 2 32 277 ES WGCUN 4 LAMP STRIP 8FT WITH WIREGUARD DECORATIVE LOBBY LIGHT C4 __ _ C8 _ LITHONIA LITHONIA NAT F 2 3.2 203 LD 277 GEB RECESSED LOUVERED 4 FT FLUORESCENT (2) F032T8-835 61 TCNAT F 4 32 203LD 277 GEB RECESSED LOUVERED 8 FT FLUORESCENT (4) F032T8-835 32TRT 122 32 A LITHONIA AF 1/32TRT 6AR 277 BH24 6" COMPACT FLUOR DOWNLIGHT WITH T -BAR HANGERS A8 LITHONIA AF 2/32TRT 8AR 277 BH24 8" COMPACT FLUOR DOWNLIGHT WITH T -BAR HANGERS (2) 32TRT 64 A8W LITHONIA AFW 2/32TRT 8AR 277 BH24 8" COMPACT FLUOR WALLWASH WITH T -BAR HANGERS (2) 32TRT 32TRT 64 32 AW LITHONIA AFW 1/32TRT 6AR 277 BH24 6" COMPACT FLUOR WALLWASH WITH T -BAR HANGERS ' LITHONIA WC 2 32 Al2 277 GEB STAIRWELL 4FT WALL MT (2) F032T8-835 61 '1 '8 - LITHONIA LITHONIA LITHONIA WC 2 32 Al2 120 GEB ELEVATOR PIT 4FT WALL MT (2) F032T8-835 (4) F032T8--835 61 122 TCS 4 32 277 GEB TCS 4 32 120 GEB_ WC 2 32 Al2 277 GEB EL LGHZ 100M 7RW 277 KAD 400M R4 277 DAD12P DDB CEILING MOUNT LENSED FIXTURE 8FT CEILING MOUNT LENSED FIXTURE 8FT - ELEV '81 'E _ ;A - FAT (4)_FO32T8-835 122 LITHONIA _ _ LITHONIA LITHONIA STAIRWELL 4FT WALL MT W/ BATT BACKUP ARCH 100MH DWN LT W/ FRESNAL LENS WET LOCATION (2) F032T8-835 62 MH100/C/U/MED 129 400W MH WITH R4 DIST ON 20 FT POLE, 12 DEG TILT 400MH 465 LITHONIA LITHONIA LITHONIA KAD 400M R4 240 DDB 400W MH WITH R4 DIST ON 30 FT POLE 240V 400W MH WITH R3 DIST ON 20 FT POLE, 12 DEG TILT 400MH 465 ;G ;K KAD 400M R3 277 DAD12P DDB KAD 150S R3 277 SPD04 DDB 400MH 465 175W MH WITH R3 DIST ON 15 FT POLE 175MH 210 ;L LITHONIA 9350 D A 100M 120 SP JBA01 AS TVG WELL LIGHT FOR ILLUMINATION OF FLAGPOLE MH100 129 ;M LITHONIA WFL2 175M FT WFL2 100M RM WFL2 175M FT_- _ TWAC 100M 277 DMB LPI VR2V 32 TRT 277 LPI LQM-S-W-3-G-120/277 _ LHQM-S--W-3-G-120/277 ARCH WALL PACK, 5 DEG TILT 175MH 210 ;P Z)-- ;S_ V• :_ :1 - :2 LITHONIA— LITHONIA -- _- LITHONIA LITHONIA LITHONIA _ LITHONIA _ LITHONIA ARCH WALL PACK, UPLIGHT ARCH WALL PACK, UPLIGHT CUT-OFF MINI WALL PACK WALL MOUNT SECURITY LIGHT -UNIV EXIT W/O BATTERY UNIV EXIT W/ BATTERY AND EMERGENCY EGRESS LT MH100 129 MH175 100M INCL 32TRT INCL .. 210 129 _ . 32 LED LED, INC LQM-S-W-3-G-120/277-EL-N UNIV EXIT W/ BATTERY LED �i4!i.4vTi1 �:f?ittt ?�'Pj'+NA'1�+3 atXe�4k� z/. FEATURES • Choice of low iridescent diffuse or specular louver finishes. Also available with new AchromaTM non -iridescent louver finish. • Lensed versions also available featuring aluminum door frames and a variety of flat shielding. • Black reveal provides floating louver appearance, conceals op- tional air -supply slots. • Optional heat -removal dampers and air -pattern control blades allow airflow control. • Overlapping flange and modular ceiling trims factory installed with standard swing -gate hangers or field convertible with op- tional trim and hanger kits. • T -hinges die -formed for maximum strength. Latches spring- loaded, concealed in reveal. • Guaranteed for one year against mechanical defects in manufac- ture. SPECIFICATIONS BALLAST—Thermally-protected, resetting, Class P, HPF, non -PCB, UL listed, CSA certified ballast is standard. Energy-saving and electronic ballasts are sound rated A. Standard combinations are CBM approved and conform to UL 935. WIRING & ELECTRICAL— Fixture conforms to UL 1570 and is suit- able for damp locations. AWM, TFN orTHHN wire used through- out, rated for required temperatures. MATERIALS — Housing formed from cold -rolled steel. Louvers formed from premium -grade aluminum lighting sheet. No asbes- tos is used in this product. FINISH — Five -stage iron -phosphate pretreatment ensures supe- rior paint adhesion and rust resistance. Painted parts finished with high -gloss, baked white enamel. LISTING — UL listed and labeled. Listed and labeled to comply with Canadian and Mexican Standards (see Options). Specifications subjectto changewithout notice. A Catalog Number Notes Type PARAMAX® Parabolic Troffer PM2 2'x4' 2" Deep Louver 3 Lamps ENERGY Luminaire Efficacy Rating (LER) and Annual Energy Cost/1000 Lumens: 3 -lamp LER.FP (LD louver) = 65. Annual energy cost = $3.69 Based on 32W T8 lamp, 2850 -lumen Tamp and electronic ballast. Ballast factor = .88, input watts = 86. Calculated in accordance with NEMA standard LE -5. PHOTOMETRICS Calculated using the zonal cavity method in accordance with IESNA LM41 procedures. Floor reflectances are 20%. Lamp configurations shown aretypical. Full photometric data on these and other configurations available upon request. 2PM2 G B 3 32 16L Report LTL 5233 - Lumens per Tamp = 2900 S/MH (along) 1.2 (across) 1.6 Coefficient of Utilization Ceiling 8O% Wall 70% 50% 30% 70% 50% 0% 70% 50% 30% 50% 30% 10% 0% 0 89 1 83 2 77 3 72 4 66 5 61 6 56 7 51 8 47 9 43 10 40 89 80 72 65 59 52 47 42 38 34 30 89 78 68 60 53 46 41 36 32 28 25 87 81 75 70 64 59 55 50 46 42 39 87 79 71 64 58 51 46 42 37 33 30 87 76 67 60 52 46 41 36 31 27 24 Zonal Lumens Summary Zone Lumens %Lamp %Fixture 0-30 2007 23.1 31.0 0.40 3456 39.7 53.4 0-60 5963 68.5 92.1 0-90 6474 74.4 100.0 90-180 0 0 0 0-180 6474 74.4 100.0 83 76 69 62 56 50 45 40 36 32 29 83 74 66 58 51 45 40 35 31 27 24 83 72 63 55 48 41 36 31 27 23 21 74 66 59 52 45 39 34 30 26 22 19 IA L/THON/A L/GHT/NG COMMERCIAL FLUORESCENT LIGHTING ;11r4�wr�y..n PM2 2x4 3LP PM2 2'x4' 2" Louver Family, Paramax, 3 Lamps MOUNTING DATA Continuous row mounting of flanged units requiresCRE and CRM trim options (see Options). Appropriate Trim Type Ceiling Type Exposed grid tee Concealed grid tee Concealed Z -spline Metal pan (consult factory) Screw slot (consult factory) Acoustical tile, plaster, or plasterboard on rigid support parallel to lamps G G, ST F, MT MT ST F Lay -in Grid (exposed or concealed grid) G MT Modular Fit -In Trim with swing -gate hangers F1 Overlapping Flanged Trim with swing -gate hangers ST Screw or bolt slot grid NOTE: 1 Recommended rough -in dimensions for Ftrimfixtures 24"x48'(Tolerance is+1/4',- 0"). Swing -gate ranger to 4-3/16', span 23-1/2'to 26-5/16'. DIMENSIONS Inches (millimeters). Subjectto change without notice. 4-15/16 7.1/8 mil —" 24 (609) ORDERING INFORMATION 2PM2 3 3Z I a LD 2T4 Series 2PM2 Paramax 2" deep cell parabolic, 2' wide Trim type G Grid F Overlapping flanged MT Modular fit -in ST Screw slot Air function A H D B Air supply/ return (slots in side trim) Heat removal (through lamp cavity, dampers available) Combination A&H Static (no air function, matching appearance) Number of (amps 3 Notincluded. Number of cells' 18,24,32,55 Lamp type 32 32W TB (48") 40 40W T12 (48") NOTES: 1 Where applicable,thonumber ofrows isdivisible by number of lamps unless specified otherwise. 2 MVOLT available with GEB10IS only. 3 Three-lightmodelsonly. Louver finish LD Low iridescent anodized diffuse silver LS Low iridescent anodized specular silver C Diffuse gold anodized (champagne) G Specular gold anodized ND Achromat"' non -iridescent diffuse silver Voltage 120, 277, 347, MVOLT, Others available. Example: 2PM2 G B 3 32 MID 120 GEB 65113 Options 1/3 One 3 -lamp ballast GEB Electronic ballast, <20% THD GEB10IS Electronic ballast, <10% THD, Instant Start GEBIORS Electronic ballast, <10% THD, Rapid Start EL Emergency battery pack (nominal 300 lumens; see Life Safety Section) GLR Internal fast -blow fuse GMF Internal slow -blow fuse LST Tandem fixture pairs (shared ballasts) PWS1836 6' prewire, 3/8' dia., 18 -gauge, 3 wires LP_ Lamped, specify lamp type and color HRD Heat -removal dampers APB Air -pattern control blades (A & D models only) ACS Air closure strips (A & D models only) CRE Flanged trim for continuous row mounting (end) CRM Flanged trim for continuous row mounting (middle) PAF Painted after fabrication (white enamel) 2R Two full -depth channel cover reflectors' 2C Two' V' shaped channel covers' CSA Listed and labeled to comply with Canadian Standards NOM Listed and labeled to comply with Mexican Standards JP12 Palletized and stretch -wrapped (12 per); G and MT trim only PM2 2x4 3LP © 1995 Lithonia Lighting, Rev. 7/00 PM22x43L.p65 L/THON/A L/GHT/NG "mo' COMMERCIAL FLUORESCENT LIGHTING P.O. BOX A, CONYERS. GEORGIA 30012, TELEPHONE 770.522.9000. FAX 770-860-3106 www lithonla.com • IN CANADA: 1100 50TH AVE.. LACHINE. QUEBEC H8T 2V3 GARAGE LIGHTING E11{(I I;Ilil`: Iu� l4fi`f'I;�'`C GPI LUMINAIRE - TYPE 1R GENERAL DESCRIPTION: The Gardco GP1 is a cutoff luminaire designed specifically for parking garage lighting. The Type 1R rectangular lighting distribution was developed to precisely conform to the geometry of parking structures. In addition, the precision diecast aluminum canopy, the corrosion resistant acrylic housing, and the moisture, insect, and pollutant excluding silicone gasketing all assure long fixture life. ORDER I N G PREFIX WATTAGE GP1 GP1 175MH VOLTAGE OPTIONS 70HPS 100HPS 150HPS 70MH 100MH 150MH 175MH 175PSMH' 200MH' MH Metal Halide PSMH Pulse Start Metal Halide HPS High Pressure Sodium 120 120 208 240 277 347 1. ANSI #M136 2. The GP1 is available in Industrial Grey only. 3. M137orM152 TYPE PREFIX POLY QS Quartz Standby, DC Bayonet Socket. Automatically activates an internal quartz lamp (100w.maximum) following a momentary power interruption. The quartz lamp remains on until the HID lamp restrikes. QST Quartz Standby, Timed Bayonet Socket. Automatically activates an internal quartz lamp (100w maximum) following a cold start or a momentary power interruption. The quartz lamp remains on until after the main HID lamp reaches an acceptable intensity level. Q924 Quartz Emergency Socket only (100wmaximum) POLY Polycarbonate Downlight Lens TP Spanner Head Tamper Resistant Screws F Fusing DR Supplementary Downlight Reflector (Provides additional area illumination and masks uptight) BX Bird Excluding Shroud (for pendant mounted units) JB Balanced j -box with offset knock -out (for non -rigid sway pendant mount) LFI Lamp factory installed IRS Instant Restrike (HPS only. Contact factory) TM Trunnion Mount KWR Kilowatt reduction option (Contact factory) WATTAGE VOLTAGE OPTIONS 11.5 M N DIME N S 1 O N S 11.5" Overall to top of Mounting Plate Gardco Lighting reserves the right to change materials or modify the design of its product without notification as part of the company's continuing product improvement program. m Copyright Gardco Lighting 2001. All Rights Reserved. International Copyright Secured. 2661 Alvarado Street San Leandro, CA 94577 8001227-0758 510/357-6900 in California Fax: 510/357-3068 sitelighting.com op GARDCO Genlyte Thomas Group LLC LIGHTING 7911572/1002 MS?(. R'A!!'. ;4`^n.m:-f" r.w;++.+c..tuta-. A�fu��rro''�''4��e11,.r:ra.�l+..n,:.Y«••.mor,.yaws•-s",,y3.stt*v�::,pf'k±r�et5t?P9?4'.�i!i'�. GARAGE LIGHTING GP1 LUMINAIRE - TYPE 1R SPECIFICATIONS GENERAL: The Gardco GP1 is a cutoff garage luminaire utilizing medium base HID lamps to 200W. Each luminaire features a diecast electrical canopy, an acrylic housing with an uplight window, a metalized faceted downiight reflector system, a hydroformed uplight reflector, and an acrylic lens. Units are totally sealed and suitable for damp and wet locations. QUICK MOUNT PLATE: A dieformed 14 ga. galvanized steel plate is supplied for mounting to a recessed, surface, or rigid pendant hung 4" j -box (standard j -box and rigid pendant by others). An integral hanger tab on the plate supports the luminaire during wiring. UPPER ELECTRICAL CANOPY: The diecast aluminum canopy houses the ballast and wiring splices. After wiring, the canopy swings up and snaps securely to the Quick Mount Plate without tools. MOUNTING HOUSING: The housing consists of a one piece acrylic housing with prismatic uplight window and opaque lower side section. The housing is fully gasketed to the upper canopy. DOWNLIGHT REFLECTOR: Semi - specular metalized aluminum facets are precisely positioned to provide highly efficient Type 1R (rectangular) lighting distributions and sharp cut-off of source brightness at normal viewing angles. UPLIGHT REFLECTOR: The hydroformed and anodized aluminum reflector is designed to generate illumination on the ceiling and vertical surfaces. DOWNLIGHT LENS: An injection molded UV resistant acrylic lens is retained with captive fasteners. The lens hinges down for relamping. Memory retentive silicone gasketing seals the lens to the housing. OPTIONS ELECTRICAL: Each high power factor ballast is the separate component type, capable of providing reliable lamp starting down to -20° F. Component -to -component wiring within the luminaire will carry no more than 80% of rated current and is listed by UL for use at 600 VAC at 150°C or higher. Plug disconnects are listed by UL for use at 600 VAC, 15A or higher. FINISH: The upper canopy is finished with polyester powdercoat. The opaque housing section is finished with acrylic lacquer. Architectural grey finish is standard. LABELS: All fixtures bear UL or CUL (where applicable) Wet Location labels. I000I Flush or surface mounting is easily accomplished with a galvanized steel quick mount plate (standard j -box by others). For rigid pendant mounting to conduit (by others), the Gardco Quick Mount plate is directly attached to a standard 4"j -box, as in surface ceiling mounted applications. An off -set, sell -leveling j -box balances the luminaire in those cases where the pendant mount is free swinging. (Swivel ceiling canopy and pendant by others.) For this option specify JB when ordering. Gardco Lighting reserves the right to change materials or modify the design of Its product without notification as part of the company's continuing product improvement program. ® Copyright Gardco Lighting 2001. All Rights Reserved. International Copyright Secured. The DR (Downlight Only Reflector) option provides an additional spun aluminum lower reflector which will significantly increase pavement illumination end mask any undesired uptight. Practical options include a bird excluding shroud which prevents nesting and perching, reducing dirt and maintenance. A 12" minimum pendant length required. 2661 Alvarado Street San Leandro, CA 94577 800/227.0758 510/357-6900 in California Fax: 510/357-3088 sitelighting,com Genlyte Thomas Group LLC ot GARDCO IIGH11NG 79115-72)1002 FEATURES • Premium gauge channel features gripper -back design for strength and rigidity. • Available in tandem -wired lengths. • Choice of width -1-lamp and 2 -lamp fixtures are 5" wide standard, 3 -lamp and 4 -lamp fixtures are 9" wide standard. • Sturdy channel cover secured by quarter -turn latch for easy access to wireway. • High -gloss, baked white enamel finish. • Screw -on endplates. • Accepts plug-in options for 1, 2 or 3 primary cir- cuits. • For unit or row installations, surface or suspended mounting. Channel connectors furnished standard. • Guaranteed for one year against mechanical de- fects in manufacture. SPECIFICATIONS BALLAST -Thermally protected, resetting, Class P, HPF, non -PCB, UL listed, CSA -certified ballast is standard. Rapid start ballasts are sound rated A. Standard combinations are CBM approved and conform to UL935. WIRING & ELECTRICAL - Fixture conforms to UL 1570 and is suitable for damp locations. AWM, TFN or THHN wire used throughout, rated for required temperatures. MATERIALS - Housing formed from cold -rolled steel. No asbestos is used in this product. FINISH - Five -stage iron -phosphate pretreatment ensures superior paint adhesion and rust resis- tance. Painted parts finished with high -gloss, baked white enamel. LISTING - UL listed and labeled. CSA certified (see options). NOM labeled (see options). Specifications subject to change without notice. -N4 , r4- s Catalog Number Type Heavy -Duty Strip UN Rapid Start 2', 3' or 4' length 1, 2, 3 or 4 lamps ENERGY • Luminaire Efficiency Rating (LER) Two Lamp minimum LER.FS = 57. Based on 34W T12, 2650 lumen lamp and energy-saving magnetic ballast with ballast factor = .87 and input watts = 71. Calculated in accordance with NEMA standard LE -5. See LER sheet for details. PHOTOMETRICS Calculated using the zonal cavity method in accordance with IESNA LM41 procedure. Floor reflectances are 20%. Lamp configurations shown are typical. Full photometric data on these and other configurations available upon request. UN240 Report ITL 21460 S/MH 1.6 Coefficient of Utilization Ceiling 80% Wall 70% 50% UN232 Report L 5739 S/MH 1.6 Coefficient of Utilization 70% 50% Ceiling 80% 30% 70% 50% 30% 50% 30% 10% Wall 70% 50% 30% 70% 1 91 86 82 2 82 74 67 3 74 64 57 4 68 56 48 5 61 49 41 10 41 28 21 87 82 79 76 73 70 1 98 92 87 93 78 71 65 65 60 56 2 88 79 71 83 71 62 55 57 51 46 3 79 68 60 75 64 54 47 50 44 39 4 72 60 51 68 58 47 40 44 37 32 5 65 51 43 62 39 27 21 25 19 15 10 43 30 22 41 Zonal Lumens Summary Zone Lumens %lamp %Fixture 0-30 919 14.4 16.2 0-40 1568 24.5 27.7 0.60 3068 47.9 54.2 0-90 4661 72.8 82.4 90.180 999 15.6 17.6 0-180 5659 88.4 100.00 UN 332 Report L 5617 S/MH 1.5 Coefficient of Utilization 70% 50% Ceiling 80% 70% 50% 50% 30% 50% 30% IQ% Wall 70% 50% 30% 70% 50% 30% . 50% 30% 10% 88 84 81 77 74 1 97 92 87 93 89 84 82 79 76 75 69 69 64 59 2 87 78 71 83 76 69 70 65 60 66 58 60 54 48 3 79 68 60 76 66 58 61 55 50 57 49 53 46 40 4 72 60 51 69 58 50 54 47 42 50 42 46 39 33 5 65 52 43 62 50 42 47 40 34 29 22 27 20 16 10 43 30 22 41 29 22 27 21 16 Zonal Lumens Summary Zone Lumens %Lamp %Fixture 0-30 848 14.6 0-40 1444 24.9 0-60 2855 49.2 0-90 4505 77.7 90.180 1034 17.8 0-180 5540 95.5 Zonal Lumens Summary Zone Lumens %Lamp %Fixture 15.3 0-30 1381 15.9 17.0 26.1 0-40 2347 27.0 28.9 51.5 0-60 4614 53.0 56.7 81.3 0-90 7104 81.7 87.3 18.7 90-180 1032 11.9 12.7 100.00 0-180 8136 93.5 100.0 frA L/THON/A LIGHT/NG ""w" COMMERCIAL & INDUSTRIAL FLUORESCENT LIGHTING UN RS UN 'Rapid Start MOUNTING DATA For unit or row Installation, surface or suspended mounting. Use hanger appropriate for fixture width. Unit installation — Minimum of two hangers required. Row installation — One hanger per channel plus one per row required. Hooker® (HRUN) and HC Hangers — Minimum two per channel (unit and row), for narrow body only. See ACCESSORIES below for hanging devices. A= 1/4" x 1/2" hole C. 7/8" dia. K.O. D=11/16" dia. K.O. E- 2" dia. K.O. F= 7/16" dia. K.O. HRUN1 DIMENSIONS Inches (centimeters). Subject to change without notice. =b- pc `?T F 3.3/4 (9.53) 3 Ir (7.62) . — 5 —. (12.7) 5 (63.5) - A D D -y, E -0-0 0 CO t 1.5/8 -" (4.13) 3 6 (7.62) ( 5.24) ~ 10 (25.4) —' 48 (121.9) 3-1/4 (8.26) —.- 4-1/4 -'•4.1/4 (10.8) ! 1-1/4 } (3.18) 5 (12.7) - A DA C Dc' D cE A D0- c Oa -4- 1-1/4 3 (7.62) 6 (15.24) 1-5/8 (4.13) 4-1/4 (10.8) 48 (121.9) 96 (234.8) 3-1/4 (8.26) + (3.18) 4-1/4 (10.8) ORDERING INFORMATION EI3 vt,16Gv UN 2 37 GE -B i1��GuN Series UN Standard width 2UN 1 or 2 lamps in 9" -wide body For tandem double -length unit, add prefix T. Example: TUN Number of (amps 1,2,3,4 Nol included Lamp type 17 17W T8124") 20PH 20W PH T12 (24")' 20 20W TS T12 HPF (24") 25 25W T8 (36") 30PH 30W PH T12 (36"1" 30 30W RS HPF T12 (36") 32 32W T8148') 40 40W T12 (48") • PH ballasts available in 120V only. Note: 1 Order two for 8' fixture. 120, 277, 347 Others available Options ES CW GEB GEB10 EL LPF GLR GMF CS1 CS7 CS3 PLF_ TILW CSA NOM SW HC36 Energy-saving ballasts (30W or 40W only). Cold -weather ballasts, 0°F starting. Electronic ballasts, S20% THD. Electronic ballasts, S10% THD. Emergency battery pack (nominal 300 lumens). See Life Safety Section. Low-power factor ballasts (20W & 30W only). Internal fast -blow fuse (add X for external). Internal slow -blow fuse (add X for external). 6' cordset, NEMA 5-15P SJT, U -ground plug, 120V. 6' cordset, NEMA 5-15P SJT, U -ground plug, 277V. 6' cordset, NEMA L5 -15P SJT, twist -lock plug, 120V. Plug-in wiring. Specify 1, 2 or 3 branch circuits and hot wires (A=Black, B=Red, C=Blue, AB or AC). Tandem inline wiring. CSA -labeled for US shipment to Canada. NOM -labeled for shipment to Mexico. Palletized and stretch -wrapped. Chain -hanger set packed in channel (36" length for 5" bodies only). Example: UN 4 40120 ES GLR Accessories Order as separate catalog numbers. SQ_ Swivel -stem hanger (specify length in 2" increments). 1B Ceiling spacer (adjusts from 1-1/ 2" to 2-1/2" from ceiling). OSH24 Double -stern hanger for 4' fixtures, 24" stems. 5" HOUSINGS ONLY UNCEP Optional deep endplates. HC36 Chain hangers (1 pair, 36" long). THUN Tong hanger for 5" UN channel. HRUN Hooker® T -bar hanger for 5' channel (flush to ceiling). HRUN1 Hooker® T -bar hanger for 5" channel (1-1/2" from ceiling). EJR 48WH Symmetric reflector, 4' white (12" aperture). UNASR 48WH Asymmetric reflector, 4' white (8.1/2' aperture). WGCUN Wireguard, 4' white' WGEJ Wireguard for EJ reflector, 4' white.' WGUNASR Wireguard for UNASR reflector, 4' white.' 9" HOUSINGS ONLY TH2UN Tong hanger for 9' channel. 2UNASR 48WH Asymmetric reflector, 4' white.' WG2UN Wireguard, 4' white.' UN RS C 1996 Lithonia Lighting 5/96 UNRS.pm5 LITHO/VIA L/01-1T/NG ..""" COMMERCIAL & INDUSTRIAL FLUORESCENT LIGHTING P.O. SOX A, CONYERS, GEORGIA 30207-0067, TELEPHONE 770 922.9000, FAX 770 860-3106 IN CANADA: 1100 50TH AVE., LACHINE, QUEBEC HST 2V3, A UNIT OF N.S.I. HOLDINGS, INC. .r... 1,.„,>s.«,.C,r,r•..it.�n+Y.?nQ,+i.'21`'LV#kttt'3R5. FEATURES • Narrow 12" wide housing adds architectural de- tailing to ceiling plane. • NAT models available as complete units in 2', 3' and 4' lengths. Companion CNAT and TCNAT mod- els feature continuous shielding in rows. • Wide selection of lay -in, lift -and -shift shielding, in- cluding anodized aluminum parabolic louvers in 2" or 11/2" depth. • Flat shielding may be lay -in without door frame or lay -in with aluminum door frame. Regressed or flush appearance available. • Static, no reveal. • Compatible with most ceiling types. • Guaranteed for one year against mechanical de- fects in manufacture. SPECIFICATIONS BALLAST - Thermally protected, resetting, Class P, HPF, non -PCB, UL listed, CSA certified, standard. Energy-saving and electronic ballasts are sound - rated A. Standard combinations are CBM ap- proved and conform to UL 935. WIRING & ELECTRICAL - Fixture conforms to UL 1570 and is suitable for damp locations. AWM, TFN or THHN wire used throughout, rated for required temperatures. MATERIALS - Housing formed from cold -rolled steel. Louvers formed from anodized aluminum. No asbestos is used in this product. FINISH - Five -stage iron -phosphate pretreatment ensures superior paint adhesion and rust resis- tance. Painted parts finished with high -gloss, baked white enamel. LISTING - UL listed and labeled. Listed and labeled to comply with Canadian and Mexican standards (see options). Specifications subject to change without notice. Catalog Number Type Narrow Aperture Troffer NAT 12" wide 2', 3' or 4' length 1 or 2 lamps PHOTOMETRICS Calculated using the zonal cavity method in accordance with IESNA LM41 procedure. Floor reflectances are 20%. Lamp configurations shown are typical. Full photometric data on these and other configurations available upon request. NATICNAT 2 40 203LD Report LTL 5209 S/MH (along) 1.2 (across) 1.5 Coefficientof Utilization Ceiling 80% 70% Wall 70% 50% 30% 70% 50% 30% 50% 50% 30% 10% 1 66 64 62 2 62 58 55 3 57 52 48 4 53 47 42 5 48 42 37 10 32 24 19 65 63 61 60 57 54 56 51 47 51 46 42 47 41 36 31 24 19 Zonal Lumens Summary Zone Lumens %Lamp %Fixture 0.30 1154 0.40 1933 0.60 3462 0.90 3747 90.180 0 0-180 3747 18.3 30.7 55.0 59,5 0,0 59.5 30,8 51.6 92.4 100.0 0.0 100.0 NATICNAT 2 32 203LD Report LTL 5203 S/MH (along) 1.2 (across) 1.5 Coefficient of Utilization Ceiling 80% 70% Wall 70% 50% 30% 70% 50% 30% 50% 50% 30% 10% 60 59 58 1 71 69 66 69 67 65 64 55 52 50 2 66 62 58 64 61 57 58 49 46 44 3 61 55 51 60 54 51 53 44 41 38 4 56 50 45 55 49 44 47 40 36 33 5 52 44 39 50 44 39 42 23 19 16 10 34 26 21 33 25 20 25 Zonal Lumens Summary Zone Lumens %Lamp %Fixture 0.30 1125 0.40 1885 0.60 3405 0.90 3692 90-180 0 0.180 3692 19.4 32.5 58.7 63.7 0.0 63.7 30.5 51.1 92.2 100.0 0.0 100.0 63 62 56 53 49 47 43 40 38 35 20 17 rA L/THON/A L/GHT/NG ""'' COMMERCIAL & INDUSTRIAL FLUORESCENT LIGHTING K4 NAT NAT 12t1 wide MOUNTING DATA Ceiling Type Exposed grid tee, concealed grid tee or screw slot Concealed Z -spline Appropriate Trim Type G, GF', GF1 F Acoustical tile, plaster or plasterboard on rigid support parallel to lamps P With yoke hanger and lift and shift lens ' GF trim requires LAIC clips (provided standard). Ceiling grid supports fixture end. Flange trim supports ceiling tile along length of fixture. 'Recommended rough•in dimension for F trim fixtures: Nominal fixture length by 12.1/8" (Tolerance Is +114", •0"), DIMENSIONS Inches (centimeters) Subject to change without notice. 43/�e i�-- (10,64)--•( 3 '% (7.94) LATC INSTALLATION G TRIM 1 1134 (29.85) • • • • • • • • ORDERING INFORMATION -r P 2 - Series NAT 12' wide, unit shielding. Mounting G Lay -in grid F Flanged GF Grid ends, flanged sides support ceiling tile. GF1 Grid trim ends and one grid side, one flange side to support ceiling tile. Number of Lamps 1, 2 Not included, Z. Lamp Type 17 17W T8 (241 20 20W T12 TS (24') 25 25W T8 (36') 30 30W T12 (36') 32 32W T8 (48') 40 40W T12 (48") Example: NAT F 132 203LD 120 GEB o3LD 6 5-8 Row Information for Flanged Mounting Only (Add suffix to catalog number) CRE Trim for continuous row end. Used when continuous appearance of shielding is desired. Two required per row. CRM Trim for continuous row middle. Used when continuous appearance of shielding is desired. Quantity per row is number of fixtures in row less two CRE. Number of Louver Cells Lamp T 3' Length Spacing Spacing 24' 12 8 36' 18 12 48' 24 16 Louver Depth 15 1,5' louver 20 2' louver Louver Blade Spacing 2 2' center -to -center (1.5' louver depth only) 3 3' center -to -center H Louver Finish LD Low iridescent semi -specular silver LS Low iridescent specular silver G Specular gold C Champagne gold W White enamel Voltage 120, 277, 347 Others available. Options ES Energy-saving ballasts (2-30W, 1-40W and 2-40W only) GEB Electronic ballasts, 520% THD GEB10 Electronic ballasts, 5.10% THD EL Emergency battery pack (nominal 500 lumens) EL11 Emergency battery pack (nominal 1100 lumens) GLR Internal fast -blow fuse (add X for external) GMF Internal slow -blow fuse (add X for external) RIF1 Radio interference filter, 1 per fixture RIF2 Radio interference filter, 1 per ballast CSA Listed and labeled to comply with Canadian standards. NOM Listed and labeled to comply with Mexican standards. Door Type Door frame optional. Diffusers may be framed or unframed. (Blank) No frame, lay -in shielding FW Flush white aluminum FN Flush natural aluminum FM Flush black aluminum RW Regressed white aluminum RN Regressed natural aluminum RM Regressed black aluminum Diffuser Type Al2 #12 pattern acrylic A19 #19 pattern acrylic, .156' thick PC1S Plastic cube louver, 4Y' x x Ye, silver NAT 01993 Lithonia Lighting, Rev. 4197 NAT.PM6 I. L/THON/A LIGHT/NG COMMERCIAL & INDUSTRIAL FLUORESCENT LIGHTING P.O. BOX A. CONYERS, GEORGIA 30207.0067. TELEPHONE 770 922.9000, FAX 770 660-3106 IN CANADA: 1100 50TH AVE.. LACHINE. OUE3EC HST 2V3. A UNIT OF N.S.I. HOLDINGS. INC. FEATURES • Narrow 12" wide housing adds architectural de- tailing to ceiling plane. • CNAT and TCNAT models feature continuous shielding in rows, Order accessory endplates, one pair per row. • Innovative universal housing louver design simpli- fies fixture layout and installation. • Companion NAT models available as complete units in 2', 3' and 4' lengths. • Choice of lay -in, lift -and -shift shielding, either acrylic prismatic lenses or anodized aluminum parabolic shielding in 2" or 1 1/2" depth. • Static, no reveal. • Compatible with most ceiling types. • Guaranteed for one year against mechanical de- fects in manufacture. SPECIFICATIONS BALLAST — Thermally protected, resetting, Class P, HPF, non -PCB, UL listed, CSA certified, standard. Energy-saving and electronic ballasts are sound - rated A. Standard combinations are CBM ap- proved and conform to UL 935. WIRING & ELECTRICAL — Fixture conforms to UL 1570 and is suitable for damp locations. AWM, TFN or THHN wire used throughout, rated for required temperatures. MATERIALS — Housing formed from cold -rolled steel. Louvers formed from anodized aluminum. No asbestos is used in this product. FINISH — Five -stage iron -phosphate pretreatment ensures superior paint adhesion and rust resis- tance. Painted parts finished with high -gloss, baked white enamel. LISTING — UL listed. CSA certified (see options). NOM labeled (see options). Specifications subject to change without notice. Catalog Number Type U Continuous Narrow Aperture Troffer CHAT 12" wide Continuous mounting 1 or 2 lamps PHOTOMETRICS Calculated using the zonal cavity method in accordance with IESNA LM41 procedure. Floor refiectances are 20%. Lamp configurations shown are typical. Full photometric data on these and other configurations available upon request. NAT/CNAT 2 40 203LD Report LTL 5209 SIMH (along) 12 (across) 1.5 Coefficient of Utilization NAT/CNAT 2 32 203LD Report LTL 5203 SIMH (along) 12 (across) 1.5 Coefficient of Utilization Ceiling 80% 70% 50% Ceiling 80% 70% 50% Wall 70% 50% 30% 70% 50% 30% 50% 30% 10% Wall 70% 50% 30% 70% 50% 30% 50% 30% 10% 1 66 64 62 65 63 61 60 59 58 2 62 58 55 60 57 54 55 52 50 3 57 52 48 56 51 47 49 46 44 4 53 47 42 51 46 42 44 41 38 5 48 42 37 47 41 36 40 36 33 10 32 24 19 31 24 19 23 19 16 Zonal Lumens Summary Zone Lumens %Lamp %Fixture 0-30 1154 18.3 30.8 0-40 1933 30.7 51.6 0-60 3462 55.0 92.4 0-90 3747 59.5 100.0 90-180 0 0.0 0.0 0.180 3747 59.5 100.0 1 71 69 66 69 67 65 64 63 62 2 66 62 58 64 61 57 58 56 53 3 61 55 51 60 54 51 53 49 47 4 56 50 45 55 49 44 47 43 40 5 52 44 39 50 44 39 42 38 35 10 34 26 21 33 25 20 25 20 17 Zonal Lumens Summary Zone Lumens %Lamp %Fixture 0-30 1125 19.4 30.5 0-40 1885 32.5 51.1 0-60 3405 58.7 92.2 0.90 3692 63.7 100.0 90-180 0 0.0 0.0 0-180 3692 63.7 100.0 L/THON/A L/01-1T/NG COMMERCIAL & INDUSTRIAL FLUORESCENT LIGHTING CNAT CNAT 1211 wide MOUNTING DATA Appropriate Ceiling Type Trim Type Exposed grid tee, concealed grid tee or screw slot G Concealed Z -spline F Acoustical tile, plaster or plasterboard on rigid support parallel to lamps P With yoke hanger and lift and shift lens ' Recommended rough -In dimension for F trim fixtures: Nominal fixture length by 12-1/8" (Tolerance is +1/4", •0"). DIMENSIONS Inches (centimeters) Subject to change without notice. LATC INSTALLATION G TRIM 113'. (29.85) ORDERING INFORMATION NAT 12' wide, unit shielding. TCNAT Tandem 12" wide, continuous shielding. 6' and 8' units: unitized housing. Tandem lamp configuration, continuous louver. Mounting G Lay -in grid F Flanged Accessories 2 Number of Lamps 1, 2 Not Included. 32- Lamp Z Lamp Type 17 17W T8 (24') 20 20W T12 TS (24") 25 25W T8 (36") 30 30W T12 (36') 32 32W T8 (481 40 40W T12 (48') Example: CNAT F 132 203LD 120 GEB `Loi LU 24-4 Geta Louver Depth 15 1.5" louver 20 2" louver Louver Blade Spacing Order as separate item. CNATGEP One pair endplates for 12" CNAT with G trim, Endplate trim supports ceiling tile. Order one pair per row. CNATFEP One pair endplates for 12" CNAT with F trim. Order one pair per row. 2 2' center -to -center (1.5' louver depth only) 3 3' center -to -center Louver Finish LD Low iridescent semi -specular silver LS Low iridescent specular silver G Specular gold C Champagne gold W White enamel Number of Louver Cells Lamp 2" 3" Length Spacing Spacing 24' 12 8 36' 18 12 48' 24 16 72' 18x2' 12x2' 96' 24x2' 16x2" • Tandem units use two louvers. Voltage 120, 277, 347 Others available. Diffuser Type Al2 #12 pattern acrylic A19 #19 pattern acrylic..156" thick PC1S Plastic cube louver, 1/2" x W x 14', silver Options ES Energy-saving ballasts (2.30W, 1-40W and 2.40W only) GEB Electronic ballasts, 520°% THD GEB10 Electronic ballasts, 5510°% THD EL Emergency battery pack (nominal 500 lumens) EL11 Emergency battery pack (nominal 1100 lumens) GLR Internal fast -blow fuse (add X for external) GMF Internal slow -blow fuse (add X for external) RIF1 Radio interference fiilter,1 per fixture RIF2 Radio interference filter, 1 per ballast LATC Screw -on grid troffer clips (4) CSA CSA labeled for US shipment to Canada CNAT 01993 Lithonia Lighting, Rev. 10/96 CNAT.PM5 rA L/THON/A LIGHTING '""' COMMERCIAL & INDUSTRIAL FLUORESCENT LIGHTING P.O. BOX A, CONYERS, GEORGIA 30207-0067. TELEPHONE 770 922-9000. FAX 770 860-3106 IN CANADA: 1100 50TH AVE.. LACHINE, QUEBEC HST 2V3. A UNIT OF N.S.I. HOLDINGS, INC. I. L/THON/A L/OHT/NG FEATURES & SPECIFICATIONS INTENDED USE For general downlight applications that demand superior brightness control in restricted plenum areas. CONSTRUCTION 16 -gauge galvanized steel mounting/plaster frame with integral yoke to re- tain optical system. Maximum 1.5 -inch ceiling thickness. Expandable, self-locking mounting bars provide horizontal and vertical ad- justment. Galvanized steel junction box with bottom -hinged access covers and spring latches. Two combination 1/2" • 3/4" and four 1/2" knockouts for straight - through conduit runs. Capacity: 8 (4 in, 4 out) No. 12 AWG conductors, rated for 90°C. OPTICAL SYSTEM Self -flanged, specular clear or semi -diffuse reflector. Bounding Ray Optical Principle provides: lamp before lamp image, Tamp im- age that reflects smoothly from the top of the reflector to the aperture and optimal fixture performance and efficiency. Controlled anodized coating suppresses iridescence. Hinged Iampdoor allows relamping while sealing upper trim for optimal fix- ture efficiency and the reduction of stray light in the plenum. ELECTRICAL SYSTEM Horizontally -mounted, four pin, positive latch thermoplastic socket. Class P, thermally -protected, high power factor electronic ballast mounted to the junction box (CP and EL ballast mounted on ballast tray). LISTING UL Listed (standard). CSA Certified (see Options). Fixtures are UL listed for thru-branch wiring, recessed mounting and damp locations. M Catalog Number Notes Type Compact Fluorescent Lighting 6" AF Aperture: 6-1/4 (15.9) Ceiling Opening: 7-1/8 (18.1) Overlap Trim: 7-1/2 (19.1) OPEN REFLECTOR Horizontal Lamp Triple -Tube 15.7/8 (40.3) 13-5/8 (34.6) All dimensions are inches (centimeters). ORDERING INFORMATION Choose the boldface catalog nomenclature that best suits your needs and write it on the appropriate line. Order accessories as separate catalog number (shipped separately). AF 1 J3Z7RT (r, PI' I AF Wattage/Lamp 1/18TRT 1/26TRT 1/32TRT 1/42TRT Reflector/Color Finish 6AR Clear 6PR Pewter 6UBR Umber 6WTR Wheat 6CR Champagne Gold' 6GR Gold' 6MB Black Baffle'a 6BC Black Cone' Accessories Order as separate catalog number. SC6FL Sloped ceiling adaptor. Degree of slope must be specified (10D, 15D, 20D, 25D, 30D). Ex: SC6FL 10D (blank) Specular low iridescent LD Semi -diffuse low iridescent Voltage MVOLT' 120 277 347 Example: AF 1/26TRT 6AR MVOLT Ballast (blank) GEB1O standard. WLP Electronic ballast. Requires four -pin TRW Tamp. EL' DMHLW Lutron Hi-Lume electronic dim- ELR ming ballast. Minimum dimming U level 5%. ADEZ5 Advance Mark X RIF electronic dim- LRC ming ballast. Minimum dim- ming level 5%. NOTES: 1 Not recommended for use with compact fluorescent lamp. Consult factory. 2 Not available with finishes. 3 White flange standard. 4 Multi•volt electronic ballast capable of operating on any line voltage between 120-277 volt. 5 Consult factory for specific availability. 6 Not available with black conn. CP CSA With 35°K Tamp (shipped separately). White flange. Emergency battery pack. Integral test switch provided. Emergency battery pack. Remote test switch provided. Single, slow -blow fuse (not available with MVOLT). Radio Interference Filter. Provides compatibility with Lithonia Reloc System. Reloc System can be installed less this option with connectors provided by others. Access above ceiling required. For compatible Reloc Systems, see options and accessories tab. Quick Disconnect for easy ballast replacement. Not available with EL or ELR option. Chicago Plenum (consult factory). CSA Certified, Gotham Downlighting Sheet #: AF 6 TRT OPEN RFL -110 6" AF Open Reflector Distribution curve Distribution data Output data Coefficient of utilization Illuminance Data at 30" Above Floor for a Single Luminaire AF 1/18TRT 6AR, (1) CF18DT/E/IN/835, 1200 lumens per lamp, 1.3 s/mh, test no. LTL9404 90' From 0° cp. Lumens Zone Lumens %lamp pc 80% 0% 50% pw 50% 30% 50% 30% 50%30% 120 240 360 480 600 0 45' 0° 25° 35° 55° 65° 75° 85° 423 579 328 263 12 90° 0 11 23 175 1170 0 00-30° 351.8 0°-40° 526.7 0°-60° 693.5 0°-90° 695.4 90°-180° 0.0 0°-180° 695.4 'Efficiency 29.3 43.9 57.8 58.0 58.0* 1 2 3 4 5 6 7 8 10 63 62 53 50 49 45 45 38 36 32 33 229 62 61 60 59 57 55 55 53 53 49 51 48 44 41 43 40 41 37 40 37 38 34 37 34 35 31 35 31 33 29 32 29 31 27 30 27 Initial fc Mount at beam height center 50% 10% beam angle 60.9° beam angle 94.1° fc at Beam beam diameter edge fc at Beam beam diameter edge 8' 10'' 16' 14.0 7.5 32.3 2 8.8 11.2 13.5 15.9 38 2.3 1.2 11.8 16.1 20.4 24.7 29.0 O8 0.5 02 AF 1/26TRT 6AR, (1) CF26DT/E/IN/835, 1800 lumens per lamp, 1.2 s/mh, test no. LTL9391 180 360 540 720 900 0 90 FromO° cp. Lumens Zone Lumens %lamp 0°-30° 5842 32.5 0°-40° 866.2 48.1 0°-60° 1125.1 62,5 0°-90° 1127.4 62.6 90°-180° 0.0 0.0 0°-180° 1127.4 62.6* •Efficiency 0° 713 5° 792 72 15° 850 206 25° 765 307 35° 493 282 45' 45° 383 232 55° 15 27 65° 1 2 75° 0 1 85° 90° 0 0 pf pc 80% pw 50% 30% 1 69 67 2 63 60 3 58 54 4 53 49 5 49 41 8 33 34 99 34 9 36 32 10 34 30 20% 70% 50% 30% 67 66 62 59 57 54 52 49 4488 4 38 34 36 32 33 29 50% 50% 30% 65 64 60 58 55 52 5148 4440 38 3344 35 31 33 29 50% 10%3 beam angle 59.9° beam angle 93.8° Initial fc fc at Mount at beam Beam beam height center diameter edge 8' 23.6 6.3 11.8 10' 12.7 8.6 6.3 12' 7.9 11.0 4.0 14' 5.4 13.3 2.7 16' 3.9 15,6 2.0 fc at Beam beam diameter edge 11.8 16.0 20.3 24,6 28.8 2.4 1.3 05 0.4 AF 1/32TRT 6AR, (1) 200 400 600 800 1000 0 Zone Lumens %lamp CF32DT/E/IN/835, 2400 lumens per lamp, 1.3 s/mh, test no. LTL9390 P f 20% From O° p c 80% 70% pw 50% 30% 50% 30% 479 1 60 58 58 354 3 332 50 43 230 2 55 52 45 42 9 46 2 31 5273 339 39 3399 3385 3 65° 3 7 36 32 36 32 2 8 33 30 33 2985° 2 90° 1 9 32, 2 19 25 5 31 27 5 0° 5° 15° 25° 35° 45' 55 cp. Lumens 784 868 890 473 22 2 1 1 0 0°-30° 663.0 27.6 0°-40° 9952 0°-60° 1299,6 0°-90° 1304.8 90°-180° 0.0 0°-180° 1304.8 •Efficiency 41.5 54.2 054.4* 750 50% 50%30% 56 52 50 41 38 38 35 32 32 29 28 25 Initial fc Mount at beam height center 50% 10% beam angle 62.0° beam angle 94.1° fc at Beam beam diameter edge fc at Beam beam diameter edge 8' 25.9 6.6 13.0 11.8 2.6 10' 13.9 9.0 7.0 16.1 1.4 12' 8.7 11.4 4.3 20.4 0.9 14' 5.9 13.8 3.0 24.7 0.6 16' 4.3 16.2 2.2 29.0 0.4 AF 1/42TRT 6AR, (1) CF42DT/E/IN/835, 3200 lumens per lamp, 1.3 s/mh, test no. LTL9521 240 480 720 960 1200 0 FromO° cp. lumens 5° 1135 107 15° 1136 323 25° 1043 487 35° 774 473 45' 55° 26 3414 65° 2 2 75° 1 1 85° 0 0 90° 0 Zone Lumens %lamp 0°-30° 916.8 28.6 0°-40° 1390.1 43.4 0°-60° 1805.1 56.4 0°-90° 1808.4 56.5 90°-180° 0.0 0.0 0°-180° 1808.4 56.5* •Efficiency p1 p c 80°/3 pw 50% 30% 2 57 54 54 3 52 44 6 41 37 7 38 34 8 35 31 9 32 28 10 30 26 20% 70% 50% 30% 56 53 47 44 40 36 37 33 34 31 32 28 30 26 50% 50% 30% 5452 46 43 42 36 36 33 34 30 31 28 2926 50% 10% beam angle 62.5° beam angle 94.2° Initial fc fc at fc at Mount at beam Beam beam Beam beam height center diameter edge diameter edge 8' 35.0 6.7 17.5 11.8 3.5 10' 18.8 9.1 9.4 16.1 1.9 12' 11.7 11.5 5.9 20.4 1.2 14' 8.0 14.0 4.0 24.7 0.8 16' 5.8 16.4 2.9 29.0 0.6 NOTES: 1 For electrical characteristics, refer to electrical data tab, 2 Tested to current IES and NEMA standards under stabilized laboratory conditions. Various operating factors can cause differences between laboratory data and actual field measurements. Dimensions and specifica- tions are based on the most current available data and are subject to change without notice. 3 Consult factory or IES filo for microgroove baffle, black cone and other photometric reports. Energy (Calculated in accordance with NEMA Standard 1.E•5) ANNUAL LAMP LAMP BALLAST INPUT LER.D0L ENERGY COST DESCRIPTION LUMENS FACTOR WATTS 41 $5.83 1/26TRT 1800 0.98 27 • Comparative yearly lighting energy cost per 1,000 lumens "A LITHO/WA LIGHT/NG An AcuityBrands Company Sheet #: AF 6 TRT OPEN AF 6 TRT OPEN.p65 to 2002 Acuity Lighting Group, Inc. 02,02 lithonia Lighting Acuity Lighting Group. Inc. Architectural Indoor Lighting One Lithonia Way, Conyers, GA30012.3957 Phone: 800.315.4982 Fax: 770.860.3129 In Canada: 1100 50th Ave., Lachine, Quebec H8T 2V3 www.lithonia.com rA L/THON/A L/GHT/NG FEATURES & SPECIFICATIONS INTENDED USE For general downlight applications that demand superior brightness control in restricted plenum areas. CONSTRUCTION 16 -gauge galvanized steel mounting/plaster frame with integral yoke to re- tain optical system. Maximum 1.5 -inch ceiling thickness, Expandable, self-locking mounting bars provide horizontal and vertical ad- justment. Galvanized steel junction box with bottom -hinged access covers and spring latches. Two combination 1/2" - 3/4" and four 1/2" knockouts for straight - through conduit runs. Capacity: 8 (4 in, 4 out) No. 12 AWG conductors, rated for 90°C. OPTICAL SYSTEM Self -flanged, specular clear or semi -diffuse reflector. Bounding Ray Optical Principle provides: lamp before Tamp image, lamp im- age that reflects smoothly from the top of the reflector to the aperture and optimal fixture performance and efficiency. Controlled anodized coating suppresses iridescence. Hinged lampdoor allows relamping while sealing upper trim for optimal fix- ture efficiency and the reduction of stray light in the plenum. ELECTRICAL SYSTEM Horizontally -mounted, four pin, positive latch thermoplastic socket(s). Class P, thermally -protected, high power factor electronic ballast(s) mounted to the junction box (CP and EL ballast mounted on ballast tray). LISTING UL Listed (standard). CSA Certified (see Options). Fixtures are UL listed for thru-branch wiring, recessed mounting and damp locations. Mg Catalog Number Notes Type Compact Fluorescent Lighting 0� O OPEN REFLECTOR Horizontal Lamp Triple -Tube 8" AF Aperture: 8 (20.3) Ceiling Opening: 8-7/8 (22.5) Overlap Trim: 9-1/4 (23.5) 8-1/4 (21.0) Tom; 17-1/2 (44.5)' All dimensions are inches (centimeters). 17-3/16 (43.7) ORDERING INFORMATION Choose the boldface catalog nomenclature that best suits your needs and write it on the appropriate line. AF 2/32TKT 8 A -g Series AF Wattage/Lamp 1/18TRT 1/26TRT 1/32TRT 1/42TRT 1/57TRT' 2/18TRT 2/26TRT 2/32TRT 2/42TRT Reflector/Color Finish 8AR Clear 8PR Pewter 8UBR Umber BWTR Wheat BCR Champagne Gold' 8GR Gold' 8MB Black Baffle'•' BBC Black Cone3 Accessories Order as separate catalog number. SC8FL Sloped ceiling adaptor. Degree of slope must be specified (10D, 15D, 20D, 25D, 30D). Ex: SCBFL 100 (blank) Specular low iridescent LD Semi -diffuse low iridescent 2�-�- Voltage MVOLTs 120 277 347 Example: AF 2/32TRT 8AR MVOLT r Ballast N 24 Options (blank) GEB1O standard. WIP Electronic ballast. Requires four -pin TRW lamp. DMHL' Lutron Hi-Lume electronic dim• ELR' ming ballast. Minimum dimming GMF level 5%. ADEZ' Advance Mark X electronic dim- ming ballast. Minimum dim- ming level 5%. EL" NOTES: 1 For use with Sylvania lamps only. 2 Not recommended for use with compact fluorescent lamp. Consult factory. 3 Not available with finishes. 4 White flange standard. 5 Multi -volt electronic ballast capable of operating on any line voltage between 120-277 volt. 6 Consult factory for specific availability. 7 Not available with black cone. RIF LRC QDS CP CSA With 35°K lamp (shipped separately). White flange. Emergency battery pack. Integral test switch provided. Emergency battery pack. Remote test switch provided. Single, slow -blow fuse (not available with MVOLT). Radio Interference Filter. Provides compatibility with Lithonia Reloc System. Lithonia Reloc System can be installed less this option with connectors provided by others. Access above ceiling required. For compatible Reloc Systems, refer to options and accessories tab. Quick Disconnect for easy ballast replacement. Not available with EL or ELR option. Chicago Plenum (consult factory). CSA Certified. Gotham Downlighting .i+iyw:yta�t� Sheet #: AF 8 TRT OPEN RFL -180 'Yl.y+:9, i::.t: �ae;:r•u:ftr;7 \tqu.,.a';y.rSnkB; r;:xnm:":�:X ;;wtf':: AF 8" AF Open Reflector Distribution curve Distribution data Output data Coefficient of utilization Illuminance Data at 30" Above Floor far a Single Luminaire AF 1/32TRT 8AR, (1) CF32DT/E/IN/835, 2400 lumens per Tamp, 1.3 s/mh, test no. LTL9452 ,...90 110\ 240 n*rt�. 1 V 480 fi'1 ��� 720 Ma ii0 96ISIS 010 1200 11,11"0 From 0° cp. 0° 1005 5° 10533 25° 1105 45 35°68 45° 622 550 65° 421 9850 90° 0 15° 75° 0 Lumens Zone Lumens %lamp pc B0% 0% 50% 0°-30° 785.7 32.7 Pw 50% 30% 50% 30% 50% 30% 95 0°-40° 1190.3 49,6 1 74 72 72 70 69 68 275 00-600 1590.4 66.3 2 67 64 66 63 64 61 416 00-900 1619.7 67.5 3 62 57 61 57 59 56 405 90°-180° 0.0 0.0 4 56 52 56 51 54 50 354 0°-180° 1619.7 67.5* 5 52 47 51 47 50 46 46 •Efficiency 6 48 43 47 43 46 42 11 8 441 36 4400 36 3935 8 10 35 31 35 30 34 30 50% 10% beam angle 61.0° beam angle 94.7° Initial fc fc at Mount at beam Beam beam height center diameter edge 8' 33.2 6.5 16.6 10' 17.9 8.8 8.9 12' 11.1 11.2 5.6 14' 7.6 13.5 3.8 16' 5.5 15.9 2.8 fc at Beam beam diameter edge 11.9 16.3 1,8 20.6 0.8 29.3 0.6 AF 1/42TRT 8AR, (1) CF42DT/E/IN/835, 3200 lumens per lamp, 1.3 s/mh, test no. LTL9455 90 From O° cp. Lumens Zone Lumens %lamp pc 80%° 0% 50% 0° 1295 3"33.8 pw 50% 30% 50% 30% 50% 30% 0° 1303 51.7 67.7 25° 14374 588 67.9 0 0 45° 84842 67.9* 75° 4 300 600 900 1200 1500 0 0°-30° 1083.2 0°-40° 1653.4 0°-60° 2166.3 0°-90° 2171.7 90°-180° 0.0 0°-180° 2171.7 •Efficiency 15° 373 45 35° 998 0 464 49 4 1 1 90° 0 0 85° 2 68 65 6677 64 4 57 533 56 582 5 52 5 53 48 52 48 7 5 40 44 40 8 41 37 41 37 10 36 31 36 31 6562 55 51 47 47 43 43 39 37 33 35 31 Initial fc Mount at beam height center 10' 14'12' ' 42.8 23.0 14.3 9.81 50% 10% beam angle 64.5° beam angle 94.8° fc at Beam beam diameter edge 6.9 11.5 12.0 7.2 14.5 17.0 3.6 fc at Beam beam diameter edge 12.0 16.3 20.7 25.0 19.3 2.3 1.4 07 AF 2/32TRT 8AR, (2) CF32DT/E/IN/835, 2400 lumens per lamp, 1.4 s/mh, test no. LTL9407 pf 20% Lumens pc 80% 70% 50% 1584 00-300 1473.7 30.7 p w 50% 30% 50% 30% 50% 30% 5° 1676 165 0°-40° 2288.7 47.7 1 66 65 65 64 63 61 15° 1720 514 0°-60° 2901.1 60.4 2 61 58 60 57 58 56 25° 1849 795 0°-90° 2909,7 60.6 3 56 52 55 52 53 51 45 35° 1348 815 90°-180° 0.0 0.0 4 51 48 51 47 49 46 45° 830 549 0°-180° 2909.7 60.6* 5 47 43 47 43 46 42 36 63 •Efficiency 6 44 39 43 39 42 39 5 6 8 37 33 37 33 36 33 0 10 3228 32 28 31 2288 380 760 1140 1520 1900 90' From O° cp. 00 Zone Lumens %lamp 55° 65° 85° 90° 0 0 50% 10% beam angle 67.9° beam angle 94.3° Initial fc fc at fc at Mount at beam Beam beam Beam beam height center diameter edge diameter edge 8' 52.4 7.4 26.2 11.9 5.2 10' 28.2 10.1 14.1 16.2 2.8 12' 17.6 12.8 8.8 20.5 1.8 14' 12.0 15.5 6.0 24.8 1.2 16' 8.7 18.2 4.3 29.1 0.9 AF 2/42TRT 8AR, (2) CF42DT/E/IN/835, 3200 lumens per Tamp, 1.4 s/mh, test no. LTL9406 460 920 1380 1840 2300 From O° cp. Lumens Zone Lumens %lamp 0° 2211 50 48 15° 2270 25° 2205 1699 45° 1092 65° 47 7 35° 55° 75° 0°-30° 2029.5 31.7 225 0°-40° 3166.3 49.5 707 0°-60° 3999.6 62.5 1097 00-900 4009.9 62.7 1137 90°-180° 0.0 0.0 749 0°-180° 4009.9 62.7* 84 •Efficiency 8 85° 0 0 90° 0 pf p c 80% pw 50% 30% 1 69 67 3 58 54 6 494 53 49 5 451 8 3934 10 329 20% 70% 50% 30% 567 5 7 67 66 544 52 49 48 44 45 40 31 388 34 333 2.19 50% 30% 65 64 5 5 555 522 47 44 44 40 37 34 3323 initial fc Mount at beam height center 50% 10% beam angle 67.6° beam angle 94.1° fc at fc at Beam beam Beam beam diameter edge diameter edge 8' 10' 14'12' ' 73.1 39,3 24.5 16.7 12.1 7.4 36.5 10.0 19.7 12.7 12.2 15.4 6.1 11.8 16.1 20.4 24.7 29.0 3.9 2.4 1.2 NOTES: 1 For electrical characteristics, refer to electrical data tab. 2 Tested to current IES and NEMA standards under stabilized laboratory conditions. Various operating factors can cause differences between laboratory data and actual field measurements. Dimensions and specifica- tions are based on the most current available data and are subject to change without notice. 3 Consult factory or IES file for microgroove baffle, black cone and other photometric reports. Energy (Calculated in accordance with NEMA Standard LE•51 ANNUAL. LAMP LAMP BALLAST INPUT LER.DOL ENERGY COST DESCRIPTION LUMENS FACTOR WATTS 47 S5.06 1/42TRT 3200 0.98 45 • Comparative yealy lighting energy cost per 1,000 lumens frA L/THON/A L/GHT/NG An '4lcuityerands Company Sheet #: AF 8 TRT OPEN AF B TRT OPEN.p65 tD 2002 Acuity Lighting Group, Inc. 02/02 Lithonia Lighting Acuity Lighting Group, Inc. Architectural Indoor Lighting One Lithonia Way, Conyers, GA 30012.3957 Phcne:800.315.4982 Fax:770.860.3129 In Canada: 1100 50tn Ave., Lachine, Quebec H8T 2V3 www.lithonia.com frA L/THONIA LIGHT/NG FEATURES & SPECIFICATIONS INTENDED USE For general downlight wallwash applications that demand superior brightness control and uniform vertical illumination in restricted plenum areas. CONSTRUCTION 16 -gauge galvanized steel mounting/plaster frame with integral yoke to re- tain optical system. Maximum 1.5 -inch ceiling thickness. Expandable, self-locking mounting bars provide horizontal and vertical ad- justment. Galvanized steel junction box with bottom -hinged access covers and spring latches. Two combination 1/2" • 3/4' and four 1/2' knockouts for straight - through conduit runs. Capacity: 8 (4 in, 4 out) No. 12 AWG conductors, rated for 90°C. OPTICAL SYSTEM Self -flanged, specular clear or semi -diffuse reflector. Bounding Ray Optical Principle provides: lamp before lamp image, lamp im- age that reflects smoothly from the top of the reflector to the aperture and optimal fixture performance and efficiency. Controlled anodized coating suppresses iridescence. Patented hybrid wallwash kicker provides uniform vertical illumination with light close to the ceiling with no roomside 'back -flash.' Hinged lampdoor allows relamping while sealing upper trim for optimal fix- ture efficiency and the reduction of stray light in the plenum. ELECTRICAL SYSTEM Horizontally -mounted, four pin, positive latch thermoplastic socket. Class P, thermally -protected, high power factor electronic ballast mounted to the junction box (CP and EL ballast mounted on ballast tray). LISTING UL Listed (standard). CSA Certified (see Options). Fixtures are UL listed for thru-branch wiring, recessed mounting and damp locations. MW Catalog Number Notes Type Compact Fluorescent Lighting 6" AFW 'OIflfM r . 0 Aperture: 6-1/4115.9) Ceiling Opening: 7-1/8 (18.1) Overlap Trim: 7-1/2 (19.1) WALLWASH Horizontal Lamp Triple -Tube 13-5/8 —..j (34.6) All dimensions are inches (centimeters). 15.7/8 (40.3) ORDERING INFORMATION Choose the boldface catalog nomenclature that best suits your needs and write it on the appropriate lino. AFW 1/32TRT (p A Example: AFW 1/26TRT 6AR MVOLT u+ -I Z4 Series AFW WLamge/ P 1/16TRT 1/26TRT 1J32TRT 1/42TRT Reflector/Color 6AR Clear 6PR Pewter 6UBR Umber 6WTR Wheat 6CR Champagne Gold' 6GR Gold' NOTES: 1 2 Finish Lens Type (blank) Spec- (blank) ular low irides- cent LD Semi - diffuse low irides- cent Open wallwash CGL Clear glass lens CAL Clear acrylic lens PCL Clear polycarbon- ate Tens Voltage MVOLT2 120 277 347 Ballast (blank) GEB10 standard. WLP Electronic ballast. Requires four -pin TRW lamp. ELR DMHL3 Lutron Hi-Lume electronic dim- GMF ming ballast. Minimum RIF dimming level 5%. LRC ADEZ3 Advance Mark X electronic dim- ming ballast. Minimum dim- ming level 5%. Not recommended for use with compact fluorescent lamp. Consuh factory. Multi -volt electronic ballast capable of operating on any line voltage between 120.277 volt. 3 Consult factory for specific availability. QDS CWw DWW CP CSA Options With 35°K lamp (shipped separately). White flange. Emergency battery pack. Remote test switch provided. Single, slow -blow fuse (not available with MVOLT), Radio Interference Filter. Provides compatibility with lithonia Reloc System. Lithonia Reloc System can be installed less this option with connectors provided by others. Access above ceiling required. For compatible Reloc Systems, refer to options and accessories tab. Quick Disconnect for easy ballast replacement. Not available with EL or ELR option. Corner wallwash. Double wallwash. Chicago Plenum (consult factory). CSA Certified. Gotham Downlighting Sheet #: AFW 6 TRT RFL -130 • ° 6" AFW Wallwash TECHNICAL INFORMATION room Footcandle values are initial and tables are based on minimum of six units. 1571/2° For fixture -to -wall distance other than those shown, use maximum of one• to - one spacing (distance between fixtures not more than distance to wall) for 135° 45° best results. 112/° 90° 67! z° wall Fixture/lamp Candlepower data Footcandle values AFW 1/18TRT 6AR (1) CF18DT/E/IN/835 lamp 1200 total rated lumens Test no. LTL9673 Vertical angle Plane angle Room side Wall side Room 15734° 135° 11244° 90° 6Th° 45° 2234° Wall 0° 344 344 344 344 344 344 344 344 344 5° 389 379 368 356 346 340 335 330 330 15° 425 410 416 413 373 347 300 265 257 25° 405 401 398 376 344 310 264 234 219 35° 266 269 267 265 249 228 225 203 197 45° 231 235 229 223 201 180 201 200 195 55° 12 14 14 14 20 56 101 123 136 65° 2 2 2 2 7 27 51 62 64 75° 1 1 1 1 2 9 19 22 22 85° 0 0 0 0 0 1 3 3 3 95° 0 0 0 0 0 0 0 0 0 Luminaire 3' from wall Luminaire 3' from wall on 3' centers on 4' centers 1 4 4 4 4 3 4 2 11 10 11 9 7 9 3 12 13 13 10 9 10 4 10 11 11 7 9 7 5 8 8 9 7 6 7 6 6 7 6 5 5 5 7 5 5 5 4 4 4 8 4 4 4 3 3 3 9 3 3 3 3 3 3 10 3 3 3 2 2 2 AFW 1/26TRT 6AR (1) CF26DT/E/IN/830 lamp 1800 total rated lumens Test no. LTL9669 Vertical angle Plane angle Room side Wall side Room 15734° 135° 11234° 90° 6734° 45° 2214° Wall 0° 542 542 542 542 542 542 542 542 542 5° 606 606 602 592 574 551 535 519 517 15° 676 663 662 679 584 563 469 421 406 25° 666 659 629 584 522 481 418 367 345 35° 405 406 402 404 381 353 347 325 318 45° 333 339 328 319 293 269 305 312 307 55° 18 19 19 21 28 84 152 191 213 65° 4 4 4 3 9 40 79 96 100 75° 2 2 2 2 3 14 29 34 35 85° 0 0 0 0 0 1 4 5 5 95° 0 0 0 0 0 0 0 0 0 Luminaire 3' from wall Luminaire 3' Irom wall an 3' centers on 4' centers 1 7 6 7 5 4 5 2 17 16 18 15 11 15 3 19 20 19 15 14 15 4 16 17 17 12 14 12 5 13 13 14 10 10 10 6 , 9 11 10 8 8 8 7 8 8 8 6 7 6 8 6 6 7 5 5 5 9 5 5 5 4 4 5 10 4 4 4 3 4 4 AFW 1/32TRT 6AR (1) CF32DT/E/IN/830 Tamp 2400 total rated lumens Test no. LTL9668 Vertical Plane angle Luminaire 3' from wall Luminaire 3' from wall angle on 3' centers on 4' centers Room side Wall side Room 15714° 135° 11234° 90° 6714° 45° 2234° Wall 0° 650 650 650 650 650 650 650 650 650 5° 745 739 727 707 679 653 630 608 605 15° 820 814 810 774 701 635 548 504 493 25° 839 827 796 731 633 565 486 424 396 35° 497 497 496 490 455 423 409 371 353 45° 408 414 406 412 366 333 370 366 355 55° 24 26 25 26 36 101 186 242 272 65° 5 5 4 4 12 48 93 118 124 75° 3 2 2 3 4 17 35 41 41 85° 0 0 0 0 0 1 5 5 6 95° 0 0 0 0. 0 0 0 0 0 1 8 7 8 7 5 7 2 22 20 22 18 13 18 3 23 24 23 18 17 18 4 19 20 19 13 16 13 5 15 15 16 12 11 12 6 11 12 12 9 9 10 7 9 10 10 7 8 7 8 7 8 8 6 6 6 9 6 6 6 5 5 5 10 5 5 5 4 4 5 AFW 1/42TRT 6AR (1) CF42DT/E/IN/830 lamp 3200 total rated lumens Test no. LTL9670 Vertical angle Plane angle Room side Wall side Room 15734° 135° 112h° 90° 6734° 45° 2214° Wall 0° 827 827 827 827 827 827 827 827 827 5° 927 920 906 882 851 826 806 786 783 15° 1104 1073 1044 1004 876 832 730 680 671 25° 1088 1083 1034 931 809 751 652 578 545 35° 670 679 685 676 627 586 550 487 463 45° 538 547 543 539 476 435 486 492 482 55° 30 34 33 31 40 131 243 320 358 65° 6 6 6 6 16 63 124 159 169 75° 4 4 4 4 5 22 47 56 57 85° 0 0 0 0 1 2 6 6 8 95° 0 0 0 0 0 0 0 0 0 Luminaire 3' from wall Luminaire 3' from wall on 3' centers on 4' centers 1 11 10 11 9 6 9 2 29 26 29 24 17 24 3 30 32 31 24 23 24 4 25 26 25 17 22 18 5 20 20 21 16 15 16 6 15 17 16 13 12 13 7 12 13 13 10 11 10 8 10 10 11 8 9 8 9 8 8 9 8 9 8 10 6 7 7 5 6 6 NOTES: 1 For electrical characteristics, refer to electrical data tab. 2 Tested to current IES and NEMA standards under stabilized laboratory conditions. Various operating factors can cause differences between laboratory data and actual field measure ments. Dimensions and specifications are based on the most current available data and are subject to change without notice. Energy (Calculated in accordance with NEMA Standard LE -5) ANNUAL- LAMP LAMP BALLAST INPUT LER.DOL ENERGY COST OESCRLPTION LUMENS FACTOR WATTS 38 5633 1126TRT 1800 0.98 27 ° Comparative yea-ty lighting energy cost per 1,000 lumens I. L/THON/A L/GHT/NG An' -1 cuifyBrands Company Sheet #: AF1N 6 TRT AFW 6 TRT.p65 m 2002 Acuity Lighting Group, Inc. 02/02 Lithonia Lighting Acuity Lighting Group, Inc. Architectural Indoor Lighting One Lithonia Way, Conyers, GA 30012.3957 Phone:800.315.4982 Fax:770.860.3129 In Canada:1100 50th Ave„ Lachine, Quebec H8T 2V3 wvvw.lithonia.com I. L/THON/A LIGHT/IVO FEATURES & SPECIFICATIONS INTENDED USE For wall or ceiling mount—vertical or horizontal. Ideal for stairwells, corridors, lavatories or any utility application. ATTRIBUTES Easy maintenance design for individual or row mounting. CONSTRUCTION Heavy-duty code grade steel. Metal parts are die -formed. FINISH Five -stage iron -phosphate pretreatment ensures superior paint adhesion and rust resistance. Standard finish is high -gloss, baked white enamel (architec- tural black available). OPTICAL SYSTEM Available with high performance Al2 pattern clear acrylic or low brightness matte white opal acrylic. Front metal fascia eliminates direct illumination. ELECTRICAL SYSTEM CSA listed. AWM, TFN or THHN wire used throughout, rated for required tem- peratures. INSTALLATION End caps spring-loaded for easy diffuser removal. LISTING Listed and labeled to comply with Canadian Standards. WARRANTY Guaranteed for one year against mechanical defects in manufacture. P. Pi Catalog Number Notes Type All Purpose Wall Bracket Specifications Length: 24 (609), 36 (914) or 48 (1218) Width: 4-5/8 (118) Depth: 4-9/16 (116) Weight: 14 lbs. (6.3 kg) wc 2', 3' or 4' Lengths 1 or 2 Lamps 144.518 (118)+� 4.9116 (116) O O ORDERING INFORMATION WC Series WC All Purpose Wall Bracket Number of (amps 1, 2 Not included. Lamp type 17 17W T8124") 20 20W TS T12 (241 25 25W T8 (361 30 30W T12 (361 32 32W T8 (48") 40 40W T12 (48") NOTES: 1 MVOLT (120/277) available with GEB10IS only. 2 For optional locations, consult factory. Diffuser type (blank) Al2 FAC FA12 Matte white opal acrylic 112 pattern acrylic Matte white opal acrylic with front metal fascia 112 pattern acrylic with front metal fascia 120 Voltage 120, 347, MVOLT' Others available. Example: WC 2 32120 GEB CSA G�8 Options CO S1 GEB GEB101S GEB1ORS ES MB CSA Grounded convenience outlet, 120V only (lower right)? Pull -chain switch; installed bottom left; on/off operation of all lamps only (120V only)1 Electronic ballasts, 520% THD Electronic ballasts, 510% THD, Instant Start Electronic ballasts, 510% THD, Rapid Start Energy saving ballasts Architectural black finish Listed and labeled to comply with Canadian Standards "INPE P Fluorescent Sheet#: WC -C WC Wall Bracket, All Purpose MOUNTING DATA DIMENSIONS 4.116 (106.3) 1 4.3116 (106) 1 (62.6) .-4.114 _I. (109) 15 1/2 (394) 24 (610) Inches (millimeters). Subject to change without notice. 1 4.9116 (116) 24 J (610)'jt' 12 (305) cD QC D GD _D 27.1/2 (699) 36 (914) 10 (254) f _ 415(6 I'-(116) 0 1 4-9116 (116) 1 C = 7/8 (22) Dia. K.O. D = 11/16 (18) Dia. K.O. E = 2(51) Dia. K.O. G = 1-1/8 (29) Dia. K.O. (1 5) c G G^ Do • 4c r3.114� i• (67) 1__ 4.141 ,4 (106) 36 (914) 49 (1,219) PHOTOMETRICS Calculated using the zonal cavity method in accordance with IESNA LM41 procedure. Vertical and horizontal illuminance is calculated with fixture mounting 7' above floor. Reflectances 80/50/20%. Full photometric data available upon request. Vert. Horiz. WC232 GEB CSA Report LTL 5736 Initial point illuminance on wall and horizontal work surface (ic) X and Y coordinates are on 12" centers. X 9 A3 5 8 3 4 7 2 3 6 2 3 5 2 2 4 2 2 3 2 2 2 1 2 1 1 2 1 6 7 2 6 7 3 6 7 4 7 7 5 6 7 6 6 7 7 5 6 8 5 5 9 5 5 10 4 4 11 3 3 12 3 3 13 2 2 11 18 15 16 15 11II 6 4 4 31 33 31 18 6 16 6 3 3 2 2 4 3 3 3 2 28 30 28 16 5 3 2 8 9 8 6 4 3 2 4 4 4 4 3 2 2 3 3 3 3 2 2 2 2 2 2 2 2 2 1 2 2 2 2 2 2 1 9 10 10 10 9 8 6 5 10 11 11 11 10 9 7 6 10 11 11 11 10 9 7 7 10 11 11 11 10 9 8 7 9 10 10 10 9 9 7 7 9 9 9 9 9 8 7 6 7 7 7 7 7 7 6 5 6 7 7 7 6 6 5 5 6 6 6 6 6 6 5 5 4 5 5 5 4 4 4 4 4 4 4 4 4 4 3 3 4 4 4 4 4 4 3 3 3 3 3 3 3 3 2 2 + + +4++ 4. +•1.+++ 4. + + + +l l Hxxxxx -• x „ 1.4 rx ax Ft Ft Ft Ft 444 Ft F x x x x "' x ... x x x x — " Fe x x x x K K x X. Pt .11 Fe x x K 1 X. K K 3 1 9 •8 •7 •6 -5 4 3 2 I� L/THON/A LIGHTING wc-c ©2001 Lithonia Lighting, 2/01 WC•C,P65 Lithonia Lighting Fluorescent One Lithonia Way, Conyers, GA 30012.3957 Phone: 900.858.7763 Fax: 770.929.8789 In Canada:1100 50" Ave., Lachine, Quebec H8T 2V3 www.lithonia.com FEATURES LENS • Flat fresnel glass lens (FFL). DOOR • Regressed white, flush white or stepped black baffle doorframe. • Retained by two self -aligning, constant tension support springs. REFLECTOR • Semi -specular anodized reflector. HOUSING • 16 -gauge galvanized steel mounting/plaster frame. Maximum 1- 1/2" ceiling thickness. • Expandable, self-locking mounting bars provide horizontal and vertical adjustment. • Galvanized steel junction box with bottom -hinged access covers and spring latches. Two combination 1/2"-3/4" knockouts and four 1/2" knockouts for straight -through conduit runs. Capacity: 8 (4 in, 4 out) No. 12 AWG conductors, rated for 75°C. ELECTRICAL SYSTEM • Die-cast aluminum socket housing for effective heat dissipation. • Medium base porcelain socket with nickel plated screw shell. • Prewired, encased -and -potted, 120/277V or 120/347V ballast tray module. Module can be attached before or after mounting of mounting/plaster frame. • Thermally -activated insulation detector. LISTING • Fixtures are UL listed forthru-branch wiring, recessed mounting and wet locations. Listed and labeled to comply with Canadian Standards (see options). ENERGY LER.DLL Annual Lamps Lamp Ballast Energy Cost Lumens Factor 31 57.63 100M 7900 1.00 Input Watts 125 Calculated in accordance with NEMA standard LE -5. Catalog Number Type H.I.D. Downlights 7" LGHZ Round Lens Wet Location Low Profile with Flat Fresnel Lens MH or HPS Lamps -t Aperture: Ceiling opening: Overlap trim: 7.1/4 (18.4) 7.1/8 (18.1) 8.1/8 (20.6) 8.5/8 (21.9) 17-3/4 (45.1) _.... _—.. 19-1/2 (49.5) — _- All dimensions are inches (centimeters). ORDERING INFORMATION Choose the boldface catalog nomenclature that best suits your needs and write it on the appropriate line. Order accessories as separate catalog numbers (shipped separately). LGHZ (Op M K Series LGHZ Wattage/Lamp Metal Halide 50M MH50/C/U/MED 70M MH70/C/U/MED 100M MH100/C/U/MED Color -Corrected Metal Halide' 7OMHC MPC70/C/MEO 100MHC MPC100/C/MED High Pressure Sodium 50S LU50/0/MED 70S LU70/0/MED 100S LU100/D/MED Door frame 7RW Regressed white 7SB Stepped black baffle 7FW Flush white door NOTES 1. Ceramic arc tube consistent -color Tamp. Philips MasterColor or GE ConstantColor. 2. For compatible Reloc Systems, refer to options and accessories tab. FFL 2-7" Shielding Voltage FFL Flat 120 fresnel 277 lens 347 Accessories Example: LGHZ 100M 7RW FFL 120 WLP Options WLP LRC= TRDA SF PCL SC7 Sloped ceiling adaptor. Degree of slope must CSA be specified (100, 150, 200, 250, 300.) Ex: SC710D. With Tamp. (shipped separately) • Provides compatibility with Uthonia RelocSystem. Lithonia Reloc System can be installed less this option with connectors provided by others. Access above ceiling required. Tamper-resistant door assembly (includes two tamper-resistant screws). For added protection, use in combination with PCL option. Not available with flush white door frame. Single fuse. Clear polycarbonate lens installed in addition to standard lens. Listed and labeled to comply with Canadian Standards. VVA L/THO/V/A L/GHT/NG ARCHITECTURAL INDOOR LIGHTING 232-LGHZ7 7" LGHZ Low Profile Round Lens, Gotham Series Distribution curve Distribution data Output data Coefficient of utilization Illuminance Data at 30" Above Floor for a Single Luminaire LGHZ 50M 7RW FFL, (1) MP50/C/U/MED lamp, 3000 rated lumens, 0.7 s/mh, test no. 2195021110 f 20% 90° From 0° cp. Lumens Zone Lumens %lamp pc 80% 50% 30% 0° 1727 0 00-300 894 29.8 pw 50% 30% 70% 30% 50%30% 360 ���` 5° 1568 150 0°-40° 1185 39.5 1 54 52 52 50 49 48 15°1148 325 0°-60° 1419 47.3 2 49 47 49 45 45 44 720 ii� ► 45° 35° 463 291 90°-180° 140 3 49.8 4 42 39 43 38 39 37 1080 45° 195 151 * 0°-180° 1493 49.8 5 39 35 41 35 36 34 55° 92 83 6 36 33 39 32 34 32 1440!!', % 65° 47 47 *Efficiency 7 34 30 37 30 32 29 1800 75° 23 24 8 31 28 35 28 30 27 0° 90° 3 3 9 30 26 31 26 27 24 50% 10% beam angle 39.1° beam angle 76.1° Initial fc fc at fc at Mount at beam Beam beam Beam beam height center diameter edge diameter edge 8' 57.1 3.9' 28.5 8.6' 5.7 10' 30.7 5.3' 15.3 11.7' 3.1 12' 19.1 6.7' 9.6 14.9' 1.9 14' 13.1 8.2' 6.5 18.0' 1.3 16' 9.5 . 9.6' 4.7 21.1' 0.9 LGHZ 70M 7RW FFL, (1) MP70/C/U/MED Tamp, 4700 rated lumens, 0.7 s/mh, test no. 2195021109 f 20% 90° From 0° cp. Lumens Zone Lumens %lamp pc 80% 50% 30% 0° 2706 0 pw 50% 30% 70% 30% 50%30% � 50 2456 234 1 54 52 52 50 49 48 560. :� ti 15° 1797 509 2 49 47 49 45 45 44 1120r►„i��1�, ° 25° 1420 657 3 45 42 46 41 42 40 45 35 725 455 4 42 39 43 38 39 37 1680 I.rtl►� 45° 306 237 5 39 35 41 35 36 34 55° 145 130 6 36 33 39 32 34 32 224 ' !,�j- _ 65° 74 73 7 34 30 37 30 32 29 2800' '"� 85° 35 37 8 31 28 35 28 30 26 0° 90° 0 0 10 28 25 32 24 27 24 0°-30° 1401 29.8 0°-40° 1857 315 0°-60° 2224 47.3 0°-90°° 2340 49.8 00 -1180° 2340 49.8* 'Efficiency 50% 10% beam angle 39.1° beam angle 76.1° Initial fc fc at fc at Mount at beam Beam beam Beam beam height center diameter edge diameter edge 8' 89.5 3.9' 44.7 8.6' 8.9 10' 48.1 5.3' 24.1 11.7' 4.8 12' 30.0 6.7' 15,0 14.9' 3.0 14' 20.5 8.2' 10.2 18.0' 2.0 16' 14.8 9.6' 7.4 21.1' 1.5 LGHZ 100M 7RW FFL, (1) MP100/C/U/MED Tamp, 7900 rated lumens, 0.7 s/mh, test no. 2195020803 f 20% 90° From 0° cp. Lumens Zone Lumens %lamp pc 80% 50% 30% I--%-.-4- 0° 4548 0 0°-30° 2355 29.8 pw 50% 30% 70% 30% 50%30% 5° 4128 394 00-400 3121 39.5 1 54 52 52 50 49 48 15° 3021 856 0°-60° 3738 47.3 2 49 47 49 45 45 44 25° 2387 1105 00-900 3935 49.8 3 45 42 46 41 42 40 450 35° 121951 766 00° 180° 3 0 40.0* 4 42 39 43 38 39 37 55° 244 219 'Efficiency 5 39 35 41 35 36 342 65° 125 124 7 34 30 37 30 32 29 75° 60 63 8 31 28 35 28 30 27 85° 9 10 9 30 26 33 26 28 26 0° 90° 0 0 10 28 25 32 24 27 24 920 1840 2760 3680 4600 50% 10% beam angle 39.1° beam angle 76.1° Initial fc fc at fc at Mount at beam Beam beam Beam beam height center diameter edge diameter edge 8' 150.3 3.9' 75.2 8.6' 15.0 10' 80.9 5.3' 40.4 11.7' 8.1 12' 50.4 6.7' 25.2 14.9' 5.0 14' 34.4 8.2' 17.2 18.0' 3.4 16' 25.0 9.6' 12.5 21.1' 2.5 LGHZ 100M 7SB FFL, (1) MP100/C/U/MED Tamp, 7900 rated lumens, 0.7 s/mh, test no. 2195020703 f 20 90° From 0° cp. Lumens Zone Lumens %lamp pc 80% 50% 30% 0° 4357 0 00-300 2332 29.5 pw 50% 30% 70% 30% 50%30% 8801x', 50 4086 390 0°.40° 3052 38.6 1 49 48 47 45 44 44 15 3050 865 0°-60° 3480 44.1 2 45 43 44 41 42 40 1760�a`v` 25° 2328 1078 00-900 3523 44.6 3 42 39 42 38 39 37 45° 35° 1146 720 90°-180° 0 0.0 4 39 36 40 35 36 35 2640 1 ' ', 45° 403 312 00-1800 3523 44.6* 5 36 33 38 33 34 32 55° 129 116 *Efficiency 6 34 31 36 30 32 30 3520 ly. ' ✓., 65° 40 40 7 32 29 34 28 30 28 4400 '� 75 3 3 8 30 27 33 27 28 26 85°0 0 9 28 25 31 25 27 25 0° 90° 0 0 10 26 24 30 23 25 23 50% 10% beam angle 40.6° beam angle 75.2° Initial fc fc at fc at Mount at beam Bear., beam Beam beam height center diameter edge diameter edge 8' 144.0 4.1' 72.0 8.5' 14.4 10' 77.5 5.5' 38.7 11,6' 7.7 12' 48,3 7.0' 24.1 14.6' 4.8 14' 32.9 8.5' 16.5 17.7' 3,3 16' 23.9 10.0' 12.0 20.8' 2.4 Notes: 1. For electrical characteristics consult technical data tab. 2. Tested to current IES and NEMA standards under stabilized laboratory conditions. Various operating factors can cause differences between laboratory data and actual field measurements. Dimensions and specifications are based on the most current available data and are subject to change without notice. 232-LGHZ7 ©2000 Lithonia Lighting 6/00 232•LGHZ7,P65 ,�f;hi;,;:,lifliiwi"�:�LtiSd i'r':i�. ,, ;,,.,,I .i,�•r �.,%:�y�y.�'f:• I. LITHO/WA LIGHT/IVO -Now ARCHITECTURAL INDOOR LIGHTING ONE LITHONIA WAY, CONYERS. GEORGIA 300.2, TELEPHONE 770.922.9000. FAX 770.860.3129 www.Iimonia com . IN CANADA: 1100 5:TH AVE.. LACHINE, QUEBEC HST 2V3 v.,-Qm'�'fik'+�R,4h,Ir''•.+�i�.,:Y,�s:t, . .,t_ . r,N.t,�u'.'.;:�'�,'."�:i�,,...k u::'�:� <,�:'„� ":t.. rnn,v:•rvYYJmtFrl:..u!'r'?!�t-`i�i7'=irt.Y.L :per` n+Mtiav rA L/THON/A L/GHT/NG FEATURES & SPECIFICATIONS INTENDED USE — Ideal for parking areas, street lighting, walkways and car lots. CONSTRUCTION — Rugged, die-cast, soft corner aluminum hous- ing with 0,12' nominal wall thickness. Extruded 4" soft corner arm for pole or wall mounting is standard. Die-cast door frame has impact -resistant, tempered, glass lens that is fully gasketed with one-piece tubular silicone. FINISH — Standard finish is dark bronze (MI polyester powder finish, with other architectural colors available. OPTICAL SYSTEM — Anodized, aluminum hydroformed reflectors: IES full cutoff distributions R2 (asymmetric), R3 (asymmetric), 114 (forward throw) and R5S (square). High performance anodized, segmented aluminum reflectors IES full cutoff distributions SR2 (asymmetric), SR3 (asymmetric) and SR4SC (forward throw, sharp cutoff). Segmented reflectors attach with tool -less fasteners and are rotatable and interchangable. ELECTRICAL SYSTEM — High reactance, high power factor bal- last for 100W/150W. Constant -wattage autotransformer for 175- 400W. Super CWA Pulse Start ballast required for 200W, 320W and 350W (must order SCWA option).Ballast is copper -wound and 100% factory -tested. Porcelain, horizontal, position -oriented, socket with copper al- loy, nickel -plated screw shell and center contact. Medium -base socket used with 100W & 150W, mogul -base socket used with 175-400W. UL listed 1500W -600V. LISTING — UL 1572 listed for wet locations. Listed and labeled to comply with Canadian Standards (see Options). S,Q ) A- 3 Catalog Number Notes Type Soft Square Cutoff Lighting CONTOUR SERIES Standard Dimensions EPA: 1.2 ft.2 Weight: 41 lbs (18.6 kg) Length: 17-1/2" (44.5 cm) Width: 17-1/2" (44.5 cm) Depth: 7-1/8' (18.1 cm) KAD METAL HALIDE 100W, 150W, 175W, 200W, 250W, 320W, 350W, 400W 20' to 35' Mounting I— 4' (10.2 cm) 17-1/2' (44.5 cm) 7.1/8" (18.1 cm) ORDERING INFORMATION Choose the boldface catalog nomenclature that best suits your needs and write it on the appropriate line. Order accessories as separate catalog number. SAD' oc� 1? 27 DAD .12-P Series KAD 100M KAD 150M KAD 175M KAD 200M KAD 250M KAD 320M1 KAD 350Mt KAD 400Mt Distribution Voltage 120 2083 2403 277 347 4803 TB' Hydroformed Reflectors R2 IES type II asymmetric2 R3 IES type III asymmetric2 R4 IES type IV forward throw2 R5S IES type V square KMA Segmented Reflectors KTMB SR2 IES type II asymmetric2 DAD12P SR3 IES type III asymmetric2 DADI2WB Mounting SPD04 Square pale (4' arm) (standard) SPD09 Square pole (9' arm)5 RPDO4 Round pole (4' arm) RPD09 Round pole (9" arm)5 WWD04 Wood pole or wall (4' arm) WWDO9 Wood pole or wall (9' arm)5,& WBD04 Wall bracket 14" arm)& WBDO9 Wall bracket (9" arm)6 L/Arm (When ordering KMA, DAD 12) Shipped Separately Mast arm adapter Twin mounting bar Degree Arm (pole) Degree Arm (wall) SR4SC IES type IV forward throw NOTES: 1 Reduced jacket ED28 lamp must be used with SR2, SR3 & SR4SC optics. 2 House side shield available. 3 Consut factory for availability in Canada. 4 Optional multi -tap ballast (120, 208, 240, 277V). 5 The SPD09, RPD09 or WWDO9 must be used when two or more luminaires are oriented on a 90° drilling pattern. 6 May be ordered as accessory. 7 ORSTD available in select wattages; consult factory. 8 Additional architectural colors available; please see Architectural Colors brochure, form no. 794.3. 9 Must use RPD09. 1000/ available with SR2, SR3 and _SR4SC optics. OUTDOOR CCr:'.r.i::•.f iy i'. �i `,4^ C'1NFt4 Example: KAD 400M 132 120 SPD04 Options Shipped Installed In Fixture SF Single fuse (120, 277, 347V, n/a TB) DF Double fuse (208, 240, 480V, n/a TB) PER NEMA twist -lock receptacle only (no photocontrol) LPI Lamp included PD Power TraytD WTB Terminal Wiring Block10 QRS Quartz restrike system (250W maximum, lamp not included)? CSA Listed and labeled to comply with Canadian Standards SCWA Super CWA Pulse Start Ballast (n/a 100W & 175W) Shipped Separately& PE1 NEMA twist -lock PE (120, 208, 240V) PE3 NEMA twist -lock PE (347V) PE4 NEMA twist -lock PE (480V) PE7 NEMA twist -lock PE (277V) HS House side shield (R2,R3, R4) (SR2, SR3► KADVG Vandal guard KADWG Wire guard Accessories: Tenon Mounting Slipfitter Architectural Colors& Standard Colors DOB Dark bronze (standard) DWH White DBL Black Classic Colors DMB Medium bronze DNA Natural aluminum DSS Sandstone DGC Charcoal gray DTG Tennis green DBR Bright red DSB Steel blue Tenon 0.D. One 2-3/8' 120-190 2-7/8' 725.190 4' T35-190 Order as separate catalog number. Number of fixtures Two©180° Two®90° Three@120°Three®90° 720-280 T20.2909 T20.3209 T20.3909 725.280 T25.2909 725-320 T25.3909 135.280 T35-2909 135-320 735.3909 Four®90° 720.4909 T25.4909 735.4909 ,71 Sheet#: KAD-M AL - 370 Sika O,, KAD 400M Arm -mounted Soft Square Cutoff Coefficient of Utilization initial Footcandles KAD R2 Test no. 1193083101 COEFFICIENT OF UTILIZATION 0 .1 .2 .3 .4 .5 .6 5�� 2.5 0.5 0.2 0.1 0 2 3 4 5 2 0 2 3 4 6 400W Metal Halide lamp, 32.000 rated lumens, Footcandle values based on 30' mounting height, Distribution Type II, cutoff. DISTANCE IN UNITS OF MOUNTING HEIGHT KAD R3 Test no. 1192040902 5 2.5 1 05 0.25 0.1 COEFFICIENT OF UTILIZATION 0 .1 .2 .3 .4 .5 .6 0 2 3 4 5 6 2 0 2 3 4 DISTANCE IN UNITS OF MOUNTING HEIGHT 400W Metal Halide lamp, 32,000 rated lumens, Footcandle values based on 30' mounting height, Distribution Type III, cutoff. KAD R3 RJ Test no. 1192041502 COEFFICIENT OF UTILIZATION 0 .1 .2 .3 .4 .5 5 2.5 1 0.5 0.25 0.1 2 3 4 5 .6 6 2 0 2 3 4 DISTANCE IN UNITS OF MOUNTING HEIGHT 400W Metal Halide lamp, 32.000 rated lumens, Footcandle values based on 30' mounting height, Distribution Type III, cutoff. KAD R4 Test no. 1191110101 5 COEFFICIENT OF UTILIZATION 0 .1 .2 .3 .4 .5 .6 2.5 2 0 2 0.02.• 3 .1 0 2 3 4 5 6 4 DISTANCE IN UNITS OF MOUNTING HEIGHT 400W Metal Halide lamp, 32,000 rated lumens, Footcandle values based on 30' mounting height, Distribution Typo IV, cutoff. KAD R4HS Test no. 1192061101 COEFFICIENT OF UTILIZATION 0 • .2 .3 .4 .5 .6 0 1 2 2 3 4 5 6 0 2 3 4 DISTANCE IN UNITS OF MOUNTING HEIGHT 400W Metal Halide lamp, 32,000 rated lumens, Footcandle values based on 30' mounting height. Distribution Type IV. cutoff. KAD R5S Test no. 1193111901 COEFFICIENT OF UTILIZATION 0 .1 .2 .3 .4 .5 5 2.5 1 0.5 0.25 0.1 MIME w MIME MIII1111111 0 2 3 4 5 6 6 DISTANCE IN UNITS OF MOUNTING HEIGHT 400W Metal Halide lamp, 32.000 rated lumens, Footcandle values based on 30' mounting height, Distribution Type V, cutoff. Electrical Characteristics Line current Primary (Amps) Wattage/ballast voltage Start/Operating Primary dropout voltage Input Power Regulation watts factor (%) Line V = Lamp lumens 400CWA Peak -lead Autotransformor 120 208 240 277 480 2.50/4.00 1.45/2.30 1.25/2.00 1.10/1.75 .73/1.00 55 95 110 125 225 455 90+ ±10% = ±10% Tested to current IES and NEMA standards under stabilized laboratory conditions. Various operating factors can cause differences between laboratory data and actual field measurements. Dimensions and specifications on this sheet are based on the most current available data and are subject to change without notice. Notes: 1 Photometric data for other distributions can be accessed from the Lithonia Lighting website. (www.lithonia.com) Mounting Height Correction Factor (Multiply the fc level by the correction factor) 25 ft.. 1.44 35 ft. =0.73 40 ft.=.56 / Existing Mounting Height 12_ Correction Factor New Mounting Height J IO1era erUl e Dark Sk,. Litmt.0 fA6 t/Th N/A LIGHT/NG An�Wcuity8rands Company ©2000 Lithonia Lighting, Rev. 8/02 KAD-M.P65 KAD-M Lithonia Lighting Acuity Lighting Group, Inc. Outdoor lighting One Lithonia Way, Conyers, GA30012-3957 Phone:770.922.9000 Fax:770-918.1209 In Canada: 1100 50th Ave., Lachine, Quebec H8T 2V3 www.lithonia.com rA L/THON/.4 LIGHTING FEATURES & SPECIFICATIONS INTENDED USE — Ideal for parking areas, street lighting, walkways and car lots. CONSTRUCTION — Rugged, die-cast, soft corner aluminum hous- ing with 0.12' nominal wall thickness. Extruded 4' soh corner arm for pole or wall mounting is standard. Die-cast door frame has impact -resistant, tempered, glass lens that is fully gasketed with one-piece tubular silicone. FINISH — Standard finish is dark bronze (DDB) polyester powder finish, with other architectural colors available. OPTICAL SYSTEM — Anodized, aluminum hydroformed reflectors: IES full cutoff distributions R2 (asymmetric), R3 (asymmetric), R4 (forward throw) and R5S (square). High performance anodized, segmented aluminum reflectors IES full cutoff distributions SR2 (asymmetric), SR3 (asymmetric) and SR4SC (forward throw, sharp cutoff). Segmented reflectors attach with tool -less fasteners and are rotatable and interchangable. ELECTRICAL SYSTEM — High reactance, high power factor bal- last for 100W/150W. Constant -wattage autotransformer for 175- 400W. Super CWA Pulse Start ballast required for 200W, 320W and 350W (must order SCWA option).Ballast is copper -wound and 100% factory -tested. Porcelain, horizontal, position -oriented, socket with copper al- loy, nickel -plated screw shell and center contact. Medium -base socket used with 100W & 150W, mogul -base socket used with 175-400W. UL listed 1500W -600V. LISTING — UL 1572 listed for wet locations. Listed and labeled to comply with Canadian Standards (see Options). Catalog Number Notes Type Soft Square Cutoff Lighting CONTOUR S E R I E S Standard Dimensions EPA: 1.2 ft.2 Weight: 41 lbs (18.6 kg) Length: 17.1/2" (44.5 cm) Width: 17-1/2" (44.5 cm) Depth: 7.1/8' (18.1 cm) KAD METAL HALIDE 100W, 150W, 175W, 200W, 250W, 320W, 350W, 400W 20' to 35' Mounting 17-1/2" (44.5 cm) ORDERING INFORMATION Choose the boldface catalog nomenclature that best suits your needs and write it on the appropriate line. Order accessories as separate catalog number. .4-1) Oo 3 DAV I ZP KAD 100M KAD 150M KAD 175M KAD 200M KAD 250M KAD 320M1 KAD 350Mt KAD 400Mt Distribution Hydrotormed Reflectors Voltage R2 IES type II asymmetric2 R3 IES type III asymmetric2 R4 IES type IV forward throw2 R5S IES type V square Segmented Reflectors SR2 IES type II asymmetric2 SR3 IES type III asymmetric2 SR4SC IES type IV forward throw NOTES: 1 Reduced jacket ED28 lamp must be used with SR2, SR3 & SR4SC optics. 2 House side shield available. 3 Consut factory for availability in Canada. 4 Optional multi -tap ballast (120, 208, 240, 277V). 5 The SPD09, RPD09 or WWDO9 must be used when two or more luminaires are oriented on a 90° drilling pattern. 6 May be ordered as accessory. 7 ORSTD available in select wattages; consult factory. 8 Additional architectural colors available; please see Architectural Colors brochure, form no. 794.3. 9 Must use RPD09. 10 Only available with $R2, SR3 anti SR4SC unties. OUTDOOR 120 2083 2403 277 347 4803 TB4 Mounting SPD04 Square pole (4" arm) (standard) SPD09 Square pole (9 " arm)5 RPD04 Round pole (4" arm) RPD09 WWDO4 WWDO9 Round pole (9" arm)5 Wood pole or wall (4" arm) Wood pole or wall (9" arm)5.6 WBDO4 Wall bracket (4" arm)5 WBDO9 Wall bracket (9" arm)6 L/Arm (When ordering KMA, DAD12) Shipped Separately KMA Mast arm adapter KTMB Twin mounting bar DAD12P Degree Arm (pole) DADI2WB Degree Arm (wall) Example: KAD 400M R2120 SPDO4 Dpi Options P L W Q C scw Shipped Installed In Fixture SF Single fuse (120, 277, 347V, n/a TB) DF Double fuse (208, 240, 480V, n/a TB) ER NEMA twist -lock receptacle only (no photocontrol) PI Lamp included PD Power Tray10 TB Terminal Wiring Block10 RS Quartz restrike system (250W maximum, lamp not included)? SA Listed and labeled to comply with Canadian Standards A Super CWA Pulse Start Ballast (n/a 100W & 175W) Shipped Separately6 PE1 NEMA twist -lock PE (120, 208, 240V) PE3 NEMA twist -lack PE (347V) PE4 NEMA twist -lock PE (480V) PE7 NEMA twist -lock PE (277V) HS House side shield (R2,R3, R4) (SR2, SR3) KADVG Vandal guard KADWG Wire guard Accessories: Tenon Mounting Slipfitter Architectural Colors° Standard Colors DDB Dark bronze (standard) DWH White DBL Black Classic Colors DMB Medium bronze DNA Natural aluminum DSS Sandstone DGC Charcoal gray DTG Tennis green DBR Bright red DSB Steel blue Tenon 0.0. One 2-3/8' 120-190 2-7/8' T25-190 4' T35-190 Order as separate catalog number. Number of fixtures Two®180° Two'90° Three@120°Three@90° 120.280 T20-2903 120.3209 T20-3909 125-280 T25-2903 T25-320 T25.3909 135.280 T35-2903 135-320 T35-3909 Four©90° T20-4909 T25.4909 T35.490° Sheet#: KAD-M AL - 370 KAD 400M Arm -mounted Soft Square Cutoff Coefficient of Utilization Initial Footcandles KAD R2 Test no. 1193083101 COEFFICIENT OF UTILIZATION 0 .1 .2 .3 .4 .5 0 2 3 6 2 0 2 3 4 4 5 6 400W Metal Halide lamp, 32,000 rated lumens, Footcandle values based on 30' mounting height, Distribution Type 11, cutoff. DISTANCE IN UNITS OF MOUNTING HEIGHT KAD R3 Test no. 1192040902 5 25 1 0.5 0.25 0.1 COEFFICIENT OF UTILIZATION 0 .1 .2 .3 .4 .5 0 2 3 4 5 6 6 2 0 2 3 4 DISTANCE IN UNITS OF MOUNTING HEIGHT 400W Metal Halide lamp, 32,000 rated lumens, Footcandle values based on 30' mounting height, Distribution Type III, cutoff. KAD R3 RJ Test no. 1192041502 COEFFICIENT OF UTILIZATION 0 .1 .2 .3 .4 .5 .6 5 2.5 0.5 0.25 0.1 2 3 4 5 6 2 0 2 3 4 DISTANCE IN UNITS OF MOUNTING HEIGHT 400W Metal Halide lamp, 32,000 rated lumens, Footcandle values based on 30' mounting height, Distribution Type III, cutoff. KAD R4 Test no. 1191110101 5 COEFFICIENT OF UTILIZATION 0 .1 .2 .3 .4 .5 .6 2 2.5 o. 0.2 0.1 0 2 3 4 5 6 0 2 3 4 DISTANCE IN UNITS OF MOUNTING HEIGHT 400W Metal Halide lamp, 32,000 rated lumens, Footcandle values based on 30' mounting height, Distribution Type IV, cutoff. KAD R4HS Test no. 1192061101 COEFFICIENT OF UTILIZATION 0 .1 .2 .3 .4 .5 .6 1 5 2.5 0.5 0.2 O. 0 2 3 4 5 6 2 0 2 3 4 DISTANCE IN UNITS OF MOUNTING HEIGHT 400W Metal Halide lamp, 32,000 rated lumens. Footcandle values based on 30' mounting height, Distribution Type IV, cutoff. KAD R5S Test no. 1193111901 COEFFICIENT OF UTILIZATION 0 .1 .2 .3 .4 .5 .6 t 5�� 2.5 1 0.5 0.25 0.1 J 0 2 3 4 5 6 2 1 0 1 2 3 4 DISTANCE IN UNITS OF MOUNTING HEIGHT 400W Metal Halide lamp, 32,000 rated lumens, Footcandle values based on 30' mounting height, Distribution Type V, cutoff. Electrical Characteristics Line current Primary Primary (Amps) dropout Input Power Regulation Wattage/ballast voltage Start/Operating voltage watts factor (%) Line V = Lamp lumens 400CWA Peak -lead Autotransformer 120 208 240 277 480 2.50/4.00 1.45/2.30 1.25/2.00 1.10/1.75 .73/1.00 55 95 110 455 90+ t10% = t10% 125 225 Tested to current IES and NEMA standards under stabilized laboratory conditions. Various operating factors can cause differences between laboratory data and actual field measurements. Dimensions and specifications on this sheet aro based on the most current available data and are subject to change without notice. Notes: 1 Photometric data for other distributions can bo accessed from the Lithonia Lighting website. (www.Iithonia.com) Mounting Height Correction Factor (Multiply the fc level by the correction factor) 25 ft. 1.44 35 ft.. 0.73 40 ft.= .56 / Existing Mounting Height 12_ Correction Factor \ New Mounting Height J tnttra-erat • Dark Sky Mt craw L/THON/A LIGHT/NG An (-5i cuityBrands Company 02000 Lithonia Lighting, Rev. 8/02 KAD•M.P65 KAD-M •», .5 tt'Si` u;i,: '.`z;!!1?i�:8",t.^.:t{.'ia%1"kajz.�J'rxi, ' d �"',ri t'rl ..4tid`nw:s,, Lithonia Lighting Acuity Lighting Group, Inc. Outdoor Lighting One Lithonia Way, Conyers, GA 30012.3957 Phone:770-922-9000 Fax: 770.918.1209 In Canaca:1100 50th Ave., Lachine, Quebec H8T 2V3 www.litnonia.com 1Vk,014, ACI�iLJII' L/THON/A LION TINS FEATURES & SPECIFICATIONS CONSTRUCTION Weldable -grade, hot -rolled, commercial -quality carbon steel tubing with a minimum yield of 55,000 psi (11 -gauge), 50,000 psi (7 -gauge). Uniform wall thickness of .125" or .188'. Shafts are one-piece with a longitudinal electric resistance weld, Uniformly square in cross-section with flat sides, small corner radii and excellent torsion. Available shaft widths are 4", 5' and 6'. Anchor base is fabricated from hot -rolled carbon steel plate that meets or exceeds a minimum yield strength of 36,000 psi. The anchor base is provided with slotted holes, Base cover is finished to match pole. A handhole having nominal dimensions of 3' x 5" for all shafts. Included is a cover with attachment screws. Top cap provided with all drill -mount poles. Fasteners are high-strength galvanized zinc -plated or stainless steel. FINISH — Dark bronze (DOB) polyester powder standard. Other architec- tural colors available. GROUNDING — A nut holder located immediately inside the handhole rim is provided with a 1/2" —13 UNC ground bolt and nut. ANCHOR BOLTS — Top protion of anchor bolt is galvanized per ASTM A- 153. Made of steel rod having a minimum yield strength of 55,000 psi. Catalog Number Notes Type Anchor Base Poles SSS SQUARE STRAIGHT STEEL ORDERING INFORMATION Choose the boldface catalog nomenclature that best sults your needs and write It in the appropriate blank. sss Shaft type SSS 56 Nominal shaft length 10 - 39 feet (See back page.) Nominal shaft base size/ wall thickness (See back page.) HANDHOLE ORIENTATION C A Handhole NOTES: 1 When ordering tenon mounting and drill mounting for the same pole, follow this example: DM28/r20. The combination requires an extra handhole. 2 3-1/2' and 4" tenons available on 5' and 6' shafts only. 3 The drilling template to be used for a particular luminaire depends ort the luminaire that is used. Refer to the Technical Data Section of the Outdoor Binder for Drilling Templates. 4 Specify location and orientation when ordering option. For 1st 'x": Specify the height in feet above base of pole. Example: 5ft . 5 and 20fr . 20 For 2nd 'x": Specify orientation from handhole (A,B,C,D) Refer to the Handhole Orientation diagram on this page. 5 Horizontal arm is 15' x 2.3/8' 0.0. tenon standard. 6 Combination of tenon -top and drill mount requires extra handhole. 7 Additional colors available; see Architectural Colors brochure, form no. 794.3. bM DM I ZS Mounting' PT T20 T25 T302 T352 DM19 DM2B DM28PL DM29 DM39 DM49 DM19AS DM28AS DM29AS DM39AS DM49AS Tenon Mounting Open top 2-3/8' O.D. (2' NPS) 2-7/8' 0.D. (2.1/2' NPS I 3-1/2" 0.0. (3' NPS( 4" 0.0. (3-1/2" NPS) Drill Mounting3 1 at90° 2at180° 12CPxx1 2 at 180° with one side 34CPxx4 plugged 1CPxx4 2at90° 12NPxx' 3at90° 34NPxx4 4at90° 1NPxx4 Aeris Drill Mounting3 HHxxo 1 et90° 2at180° 2 at 90° 3at90° 4 at 90° Example: SSS 20 5C DM19 DDB DDS Options Shipped Installed UAB VD TP Hxx'-s FDboc FGLxx° LessAnchorBolts Vibration Damper Tamper Proof HorizontalArm Bracket 11 fixture) Festoon Outletless electrical Festoon GFI Outlet less electrical 1/2"Coupling 3/4" Coupling 1' Coupling 1/2'Threaded Nipple 3/4'Tnreaded Nipple 1' Threaded Nipple Extra Handhole Architectural Colors (powder finish) Standard Colors DDB. Dark bronze DWH White DBL Black Classic Colors DMB Mediumbronze DNA DSS DGC DTG 08R DSB GALV Natural aluminum Sandstone Charcoal gray Tennis green Brightred Steel blue Galvanized finish IMPORTANT INSTALLATION NOTES: • Do not erect poles witiout having fixtures installed. • Factory -supplied templates must be used when setting anchor bolts. Lrtonia will not accept claim for incorrect anchorage placement due to failure to use factory template. • If poles are stored outside, all protective wrapping must be removes immediately to prevent finish damage. • Lithonia is not responsible for the founcation design. • Instalbdon requires grout to be packed under base to ensure full contact with foundation. Outdoor Sheet#: Pole -SSS PL - 320 SSS Square Straight Steel Poles TECHNICAL INFORMATION EPA (fttl with 1.3 gust Catalog Number Nominal shaft length (feet) Pole Shaft Size(inxinxft) Wall Thickness (inches) Gauge 80 mph Max. weight 90 mph Max. weight 100 mph Max. weight Bolt Circle (inches) Bolt Size (in.xin.xin.) Approximate ship weight (pounds) SSS 10 4C 10 4.0 x 10.0 0.125 11 30.6 765 23.8 595 18.9 473 8--9 3/4 x 18 x 3 75 SSS 12 4C 12 4.0 x 12.0 0.125 11 24.4 610 18.8 470 14.8 370 8--9 3/4 x 18 x 3 93 SSS 14 4C 14 4.0 x 14.0 0.125 11 19.9 498 15.1 378 11.7 293 8--9 3/4 x 18 x 3 100 SSS 16 4C 16 4.0 x 16.0 0.125 11 15.9 398 11.8 295 8.9 223 8--9 3/4 x 18 x 3 115 SSS 18 4C 18 4.0 x 18.0 0.125 11 12.6 315 9.2 230 6.7 168 8--9 3/4 x 18 x 3 125 SSS 20 4C 20 4.0 x 20.0 0.125 11 9.6 240 6.7 167 4.5 150 8--9 3/4 x 18 x 3 140 SSS 20 4G 20 4.0 x 20.0 0.188 7 16.5 415 12.25 310 9.3 240 8--9 3/4 x 30 x 3 198 SSS 20 5C 20 5.0 x 20.0 0.125 11 17.7 443 12.7 343 9.4 235 10--12 1 x 36 x 4 185 SSS 20 5G 20 5.0 x 20.0 0.188 7 28.1 703 21.4 535 16.2 405 10--12 1 x 36 x 4 265 SSS 25 4C 25 4.0 x 25.0 0.125 11 4.8 150 2.6 100 1.0 50 8--9 3/4 x 18 x 3 170 SSS 25 4G 25 4.0 x 25.0 0.188 7 10.8 270 7.7 188 5.4 135 8--9 3/4 x 30 x 3 245 SSS 25 5C 25 5.0 x 25.0 0.125 11 9.8 245 6.3 157 3.7 150 10--12 1 x 36 x 4 225 SSS 25 5G 25 5.0 x 25.0 0.188 7 18.0 350 12.6 350 9.0 250 10--12 1 x 36 x 4 320 SSS 30 4G 30 4.0 x 30.0 0.188 7 6.4 160 4.0 100 2.3 58 8--9 3/4 x 30 x 3 295 SSS 30 5C 30 5.0 x 30.0 0.125 11 4.7 150 2.0 50 -- -- _ 10--12 1 x 36 x 4 265 SSS 30 5G 30 5.0 x 30.0 0.188 7 10.7 267 6.7 167 3.9 100 10--12 1 x 36 x 4 380 SSS 30 6G 30 6.0 x 30.0 0.188 7 15.7 392 10.2 257 6.4 160 11--13 1 x 36 x 4 520 SSS 35 5G 35 5.0 x 35.0 0.188 7 5.9 150 2.5 100 -- -- 10--12 1 x 36 x 4 440 SSS 35 6G 35 6.0 x 35.0 0.168 7 9.5 237 5.0 150 1.8 50 11--13 1 x 36 x 4 540 SSS 39 6G 39 6.0 x 39.0 0.188 7 5.1 128 1.3 33 -- -- 11--13 1 x 36 x 4 605 BASE DETAIL 18' Shaft Bolt Bolt Base Anchor Warehouse Template Base Circle Projection Square Bolt Anchor Bolt Number Size A B C Description Description 4'C 8-1/2" 4'G 8-1/2" 5' 10'-12" 6" 11'-13" 2-314'-4' 8" ABSSS-4C A818-0 PJ50004 2-3/4'-4' 8" ABSSS-4G AB30-0 PJ50004 3-3/8"-4' 11' ABSSS-5 AB36-0 PJ50010 3-3/8"-4° 12-1/2' ABSSS-6 AB36-0 PJ50011 IMPORTANT: • These specifications are intended for general purposes only. Lithonia reserves the right to change material or design, without prior notice, in a continuing effort to upgrade its products. • FA LITNONIA LIGHT/NG Ani 1cuifyBrandsCompany Sheet #: Pole -SSS ©1994 Lithonia Lighting, Rev. 6/02 Pole•SSS.P65 Lithonia Lighting Acuity Lighting Group, Inc. Outdoor Lighting One Litnonia Way, Conyers, GA 30012 Phone:770.922.9000 Fax: 770.918.1209 In Canada: 1100 50th Ave., Lachine, Quebec HST 243 www.Iithonia.com • y;q'rcKs+aro�ve:swCtkj�'„v3apYl�.lY+ };tali-iG:°t*zr.ei.ipy.,i'-t,w....;r.r,.,H..,,-,sw,n.a+..x-sr,:.«r.:w•tt.,;ar�;nc+x4'S:?SN I� L/THON/A LIGHTING FEATURES & SPECIFICATIONS CONSTRUCTION Weldable -grade, hotrolled, commercial -quality carbon steel tubing with a minimum yield of 55,000 psi (11 -gauge), 50,000 psi (7 -gauge). Uniform wall thickness of .125" or .188". Shafts are one-piece with a longitudinal electric resistance weld. Uniformly square in cross-section with flat sides, small corner radii and excellent torsion. Available shaft widths are 4", 5" and 6". Anchor base is fabricated from hot -rolled carbon steel plate that meets or exceeds a minimum yield strength of 36,000 psi. The anchor base is provided with slotted holes. Base cover is finished to match pole. A handhole having nominal dimensions of 3" x 5" for all shafts. Included is a cover with attachment screws. Top cap provided with all drill -mount poles. Fasteners are high-strength galvanized zinc -plated or stainless steel. FINISH — Dark bronze (DDB) polyester powder standard. Other architec- tural colors available. GROUNDING — A nut holder located immediately inside the handhole rim is provided with a 1/2" – 13 UNC ground bolt and nut. ANCHOR BOLTS — Top protion of anchor bolt is galvanized per ASTM A- 153. Made of steel rod having a minimum yield strength of 55,000 psi. Catalog Number Notes Type Anchor Base Poles SSS SQUARE STRAIGHT STEEL ORDERING INFORMATION Choose the boldface catalog nomenclature that best suits your needs and write it in the appropriate blank. sss Shaft type SSS 20 Nominal shaft length 10 – 39 feet (See back page.) 4i Nominal shaft base size/ wall thickness (See back page.) HANDHOLE ORIENTATION C A Handhole NOTES: 1 When ordering tenon mounting and drill mounting for the same pole, follow this example: DM28/T20. The combination requires an extra handhole. 2 3-1/2' and 4' tenons available on 5' and 6' shafts only. 3 Tho drilling template to be used for a particular luminaire depends on the luminaire that is used, Refer to the Technical Data Section of the Outdoor Binder for Drilling Templates. 4 Specify location and orientation when ordering option. For 1st 'x': Specify the height in feet above base of pole. Example: 5ft - 5 and 20ft . 20 For 2nd 'x': Specify orientation from handhole (A,B,C,D) Refer to the Handhole Orientation diagram on this page. 5 Horizontal arm is 18' x 2.3/8' O.D. tenon standard. 6 Combination of tenon -top and drill mount requires extra handhole. 7 Additional colors available; see Architectural Colors brochure, form no. 794.3. Dt1 DMZB Mounting' PT 720 T25 T302 T352 DM19 DM28 DM28PL DM29 DM39 DM49 DM19AS DM28AS DM29AS DM39AS DM49AS Example: SSS 20 5C DM19 DDB DA P Tenon Mounting Open top 2-3/8' D.D. (2' NPS) 2-7/8'0.0.12-1/2' NPS) 3.1/2' 0.D. (3" NPS) 4' 0,0. (3-1/2" NPS) Drill Mounting' 1 at90° 2at180° 12CPxx4 2 et 180° with one side 34CPxx4 plugged 1CPxx4 Options Shipped Installed UAB Less Anchor Bolts VD Vibration Damper TP Tamper Proof Hxx4.5 FDLxx4 FGLo 2 at 90° 3 at 90° 12NPxx' 34NPxx4 4at90° 1NPxx4 Aeris Drill Mounting' HHxxis 1 at90° 201180° 2at90° 3 at 90° 4 at 90° Horizontal Arm Bracket (1 fixture) Festoon Outletless electrical Festoon GFI Outlet Tess electrical 1/2" Coupling 3/4" Coupling 1" Coupling 1/27hreaded Nipple 3/4'Threaded Nipple 1'Threaded Nipple Extra Handhole Architectural Colors (powder finish)? Standard Colors DDB Dark bronze DWH White DBL Black Classic Colors DMB DNA DSS DGC DTG DBR OSB GALV Medium bronze Natural aluminum Sandstone Charcoal gray Tennis green Brightred Steel blue Galvanized finish IMPORTANT INSTALLATION NOTES: • Do not erect poles without having fixtures installed. • Factory -supplied templates must be used when setting anchor bolts. Lithonia will not accept claim for incorrect anchorage placement due to failure to use factory template. • If poles are stored outside, all protective wrapping must be removed immediately to prevent finish damage. • Lithonia is not responsible for the foundation design. • Installation requires grout to be packed under base to ensure full contact with foundation. Outdoor 41rJ!titk$': "'iu5� 4"411;,11-lkie`6. 4.14 t. . Sheet#: Pole -SSS PL - 320 CR7�"SY.•.'�5P}�'1N;�+rCV•.,§2a��•Vi.h"iii•N?�tpe+7+Atn'a�":=Y::fY[MM1.�.k.,. l.ni-::r•'•}.1'f�:�':••:•\.•+,\\.[...xc:u.;u:r:z4;t�:�6'iF4!k� SSS Square Straight Steel Poles TECHNICAL INFORMATION . EPA (ftt) with 1.3 gust Catalog Number Nominal shaft lenpthlfeet) Pole Shaft Size(inxinxft) Wall Thickness (inches) Gauge 80 mph Max. weight 90 mph Max. weight 100 mph Max. weight Bolt Circle (inches) Bolt Size (in.xin.xin.) Approximate ship weight (pounds) SSS 10 4C 10 4.0 x 10,0 0.125 11 30.6 765 23.8 595 18.9 473 8--9 3/4 x 18 x 3 75 SSS 12 4C 12 4.0 x 12.0 0.125 11 24.4 610 18.8 470 14.8 370 8--9 3/4x 18 x 3 93 SSS 14 4C 14 4.0 x 14,0 0.125 11 19.9 498 15.1 378 11.7 293 8--9 3/4 x 18 x 3 100 SSS 16 4C 16 4.0 x 16.0 0,125 11 15.9 398 11.8 295 8.9 223 8--9 3/4 x 18 x 3 115 SSS 18 4C 18 4.0 x 18.0 0,125 11 12.6 315 9.2 230 6.7 168 8--9 3/4 x 18 x 3 125 SSS 20 4C 20 4.0 x 20.0 0.125 11 9.6 240 6.7 167 4.5 150 8--9 3/4 x 18 x 3 140 SSS 20 4G 20 4.0 x 20.0 0.188 7 16.5 415 12.25 310 9.3 240 8--9 3/4 x 30 x 3 198 SSS 20 5C 20 5.0 x 20.0 0.125 11 17.7 443 12.7 343 9.4 235 10--12 1 x 36 x 4 185 SSS 20 5G 20 5.0 x 20.0 0,188 7 28.1 703 21.4 535 16.2 405 10--12 1 x 36 x 4 265 SSS 25 4C 25 4.0 x 25.0 0,125 11 4.8 150 2.6 100 1.0 50 8--9 3/4 x 18 x 3 170 SSS 25 4G 25 4.0 x 25.0 0.188 7 10.8 270 7.7 188 5.4 135 8--9 314 x 30 x 3 245 SSS 25 5C 25 5.0 x 25.0 0.125 11 9.8 245 6.3 157 3.7 150 10--12 1 x 36 x 4 225 SSS 25 5G 25 5.0 x 25.0 0,188 7 18.0 350 12.6 350 9.0 250 10--12 1 x 36 x 4 320 SSS 30 4G 30 4.0 x 30.0 0.188 7 6.4 160 4.0 100 2.3 58 8--9 3/4 x 30 x 3 295 SSS 30 5C 30 5.0 x 30.0 0.125 11 4.7 150 2,0 50 -- -- 10--12 1 x 36 x 4 265 SSS 30 5G 30 5.0 x 30.0 0.188 7 10.7 267 6.7 167 3.9 100 10--12 1 x 36 x 4 380 SSS 30 6G 30 6.0 x 30.0 0.188 7 15.7 392 10.2 257 6.4 160 11--13 1 x 36 x 4 520 SSS 35 5G 35 5.0 x 35.0 0.188 7 5.9 150 2.5 100 -- -- 10--12 1 x 36 x 4 440 SSS 35 6G 35 6.0 x 35.0 0.188 7 9.5 237 5.0 150 1.8 50 11--13 1 x 36 x 4 540 SSS 39 6G 39 6.0 x 39.0 0,188 7 5.1 128 1.3 33 -- -- 11--13 1 x 36 x 4 605 BASE DETAIL 18" rw til B Shaft Bolt Bolt Base Anchor Warehouse Template Base Circle Projection Square Bolt Anchor Bolt Number Size A B C Description Description 4'C 8-1/2" 2-3/4"-4' 8' ABSSS-4C AB18-0 PJ50004 4'G 8-1/2' 2-3/4"-4' 8" ABSSS-4G AB30-0 PJ50004 5' 10'-12' 3-3/8"-4" 11' ABSSS-5 AB36-0 PJ50010 6" 11'-13' 3-3/8"-4" 12-1/2" ABSSS-6 AB36-0 PJ50011 IMPORTANT: • These specifications ere intended for general purposes only. Lithonia reserves the right to change material or design, without prior notice, in a continuing effort to upgrade its products. I. LIMON/A L/GbIT/N An 4cuiltyBrands Company Sheet #: Pole -SSS 01994 Lithonia Lighting, Rov, 6/02 Pole•SSS.P65 Lithonia Lighting Acuity Lighting Group, Inc. Outdoor Lighting One Lithonia Way, Conyers, GA 30012 Phone:770.922.9000 Fax:770.918.1209 In Canada: 1100 50th Ave., Lachine, Quebec H8T 2V3 www.lithonia.com L:detiP;-K2¢1:b.4n'h'A', ;,..n;Y.<:.va L/7710N/.4 L/GHT/NGA FEATURES & SPECIFICATIONS INTENDED USE — Ideal for parking areas, street lighting, walkways and car lots. CONSTRUCTION — Rugged, die-cast, soft corner aluminum housing with 0.12" nominal wall thickness. Extruded 4" soft corner arm for pole or wall mounting is standard. Die-cast door frame has impact - resistant, tempered, glass lens that is fully gasketed with one-piece tubular silicone. FINISH — Standard finish is dark bronze (DOB) polyester powder finish, with other architectural colors available. OPTICAL SYSTEM — Anodized, aluminum hydroformed reflectors: IES full cutoff distributions R2 (asymmetric), R3 (asymmetric), R4 (forward throw) and R5S (square). High-performance anodized, segmented aluminum reflectors IES full cutoff distributions SR2 (asymmetric), SR3 (asymmetric) and SR4SC (forward throw, sharp cutoff). Segmented reflectors attach with tool -less fasteners and are rotatable and interchangable. ELECTRICAL SYSTEM — High reactance, high power factor ballast for 100W/150W. Constant -wattage autotransformer for 175-400W. Super CWA Pulse Start ballast required for 200W, 320W and 350W (must order SCWA option). Ballast is copper -wound and 100% factory -tested. Porcelain, horizontal, position -oriented, socket with copper alloy, nickel -plated screw shell and center contact. Medium -base socket used with 100W & 150W, mogul -base socket used with 175-400W. UL listed 1500W -600V. LISTING — UL Listed (standard). CSA Certified (see Options). UL listed for wet locations. IP65 rated in accordance with standard IEC 529. K Catalog Number Notes Type Soft Square Cutoff Lighting CONTOUR KAD METAL HALIDE 100W, 150W, 175W, 200W, 250W, 320W, 350W, 400W 20' to 35' Mounting Standard Dimensions EPA: 1.2 ft.? Weight: 41 lbs 118.6 kg) Length: 17.1/2" (44.5 cm) Width: 17-1/2" (44.5 cm) Depth: 7-1/8" (18.1 cm) 1-4" 1 17-1/2 (10.2 cm) (44.5 cm) ORDERING INFORMATION Choose the boldface catalog nomenclature that best suits your needs and write it on the appropriate line. Order accessories as separate catalog number. K A) R3 2;-3- KAD --3" KAD 100M KAD 150M KAD 175M KAD 200M KAD 250M KAD 320M1 KAD 350M1 KAD 400M' Voltage Distribution 120 2083 2403 277 347 4803 TB4 Hydrolormed Reflectors R2 IES type II asymmetric2 R3 IES type I11 asymmetric2 R4 IES type IV forward throw2 R5 (ES type V square Segmented Reflectors SR2 IES type I1 asymmetric2 SR3 IES type III asymmetric2 SR4SC IES type IV forward throw Mounting SPD04 Square pole (4" arm) (standard) SPD09 Square pole (9" arm)5 RPD04 Round pole (4" arm) RPD09 Round pole (9" arm)5 WWD04 Wood pole or wall (4" arm) WWDO9 Wood pole or wall (9" arm)5,5 WBDO4 Wall bracket (4' arm16 WBD09 Wall bracket (9" arm)& L/Arm (When ordering KMA, DAD12) Shipped Separately KMA Mast arm adapter KTMB Twin mounting bar DAD12P Degree Arm (pole) DAD12WB Degree Arm (wall) NOTES: 1 Reduced jacket ED28 Tamp must be used with SR2, SR3 & SR4SC optics. 2 House -side shield available. 3 Consut factory for availability in Canada. 4 Optional multi -tap ballast (120, 208, 240, 277V). 5 The SPD09, RPD09 or WWDO9 must be used when two or more luminaires are oriented on a 90° drilling pattern. 6 May bo ordered as accessory. 7 ORSTD available in select wattages; consult factory, 8 Additional architectural colors available: please seo Architectural Colors brochure, form no. 794.3. 9 Must use RPD09. 10 Only available with SR2, 5R3, and SR4SC optics. Example: KAD 400M R2 120 SPD04 Options Shipped Installed In Fixture SF Single fuse (120, 277, 347V, n/a TB) DF Double fuse (208, 240, 480V, n/a TB) PER NEMA twist -lock receptacle only (no photocontrol) LPI Lamp included PD Power Tray10 WTB Terminal Wiring Block1° QRS Quartz restrike system (250W maximum, lamp not included)7 CSA CSA Certified SCWA Super CWA Pulse Start Ballast (n/a 100W & 175W) Shipped Separately& PEI NEMA twist -lock PE (120, 208, 240V) PE3 NEMA twist -lock PE (347V) PE4 NEMA twist -lock PE (480V) PE7 NEMA twist -lock PE (277V) HS House -side shield (R2, R3, R4) (SR2, SR3) KADVG Vandal guard KADWG Wire guard Architectural Colors° Standard Colors DDB Dark bronze (standard) DWH White DBL Black Classic Colors DMB Medium bronze DNA Natural aluminum DSS Sandstone DGC Charcoal gray DTG Tennis green DBR Bright red DSB Steel blue Accessories: Tenon Mounting Slipfitter Order as separate catalog number. Number of fixtures Tenon 0.0. One Two©180° Two@90° Three®120° Three©90° Four1:090° 2-3/8" T20-190 T20-280 120.2905 T20.3209 120.3905 T20.4905 2.7/8" 125-190 125-280 125-2909 125-320 T25.3905 T25.4905 4" T35-190 T35-280 135.2905 135-320 T35.3905 135.4905 Outdoor Sheet #: KAD-M AL - 370 KAD 400M Arm -mounted Soft Square Cutoff Coefficient of Utilization initial Footcandles KAD R2 Test no. 1193083101 COEFFICIENT OF UTILIZATION 0 .1 .2 .3 .4 .5 .61 KAD R3 Test no. 1192040902 COEFFICIENT OF UTILIZATION 0 .1 .2 .3 .4 .5 .69 KAD R3 RJ Test no. 1192041502 COEFFICIENT OF UTILIZATION 0 .1 .2 .3 .4 .5 .6 A W Al -2 0 n DISTANCE IN UNITS OF MOUNTING HEIGHT ::".....7.: W N -2 O DISTANCE IN UNITS OF MOUNTING HEIGHT IR) A W N O n DISTANCE IN UNITS OF MOUNTING HEIGHT 5 25.- S---` 5 5 2.5 1` 2.5 0.5 + 1 0.5 0.5 0.25 0.1 ' 1 0.2' 0.1 { D 0.1 25, 1 ! 0 2 3 4 5 6 400W Metal Halide lamp, 32,000 rated lumens, Footcandle values based on 30' mounting height, Distribution Type Ili, cutoff. 0 400W Metal Footcandle height, Distribution 1 2 3 4 5 6 Halide lamp, 32,000 rated lumens, values based on 30' mounting Type 11, cutoff. 0 1 2 3 4 5 6 400W Metal Halide lamp, 32,000 rated lumens, Footcandle values based on 30' mounting height. Distribution Type III, cutoff. KAD 0 .1 R4 Test no. 1191110101 COEFFICIENT OF UTILIZATION .2 .3 .4 .5 .6 KAD R4HS Test no. 1192061101 COEFFICIENT OF UTILIZATION 0 .1 .2 .3 .4 .5 .6 KAD R5S Test no. 1193111901 COEFFICIENT OF UTILIZATION 0 .1 .2 .3 .4 .5 .6 A W N O n DISTANCE IN UNITS OF MOUNTING HEIGHT A W N -2 0 -2 n DISTANCE IN UNITS OF MOUNTING HEIGHT - 1 s\ \ / A W N O n DISTANCE IN UNITS OF MOUNTING HEIGHT -61 �1 5 5 2.5� 2.5' l' 2,5�' 1 ,.D.5. J 0.5 02 r 0.25 0.1 i 02' 0.1 ��- o. I E 0 1 2 3 4 5 6 400W Metal Halide lamp, 32,000 rated lumens, Footcandle values based on 30' mounting height, Distribution Type IV, cutoff. 0 1 2 3 4 5 6 400W Metal Halide lamp, 32,000 rated lumens, Footcandle values based on 30' mounting height. Distribution Type IV, cutoff. 0 1 2 3 4 5 6 400W Metal Halide lamp. 32.000 rated lumens, Footcandle values based on 30' mounting height. Distribution Type V, cutoff. Electrical Characteristics Line current Primary Primary (Amps) dropout Input Power Regulation Wattage/ballast voltage Start/Operating voltage watts factor (%) Line V = Lamp lumens 120 2.50/4.00 55 400CWA 208 1.45/2.30 95 Peak -lead 240 1.25/2.00 110 455 90+ 110% = 110% Autotransformer 277 1.10/1.75 125 480 .73/1.00 225 ( Existing Mounting Height 12 Tested to current IES and NEMA standards under stabilized laboratory conditions. Various operating \ New Mounting Height JCorrection Factor factors can cause differences between laboratory data and actual field measurements. Dimensions and specifications on this sheet are based on the most current available data and are subject to change without notice. Mounting Height Correction Factor (Multiply the fc level by the correction factor) 25 ft. = 1.44 35 ft. =0.73 40 ft. _ .56 Notes: 1 Photometric data for other distributions can be accessed from the Lithonia Lighting website. Iwww.lithonia.com) •tnttrtatanal Durk Sky 'Armee . • rA LIT/ICN/A LIGHTING' AniWAcuityBrands Company KAD-M 0 Acuity Lighting Group, Inc., Rev. 4/03 KAD.M.P65 iswkoaaa: W.'1gt .4„.4. ,iu Lithonia Lighting Acuity Lighting Group. Inc. Outdoor One Lithonia Way, Conyers, GA 30012 Phone: 770-922-9000 Fax: 770.918.1209 In Canada: 1100 50th Ave., Lachine, Quebec H8T 2V3 www.lithonia.com I� L/THON/A L/GHrmoro FEATURES & SPECIFICATIONS CONSTRUCTION Weldable -grade, hot -rolled, commercial -quality carbon steel tubing with a minimum yield of 55,000 psi (11 -gauge), 50,000 psi (7 -gauge). Uniform wall thickness of .125' or .188". Shafts are one-piece with a longitudinal electric resistance weld. Uniformly square in cross-section with flat sides, small corner radii and excellent torsion. Available shaft widths are 4", 5' and 6". Anchor base is fabricated from hot -rolled carbon steel plate that meets or exceeds a minimum yield strength of 36,000 psi. The anchor base is provided with slotted holes. Base cover is finished to match pole. A handhole having nominal dimensions of 3" x 5" for all shafts. Included is a cover with attachment screws. Top cap provided with all drill -mount poles. Fasteners are high-strength galvanized zinc -plated or stainless steel. FINISH — Dark bronze (DDB) polyester powder standard. Other architec- tural colors available. GROUNDING — A nut holder located immediately inside the handhole rim is provided with a 1/2" — 13 UNC ground bolt and nut. ANCHOR BOLTS — Top protion of anchor bolt is galvanized per ASTM A- 153. Made of steel rod having a minimum yield strength of 55,000 psi. Catalog Number Notes Type Anchor Base Poles SSS SQUARE STRAIGHT STEEL ORDERING INFORMATION Choose the boldface catalog nomenclature that best suits your needs and write ft In the appropriate blank. sss Shaft type SSS Nominal shaft length 10 — 39 feet (See back page.) 4G Nominal shaft base size/ wall thickness (See back page.) HANDHOLE ORIENTATION C A Handhole NOTES: 1 When ordering tenon mounting and drill mounting for the same pole, follow this example: DM28(T20. The combination requires an extra handhole. 2 3.1/2" and 4' tenons available on 5' and 6' shafts only. 3 The drilling template to be used for a particular luminaire depends on the luminaire that is used. Refer to the Technical Data Section of the Outdoor Binder for Drilling Templates. .4 Specify location and orientation when ordering option. For 1st 'x": Specify the height in feet above base of pole. Example: 5ft . 5 and 20ft . 20 For 2nd 'x': Specify orientation from handhole (A,B,C,D) Refer to the Handhole Orientation diagram on this page. 5 Horizontal arm is 18' x 2.3(8' 0.0. tenon standard. 6 Combination of tenon -top and drill mount requires extra handhole. 7 Additional colors available; see Architectural Colors brochure, form no. 794.3. D M 19 D f129 Mounting' PT T20 T25 T302 T352 DM19 DM28 DM2BPL DM29 DM39 DM49 DM19AS DM28AS DM29AS DM39AS DM49AS Example: SSS 20 5C QM19 DDB Tenon Mounting Open top 2-3/8' 0.D. (2' NPS) 2-7/8' 0.0.12-1/2" NPS) 3-1/2' 0.0.13' NPS) 4' 0.0.13-1/2" NPS) Drill Mounting3 1 at90° 2at180° 12CPxx4 2 at 180° with one side 34CPxx4 Options Shipped Installed UAB LessAnchorBotts VD Vibration Damper TP Tamper Proof Hxx& HorizontalArm Bracket (1 fixture) FDlxx4 Festoon Outlet less electrical FGboc4 Festoon GFI Outlet less electrical 1/2' Coupling 314' Coupling 1' Coupling 1/2 -Threaded Nipple 3/4'Threaded Nipple 1 -Threaded Nipple Extra Handhole plugged 2 at 90° 3 at 90° 4 at 90° Aeris Drill Mounting3 1 at90° 2at180° 2 at 90° 3 at 90° 4 at 90° 1CPxx4 12NPxx1 34NPxx4 1NPxx4 HHxxo Architectural Colors (powderfinish)t Standard Colors DOB Dark bronze DWH White OBL Black Classic Colors DMB Mediumbronze DNA Natural aluminum DSS Sandstone DGC Charcoal gray DTG Tennis green OBR Brightred DSB Steel blue GALV Galvanized finish IMPORTANT INSTALLATION NOTES: • Do not erect poles without having fixtures installed. • Factory -supplied templates must be used when setting anchor bolts. Lithcnia wit not accept claim for incorrect anchorage placement due to failure to use factory template. • 1f poles are stored outside, all protective wrapping must be removed immediately to prevent finish damage. • Lithonia is not responsible for the foundation design. • Installation requires grout to be packed unoer base to ensure full contact with foundation. Outdoor Sheet#: Pole -SSS PL - 320 SSS Square Straight Steel Poles TECHNICAL INFORMATION EPA (ft,) with 1.3 gust Catalog Number Nominal shaft, length (feet) Pole Shah Size(inxinxft) Wall Thickness (inches) Gauge 80 mph Max. weight 90 mph Max. weight 100 Max. weight Batt Circle (inches) Bolt Size (in.xin.xin.) Approximate ship weight (pounds) SSS 10 4C 10 4,0 x 10.0 0.125 11 30.6 765 23.8 595 _mph 18.9 473 8--9 3/4 x 18 x 3 75 12 4C 12 4.0 x 12.0 0.125 11 24.4 610 18.8 470 14.8 370 8--9 3/4 x 18 x 3 93 _SSS SSS 14 4C 14 16 4.0 x 14.0 4.0 x 16,0 0.125 0.125 11 11 19.9 15.9 498 398 15.1 11.8 378 295 11.7 293 8.9� 223 8-9 8--9 3/4 x 18 x 3 3/4 x 18 x 3 100 115 SSS 16 4C SSS 18 4C18 4.0 x 18.0 0.125 11 12.6 315 9.2 230 6.7 168 8--9 3/4 x 18 x 3 125 SSS 20 4C V 20 4.0 x 20.0 0.125 11 9.6 240 6.7 167 4.5 150 8--9 3/4 x 18 x 3 140 SSS 20 4G 20 4.0 x 20.0 0.188 7 16.5 415 12.25 310 9.3 240 8--9 3/4 x 30 x 3 198 SSS 20 5C 20 5.0 x 20.0 0.125 11 17.7 443 12.7 343 9.4 235 10--12 1 x 36 x 4 185 SSS 20 5G 20 5.0 x20.0 0.188 7 28.1 703 21.4 535 16.2 405 10--12 1 x 36 x 4 265 SSS 25 4C 25 4.0 x 25.0 0.125 11 4.8 150 2.6 100 1.0 50 8--9 3/4 x 18 x 3 170 SSS 25 4G 25 4.0 x 25.0 0,188 7 10.8 270 7.7 188 5.4 135 8-•9 3/4 x 30 x 3 245 SSS 25 5C 25 5.0 x 25.0 0.125 11 9.8 245 6.3 157 3.7 150 10--12 1 x 36 x 4 225 SSS 25 5G 25 5.0 x 25.0 0.188 7 18.0 350 12.6 350 9.0 250 10•-12 1 x 36 x 4 320 SSS 30 40 30 4.0 x 30.0 0.188 7 6.4 160 4.0 100 2.3 58 8--9 3/4 x 30 x 3 295 SSS 30 5C , 30 5.0 x 30.0 0125 11 4.7 150 2.0 50 -- -- 10--12 1 x 36 x 4 265 SSS 30 5G 30 5.0 x 30.0 0.188 7 10.7 267 6.7 167 3.9 100 10-12 1 x 36 x 4 380 SSS 30 6G 30 6.0 x30.0 0.188 7 15.7 392 10.2 257 6.4 160 11-13 1 x 36 x 4 520 SSS 35 5G 35 5.0 x 35.0 0.188 7 5.9 150 2.5 100 -• -- 10--12 1 x 36 x 4 440 SSS 35 6G 35 6.0 x 35.0 0.188 7 9.5 237 5.0 150 1.8 50 11--13 1 x 36 x 4 540 SSS 39 6G 39 6.0 x39.0 0.188 7 5.1 128 1.3 33 -- -- 11--13 1 x 36 x 4 605 C BASE DETAIL 18' B Shaft Bolt Bolt Base Anchor Warehouse Template Base Circle Projection Square Bolt Anchor Bolt Number Size A 8 C Description Description 4'C 8-1/2' 2-3/4"--4' 8' ABSSS-4C AB18.0 PJ50004 4'G 8-1/2' 2-3/4"--4' 8' ABSSS-46 AB3O.0 PJ50004 5' 10'-12" 3-3/8'-4' 11' ABSSS-5 A836.0 PJ50010 6' 11'-13' 3-3/8'-4' 12-1/2' ABSSS-6 AB36-0 PJ50011 IMPORTANT: v These specifications are intended for general purposes only. Lithonia reserves the right to change material or design, without prior notice, in a continuing effort to upgrade its products. LITHO/WA LIGHTING An 44cuityBrands Company Sheet #: Pole -SSS ©1994 Lithonia Lighting. Rev. 6/02 Pole-SSS.P65 Lithonia Lighting Acuity Lighting Group, Inc. Outdoor Lighting One Litnania Way, Conyers, GA30012 Pnone:770-922.9000 Fax:770.918.1209 In Canada: 1100 5Otn Ave., Lachine, Gum: HBT 2V3 www.lithonia.com In -grade Lighting 9300 4518 �''Intentled` Use: For flush -mounting in planters and open lawn areas. Provides a concealed light source for uplighting of trees, terraces or walls from a flat lawn. ofirV Well Lights SL Features ` 9300 models represent state-of-the-art technology in well Tight construction. 4518 accepts popular 12V MR16 quartz halo- gen lamps. Features Aim-LockrM to allow maintenance and relamping without re -aiming. Triple -sealed power modules keep water away from ballast components. 9300 available with internal or remote transformer. 4518 available with remote .7 junction box or combination box (junc- tion box, transformer housing, anti -wick- ing chamber). Listings — UL Listed. CSA Certified. NOM Certified. For product details and performance data, see the HYOREL binder or the on•line catalog at www.hydrel.com. Ordering Information Series Lens10• 9300 Round L Lexanl 9305 Square D Directional 9350 Round F Full 9355 Square eggcrate 4518 Round ''Material' A Aluminum B Bronze etM 120 1,- .:Voltage 124,120, 208, 220, 240, 277, 347 Note: Not all lamp/ voltage combinations are evailablo, Consult factory. Lamp type'for 9300 jncand, Low voltage H,I.D, ; r.. -t' *17.7✓•:; •; .: .. ,........... :ra;;i;L_amp.type for.9350 ..:f.;: Lamp typefor`4518 Inc and, P2050 SP M50 NFL 50S P38100 SP P2050 NFL M75 FL 70S P38100 FL P2050 FL P3636 WFL 100S P38150 SP P3050 SP P3650 WFL 50M P38150 FL P3050 FL 70M R40100 SP P3075 FL 100M R40150 FL R2050 50H 75H 100H NOTES: 1 75W max. in 9300,100W max. in 9350. 2 Specify SP, FL orWFL as suffix. 3 Specify SP or FL as suffix. 4 4518 only. Standard fixture does not include transformer. Must add SCA, SCB, CBA or CBB option. 5 Specify for H.I.D. and quartz lamps only. 6 Aluminum only. 7 N/A 9300 and 9305. 8 9350 and9355on1y. 9 4518 aluminum only, 50W maximum. 10 N/A 4518. Quartz 1000 150Q 250Q FAD. 50S 705 100S 150S 50M 70M 100M 175M 50H 75H 100H 17511 P3870M 2 P38100M P38175M _2 P38100H 3 Low voltage M50 M75 Example: 9300D A 100M 120 FL JBA01 AS TVG 5P JaAal ;Corid.uiti:nt�ies JBA01�.-�� • JBB01 JBA168 JBB168 JBA16S8 JBB16S8 Distributions. FL Flood SP Spot AS Tvi � . , Options,:' • AS Aim -Set ring LS Polycarbonate shields Internal honeycomb 12uvers IHL16 For MR16 1HL36 For MR36 IHL20 For PAR20 IHL30 For PAR30 IHL38 For PAR38 12V transformer4: S CA03 SCB03 CBA30 CBB30 TVG Terra verde green (standard) BL Black BZ Bronze GR Gray GN Green WH White Dimensions are shown in inches (millimeters) unless otherwise noted. le !tr 4701 91R 9300 20'4 157,1 9350 -inn 4518 IA LIMON/A LIGH a 4 •:w 179 z F–Z W —JU 00 OD C3OD uuJ = 1.- U) U Wo g OD LI.? d =W Z I— 0 Z 1-• al U0 12oI- WW H�UL 17: WZ —I 0 z V'4 L/THON/A L/GHT/NG FEATURES & SPECIFICATIONS INTENDED USE—Use for buillding and wall -mounted applications. CONSTRUCTION—Extruded aluminum body with cast end caps is mounted with 1/4" bolts, to formed steel wall bracket. Housing body rotates to allow for variable aiming. Standard finish is dark bronze (DOB) polyes- ter powder. Other architectural colors available. Cast aluminum doorframe is hinged and secured by stainless steel fas- teners. Closed cell silicone gasket prevents the penetration of dust and moisture. OPTICAL SYSTEM—Centered optics with anodized, aluminum reflectors: segmented, specular or hammertone finish. Clear, impact -resistant, tempered glass lens with silkscreen. ELECTRICAL SYSTEM -150W and below utilizes a high reactance, high power factor ballast. 175W and above utilizes a constant -wattage au- totransformer ballast. Both ballasts are copper wound and 100% fac- tory tested. Horizontal, medium -base porcelain socket with copper alloy, nickel - plated screw shell and center contact. 4KV pulse rated. UL listed 660W, 600V. INSTALLATION—Mounting plate includes provision for attachment inde- pendent of junction box. Optional Backbox wall mounting available for surface conduit applications. Mounts either lens -up or lens -down. LISTINGS—UL listed for wet locations. Listed and labeled to comply with Canadian Standards (see Options). IP65 rated in accordance with IEC standard 529. SM Catalog Number Notes Type Architectural Wall -Mounted Lighting Standard dimensions - WFL2 EPA: 1.3 ft' (.12 m2) Length: 18 -1/2 (47) Depth: 6-3/4 (17.2) Overall Height: 11-3/4 (29.9) Max. Weight: 27 (12.2 kg) WFL2 METAL HALIDE 70, 100, 150, 175W L OH All dimensions are inches (centimeters) unless otherwise specified. ORDERING INFORMATION Choose the boldface catalog nomenclature that best suits your needs and write it on the appropriate line. Order accessories as separate catalog numbers (shipped separately). 1n1 F LZ- 175 l`/1 Series WFL2 Wattage/Source > 70M 100M 150M' 175M SP BP HPN HPM HPW RN RM RW GZ FT Distribution Spot Bi -Peak Narrow symmetric asymmetric Medium asymmetric Wide asymmetric Narrow symmetric Medium symmetric Wide symmetric Wall grazing Forward throw NOTES: 1 Optional multi -tap ballast (120, 208, 240, 277V). (120, 277, 347V in Canada). 2 May be orderedas an accessory. Door frame must be factory drilled. 3 Additional architectural colors available; see paint brochure (Form number794.3). 4 May be ordered with SCWA. 5 Consult factory for availability in Canada. Voltage 120 2085 2405 277 347 480 TB' Example: WFL2 175M GZ 120 SF Options Shipped Installed In Fixture SF Single fuse (120, 277, 347V, n/a with TB) DF Double fuse (208, 240, 480V, n/a with TB) CR Corrosion -resistant finish CSA Listed and labeled to comply with Canadian Standards PE Photoelectric cell -button type (n/a with TB) CFBL Color lens/Blue CFRO Color lens/Rosa SCWA Super CWA Pulse Start Ballast Shipped Separately' BBW Backbox wall mounting UV Upper visor EV Eggcrate visor (black) FV Full visor BV Bottom visor WG Wire guard BD Barn door HLV Horizontal louver (black) VLV Vertical louver (black) BVG Bubble vandal guard Architectural Colors (powder finish)' Standard Colors DDB Dark bronze (standard) DWH White DBL Black Classic Colors DMBMedium bronze DNA Natural aluminum DSS Sandstone DGC Charcoal gray DTG Tennis green DBR Bright red DSB Steel blue Outdoor Sheet#: WFL2-M ;q. BM - 100 WFL2 Metal Halide Architectural Wall -Mounted Lighting Luminaire/lamp iso -Illuminance Contour Cartesian Plot Max. to Min. Uniformity KFL2 175M FT Test No. LTL8556 12800 Lumens 10% Maximum 104° H x 103° V 50% Maximum 72°1 -lx 40° V Tilt = 45° 0 1X 2X Units in Mounting Heights 3X 3X 6000 5000 2X 4000 3000 1X 2000 1000 0 a 90 -60 -30 0 30 60 90 Degrees - Vertical Candlepower - Horizontal Candlepower „ 3 = to v 1 6 to D Avg Max S H V Initial Footcandles 1,6 2.6 33 20 5 30 12 :1 0.0 0.1 0.1 0.2 40 0.4 0.7 65 39 10 45 0.3 0.5 73 44 11 6 :1 0.1 0.1 0.2 0.4 2 30 1.0 2.0 13 50 3 :1 0.2 0.2 0.4 0.8 66 4 45 0.4 0.9 19 74 5 0.5 0.9 2.1 45' 40' 30' 20' Distance ______r*-. : 0 1X 2X Units in Mounting Heights 3X 3X 6000 5000 2X 4000 3000 1X 2000 1000 0 a 90 -60 -30 0 30 60 90 Degrees - Vertical Candlepower - Horizontal Candlepower „ 3 = to v 1 6 to D Avg Max S H V 20 1,6 2.6 33 20 5 30 0.7 1.2 49 29 8 40 0.4 0.7 65 39 10 45 0.3 0.5 73 44 11 20 2.2 4.6 9 33 2 30 1.0 2.0 13 50 3 40 0.5 1.1 17 66 4 45 0.4 0.9 19 74 5 WFL2 175M GZ Test No. LTL8590 9500 Lumens 10% Maximum 101°Hx42°V 50% Maximum 89°Hx13°V Tilt = 45° Max. To Min. Uniformity 0 IX Units in Mounting Heights 2X 2X 11500 9583 7667 1X 5750 3833 1917 3 to 1 U 0 0-90 -60 -30 0 30 60 90 Degrees -- Vertical Candlepower - Horizontal Candlepower 6 to D Avg Max S H V Initial Footcandles 8.0 11.1 18 12 13 30 12 :1 0.1 0.1 0.2 0.5 40 2.0 2.8 35 24 25 45 1.6 2.2 39 27 28 6 :1 0.2 0.3 0.5 1.1 0 30 0.0 0.0 0 0 0 40 0.0 0.0 0 0 0 45 0.0 0.0 0 3 :1 0.4 0.5 0.9 2.1 ______r*-. : 45' 40' 30' 20' Distance 0 IX Units in Mounting Heights 2X 2X 11500 9583 7667 1X 5750 3833 1917 3 to 1 U 0 0-90 -60 -30 0 30 60 90 Degrees -- Vertical Candlepower - Horizontal Candlepower 6 to D Avg Max S H V 20 8.0 11.1 18 12 13 30 3.5 4.9 26 18 19 40 2.0 2.8 35 24 25 45 1.6 2.2 39 27 28 20 0.0 0.0 0 0 0 30 0.0 0.0 0 0 0 40 0.0 0.0 0 0 0 45 0.0 0.0 0 0 0 OrA LITHO/WA LIGHT/AID' ter' An 'W cu/tyBrands Company Sheet #: WFL2-M 02000 Lithonia Lighting, Rev. 3/02 WFL2-M,P65 Lithonia Lighting Acuity lighting Group, Inc, Outdoor Lighting One Lithonia Way, Conyers, GA 30012.3957 Phone:770.922.9000 Fax:770.918.1209 In Canada: 1100 50th Ave., Lachine, Quebec H8T 2V3 vwwv.lithonia.com rA L/THON/A SC/GHT/NG FEATURES & SPECIFICATIONS INTENDED USE—Use for buillding and wall -mounted applications. CONSTRUCTION—Extruded aluminum body with cast end caps is mounted with 1/4' bolts, to formed steel wall bracket. Housing body rotates to allow for variable aiming. Standard finish is dark bronze (DDB) polyes- ter powder. Other architectural colors available. Cast aluminum doorframe is hinged and secured by stainless steel fas- teners. Closed cell silicone gasket prevents the penetration of dust and moisture. OPTICAL SYSTEM—Centered optics with anodized, aluminum reflectors: segmented, specular or hammertone finish. Clear, impact -resistant, tempered glass lens with silkscreen. ELECTRICAL SYSTEM -150W and below utilizes a high reactance, high power factor ballast. 175W and above utilizes a constant -wattage au- totransformer ballast. Both ballasts are copper wound and 100% fac- tory tested. Horizontal, medium -base porcelain socket with copper alloy, nickel - plated screw shell and center contact. 4KV pulse rated. UL listed 660W, 600V. INSTALLATION—Mounting plate includes provision for attachment inde- pendent of junction box. Optional Backbox wall mounting available for surface conduit applications. Mounts either lens -up or lens -down. LISTINGS—UL listed for wet locations. Listed and labeled to comply with Canadian Standards (see Options). IP65 rated in accordance with IEC standard 529. Catalog Number Notes Typ� Architectural Wall -Mounted Lighting Standard dimensions - WFL2 EPA: 1.3 W(.12 m2) Length: 18 -1/2 (47) Depth: 6-3/4 (17.2) Overall Height: 11-3/4 (29.9) Max. Weight: 27 (12.2 kg) WFL2 METAL HALIDE 70, 100, 150, 175W 1+- All dimensions are inches (centimeters) unless otherwise specified. OH ORDERING INFORMATION Chooso the boldface catalog nomenclature that best suits your needs and write it on the appropriate line. Order accessories as separate catalog numbers (shipped separately). WF/.2 Series WFL2 Wattage/Source 70M 100M 150M' 175M RI's Distribution SP BP HPN HPM HPW RN RM RW GZ FT Spot Bi -Peak symmetric Narrow asymmetric Medium asymmetric Wide asymmetric Narrow symmetric Medium symmetric Wide symmetric Wall grazing Forward throw NOTES: 1 Optional multi -tap ballast (120, 208, 240,277V). (120, 277, 347V in Canada). 2 May be ordered as an accessory. Door frame must be factory drilled. 3 Additional architectural colors available; see paint brochure (Form number 794.3). 4 May be ordered with SCWA. 5 Consult factory for availability in Canada. Voltage 120 2085 2405 277 347 480 TB' Example: WFL2 175M GZ 120 SF DID f3 Options Shipped Installed In Fixture SF Single fuse (120, 277, 347V, n/a with TBI DF Double fuse (208, 240, 480V, n/a with TB) CR Corrosion -resistant finish CSA Listed and labeled to comply with Canadian Standards PE Photoelectric cell -button type (n/a with TB) CFBL Color lens/Blue CFRO Color lens/Rosa SCWA Super CWA Pulse Start Ballast Shipped Separately= BBW Backbox wall mounting UV Upper visor EV Eggcrate visor (black) FV Full visor BV Bottom visor WG Wire guard BD Barn door HLV Horizontal louver (black) VLV Vertical louver (black) BVG Bubble vandal guard Architectural Colors (powder finish)' Standard Colors DDB Dark bronze (standard) DWH White DBL Black Classic Colors DMBMedium bronze DNA Natural aluminum DSS Sandstone DGC Charcoal gray DTG Tennis green DBR Bright red DSB Steel blue Outdoor Sheet#: WFL2-M BM - 100 WFL2 Metal Halide Architectural Wall -Mounted Lighting Luminaire/lamp Iso -Illuminance Contour Cartesian Plot ' Max. to Min. Uniformity KFL2175M FT Test No. LTL8556 12800 Lumens 10% Maximum 104° H x 103° V 50% Maximum 72°Hx40°V Tilt = 45° Max. To Min. Uniformity 0 1X 2X Units in Mounting Heights 3X 3X 6000 5000 2X 4000 3000 IX 2000 1000 0 3 to 5 0-90 -60 -30 0 30 60 90 6 to Degrees - Vertical Candlepower - Horizontal Candlepower D Avg Max S H V Initial Footcandles r 11.1 18 12 13 20 12:1 0.0 0.1 0.1 0.2 30 0.7 1.2 49 29 8 40 0.4 0.7 65 39 10 6:1 0.1 0.1 0.2 0.4 .----Th 20 2.2 4.6 9 33 2 30 1.0 2.0 13 illiiii5 3 40 0.5 1.1 17 3 :1 0.2 0.2 0.4 0.8 19 74 5 45' 40' 30' 20' Distance 45' 40' 30' 20' Distance 0 1X 2X Units in Mounting Heights 3X 3X 6000 5000 2X 4000 3000 IX 2000 1000 0 3 to 5 0-90 -60 -30 0 30 60 90 6 to Degrees - Vertical Candlepower - Horizontal Candlepower D Avg Max S H V Initial Footcandles r 11.1 18 12 13 20 1.6 2.6 33 20 5 30 0.7 1.2 49 29 8 40 0.4 0.7 65 39 10 45 0.3 0.5 73 44 11 20 2.2 4.6 9 33 2 30 1.0 2.0 13 50 3 40 0.5 1.1 17 66 4 45 0.4 0.9 19 74 5 WFL2 175M GZ Test No. 1T18590 9500 Lumens 10% Maximum 101°Hx42°V 50% Maximum 89°Hx13°V Tilt = 45° Max. To Min. Uniformity 0 1X Units in Mounting Heights 2X 2X 11500 9583 7667 1X 5750 3833 1917 0 0 90 1 -60 -30 0 30 60 90 Degrees - Vertical Candlepower - Horizontal Candlepower 3 10 0. 1 U 6 to D Avg Max S H V Initial Footcandles 8.0 11.1 18 12 13 30 12 :1 0.1 0.1 0.2 0.5 40 2.0 2.8 35 24 25 45 1.6 2.2 39 27 28 6:1 0.2 0.3 0.5 1.1 0 30 0.0 0.0 0 0 0 40 0.0 0.0 0 0 0 45 0.0 0.0 0 3 :1 0.4 0.5 0.9 2.1 ..---C-. 45' 40' 30' 20' Distance 0 1X Units in Mounting Heights 2X 2X 11500 9583 7667 1X 5750 3833 1917 0 0 90 1 -60 -30 0 30 60 90 Degrees - Vertical Candlepower - Horizontal Candlepower 3 10 0. 1 U 6 to D Avg Max S H V 20 8.0 11.1 18 12 13 30 3.5 4.9 26 18 19 40 2.0 2.8 35 24 25 45 1.6 2.2 39 27 28 20 0.0 0.0 0 0 0 30 0.0 0.0 0 0 0 40 0.0 0.0 0 0 0 45 0.0 0.0 0 0 0 IFA LITHON/A LIGHT/NG An AcuityBrands Company Sheet #: WFL2-M 02000 Lithonia Lighting, Rov, 3/02 WFL2-M.P65 •_.,...., ..r.,. Lithonia Lighting Acuity lighting Group, Inc. Outdoor Lighting One Lithonia Way, Conyers, GA30012.3957 Phone:710.922.9000 Fax: 770.918.1209 In Canada: 1100 50th Ave., Lachine, Quebec H8T 2V3 www.lithonia.corn I. L/THON/A L/GHT�NG FEATURES & SPECIFICATIONS INTENDED USE—Use for buillding and wall -mounted applications. CONSTRUCTION—Extruded aluminum body with cast end caps is mounted with 1/4' bolts, to formed steel wall bracket. Housing body rotates to allow for variable aiming. Standard finish is dark bronze (ODB) polyes- ter powder. Other architectural colors available. Cast aluminum doorframe is hinged and secured by stainless steel fas- teners. Closed cell silicone gasket prevents the penetration of dust and moisture. OPTICAL SYSTEM—Centered optics with anodized, aluminum reflectors: segmented, specular or hammertone finish. Clear, impact -resistant, tempered glass lens with silkscreen. ELECTRICAL SYSTEM -150W and below utilizes a high reactance, high power factor ballast. 175W and above utilizes a constant -wattage au- totransformer ballast. Both ballasts are copper wound and 100% fac- tory tested. Horizontal, medium -base porcelain socket with copper alloy, nickel - plated screw shell and center contact. 4KV pulse rated. UL listed 660W, 600V. INSTALLATION—Mounting plate includes provision for attachment inde- pendent of junction box. Optional Backbox wall mounting available for surface conduit applications. Mounts either lens -up or lens -down. LISTINGS—UL listed for wet locations. Listed and labeled to comply with Canadian Standards (see Options). IP65 rated in accordance with IEC standard 529. Catalog Number Notes Type 50 Architectural Wall -Mounted Lighting Standard dimensions - WFL2 EPA: 1.3 ft' (.12 m'1 Length: 18 -1/2 (47) Depth: 6-3/4 (17.2) Overall Height: 11-3/4 (29.9) Max. Weight: 27 (12.2 kg) WFL2 METAL HALIDE 70, 100, 150, 175W L All dimensions are inches (centimeters) unless otherwise specified. OH ORDERING INFORMATION Choose the boldface catalog nomenclature that best suits your needs and write It on the appropriate line. Order accessories as separate catalog numbers (shipped separately). WFL2 Wattage/Source FT Distribution 70M 100M 150M' 175M SP BP HPN HPM HPW RN RM RW GZ FT Spot Bi -Peak symmetric Narrow asymmetric Medium asymmetric Wide asymmetric Narrow symmetric Medium symmetric Wide symmetric Wall grazing Forward throw NOTES: 1 Optional multi -tap ballast 1120, 208, 240, 277V). (120, 277, 347V In Canada), 2 May be ordered as an accessory. Door frame must be factory drilled. 3 Additional architectural colors available; see paint brochure (Form number 794.3). 4 May be ordered with SCWA. 5 Consult factory for availability in Canada. Voltage 120 206' 240 277 347 480 TB' Example: WFL2 175M GZ 120 SF bDB Options Shipped Installed In Fixture SF Single fuse (120, 277, 347V, n/a with TB) DF Double fuse (208, 240, 480V, n/a with TB) CR Corrosion -resistant finish CSA Listed and labeled to comply with Canadian Standards PE Photoelectric cell -button type (n/a with TB) CFBL Color lens/Blue CFRO Color lens/Rosa SCWA Super CWA Pulse Start Ballast Shipped Separately' BBW Backbox wall mounting UV EV FV BV WG BD HLV VLV BVG Upper visor Eggcrate visor (black) Full visor Bottom visor Wire guard Barn door Horizontal louver (black) Vertical louver (black) Bubble vandal guard Architectural Colors (powder tinish)3 Standard Colors DDB Dark bronze DWH White DBL Black Classic Colors DMBMedium bronze DNA Natural aluminum DSS Sandstone DGC Charcoal gray DTG Tennis green DBR Bright red . DSB Steel blue (standard) Outdoor Sheet#: WFL2-M BM - 100 WF11 Metal Halide Architectural Wall -Mounted Lighting Luminaire/lamp Iso -Illuminance Contour Cartesian Plot Max. to Min. Uniformity KFL2 175M FT Test No. LTL8556 12800 Lumens 10% Maximum 104° H x 103° V 50% Maximum 72°Hx40°V Tilt = 45° Max. To Min. Uniformity 0 IX 2X Units in Mounting Heights 3X 3X 2X 1X 0 6000 5000 4000 3000 2000 1000 0-90 -60 -30 0 30 60 90 Degrees - Vertical Candlepower - Horizontal Candlepower N 3 to U 1 6 to D Avg Max S 11 V 20 1.6 2.6 33 20 5 30 0.7 1.2 49 29 8 40 0.4 0.7 65 39 10 45 0.3 0.5 73 44 11 20 2.2 4.6 9 33 2 30 1.0 2.0 13 50 3 40 0.5 1.1 17 66 4 45 0.4 0.9 19 74 5 WFL2 175M GZ Test No. LTL8590 9500 Lumens ' 10% Maximum 101°Hx42°V 50% Maximum 89°Hx13°V Tilt = 45° Initial Footcandles 11.1 18 12 13 30 3.5 12 :1 0.0 0.1 0.1 0.2 2.0 2.8 35 24 25 45 1.6 2.2 39 27 28 20 6:1 0.1 0.1 0.2 0.4 30 0.0 0.0 0 0 0 40 0.0 0.0 0 0 140 45 0.0 0.0 0 0 3 :1 0.2 0.2 0.4 0.8 _____c 45' 40' 30' 20' Distance 0 IX 2X Units in Mounting Heights 3X 3X 2X 1X 0 6000 5000 4000 3000 2000 1000 0-90 -60 -30 0 30 60 90 Degrees - Vertical Candlepower - Horizontal Candlepower N 3 to U 1 6 to D Avg Max S 11 V 20 1.6 2.6 33 20 5 30 0.7 1.2 49 29 8 40 0.4 0.7 65 39 10 45 0.3 0.5 73 44 11 20 2.2 4.6 9 33 2 30 1.0 2.0 13 50 3 40 0.5 1.1 17 66 4 45 0.4 0.9 19 74 5 WFL2 175M GZ Test No. LTL8590 9500 Lumens ' 10% Maximum 101°Hx42°V 50% Maximum 89°Hx13°V Tilt = 45° 0 1X Units in Mounting Heights 2X 2X 11500 9583 7667 IX 5750 3833 1917 0 0-90 ( -60 -30 0 30 60 90 Degrees Vertical Candlepower --- Horizontal Candlepower 3 t0 aa 1 6 to D Avg Max S H V 20 Initial Footcandles 11.1 18 12 13 30 3.5 12 :1 0.1 0.1 0.2 0.5 2.0 2.8 35 24 25 45 1.6 2.2 39 27 28 20 6:1 0.2 0.3 0.5 1.1 30 0.0 0.0 0 0 0 40 0.0 0.0 0 0 0 45 0.0 0.0 0 0 3 :1 0.4 0.5 0.9 2.1 _____c 45' 40' 30' 20' Distance 0 1X Units in Mounting Heights 2X 2X 11500 9583 7667 IX 5750 3833 1917 0 0-90 ( -60 -30 0 30 60 90 Degrees Vertical Candlepower --- Horizontal Candlepower 3 t0 aa 1 6 to D Avg Max S H V 20 8.0 11.1 18 12 13 30 3.5 4.9 26 18 19 40 2.0 2.8 35 24 25 45 1.6 2.2 39 27 28 20 0.0 0.0 0 0 0 30 0.0 0.0 0 0 0 40 0.0 0.0 0 0 0 45 0.0 0.0 0 0 0 fA L/THON/A LIGHT/NG An(V4cuityBrands Company Sheet #: WFL2-M 02000 Lithonia Lighting. Rev. 3/02 WFL2-M.P65 Lithania Lighting Acuity Lighting Group, Inc. Outdoor Lighting One Lithonia Way, Conyers, GA 30012-3957 Phone:770.922.9000 Fax: 770.918.1209 In Canada: 1100 50tn Ave., Lachine, Quebec H8T 2V3 www.lithonia.com Iia L/lHON/A LIGHT/NG FEATURES & SPECIFICATIONS INTENDED USE — For entrances, stairwells, corridors and other pedestrian areas. CONSTRUCTION — Rear housing is rugged, corrosion -resistant, die-cast alumi- num. Front cover is one-piece UV -resistant injection molded polycarbonate, internally painted. Captive external hardware is specially treated for corro- sion resistance and includes slotted hex -head and tamperproof fasteners. OPTICAL SYSTEM — One-piece die -formed reflector is diffused aluminum. Re- fractor is clear polycarbonate, providing IES cutoff distribution and maximum lateral light output. Front cover is sealed and gasketed to inhibit the entrance of outside contaminants. ELECTRICAL SYSTEM — Ballast is high reactance, high power factor, copper wound and 100% factory tested. UL listed. Components are heat-sinked directly to the cast housing for maximum heat dissipation (For 50 hertz avail- ability, consult factory.) Porcelain, horizontally oriented medium -base socket with copper alloy, nickel -plated screw shell and center contact. UL listed 660W, 600V and 4kV pulse rated. Medium -base lamp included with fixture. INSTALLATION— Mountto any vertical surface arta a 4" round square outlet box. Back access through gasketed slot. Top wiring access through 1/2" threaded conduit entry. (Through -wiring requires us of a conduit tee). Photocells are field -installable. LISTING — UL listed for wet locations. IP65 listed. Listed and labeled to comply with Canadian and Mexican Standards (see options). Catalog Number Notes Type Cutoff Mini-WallPaks TWAC Height: 10" (25.4cm) Width: 11-1/2" (29.2cm) Depth: 8-15/16' (22.7cm) Weight: 10 lbs. (4.53kg) METAL HALIDE 50W, 70W, 100W Intcrnahonal : Dark Sky Member ORDERING INFORMATION Example: TWAC 50M 120 LPI Choose the boldface catalog nomenclature that best suits your needs and write it on the appropriate line. Order accessories as separate catalog numbers (shipped separately). mac (b c) M 23:3- Series ?- - Series TWAC Wattage/ Voltage lamp 120 50M 208° 70M 2406 100M 277 347 TBt PMB Options Shipped installed in fixture SF Single fuse (120, 277, 347V)2 DF Double fuse (208, 240V)2 XHP High power factor ballast EC Emergency circuit3.4 QRS Quartz restrike system3.4 CR Corrosion -resistant finish (rear housing only) CRT Corrosion -resistant teflon finish (rear housing)5 CSA Listed and labeled to comply with Canadian Standards NOM Listed and labeled to comply with Mexican Standards (Consult factory) PE Photocell L/LP Less lamp NOTES: 1 Optional multi -tap ballast (120/208/240/277V;120/277; 347V for Canada). 2 Not available with multi -tap ballast. 3 Lamp not included. 4 Quartz lamp wattage not to exceed ballast wattage rating. 5 Black finish on housing only. 6 Consult factory for availability in Canada. Architectural Colors (optional) DNA Natural aluminum DBL Black DMB Medium bronze DWH White Accessories LPI Lamp LPI Lamp included as standard RK1 PEB1 RK1 PEB1 CSA RK1 PEB2 RK1 PEB3 CSA TWAWG Order as separate catalog number Photocell kit (120V only) Photocell kit (120V only) Photocell kit (208, 240 or 277V) Photocell kit (347V) Wireguard Outdoor Sheet#: TWAC-M BM - 700 TWAC Metal Halide Wall -Pak TWAC 50M 5 2.5 1 .5 .25 Test No. LTL8360 COEFFICIENT,OF UTILIZATION 1 .2 .3 1 2 3 50W Metal Halide lamp, 8500 ated lumens. Footcandle values based on 20' mounting height, Distribution , cutoff. 2 1 0 1 3 4 DISTANCE IN UNITS OF MOUNTING HEIGHT TWAC 70M 5 2.� .5 .25 Test No. LTL8338 COEFFICIENT OF UTILIZATION .1 .3 3 70W M tal Halide lamp, 5200 ated lumens Footcandle values based on 20' mounting height, Distribution , cutoff. 2 1 0 1 2 3 4 DISTANCE IN UNITS OF MOUNTING HEIGHT TWAC 100M 5 2.5 5 .25 .1 Test No. LTL8359 COEFFICIENT OF UTILIZATION 2 .3 .4 2 1 0 2 3 4 IOOW Metal Halide lamp, 8500 rated lumens. Footcandle values based on 20' mounting height, Distribution , cutoff. DISTANCE IN UNITS OF MOUNTING HEIGHT Mounting Height Correction Factor (Multiply the fc level by the correction factor) 6' 8' 8ft. =6.25 - 10 ft.- 4.00 10 ft.= 4.00 12 ft.= 2.78 12 ft.. 2.78 10' 8 ft. = 6.25 12 ft.. 2.78 L/THON/A LIGHT/NG AnctrAcultyBrands Company Sheet #: TWAC-M 01997 Lithonia Lighting, Rev. 3/02 TWAC•M.P65 Lithonia Lighting Acuity Lighting Group, Inc. Outdoor Lighting One Lithonia Way, Conyers, GA 30012.3957 Phone:770.922.9000 Fax:770.918.1209 In Canada: 1100 50th Ave, Lachine, Quebec H8T 2V3 www.lithonia.com se FEATURES LENS — Clear prismatic, UV -stabilized, injection molded polycarbonate lens, nominal thickness 0.125 inch (1/8"). Smooth exterior for easy maintenance, accented with high strength POLANE° polyurethane coating for hardness, adhesion and abrasion resistance. Lens is secured by #8-32 stainless steel screws, either tamper-resistant Tore) T-20 or slotted hex -head screws (two of each included). HOUSING — Constructed from one-piece, cast aluminum, finished in black polyester powder coat. One 1/2" opening allows rear conduit entry, or covers the outlet box. Two mounting holes are provided for wall mounting. BALLAST — Electronic, High Power Factor with a starting temperature of 0°F (-18°C). Exception is 7TT Electromagnetic ballast, Normal Power Factor, SOCKET — Thermoplastic socket(s). LAMP — Lamp(s) included unless specified L/LP. GASKETS — Perimeter housing gasket is one-piece, die -cut, closed -cell neoprene to seal out contaminants. Pad mounting gasket of closed -cell neoprene helps keep out moisture, insects and dust from housing. LISTING — UL listed for wet locations. Listed and labeled to comply with Canadian and Mexican Standards (see options). w Catalog Number Notes Type Rough Service Fixture VR2BV COMPACT FLUORESCENT Wall Mounted 57/6'114.9)—{ 1— All dimensions are inches (centimeters) ORDERING INFORMATION Choose the boldface catalog nomenclature that best sults your needs and write It on the appropriate line. Order accessories as separate catalog number. VR2BV Series VR2BV 3 2T -RT Wattage 7TT 2/7TT 13DTT 26TRT 32TRT One 7W twin -tube Tamp' Two 7W twin -tube (amps' One 13W double twin -tube lamp' One 26W triple twin -tube lamp One 32W triple twin -tube lamp 2 -31 - Voltage 31 - Voltage NOTES: 1 Not available in 347V. 2 Multi -volt electronic ballast (for DTT and TRT lamps) capable of operating on any line voltage between 120 and 277 volt. 3 Lamp by others. 4 Not available for 2/711". 5 Replaces standard backbox, UL listed for damp locations. 6 Lamp included unless specified ULP. Example: VR2BV 26TRT 120 GLR LPI Options L1'2 Lamps 120 Shipped installed in fixture 277 EC Emergency circuit (Incandescent • 25W 347 Max.)' MVOL7' GLR Internal fast -blow fusing GMF Internal slow -blow fusing NL Night -light (Incandescent - 7W Max.)''' PE Photoelectric cell SCB Surface conduit backboxs CSA Listed and labeled to comply with Canadian Standards NOM Listed and labeled to comply with Mexican Standards LPI Lamp(s) included (standard) ULP Less lamp(s) Accessories Order as separate catalog numbers. RK1 T2OBIT Hex -base driver bit, Torx TX20, for tamper- resistant screws with center reject pin. RK1 T20DRV Torx TX20 screwdriver for use with tamper- resistant screws with center reject pin. Fluorescent i3::.F'4,4:sat: 4t4.4tct Sheet # VR2BV F VR2BV Rough Service Wall -Mounted Fixture, Compact Fluorescent VR2BV 32TRT, CF32DT/E/IN/835 lamp, 1.6 s/mh, 2400 rated lumens, test no. 99062201 150 300 180° 165° 150° 35° WkY �0 450° 15° 30° 45° 120° 105° 95° 90° 85° 75° 60° Spacing criterion: 1.6 Spacing to mounting height: 1.6 Distribution data Angle cp. Lumens 0° 114 0 5° 121 12 15° 145 41 25° 165 76 35° 178 112 45° 180 139 55° 171 153 65° 167 166 75° 161 170 85° 151 164 90° 146 0 95° 145 158 105° 140 148 115° 128 127 125° 115 103 135° 107 83 145° 92 58 155° 64 30 165° 31 9 175° 5 0 180° 0 0 Output data Zone Lumens %lamp 0°- 30° 129 5.4 0°- 40° 241 10.0 0°- 60° 533 22.2 0°- 90° 1033 43.1 90°-180° 715 29.8 0°- 180° 1749 *72.9 •Future efficiency 1a. Tested to current MES and NEMA standards under stabilized laboratory conditions. Various operating factors can cause differences between laboratory data and actual field measurements. Dimensions and specifications on this sheet are based on the most current available data and are subject to change without notice. Mounting Height Correction Factor To obtain the footcandle value for different mounting heights multiply the footcandle value by the above correction factor. MH 6' 10' 12' 14' 8' 1.78 0.64 0.44 0.33 L/THON/A LIGHT/IVO Sheet#: VR2BV F VR2BVF.P65 ©1999 Lithonla Lighting, Rev. 04/01 '4N%'9 mtav' • Lithonia Lighting Rough Service One Lithonia Way, Conyers, GA 30012 Phone:770.922.9000,800.315.4963, Fax: 770.602.1531 In Canada: 1100 50th Ave., Lachine, Quebec H8T 2V3 www,Iithonia.com L/TNDMA LIGHT/NG® FEATURES INTENDED USE Ideal for applications requiring attractive, quick installation exit signs and low energy consumption. CONSTRUCTION Engineering -grade thermoplastic housing is impact -resistant, scratch -re- sistant and corrosion -proof. UL94V-0 flame rating (UL94-5VA with CSA op- tion). UV -stable resin resists discoloration from natural and man-made light sources. Rugged unibody housing snaps together with no additional mechanical fasteners. Faceplate and back cover are interchangeable on housing. Positive snap -fit tabs hold faceplate securely, yet pry out easily for lamp compartment access. Universal directional chevron inserts are easily removed and reinserted. Uniform graphics illumination without shadows or hot spots. Reinforced, impact -resistant color panels. Letters 6' high with 3/4' stroke. U.S. Patent No. 5,526,251, 5,611,163 and 5,954,423. Other patents pending. LAMPS LEDs mounted on printed circuit boards. Expected LEO life over 25 years. Low energy consumption — less than one watt. INSTALLATION Universal (top, end or back) mounting. Easily removed mounting knock- outs. J -box pattern on back panel. Housing snaps to canopy with four positive -locking tabs. Cam -locking pin tightly secures housing to canopy. LISTING UL listed (standard). CSA Certified, C-860 and C22.2 No.9 or NOM Certified (see Options). Meets UL, NFPA 101 (current Life Safety Code), NEC and OSHA illumination standards, and State of Minnesota energy-efficient legislation requiring Tess than 20W consumption. Meets Energy Star standards, WARRANTY Three-year total customer satisfaction warranty. For details, see the Prod- uct Selection Guide. X Catalog Number Notes Type Thermoplastic Exits LQM LED Lamps QUANTUM® ORDERING INFORMATION Choose the boldface catalog nomenclature that best suits your needs and write it on the appropriate line. Order accessories as separate catalog number. LQM Family LQM LED Face type S Stencil A Aluminum appearance stencil' P Panel'3 Accessories Housing color (blank) Black' W White Order as separate item. ELA W QS12 ELA WGEX ELA WGEXT ELA WGEXE ELA QMDC6 ELA I.DC6120/347 ELA LDC12/48120/341 ELA OMDC6 CSA ELA LQMSORTIE 12" stem kit (white)9 Back -mount wireguard Top-mountwireguard End-mountwireguard 6V DC emergency lamp&0 6V DC input for LED lamps, dual voltage AC input 12V -48V DC input for LED lamps, dual voltage AC input 6V DC emergency lamps" SORTIE stencil face & sign panel Number of faces 1 Single face' 3 Single face with extra faceplate and color panel R Red G Green' 120/277 Dual voltage' 120/347 Dual voltage' NOTES: 1 Not available with CSA option. 2 Special wording available in red or green. Consult factory. 3 Some special voltages available. Consult factory. 4 Only available with CSA option. 5 UL listed as emergency lighting equipment. 6 Not available with FI option. 7 Not available with Aluminum (Al face type. 8 Letters 6" high with 7/16" stroke. 9 For other lengths, replace 12 with appropriate stem length in inches. Example: ELA W 0524 10 For other voltages, replace DC6 with DC12. 11 For other voltages, replace DC6 with DC12 or DC24. Example: LQM S W 3 R 120/277 DC6 Options (blank) FI X2 DC6 DC12 DC24 DC48 LD C6 LDC12/48 SALIDA CSA NOM DL None Fire alarm flashing interface' Primary and secondary AC inputs provided"t t 6V DC lamps and sockets's 12V DC lamps and soakets'3 24V DC lamps and socket& 48V DC lamps and sockets'•t 6V DC input for LED lamps' 12V -48V DC input for LED lamps' Salida signage'''' CSA Certified NOM Certified for Mexico' Listed for damp location' Emergency Sheet #: LQM QMEX-100 C-860 4 LQM LED, Quantum SPECIFICATIONS ELECTRICAL Primary Circuit Rated Supply Input Max. Typal LED life' voltage watts amps 120 .62 .05 EXIT> Red LED 25+ years 277 .69 .06 r 347 .77 .05 5.1/2 Green LED 25+ years 120 .62 05 (140) 277 .74 .06 + J MOUNTING All dimensions are inches (millimeters). Shipping weight: 2.6 lbs. (1.2 kgs.) END Supplemental Emergency Circuit Lamp Nominal No. of Electrical Input2 Type description lamp voltage faces watts amps DC6 Two #6S6/6V candelabra -base 6 1 or2 12 2 incandescent DC12 Two /6S6/12V candelabra -base 12 1 or 2 12 1 incandescent DC24 6S6/24V candelabra -base 24 1 or 2 12 .5 incandescent DC48 6S6/48V candelabra -base 48 1 or 2 12 .25 incandescent One /908 DC6 CSA wedge -base 6 1 or 2 9.0 1.5 incandescent One /915 0C12 CSA wedge -base 12 1 or 2 9.0 .75 incandescent LDC6 CSA LDC12 CSA LQM LED 6V DC input LQM LED 12V DC input 6 1 or 2 0.96 .16 12 t or 2 1.20 .10 LDC24 CSA LQM LED 24V DC input 24 1 or 2 1.24 .05 LDC32 CSA LQM LED 32V DC input 32 1 or 2 1.28 .04 LDC48 CSA LQM LED 48V DC input 48 1 or 2 1.36 .03 1 Based on continuous operation. 2 Electrical input shown Is total for exit sign operating at indicated supply voltage. KEY FEATURES Fully assembled at factory. f<EXIT> Housing snaps to canopy for quick, easy installation. y_ 12-1/4 (311) i 7-1/2 (190) BACK SPECIAL WORDING Lr PHONE) 6-1/8 (155) 12-1/4 (311) TOP 4.7/8 (124) 8-1/4 (209) --+ •- 2.1/4 (57) t -31/: 7-1/2 3 3/4 (190) (945) • Panel opening measures 7.5/8'x6.3/8' (see example above). • Panel background color is black for black housing or white for white housing. • If picture or foreign language required, send a reproduction of the image to Lithonia. • Consult factory for additional ordering information. LED Unique LEDs provide extremely long life and low energy consumption. Listed and labeled to comply with Canadian Standard C-860 (CSA option). OrA LITHON/A LIGHTING® An 'LcA cuityerands Company Sheet #: LQM 01993 Acuity Lighting Group, Inc., Rev. 2/03 Igm.p65 1a Lithonia Lighting Acuity Lighting Group, Inc. Emergency Systems Group One Lithonia Way, Decatur, GA 30035 Phone:800.334.8694 Fax:770.981.8141 In Canada: 1100 50th Ave., Lachine, Quebec H8T 2V3 www.lithonia.com IA L/THON/A LIGHT/Na* FEATURES INTENDED USE Suitable for applications requiring both exit sign and unit equipment. Attractive, 10 -inch -tall, streamlined design is great for above -the -door applications and other tight fits. CONSTRUCTION Engineering -grade thermoplastic housing is impact -resistant, scratch -resistant and corrosion -proof. UL94V-0 flame rating. UV -stable white resin resists discol- oration from natural and manmade light sources. Rugged unibody housing snaps together with no additional fasteners. Faceplate and back cover are interchangeable on housing. Positive snap -fit tabs hold faceplate securely, yet pry out easily for lamp compartment access. Universal, directional chevron inserts are easily removed and reinserted. Two 5.4W T•5 wedge -base krypton lamps with multi -faceted reflector and acrylic lenses provide superior optical control. Unique swivel -and -point arrangement per- mits full -range adjustment in lamp head direction. Uniform graphics illumination without shadows or hot spots. Letters 6" high with 3/4" stroke. Special wording available in red or green lettering. Consult factory. U.S. Patent No. 0379,373, 5,526,251, 5,611,163, 5,646,502. Canada Patent No. 80,141, 2,180,495. LAMP LED life exceeds 25 years, based on continuous operation. Low energy con- sumption — only 3.3 watts. BATTERY Sealed, maintenance -free lead -calcium battery delivers 90 minutes capacity to emergency lamps. Automatic recharge after 90 -minute discharge. Test switch and LED provide visual and manual means of monitoring system operation. Slip- on battery terminals and polarized battery connector simplify installation and maintenance. Optional high -output battery (HO) to power a remote head or exit. See chart on back for details. ELECTRONICS Custom microchip charger, developed by Lithonia Emergency Systems, provides increased reliability and maximizes battery life. AC/LVD reset allows battery connection before AC power is applied and prevents battery damage from deep discharge. Two -rate regulated charger minimizes energy consumption and provides low operating costs. Filtered charger output minimizes charge voltage ripple and extends battery life. Thermal protection senses circuitry temperature and ad- justs charge current to prevent overheating and charger failure. Current -limiting xI Catalog Number Notes Type QUANTUM® Thermoplastic Exit/Unit Combo LHQM LED LAMPS charger circuitry protects printed circuit boards from shorts. Brownout protection. INSTALLATION Top, end or back mounting. Housing snaps to canopy with four positive -locking tabs. Cam locking pin secures housing to canopy. Easily removed mounting knockouts. Conduit entry knockout for 1/2' flexible conduit. J -box pattern on back panel. LISTING UL listed. Meets UL 924, NFPA 101 (current Life Safety Code), NEC and OSHA illumination standards. WARRANTY Five-year total customer satisfaction warranty. LED lamps are guaranteed for five years. See Product Selection Guide for details. ORDERING INFORMATION Choose the boldface catalog nomenclature that best suits your needs and write it on the appropriate line. Order accessories as separate catalog numbers. LHQM Family LHQM LED exit/ unit Face type S Stencil P Panel' Housing color blank) Black W White Accessories Number of faces 1 Single face 3 Single face with extra faceplate and color panel Order as separate items. ELAMR24 K0606 Compact MR24 remota head (6W, 6V1 ELAMR24H0606 Compact MR24 remote head (6W, 6V halogen) ELANXH0606 NEMA 4X, sealed -beam remote fixture 16V,6W halogen) R Red G Green 120/277 input voltage Example: LHQM S W 1 R 120/277 FI Options 120/277 Dual (blank) FI FA voltage H N HO RO None Fire alarm flashing interface2 Flashing emergency operation and intermittent audible alarm (66 times/min.; alarm 75 dB at 100cm) Two 6W tungsten halogen lamps' Maintenance -free nickel -cadmium battery High -output lead -calcium battery Less lamp heads NOTES: 1 Special wording available in red or green lettering. Consult factory. 2 Choice of FI or FA. Not available with both. 3 Not available with HO or N. Emergency Sheet #: LHQM QMEX-140 BACK 21-1/4 (54) I 0 9-7/8 (25.1) ti LHOM LED Exit/Unit Combo, Quantum SPECIFICATIONS ELECTRICAL Primary Circuit Rated LED life Supply Max. Max. voltage amps watts Red LED Green LED 25+ years 25+ years 120 .23 3,3 277 .23 3.3 120 .23 3.3 277 .23 3.3 BATTERY Shelf Expected Optimum Voltage life2 life2 Maintenance temperature" Lead -calcium 6 6 months 5-8 years none3 60°-90°F Ni -cad (N) 6 3 years 7-9 years none3 32°-100°F Notes: 1 Based on continuous operation. 2 At 77°F. 3 Periodic system status test recommended. 4 Optimum ambient temperature range where unit will provide capacity for 90 minutes. Higher and lower temperatures affect life and capacity. Consult factory for detailed information. REMOTE OUTPUT CAPACITY Combo\ Combo\ Combo\no Combo\ Combo\ high- no heads (R0) & Standard ni-cad halogen output heads high -output combo battery (N) lamps (H) battery (H0) (RO) battery (HO) NA NA NA 11.5W 10.8W 22.3W PHOTOMETRICS 6 4 20 2 6 6 2 0 2 6 MR24 K0606 6•vp6s, 6.4•wsits krypton HORIZONTAL 10.s J �oa VERTICAL 20 KEY FEATURES 0.3 FI. Fully assembled at Install only one fixture instead of two. factory. L C u Unique LEDs provide extremely long life and low energy consump- tion. MOUNTING All dimensions aro inches (centimeters/. Shipping weight: 7.36Ibs. (3.3 kgs.). 4 <EXIT> TOP (12.4) 4-7/8 7 10 3/4 (27.3) 2-5/8 (7.2) 13 (33) 1 Test switch/pilot light END 5-1/2 (14) BACKPLATE Conduit entry knockout <E111T> 6-1/2 (6.52) 13 (33) 9-7/8 4-15/16 (25.1) (12.55) SPECIAL WORDING L,PHONE� (Universal knockout pattern for various standard j -boxes) • Panel opening measures 8" x 6.1/8" (see example above). • Panel background color is black for black housing or white for white housing. • If picture or foreign language required, send a reproduction of the image to Lithonia. • Consult factory for additional ordering information. L/THON/A L/GHT/NG° An fcsAcultvBrandc Cmmnanv Sheet #: LHQM 6)1995Lithonie Lighting, Rev. 9/02 Ihqm.p65 Lithonia Lighting Acuity Lighting Group, Inc. Emergency Lighting Systems One Lithonia Way, Decatur, GA 30035 Phone: 800.334.8694 In Canada:1100 50th Ave., Lachine, Quebec H8T 2V3 www.lithonia.com .11 \' lb LITHO/WA L/6H7/NG FEATURES INTENDED USE Ideal for applications requiring attractive, quick -installation exit signs and low energy con- sumption. CONSTRUCTION Engineering -grade thermoplastic housing is impact -resistant, scratch -resistant, and corrosion - proof. UL94V•0 flame rating (U194.5VA with CSA option). UV -stable resin resists discoloration from natural and man-made light sources. Rugged unibody housing snaps together with no additional mechanical fasteners. Faceplate and back cover are Interchangeable on housing. Positive snap -fit tabs hold faceplate securely, yet pry out easily for lamp compartment access. Universal directional chevron inserts are easily removed and reinserted. Uniform graphics illumination without shadows or hot spots. Reinforced, impact -resistant color panels. Letters 6' high with 314' stroke. U.S. Patent No. 5,526,251, 5,611,163, 5,739,639 and 5,954,423. Canada Patent No. 2,204,218.Other patents pending. LAMPS LEDs mounted on printed circuit boards. Expected LED life over 25 years. Low energy consumption — less than ane watt. LED lamp operates in normal (AC input) and emergency (DC input) modes. BATTERY Sealed, maintenance -free nickel -cadmium battery delivers 90•minute capacity to emergency lamps (30 minutes with CSA option). Automatic recharge after battery discharge. Low -voltage disconnect prevents excessively deep discharge that can permanently damage battery. Recessed, conveniently located test switch and LED provide visual and manual means of monitoring system operation. No battery connection required. ELECTRONICS Constant -current series charger minimizes energy consumption and provides low operating costs. Printed circuit boards are 100% quality tested during manufacturing. Current -limiting charger circuitry protects printed circuit boards from shorts. DIAGNOSTICS (SD option only) Two -state constant•currentcharger maximizes battery life and automatically recharges after battery discharge. Low voltage disconnect prevents excessive deep discharge that can permanently damage the battery. AC/LVD reset allows battery connection before AC power is applied and prevents battery damage from deep discharge. Single -point microcomputer control for all electronic features. Crystal oscillator timing system with watchdog protection for precision accuracy. Brownout protection is automatically switched to emergency mode when supplyvoltage drops below 80% of nominal. Xz Catalog Number Notes Type Thermoplastic Exits LQMELN LED Lamps Emergency Operation Nickel -Cadmium Battery QUANTUti?M° Single multi -chromatic LED indicator to display two -state charging, test activation and three -state diagnostic status. Test switch provides manual activation of 30 -second diagnostic testing for on -demand visual inspection. Self-diagnostic testing for five minutes every 30 days and 30 minutes every six months. Diagnostic evaluation of LED light source, AC to DC transfer, charging and battery condition. Continuously monitors AC functionality. INSTALLATION Universal (top-, end-, or back-) mounting. Easily removed maunting knockouts. J•box pat- tern on back panel. Housing snaps to canopy with four positive -locking tabs. Cam -locking pin tightly secures housing to canopy. LISTING UL listed (standard). CSA Certified or NOM Certified (see Options). Meets UL, NFPA 101 (current Life Safety Code), NEC and OSHA illumination standards, and State of Minne- sota energy-efficient legislation requiring Tess than 20W consumption. Meets Energy Star standards. WARRANTY Five-year total customer satisfaction warranty, including the LED lamps. For details, see the Product Selection Guide. ORDERING INFORMATION Choose the boldface catalog nomenclature that best suits your needs and write It on the appropriate line. Order accessories as separate catalog number. LQM Family LQM LED Face type S Stencil A Aluminum appearance stencil' P Panel's Housing color (blank) Black' W White 3 Number of faces 1 Single face' 3 Single face with extra faceplate and color panel NOTES: 1 Not available with CSA option. 2 Special wording available in red or green. Consult factory. 3 Some special voltages available. Consult factory. 4 Only available with CSA option and SD options. 5 Choice of F, FA or FI. Not available with more than one. 6 Not available with Aluminum (A) face type. 7 Letters 6" high with 7/16" stroke. B For other lengths, replace 12 with appropriate stem length in inches. Example: ELA W QS24 9 Not available with SD. 10 Must specify input voltage (120 or 277V). R Red G Green' 12./2:3q - EL N Input Emergency voltages. operation 120/277 Dual EL N Nickel - voltage' cadmium 120 120V4 battery 277 120V' 347 347V' Accessories Order as separate item. ELA W QS12 ELA WGEX ELA WGEXT ELA WGEXE ELA LQMSORTIE 12" stem kit (white(' Back•mountwireguard Top•mountwireguard End-mountwireguard SORTIE stencil face and sign panel Example: LOMSW3R120/277ELN Options (blank) None F Flashing emergency operation (one flash/ sec)'•s•6 • FI Fre alarm flashing interface's FA Flashing emergency operation and intermittent audible alarm (one flash/ sec)'•s SALIDA Salida signage'6•' CSA CSA Certified t6 NOM NOM Certified for Mexico' DL Damp location's SD Self•diagnostics'•10 Emergency Sheet #: LQM ELN QMEX -110 LQM EL N Emergency LED, Quantum SPECIFICATIONS ELECTRICAL Primary Circuit MOUNTING All dimensions are inches (millimeters). Shipping weight: 2.6 lbs. (1.2 kgs.) Rated Supply Input Max. Types LED fifes voltage watts amps 120 .71 .05 Red LED 25+years 277 q7 (IR + li 347 2.51 .01 5-1/2 Green LED 25+ years 120 .66 .05 (140) 277 .70 .06 + .1 BATTERY Nickel -Cadmium Shelf Expected Optimum Voltage Iife3 Iife3 Maintenance temperatures 1.26 3 yrs. 7-9 yrs. none4 32°-100° F (o -37.8c) 1 LED lamps operate in normal (AC input) and emergency (DC input) modes. 2 Based on continuous operation. 3 At 77°F (25°C). 4 Periodic system status test recommended. 5 Optimum ambient temperature range where unit will provide capacity for 90 minutes (30 minutes with CSA option). Higher and lower temperatures affect life and capacity. Consult factory for detailed information. 6 2.4 Volts for DL option. SPECIAL WORDING LrPHONE> • Panel opening measures 7-5/8'x6.3/8" (see example above). • Panel background color is black for black housing or white for white housing. • If picture or foreign language required, send a reproduction of the image to Lithonia. • Consult factory for additional ordering information. KEY FEATURES EX1T> END EXIT> SD OPTION } 5-1/2 (140) 4 LED Fully assembled at factory. Housing snaps to canopy Unique LEDs provide for quick, easy installation. extremely long life and low- energy consumption. 12-1/4 (311) END t 7-1/2 (190) 1 BACK TOP 4-7/8 (124) Pilot Tight / test switch EMIT 12-1/4 (311) 8-1/4 (209) 2-1/4 (57) 11 1 7-1/2 3-3/4 (190) (95) 6-1/8 11 (155) 12-1/4 (311) 10 (254) TOP H4.7/8 H. (124) Pilot Tight / test switch BACK OAIV 6-1/8w (155) 12-1/4 ,. (311) 2.1/4 (57) j 10-3/4 (273) 10 (254) 3-3/4 (95) i t LITHO/WA LIGHT/NG® An (W cultyBrands Company Sheet #: LQM EL N 01993 Lithonia Lighting, Rev. 10/02 Iqm-el-n.p65 Lithonia Lighting Acuity Lighting Group, Inc. Emergency Systems Group One Lithonia Way, Decatur, GA 30035 Phone: 800-334-8694 Fax: 770-981-8141 In Canada:110050th Ave., Lachine, Quebec H8T2V3 wvuw.lithonia.com City ofTubvila po'7-i Z-8 Steven M. Mullet, ivlayor Department of Community Development Steve Lancaster, Director December 20, 2004 Jim Harmon Sabey Corporation 12201 Tukwila International BI 4th Floor Seattle, WA 98168 RE: Release of Performance Bond Bond No. 52BSBCQ3977 Dear Mr. Harmon: This letter hereby authorizes the release of the performance bond referenced above in the amount of $126,000.00 for the completion of the landscaping at the Department of Homeland Security building located at 12500 Tukwila International BI, Tukwila, Washington. If you should have any questions, please contact our office at (206)431-3672. Sincerely, 1,4.0 Brenda Holt Permit Coordinator encl xc: Permit No. D03-128 6300 Southcenter Boulevard, Suite 4100 • Tukwila, Washington 981,38 • Phone: 206--31-3o70 • Fax: 20o-431.3co3 N, Cii of Tukwila Steven M. Mullet, Mayor Department of Community Development Steve Lancaster, Director December 20, 2004 Jim Harmon Sabey Corporation 12201 Tukwila International Bl 4th Floor Seattle, WA 98168 RE: Release of Performance Bond Bond No. 52BSBCQ3975 Dear Mr. Harmon: This letter hereby authorizes the release of the performance bond referenced above. in .the amount of $50,000.00 for the completion of the entry plaza at the Department of Homeland Security building located at 12500 Tukwila International Bl, Tukwila, Washington. If you should have any questions, please contact our office at (206)431-3672. Sincerely, tett, iivw Brenda Holt Permit Coordinator encl xc: Permit No. D03-128 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone: 206-431-3670 • Fax: 206-431-3665 City of Tukwila 6300 Southcenter Blvd, Suite 100 Tukwila, WA 98188 •206-431-3670 RECEIVED CITY OF TUKWILA SEP 2 8 2004 'PERMIT -CENTER DEVELOPER'S PROJECT WARRANTY REQUEST FORM YSectiijn`r1 -;to b'ecompleted.by:°Develo er Name of Development: U.S. Dept. of Homeland Security Date: 9/27/04 Address: 12500 Tukwila International Blvd.. Tukwila, WA Permit No.: D03-128 International Gateway East III LLC by Release should be sent to: Name: Sabey Corporation ATTN: Jim Harmon, iKanagpr Address:12201 Tukwila International Blvd., 4th Floor City/State/Zip Seattle, WA 98168 Description of items to be completed (reference plans/documents where items are described): Complete Entry Plaza at Building As the owner, or authorized agent of the owner, I hereby submit cash or cash equivalent in the amount of $ so .non _ on (150% of value to complete work above) and attach support documentation for value of work. I will have this work carried out and call for a final inspection by this date: 12/7/04 , or risk having the City use these funds to carry out the work with their own contractor or in-house manpower. If I fail to carry out the work, I hereby authorize the City to go onto the property and carry out completion of the above deficiencies. I further agree to complete all work listed above prior to requesting inspection and release of these funds. . Signed: mes N. armon Title: cretary & Treasurer Section mpleted:by.'City ataff THIS. FUND IS AUTHORIZED TO. BE ACCEPTED Signed: Department Head: Amount: $ 601 oon- Deposited this Date: 0 Cash/Check ❑ Cash Assignment CO Bond City Receipt No.: 00vi4 * 62 S (3c. S''1S Received By: b1449 -01 -- Section 3 Ito; be; completed,by :Developer.,:,; All work identified in Section 1 of this form has now been completed and returned to department which authorized warranty. I hereby request inspection and release of my cash/cash equivalent/bond. Developer's Representative: Inspector; Date: lTo;be; completed by;;City: staff • I have re iewed the above work and found it acceptable and therefore authorize the release of the above sh/�: • e•uivalent/bond. Date: la\ 2 )f 3 Authorized By: 'Section,:4 to be completed by:City'staff:l:`'` Amount Released: $ $O I DOO 0 Check - Check No. ❑ Cash Ecuivalent – Letter attached Bond – Letter attached •¢— Date Released: I2 -1-0 tpollc) and proccdiw zcd bookWc%clopar's pmlcci warranty form Crum!. Fcb, ury 20U Released by: PERFORMANCE BOND Bond # 52BSBCQ3975 KNOW ALL BY THESE PRESENTS, That we, International Gateway East 111 LLC by Sabey Corporation (hereinafter called the Principal), as Principal, and Hartford Fire Insurance Company , a corporation duly organized under the laws of the State of Connecticut (hereinafter called the Surety), as Surety, are held and firmly bound unto City of Tukwila Public Works Department in the sum of FIFTY THOUSAND AND NO/100THS , (hereinafter called the Obligee), (550,000.00 ) Dollars, for the payment of which sum well and truly to be made, we, the said Principal and the said Surety, bind ourselves, our heirs, executors, administrators, successors and assigns, jointly and severally, firmly by these presents. Signed and sealed this 24th day of September , 2004 . WHEREAS, said Principal has entered into a written Contract with said Obligee, dated for Department of Homeland Security - Complete Entry Plaza in accordance with the terms and conditions of said Contract, which is hereby referred to and made a part hereof as if fully set forth herein: NOW, THEREFORE, THE CONDITION OF THIS OBLIGATION IS SUCH, That if the abovtr bounden Principal shall well and truly keep, do and perform each and every, all and singular, the matters and things in said contract set forth and specified to be by said Principal kept, done and performed, at the times and in the manner in said contract specified, or shall pay over, make good and reimburse to the above named Obligee, all loss and damage which said Obligee may sustain by reason of failure or default on the part of said Principal so to do, then this obligation shall be null and void; otherwise shall remain in full force and effect. NO SUIT, ACTION OR PROCEEDING by the Obligee to recover on this bond shall be sustained unless the same be commenced within two (2) years following the date on which Principal ceased work on said Contract. International Gateway East 111 LLC by Sabey Corporation By °1614 jaAvr Hartford Fire Insurance Company Principal BY E- AZR4/1 �1 Susan B. Larson Attorney -in -Fact S•0757/GEEF 10/59 POWER OF ATTORNEY KNOW ALL PERSONS BY THESE PRESENTS THAT: X X X Direct Inquiries/Claims to: THE HARTFORD BOND, T-4 690 ASYLUM AVENUE HARTFORD, CONNECTICUT 06115 call: 888-266-3488 or fax: 860-757-5835 Agency Code: 52-815037 Hartford Fire Insurance Company, a corporation duly organized under the laws of the State of Connecticut Hartford Casualty Insurance Company, a corporation duly organized under the laws of the State of Indiana Hartford Accident and Indemnity Company, a corporation duly organized under the laws of the State of Connecticut Hartford Underwriters Insurance Company, a corporation duly organized under the laws of the State of Connecticut Twin City Fire Insurance Company, a corporation duly organized under the laws of the State of Indiana Hartford Insurance Company of Illinois, a corporation duly organized under the laws of the State of Illinois Hartford Insurance Company of the Midwest, a corporation duly organized under the laws of the State of Indiana Hartford Insurance Company of the Southeast, a corporation duly organized under the laws of the State of Florida having their home office in Hartford, Connecticut, (hereinafter collectively referred to as the "Companies") do hereby make, constitute and appoint, up to the amount of unlimited: Charles A. Szopa, Shauna L. Henry, Barbara R. Johnson of Anchorage, AK; Peter H. Hammett, Carl Newman, Tim Church, Pamela Nelson, Karen P. Dever, Deanna M. Meyer, Jill Wallace, Stuart A. O'Farrell, Susan B. Larson of Bellevue, WA their true and lawful Attorney(s)-in-Fact, each in their separate capacity if more than one is named above, to sign its name as surety(ies) only as delineated above by ®, and to execute, seal and acknowledge any and all bonds, undertakings, contracts and other written instruments in the nature thereof, on behalf of the Companies in their business of guaranteeing the fidelity of persons, guaranteeing the performance of contracts and executing or guaranteeing bonds and undertakings required or permitted in any actions or proceedings allowed by law. In Witness Whereof, and as authorized by a Resolution of the Board of Directors of the Companies on September 12th, 2000, the Companies have caused these presents to be signed by its Assistant Vice President and its corporate seals to be hereto affixed, duly attested by its Assistant Secretary. Further, pursuant to Resolution of the Board of Directors of the Companies, the Companies hereby unambiguously affirm that they are and will be bound by any mechanically applied signatures applied to this Power of Attorney. ot Paul A. Bergenholtz, Assistant Secretary STATE OF CONNECTICUT ss. COUNTY OF HARTFORD On this 251h day of October, 2002, before me personally came Colleen Mastroianni, to me known, who being by me duly sworn, did depose and say: that she resides in the County of Hartford, State of Connecticut; that she is the Assistant Vice President of the Companies, the corporations described in and which executed the above instrument; that she knows the seals of the said corporations; that the seals affixed to the said instrument are such corporate seals; that they were so affixed by authority of thwBoards of Directors of said corporations and that she signed her name thereto by like authority. Hartford Colleen Mastroianni, Assistant Vice President CERTIFICATE ,�a/fiC /a Scott E. Paseka Notary Public My Commission Expires October 31, 2007 I, the undersigned, Assistant Vice President of the Companies, DO HEREBY CERTIFY that the above and foregoing is a true and correct copy of the Power of Attorney executed by said Companies, which is still in full force effective as of September 24, 2004 Signed and sealed at the City of Hartford. I'OA 2003 IIIIf”„ 1w 7.531411t144y�Gl COR^ �� taMq�'�' 11, • 9 • �et ,► kt,, :ova F 1- 1 9 12 .s �y07 S i ra. 8 e tI91 NMI111111Wr:* "11.W+ i s Yves Cantin, Assistant Vice President 1 YIP Obligee's/lnsured's Name City of Tukwila Public Works Dept. Obligee's/Insured's Mailing Address Tukwila, WA Bond/Policy Number 52BSBCQ3975 .4r IMPORTANT NOTICE TO OBLIGEES/POLICYHOLDERS TERRORISM RISK INSURANCE ACT OF 2002 You are hereby notified that, under the Terrorism Risk Insurance Act of 2002, effective November 26, 2002, we must make terrorism coverage available in your bond/policy. However, the actual coverage provided by your bond/policy for acts of terrorism, as is true for all coverages, is limited by the terms, conditions, exclusions, limits, other provisions of your bond/policy, any endorsements .to thebond/policy- and generally-. applicable rules of_ law. Any terrorism coverage provided by this bond/policy is partially reinsured by the United States of America under a formula established by Federal Law. Under this formula, the United States will pay 90% of covered terrorism losses exceeding a statutorily -established deductible paid by sureties/insurers until such time as insured losses under the program reach $100 billion. If that occurs, Congress will determine the procedures for, and the source of, any payments for losses in excess of $100 billion. The premium charge that has been established for terrorism coverage under this bond/policy is either shown on this form or elsewhere in the bond/policy. If there is no premium shown for terrorism on this form or elsewhere in the bond/policy, there is no premium for the coverage. Form B-3333-0 Terrorism premium: $0 © 2002, The Hartford Page 1 of 1 SJJABEY CONSTRUCTION VIA FAX & MAIL September 30, 2004 Bob Benedicto Building Official CITY OF TUKWILA BUILDING DEPT. 6300 Southcenter Blvd., Suite 100 Tukwila, WA 98188 RE: Dept. of Homeland Security Project 12500 Tukwila International Blvd., Tukwila, WA Dear Bob; RECEIVED CITY OF TUKWILA SEP 3 0 2004 PERMIT CENTER This letter is to provide you with completion dates for the correction items that were discussed today. We have discussed all the items with our suppliers and have located and procured all the necessary materials and our subcontractors have committed to the following installation dates: 1. Place glass in monumental stairway. Complete 10/4/04 2. Revise hardware to panic hardware on doors T174, T172A, T298C, T235B, T401A, T401B, T401D, and T401E. Complete 10/6/04 3. Install guardrail cap along Sally Port drive at Gridline A. Complete 10/8/04 The Dept. of Homeland Security is scheduled to move into a portion of the 2nd floor and a small portion of the lst and 4" floor. The earliest staff can move in is 10/12/04 and that may be delayed for several days. If you have any questions or concerns, please contact me at 206-277-5216 Sincerely, SABEY CONSTRUCTION INC. Dean Sabey Sr. VP of Construction cc: Doug Gardner D03 ARCHITECTURE 5abey Construction Inc. 206/281-4200 main line CONSTRUCTION 12201 Tukwila International Blvd.,4th Floor 206/281-0920 fax line DEVELOPMENT Seattle, Washington 98168-5121 www.sabey.com city of Tukwila Steven M. Mullet, Mayor Department of Community Development Steve Lancaster, Director February 12, 2004 Mr. David Leng 12201 Tukwila International Boulevard Seattle, Washington 98168 RE: CORRECTION LETTER #1 TO REVISION #2 Development Permit Application Number D03-128 12500 Tukwila International Blvd — Dept. of Homeland Security Dear David: This letter is to inform you of corrections that must be addressed before your development permit(s) can be approved. All correction requests from each department must be addressed at the same time and reflected on your drawings. I have enclosed comments from the Planning Department. At this time, and Building, Public Works and Fire Departments have no comments. Planning Department: Brandon Miles, at 206 431-3684, if you have any questions regarding the attached memo. Please address the attached comments in an itemized format with applicable revised plans, specifications, and/or other documentation. The City requires that four (4) complete sets of revised plans, specifications and/or other documentation be resubmitted with the appropriate revision block. In order to better expedite your resubmittal, a `revision sheet' must accompany every resubmittal. I have enclosed one for your convenience. Corrections/revisions must be made in person and will not be accepted through the mail or by a messenger service. If you have any questions, please contact me at (206) 433-7165. Sincerely, Stefani Spencer Permit Technician encl xc: File No. D03-128 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone: 206-431-3670 • Fax: 206-431-3665 n:4:G.•:raiYYsneL1�G. ;i. MEMO FROM: Brandon J. Miles, Assistant Planner RE: D03-128 DATE: February 11, 2004 City of Tukwila Steven M. Mullet, Mayor Department of Community Development Steve Lancaster, Director f'\ The water line layout does not show any irrigation lines in the landscaped area. Please either extend irrigation lines to the landscaped areas or provide a signed letter indicating that irrigation lines will be installed when the landscaped areas are constructed. 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone: 206-431-3670 • Fax: 206-431-3665 CHS CHS ENGINEERS, INC. August 21, 2003 City of Tukwila 6300 Southcenter Blvd. Tukwila, WA 98188-2544 Att: Subject: Department of Public Works King County Water District No. 20 The Sabey Corporation Developer Extension Department of Homeland Security INS Building 9 Ladies/Gentlemen: RECEIVED AUG 2 2003 TUKWILA PUBLIC WOF KS Attached are three sets of water plans for the proposed improvements to King County Water District No. 20's water system for the above referenced project. The City of Tukwila has previously reviewed these water plans as part of the Sabey Corporation's building permit submittals. The plans have been revised to provide at least 8' of cover above the top of the water pipe in accordance with the City of Tukwila's latest comments regarding their proposed future storm drain. Please review this material and issue the appropriate construction permits as soon as possible for the installation of the proposed water system improvements. The work includes water main installation in Tukwila International Blvd. as well as on private property. Construction will be in accordance with the District's established construction standards. Please call me at (425) 637-3693 at any time if you have any questions. Sincerely, CHS Engineers, Inc. Engineers for King County Water District No. 20 934 -to a,s61-41)4A Thomas A. Partanen, P.E. Project Manager :tp enclosure rkA '161() cc: King County Water District No. 20, Mr. Ron Malaspino, General Manager The Sabey Corporation, Mr. Stanley Paulus, Project Manager a:\tap\26m120\sabcy de tukwila permits 12507 BEL -RED ROAD SUITE 101 BELLEVUE, WA 98005-2500 TEL (425) 637-3693 FAX (425) 637-3694 CHS ENGINEERS, INC. July 1, 2003 City of Tukwila Department of Public Works 6300 Southcenter Blvd. Tukwila, WA 98188-2544 Att: Mr. Michael Cusick, P.E. Subject: King County Water District No. 20 Sabey Corporation Developer Extension Department of Homeland Security Building 9 Dear Mr. Cusick: I refer to your review comments of May 20, 2003 and have the following summary of responses: 1. Sheet WI . General notes have been revised in accordance with the review comments. King County Water District phone number and address have been added in a note. 2. Sheet W2. The water main has been moved out into the first traffic lane away from the sanitary sewer and fiber optic line. Distance from the centerline of the highway is 24' giving about 8' to the future curb line in accordance with the City's standard location. The fiber optic line has been shown The crossing note has been revise to indicate boring of the casing. Restrained joints are being used where the water main is installed in a casing under the highway and under the walls and where the pipe slope is steep. Restrained joints have not been used where the water main is installed in a normal open trench method in the access road, driveway or in front of the building. 3. Sheet W3. Water main location has been moved out into the first traffic lane away from the poles. A note has been added to coordinate support for the poles with the power company if needed. A Reduced pressure backflow device and hot box has been added on the domestic service to the main building. 4. Sheet W7. The casing has been extended to the easterly right of way line. Please call if you have any questions. Sincerely, CHS Engineers, Inc. Engineers for King County Water District No. 20 %0144 iale,t-4,As-A Thomas A. Partanen, P.E. Project Manager cc: RE F I°14WILA SIN p JUL 01 2003 pERMIT CENTER King County Water District No. 20 - Mr. Ron Malaspino, General Manager The Sabey Corporation - Mr. Stanley Paulus a:\tap\26wd20\sabey de tukwila response CORRECTION LTR# X03 - 128 12507 BEL -RED ROAD SUITE 101 BELLEVUE, WA 98005-2500 TEL (425) 637-3693 FAX (425) 637-3694 CHS ENGINEERS, INC. July 1, 2003 City of Tukwila Department of Public Works 6300 Southcenter Blvd. Tukwila, WA 98188-2544 jE w re 2 Att: Mr. Michael Cusick, P.E. 6—J v UO Subject: King County Water District No. 20 W LU Sabey Corporation Developer Extension Department of Homeland Security Building 9 N LL w0 Dear Mr. Cusick: g I refer to your review comments of May 20, 2003 and have the following summary of responses: = a w z= 1. Sheet WI. General notes have been revised in accordance with the review comments. King County F - Water District phone number and address have been added in a note. w O 2. Sheet W2. The water main has been moved out into the first traffic lane away from the sanitary sewer 2 D and fiber optic line. Distance from the centerline of the highway is 24' giving about 8' to the future U 0 curb line in accordance with the City's standard location.N o 1 -- The fiber optic line has been shown W w The crossing note has been revise to indicate boring of the casing. H 9 Restrained joints are being used where the water main is installed in a casing under the highway and u- p under the walls and where the pipe slope is steep. Restrained joints have not been used where the water j z main is installed in a normal open trench method in the access road, driveway or in front of the building. U 3. Sheet W3. Water main location has been moved out into the first traffic lane away from the poles. O F-- A note has been added to coordinate support for the poles with the power company if needed. Z A Reduced pressure backflow device and hot box has been added on the domestic service to the main building. 4. Sheet W7. The casing has been extended to the easterly right of way line. Please call if you have any questions. Sincerely, CHS Engineers, Inc. Engineers for King County Water District No. 20 201.44 4P4A-0,04\ Thomas A. Partanen, P.E. Project Manager RECEIVED CITY OF TUKWILA JUL 0 1 2003 PERMIT CENTER CORRECTION LTR# I` cc: King County Water District No. 20 - Mr. Ron Malaspino, General Manager The Sabey Corporation - Mr. Stanley Paulus a:\tap\26wd20\sabey de tukwila response 12507 BEL -RED ROAD SUITE 101 BELLEVUE, WA 98005-2500 TEL (425) 637-3693 FAX (425) 637-3694 n-m.enmo. June 24, 2003 City of Tukwila Steven M. Mullet, Mayor Department of Community Development Steve Lancaster, Director Stanley Paulus Sabey Corporation 12201 Tukwila International Bl 4th Floor Seattle, WA 98168 RE: CORRECTION LETTER #1 DHS — Seattle District Office — Shell and Core — D03-128 12500 Tukwila International BI Dear Mr. us: Q This letter is to inform you of corrections that must be addressed before your development permits can be approved. All correction requests from each department must be addressed at the same time and reflected on your drawings. I have enclosed comments from the Building Division and Public Works Department. At this time, the Fire Department and Planning Division have no comments. Please address the attached comments in an itemized format with applicable revised plans, specifications, and/or other documentation. The City requires that four (4) complete sets of revised plans, specifications and/or other documentation be resubmitted with the appropriate revision block. In order to better expedite your resubmittal, a `revision sheet' must accompany every resubmittal. I have enclosed one for your convenience. Corrections/revisions must be made in person and will not be accepted through the mail or by a messenger service. If you have any questions, please contact me at (206)431-3670. Sincerely, klaifrd Brenda Holt Permit Coordinator encl c: File No. D03-128 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone: 206-431-3670 • Fax: 206-431-3665 +i4442t41ti ; 7j Tukwila Building Division 6300 SouthCenter Blvd. Tukwila, WA 98188 206-431-3670 BUILDING DIVISION REVIEW Date: June 11, 2003 Project Name: DHS - Core and Shell permit application Application #: D03-128 Plan Review: Ken Nelsen, Senior Plans Examiner An initial Building Department plan review has been completed for the subject project. In general, the construction information within the plans documents submitted as of this date, do not raise outstanding issues that would require additional revisions by this Department. However, before the final plan review approval, a revised cover sheet (plan sheet number A-0) and any supporting documents addressing the items discussed at our meeting June 9, 2003 are required. Those items include the detailed references from U.B.C. Section 403 such as Sprinkler system water supply, Smoke control operations, Elevators, Standby Power, and Area of evacuation assistance details per Section 1104, etc. A limited follow-up review will be conducted regarding these items. In addition, a brief subsequent Building Department plan review will also take place following the final structural approval by Reed Middleton Engineers. Should there be questions on the comments, please feel free to contact the Building Division office at 206-431-3670. No further comments at this time. L liutla-ds414,1t..0.44.• A-..14.4,64w,A4,4,,,,,. 4 z < • • 1- Z LLI2 6 O 010 CO C3 • LL.1 111 F- CO Li. 0 g 5 u_ • ° F.. Li., z o z r- LIJ ui 0 o 0 1-- uj 0 1-- Z w • = -L O I- PUBLIC WORKS DEPARTMENT COMMENTS DATE: PROJECT: PERMIT NO: PLAN REVIEWER: May 20, 2003 DHS — Seattle District Office D03-128 Contact Mike Cusick at (206) 433-0179 if you have any questions regarding the following comments. 1) Please fill in the T.I.R. worksheet and have it signed by Mr. Garr. 2) Revise major drainage basins map figure #3. The south half of the Fostoria Basin is the Southgate Creek Basin. The north half of the basin is the Fostoria Basin. 3) Provide full size drawing for the north basin map figure "C." The text is getting lost in the background. 4) Provide better basin maps with tables to prove the areas add up to what was used in calculations for each basin study. 5) Check the calculations for north and south wet pond. I get different numbers than you do. 6) Use Seattle not Tacoma in calculations for conveyance. Sheet C5 1) Show street name on plan sheet. 2) Provide pavement section for improvements on T.I.B. 3) Add note to remove power poles from the sidewalk along east side of T.I.B. 4) Provide profile and plan for 34th Avenue South. 5) Provide profile and plan for South 126th Street. 6) In south driveway, adjust manhole rim to finish grade. 7) Provide profile and plan for improvements to T.I.B. Sheet 6 1) A fence is required at the top of the modular block wall if there is more the top of the wall and the bottom of the wall. 2) What happens to the temporary storm pond at the north end of the site? address site restoration. than 30" between The plans need to Continents D03-128 May 20, 2003 Page 2 Sheet 7 1) Road section "A" does not match the typical pavement section shown in the upper right hand corner of sheet C7. What are the 2' benches at the edge of the road? 2) Provide 6" wide concrete wall at the back of curb ramp detail "E." Sheet C8 1) Revise the storm notes on Sheet C8. See Sheet C8 for comments. 2) Label street name on plan sheet. Sheet C9 1) Check calculations for storm drain leaving the vault. There is a bust in the calculations. 2) Per the King County Manual, one anchor pipe section is required for D.I.P. per table 4.2.14. 3) Fix bypass line text on drawing. Sheet C12 1) Revise sanitary sewer notes. See Sheet C12 for comments. Sheet C14 1) The scales on profile and plan sheet must be the same scale. 2) The profile needs to show the water lines crossing the sanitary sewer lines. 3) The contractor is required to provide 2" pavement overlay on the south half of South 126t. Sheet W1 1) Revise general notes. See redlines. 2) Provide phone number for water district on the plan sheet. Sheet W2 1) Provide a minimum of 10' between existing sanitary sewer line and the proposed 12" water line. 2) Show existing fiber lines on the plan sheets. 3) The contractor shall only bore across the road. Jacking will not be permitted. 4) All water line joints shall be restrained. Typical all sheets. Comments D03-128 May 20, 2003 Page 3 Sheet W3 1) Water line should not go through power poles. Please revise plan sheet. 2) The contractor shall coordinate with Seattle City Light to support poles during the installation of the water line. 3) Provide a reduced pressure device and hot box on the domestic water service to the Department of Homeland Security Building. Sheet W7 1) In detail A, extend the steel sleeve to the east R.O.W. lines. (P:Laurie Admin/Mike/Comments D03-131) June 19, 2003 Michael P. Cusick, P.E. City of Tukwila Public Works 6300 Southcenter Boulevard Tukwila, Washington 98188-2544 DAVID EVANS ANDASSOCIATES INC. SUBJECT: PERMIT D03-128/ SABEY — INS BUILDING Dear Mike: " 1'' OF TUKwu J u L 0,1 2003 PERMITCENTER Please find the following information, and the design changes found in both the TIR and on the Grading Plans, as response to your comments dated May 20, 2003. 1. Please fill in the T.I.R. worksheet and have it signed by Mr. Garr. The worksheet has been completed and signed. 2. Revise major drainage basins map figure #3. The south half of the Fostoria Basin is the Southgate Creek Basin. The north half of the basin is the Fostoria Basin. Figure 3 has been revised to show both the Fostoria Basin and the Southgate Creek Basin. 3. Provide full size drawing for the north basin map figure "C ". The text is getting lost in the background. Full-size figures for the North Pond Basin Map and Conveyance Map are now included as Figures 6 and 6a respectively. They are located in a pocket flap in the back of the T.I.R. 4. Provide better basin maps with tables to prove the areas add up to what Was used in calculations for each basin study. Tables have been added to the pond and vault basin maps with the corresponding sub -basin areas listed. 5. Check the calculations for north and south wet pond. I get different numbers than you do. The water quality calculations for the north and south basins are correct. The discrepancy between hand - calculated values and the spreadsheet values were due to a rounding difference. The number of significant figures in the mean annual runoff has been increased to demonstrate this. 6. Use Seattle not Tacoma in calculations for conveyance. Rainfall coefficients for Seattle are now used for the conveyance calculations. Sheet 05 1. Show street name on plan sheet. The street name for Tukwila International Boulevard has been added. !70t7,/i/1' 'Inc'ri.y, CORRECTION 1620 West Marine View Drive Suite 200 Everett Washington 98201 Telephone: 425.259.4099 Facsimile: 425.259.3230 E: Michael P. Cusick, P.E. June 19, 2003 Page 2 2. Provide pavement section for improvements on T.I.B. The improvements to T.I.B. will be done under a separate permit set. A note on the plans stipulates this. 3. Add note to remove power poles from the sidewallc along east side of T.LB. Note added. 4. Provide profile and plan for 34`x' Avenue South. Profile added to Sheet C7. 5. Provide profile and plan for South 126" Street. Profile added to Sheet C7. 6. In south driveway, adjust manhole rim to finish grade. A note to adjust manhole has been added. 7. Provide profile and plan for improvements to T.LB. See Number 2 above. Sheet C6 1. A fence is required at the top of the modular block wall if there is more than 30" between the top of the wall and the bottom of the wall. A fence has been added to all fill walls. No fences are proposed on the two (2) cut walls (northerly access road or southwest corner wall). 2. What happens to the temporary storm pond at the north end of the site? The plans need to address site restoration. A note has been added for pond removal and pavement restoration. Sheet C7 1. Road section "A" does not match the typical pavement section shown in the upper right hand corner of sheet C7. What are the 2' benches at the edge of the road? Michael P. Cusick, P.E. June 19, 2003 Page 3 Road Section A shows a typical section at the location note on the plan. The 2 -foot dimension is for the road shoulder. The typical pavement section indicates the pavement thickness and material. It also indicates the necessary support for the extruded curb (6 inches behind the curb). These sections do not match as they are describing two different conditions. 2. Provide 6" wide concrete wall at the back of the curb ramp detail "E". A 6 -inch curb has been added at the back of the curb ramp detail. Sheet C8 1. Revise the storm notes on Sheet C8. See Sheet C8 for comments. Storm notes have been revised. 2. Label street name on plan sheet. Street name has been added. Sheet C9 1. Check calculations for storm drain leaving the vault. There is a bust in the calculations. Plan has been revised to reflect calculations. 2. Per the King County Manual, one anchor pipe section is required for DIP per table 4.2.14. Additional pipe anchors have been provided. 3. Fix bypass line text on drawing. The text has been moved. Sheet C12 1. Revise sanitary sewer notes. See Sheet C12 for comments. The sanitary sewer notes have been revised and the sheet has been renamed Sheet SS 1. Sheet C14 1. The scales on profile and plan sheet must be the same scale. The scales have been revised and the sheet has been renamed Sheet SSI. . ,`F•t�_,."��',.ixJS�,•:X:r'w'.�.'..8+ivi.::t��i�,..ti:s':i�ti.c3iciw Michael P. Cusick, P.E. June 19, 2003 Page 4 2. The profile needs to show the water lines crossing the sanitary sewer lines. The profile has been revised and the sheet has been renamed Sheet SS 1. 3. The contractor is required to provide 2" pavement overlay on the south half of South 126`1 A detail has been added and the sheet has been renamed Sheet SS 1. Please note that Sheets C12, C13, and C14 have been removed from the plan set. Sheets SS1 and SS2 have been added for the sewer design. All of your comments pertaining to design of the water system are to be addressed by CHS and KCWD 20. Please call me if you have any questions or require additional information. Sincerely, DAVID EVANS AND ASSOCIATES, INC. 6-04-fevat-- Errol F. Garr, P.E. Senior Vice President Copies: Sabey Corp. p:\d\dasc0021\correspondence\l 03_0620 rmf tukw civilresponse.doc [DASC0021 ] Reid iddleton June 17, 2003 File No. 26-03-005-009-02 Mr. Bob Benedicto City of Tukwila 6300 Southcenter Blvd., Suite 100 Tukwila, WA 98188 CITY RECEIVED JUN 1 ZUO3 PERMIT CENTER Subject: Building Permit Plan Review - Final Submittal Department of Homeland Security, Shell and Core (D03-128) Dear Mr. Benedicto: We reviewed the proposed project for compliance with the structural provisions of the 1997 Edition of the Uniform Building Code as amended and adopted by the City of Tukwila. The applicant has responded successfully to our comments. Enclosed are one complete set of the revised structural drawings (bound with the originally submitted architectural drawings) and an additional complete set of the revised structural drawings. We are also forwarding the structural calculations, geotechnical report, and correspondence from the structural engineer for your records. If you have any questions or require any additional clarification, please call. Sincerely, Reid Middleton, Inc. (4- 1.1 Philip B zil, P.E., S.E. Senior Engineer Enclosures vls\26se\planrevw\tukwila\03\t009r2.doc\prb cc: Haynes Lund, Sabey Construction Theodore McDonald, Engineers Northwest Engineers Planners Surveyors Washington Oregon Alaska Reid Middleton, Inc. 728134th Street SW Suite 200 Everett, WA 98204 Ph: 425 741-3800 Fax: 425 741-3900 ENS ENGINEERS NORTHWEST, INC., P.S. STituc-ruttAI. ENGINEERS - 6869 Wooni.AwN Avr•.. N. E., SEATTLE, WA 98115 (206) 525-7560 FAx (206) 522-6698 June 9, 2003 CITY OF TUKWILA 6300 Southcenter Blvd., Suite 100 Tukwila, WA 98188 ATTN: Mr. Bob Benedicto RE: Department of Homeland Security Office Building Foundation Mr. Benedicto: The following is my response to Reid Middleton's plan check comments for the shell and core permit submittal for the above-mentioned project. The list is itemized to correspond to their comments, except item number 1 has been skipped, as this item contained only general instructions for this response. 2. a. b. c. Grid 4 elevation (Sheet S5.2) has been revised to show 16 bars between P1 and P2. SectionE-6.1 has been revised. Section F-6.1 has only 12 bars, not 16. See item b above. 3. Section N-6.1 has been revised. 4. An additional cross tie has been added to Section G-6.1. 5. Boundary zones at Grid 9 (sheet S5.2) have been extended above the third floor. 6. Reinforcing at wall on Grid D at Grid 9 (Sheet S5.5) has been revised to #7@10". 7. Columns were redesigned. Revised calculations and drawings were included in my response to the foundation permit comments. 8. Section C-3.2 has been revised to provide sufficient length to develop #7 bars. JUN - 9 2003 REID MIDDLETON tf,�i; f?iff ;,C ii ...}r t rr -..td..:..i A. 4 i 1 ;i7 4. ,}�. a '� r.r: x.:1`h, '.+, ,={.1 .'�F�Ai.��•ta3a1.'4�1� Z June 9, 2003 Z CITY OF TUKWILA w. Department of Homeland Security 6= Page 2 of 2 O 0 N0 W= 9. Drag Strut details have been added to Sheet S6.2. N LL w• }O If you need any additional information, please call. g5 u. Q rA �. Sincerely, = fJ I- Ill ENGINEERS NORTHWEST, INC., P.S. Zi.- 1- HF- O Z F— ju U 0 • W H I- -O .. Z U W O ~ Z Theodore D. McDonald, P.E. Senior Project Engineer Cc: Philip Brazil, Reid Middleton Stanley Paulus, Sabey Corporation Bob Fadden, Lance Mueller and Associates TM:tn ENW Project No. 02110000 ENGINEERS NoRTtlwE:sT, INC:., P.S. — STRUCTURAL. ENGINEERS 6R69 WooDi.AwN AvE. N.E.. SEATTLE. WA 98115 (206) 525-7560 FAx (206) 522-6698 Reid iddleton May 12, 2003 File No. 26-03-005-009-01 Mr. Bob Benedicto City of Tukwila 6300 Southcenter Blvd., Suite 100 Tukwila, WA 98188 RECEIVED MAY 13 2003 COMMUNITY DEVELOPMENT Subject: Building Permit Plan Review - First Submittal Department of Homeland Security, Shell and Core (D03-128) Dear Mr. Benedicto: We reviewed the proposed project for compliance with the structural provisions of the 1997 Edition of the Uniform Building Code as amended and adopted by the City of Tukwila. The permit applicant should address the following comments. Copies of this letter were forwarded to the project contact and structural engineer for your convenience. General 1. The following list of comments should be responded to in itemized letter form. The permit applicant should have the Engineer of Record respond and resubmit two copies of revised structural drawings and one copy of supplemental calculations. All information should be submitted directly to Reid Middleton, Inc. Lateral 2. At the Shear Wall Elevations on Sheets S5.2, S5.4 and S5.5, the references to the Details on sheet S6.1 are not clear and should be revised at the following locations: a) Sheet S5.2, Grid 4 Elevation. 18 #9 longitudinal bars are specified between Floors P-1 and P-2, but referenced Detail A/S6.1 contains 16 bars. b) Sheet S5.2, Grid 6 Elevation. 12 #8 longitudinal bars are specified above Second Floor, but referenced Details E and F/S6.1 contain 16 bars. c) Sheet S5.2, Grid 7 Elevation. 12 #8 longitudinal bars are specified above Second Floor, but referenced Detail F/S6.1 contains 16 bars. 3. At Detail N/56.1, the area of horizontal confinement reinforcement in the short -way direction should be increased at the 10 ksi concrete areas, per UBC Section 1921.6.6.6(2.1). ... -,tsL,iS,toric.:r,�l,�•�.wv:.x;i.�ws�:!ps�:.: ,4 D Engineers Planners Surveyors Washington Oregon Alaska Reid Middleton, Inc. 728134th Street SW Suite 200 Everett, WA 98204 Ph: 425 741-3800 Fax: 425 741-3900 Mr. Bob Bendicto City of Tukwila May 8, 2003File No. 26-03-005-008-01 Page 2 4. At Detail G/S6.1, a third cross -tie should be specified in the short -way direction per UBC Section 1921.6.6.6(2.4). The spacing between the right cross -tie and right leg of the hoop is approximately 18". 5. The boundary zones at the Shear Wall Elevation at Grid 9 on Sheet S5.2 should be extended above the Third Floor as determined on page L23 of the calculations (Pier P05). 6. The spacing of the horizontal reinforcement should be decreased to 8" o.c. at the concrete shear wall on Sheet S5.5, at Grid D/4 between the First Floor and Floor P1, as determined on page L25 of the calculations. 7. The concrete columns generally do not appear to be assumed in the calculations as contributing to lateral resistance. These columns are required by UBC Section 1921.7.1 to be detailed in accordance with Section 1921.7.2 or 1921.7.3 depending on the magnitude of moments induced in these members when subjected to maximum inelastic response displacements (OM). Substantiating data should be submitted to verify the induced moments and their effect on the design and detailing of the columns. An alternate would be to detail the columns per Section 1921.7.3. If this option is chosen, the drawings should be revised as follows: a) Revise the Reinforcing Steel (Special Inspection Required) section of the General Notes on sheet SO.1 to specify ASTM A706 at the longitudinal reinforcement in the columns as well as the boundary elements, per Section 1921.7.3.1 (referenced Section 1921.2.5). b) Revise Sections C and E/S3.1 and A/S4.1 to specify transverse reinforcement within the concrete floors and drop panels at least equal to one-half that specified in the columns, per Section 1921.7.3.3 (referenced Section 1921.5.2.1). c) Increase the number of cross ties at the Column Schedule on Sheet S4.1 so that the minimum area of transverse reinforcement complies with Section 1921.7.3.3 (referenced Section 1921.4.4). 8. The vertical reinforcement in the exterior foundation walls, which also serve as shear walls per the calculations, generally consists of #7 bars per the Wall Elevations on Sheets S5.1 -S5.6 and generally terminates in the First Floor post - tensioned concrete floor per Detail C/S3.2. All reinforcement in shear walls is required to be anchored in accordance with UBC Section 1921.5.4. See Section 1921.6.2.4. The development length for a #7 bar in 5,000 psi concrete is 11.4" per Equation 21.5. The floor is not thick enough to accommodate the required length. The design should be revised to provide sufficient length. Reid iddleton 7i�VSa.`ctil `'1:4".1a 'tiFY tiAJ+ti�FrWn' ydYSili:'il Mr. Bob Bendicto City of Tukwila May 8, 2003Fi!e No. 26-03-005-008-01 Page 3 9. Details should be added to the drawings to review the layout of the longitudinal reinforcement in the drag struts. The are required having a minimum spacing of 3 db and a minimum concrete cover of 2.5 db (2" minimum), per UBC Section 1921.6.7.3. Corrections and comments made during the review process do not relieve the project applicant or designer from compliance with code requirements, conditions of approval, and permit requirements; nor is the designer relieved of responsibility for a complete design in accordance with the laws of the state of Washington. This plan review check is for general compliance with the Uniform Building Code as it relates to the project. If you have any questions or require any additional clarification, please call. Sincerely, Reid Middleton, Inc. Phili razil, P.E., S.E. Senior Engineer vls\26se\planrevw\tukwi la\03\t009r 1.doc\prb cc: Haynes Lund, Sabey Construction Robert Raichle, Engineers Northwest Reid iddleton• City of Tukwila Steven M. Mullet, Mayor Department of Community Development Steve Lancaster, Director May 23, 2003 Haynes Lund Sabey Corporation 12201 Tukwila International BI 4th Floor Seattle, WA 98168 RE: Preliminary Review Comments Department of Homeland Security — INS (Permit No. D03-128) 12500 Tukwila International BI Dear Mr. Lund: The Tukwila Public Works Department has completed their review of the application materials you submitted on April 30, 2003. The attached comments and/or corrections must be addressed before we can recommend approval of your permit(s). Please be aware that you may receive comments and/or corrections from other City departments, as well. When you re -submit your corrected plans to the Permit Center for further review, your re -submittal must respond to the comments of all City departments at the same time. You will know when you have received the comments of all departments involved with your project, when you receive a "Correction Letter" from the City's Permit Coordinator. The Permit Center cannot accept your re -submittal until after you have received the Correction Letter reflecting all departmental comments and/or corrections. In the meantime, if you have questions regarding the attached Public Works Department comments and/or corrections, please contact Mike Cusick, Development Engineer, at (206)433- 0179. If you have other questions regarding the status of your permit application, please contact the Permit Center at (206)431-3670. Sjncerely I utitik Brenda Holt Permit Coordinator encl xc: File No. D03-128 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone: 206-431-3670 • Fax: 206-431-3665 PUBLIC WORKS DEPARTMENT COMMENTS DATE: PROJECT: PERMIT NO: PLAN REVIEWER: May 20, 2003 DHS — Seattle District Office D03-128 Contact Mike Cusick at (206) 433-0179 if you have any questions regarding the following comments. 1) Please fill in the T.I.R. worksheet and have it signed by Mr. Garr. 2) Revise major drainage basins map figure #3. The south half of the Fostoria Basin is the Southgate Creek Basin. The north half of the basin is the Fostoria Basin. 3) Provide full size drawing for the north basin map figure "C." The text is getting lost in the background. 4) Provide better basin maps with tables to prove the areas add up to what was used in calculations for each basin study. 5) Check the calculations for north and south wet pond. I get different numbers than you do. 6) Use Seattle not Tacoma in calculations for conveyance. Sheet C5 1) Show street name on plan sheet. 2) Provide pavement section for improvements on T.I.B. 3) Add note to remove power poles from the sidewalk along east side of T.I.B. 4) Provide profile and plan for 34th Avenue South. 5) Provide profile and plan for South 126th Street. 6) In south driveway, adjust manhole rim to finish grade. 7) Provide profile and plan for improvements to T.I.B. Sheet 6 1) A fence is required at the top of the modular block wall if there is more the top of the wall and the bottom of the wall. 2) What happens to the temporary storm pond at the north end of the site? address site restoration. ......,,..,, ... '.i'..t�i. 3:4..x.,.. a..:.sc�i��6Yi':'�i.ti�''Pr43£'iixwy'Sir2:ifi'V?+U:pziniSi+R's+y�,, than 30" between The plans need to Comments D03-128 May 20, 2003 Page 2 Sheet 7 1) Road section "A" does not match the typical pavement section shown in the upper right hand corner of sheet C7. What are the 2' benches at the edge of the road? 2) Provide 6" wide concrete wall at the back of curb ramp detail "E." Sheet C8 1) Revise the storm notes on Sheet C8. See Sheet C8 for comments. 2) Label street name on plan sheet. Sheet C9 1) Check calculations for storm drain leaving the vault. There is a bust in the calculations. 2) Per the King County Manual, one anchor pipe section is required for D.I.P. per table 4.2.14. 3) Fix bypass line text on drawing. Sheet C12 1) Revise sanitary sewer notes. See Sheet C12 for comments. Sheet C14 1) The scales on profile and plan sheet must be the same scale. 2) The profile needs to show the water lines crossing the sanitary sewer lines. 3) The contractor is required to provide 2" pavement overlay on the south half of South 126th. Sheet W1 1) Revise general notes. See redlines. 2) Provide phone number for water district on the plan sheet. Sheet W2 1) Provide a minimum of 10' between existing sanitary sewer line and the proposed 12" water line. 2) Show existing fiber lines on the plan sheets. 3) The contractor shall only bore across the road. Jacking will not be permitted. 4) All water line joints shall be restrained. Typical all sheets. Comments D03-128 May 20, 2003 Page 3 Sheet W3 1) Water line should not go through power poles. Please revise plan sheet. 2) The contractor shall coordinate with Seattle City Light to support poles during the installation of the water line. 3) Provide a reduced pressure device and hot box on the domestic water service to the Department of Homeland Security Building. Sheet W7 1) In detail A, extend the steel sleeve to the east R.O.W. lines. (P:Laurie Admin/Mike/Comments D03-131) YV.I �(1%4E�wsV�A'af.4U1W+Yw May 1, 2003 Ciiy of Tukwila Steven M. Mullet, Mayor Department of Community Development Steve Lancaster, Director Dave Swanson, P.E. Reid Middleton 728 - 134th Street SW, Suite 200 Everett, WA 98204 RE: Structural Review DHS — Seattle District Office Core and Shell — D03-128 Foundation — 003-129 North Parking Structure — D03-131 Dear Mr. Swanson: Please review the enclosed plans and documents for structural compliance with the 1997 Uniform Building Code. If you should have any questions, please feel free to contact me at (206)431-3672. Sincerely, aka- Brenda Holt, Permit Coordinator encl xc: Permit File No. D03-128 Permit File No. D03-129 Permit File No. D03-131 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone: 206-431-3670 • Fax: 206-431-3665 Y:1R.V.{4.44F.i..r;.l::i i.'NSi+Ww:d iil4::vS� Y..+:il )i�.:i. e.. d. May 1, 2003 Ciiy of Tukwila Steven M. Mullet, Mayor Department of Community Development Haynes Lund Sabey Corporation 12201 Tukwila International B1 4th Floor Seattle, WA 98188 RE: Letter of Complete Application Permit Application Number D03-128 — DHS Permit Application Number D03-129 — DHS Permit Application Number D03-131 — DHS 12500 Tukwila International Bl Dear Mr. Lund: Shell and Core Foundation North Parking Structure Steve Lancaster, Director This letter is to inform you that your permit applications received at the City of Tukwila Permit Center on April 30, 2003, were reviewed at the May 1, 2003, plan review meeting and have been determined to be complete. Your permits have begun the plan review process and you will be notified of any required corrections or when your plans are approved:. If you have any questions, please contact me at the City of Tukwila Permit Center. at (206)431-3672. Sincerely, Brenda Holt Permit Coordinator File: .D03-128 D03-129 D03-131 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone: 206-431-3670 • Fax: 206-431-3665 Ha nes Lund From: Brenda Holt [bholt@ci.tukwila.wa.us] Sent: Friday, April 18, 2003 3:18 PM To: Haynes Lund Cc: Bob Benedicto; Deborah Ritter; Mike Cusick Subject: Re: DHS Seattle -- submittal schedule z Haynes, W e!� Sorry for the delay in getting back to you. However, after talking with Bob, Mike and Deb the following would be the 0 submittal information for the phasing you are talking about.o No Building Foundation J = 5 complete sets of plans (architectural, structural, civil, landscape, mechanical and electrical) w 0 4 copies of soils report 2 ' 4 copies of structural calculations ./Water Availability Letter - Water District #125 LL Sewer Availability Letter - Val Vue Sewer District I d =W zF f- o Shell and Core w w �:5`comp�eteaets of;plans (architecture(, structurals>civil;` landscape, ? �'?�. s.�� � �. � �'S�s-fie. w.,..._ rechanica� and electrical) *copies, of structural calculations 0 _ x � 2'co ies of 2001' Energy Code Compliance Form r%Lac N& C.�;�rc's , 'c�,►r Sri+ -5 W �- "1 No-'Residential:Sewer Use,Certification`Formi = v "SuR!!!+K!s W.fin7!i.111*Cw4•wCAUA*Uroaner sffJ<R4r.e.-ir I- 1- - - -0 .• z W —I 0~ z North Parking Structure 5 complete sets of plans (architectural, structural, civil, landscape, mechanical and electrical) 4 copies of soils report 4 copies of structural calculations If you would like to talk about the specifics, please feel free to contact me. Thanks, Brenda Brenda Holt Permit Coordinator City of Tukwila 6300 Southcenter BI, #100 Tukwila, WA 98188 Email: bholt@ci.tukwila.wa.us Phone: (206)431-3672 Fax: (206)431-3665 »> "Haynes Lund" <HaynesL@sabey.com> 04/08/2003 3:29:27 PM »> Brenda: Attached is the updated submittal schedule for the DHS Seattle District Office. The design team now plans to submit all the Core & Shell drawings at the same time -- architectural, structural, civil, landscape, mechanical and electrical. From this package of drawings we would be applying for 3 permits: Building Foundations, Building Core and 4/22/2003 1 PERMIT COORD COP' PLAN REVIEW/ROUTING SLIP ACTIVITY NUMBER: D03-128 DATE: 02-19-04 PROJECT NAME: DHS — SEATTLE DISTRICT OFFICE SITE ADDRESS: 12500 TUKWILA INTERNATIONAL BLVD Original Plan Submittal Response to Incomplete Letter # X Response to Correction Letter # 1 tO X Revision #,after/fie permit is issued DEPARTMENTS: n/1 141° 2' V111 Building Division ❑ Fire Prevention ❑ Pinning Division Public Works ❑ Structural ❑ Permit Coordinator jr DETERMINATION OF COMPLETENESS: (Tues., Thurs.) DUE DATE: 02-24-04 Complete Incomplete Not Applicable D Comments: Permit Center Use Only INCOMPLETE LETTER MAILED: LETTER OF COMPLETENESS MAILED: Departments determined incomplete: Bldg ❑ Fire 0 Ping 0 PW 0 Staff Initials: TUES/THURS ROSYTING: Please Route ler Structural Review Required 0 No further Review Required 0 REVIEWER'S INITIALS: DATE: APPROVALS OCORRECTIONS: ApprovedEiR DUE DATE: 03-23-04 Approved with Conditions ❑ Not Approved (attach comments) 0 Notation: REVIEWER'S INITIALS: DATE: Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg 0 Fire 0 Ping ❑ PW 0 Staff Initials: Documents/routing slip.doc 2-28-02 PERMIT COORD COPY 'r;;.4i;r kti �"air4cgo: ir4$4, PERMIT COORD COPY PLAN REVIEW/ROUTING SLIP ACTIVITY NUMBER: D03-128 DATE: 01-30-04 PROJECT NAME: DEPT. OF HOMELAND SECURITY SITE ADDRESS: 12500 TUKWILA INTERNATIONAL BLVD Original Plan Submittal Response to Incomplete Letter # Response to Correction Letter # X Revision # 2 after before permit is issue DEPARTMENTS: 2-741 'r N� (/1- 2-3-D wilding 8i�rision Q Fire Prevention] Public o s =� Jill. -12.— Structural ❑ d GyNGGL- AA 2-11-04-4] anning Division Permit Coordinator DETERMINATION OF COMPLETENESS: (Tues., Thurs.) DUE DATE: 02-03-04 Complete [" Incomplete ❑ Not Applicable ❑ Comments: Permit Center Use Only INCOMPLETE LETTER MAILED: LETTER OF COMPLETENESS MAILED: Departments determined incomplete: Bldg 0 Fire 0 Ping 0 PW 0 Staff Initials: TUES/THURS ROUTING: Please Route Ell Structural Review Required 0 No further Review Required 0 REVIEWER'S INITIALS: DATE: APPROVALS OR CORRECTIONS: DUE DATE: 03-02-04 Approved 0 Approved with Conditions 0 Not Approved (attach comments) Notation: REVIEWER'S INITIALS: DATE: Permit Center Use Only CORRECTION LETTER MAILED: v12-42-0 V Departments issued corrections: Bldg 0 Fire 0 Ping PW 0 Staff Initials: S' Documents/routing sllp.doc 2-28-02 PERMIT COORD COPY PERMIT COORD COPY PLAN REVIEW/ROUTING SLIP ACTIVITY NUMBER: D03-128 PROJECT NAME: DHS - SHELL AND CORE DATE: 07-02-03 SITE ADDRESS: 12500 TUKWILA INTERNATIONAL BL Original Plan Submittal __Response to Incomplete Letter # X Response to Correction Letter # 1 Revision # After Permit Is Issued DEPARTMENTS: Building Division in Fire Prevention ❑ Planning Division Public figrks ALoGligt,25,o3 Structural ❑ Permit Coordinator DETERMINATION OF COMPLETENESS: (Tues., Thurs.) DUE DATE: 07-03-03 Complete [V Incomplete Not Applicable ❑ Comments: 1 Permit Center Use Only INCOMPLETE LETTER MAILED: LETTER OF COMPLETENESS MAILED: Departments determined incomplete: Bldg 0 Fire 0 Ping 0 PW ❑ Staff Initials: TUES/THURS ROyTING: Please Route re Structural Review Required 0 No further Review Required 0 REVIEWER'S INITIALS: DATE: APPROVALS OR CORRECTIONS: DUE DATE: 07-31-03 Approved 0 Approved with Conditions Not Approved (attach comments) 0 Notation: REVIEWER'S INITIALS: DATE: Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg 0 Fire 0 Ping ❑ PW 0 Staff Initials: PERMIT COORD COPY Documents/routing slip.doc 2-28-02 PLAN REVIEW/ROUTING SLIP ACTIVITY NUMBER: D03-128 DATE: 4-30-03 PROJECT NAME: DHS - SEATTLE DISTRICT OFFICE SITE ADDRESS: 12500 TUKWILA INTERNATIONAL BL X Original Plan Submittal Response to Incomplete Letter # Response to Correction Letter # Revision # After Permit Is Issued DEPARTMENTS: Buil ing Division Public Works K 4/- ALRAJew2b-o3 64143 1 A/151 l-05 Fire Prevention Structural • (,-Z' 1 Planning Division Permit Coordinator • DETERMINATION OF COMPLETENESS: (Tues., Thurs.) Complete Incomplete DUE DATE: 5-1-03 Not Applicable Comments: Permit Center Use Only INCOMPLETE LETTER MAILED: LETTER OF COMPLETENESS MAILED: Departments determined incomplete: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: TUES/THURS ROUTING: Please Route Fr Structural Review Required No further Review Required n REVIEWER'S INITIALS: DATE: APPROVALS OR CORRECTIONS: Approved Approved with Conditions Not Approved (attach comments) Notation: REVIEWER'S INITIALS: DATE: DUE DATE: 5-29-03 Permit Center Use Only n 'l` CORRECTION LETTER MAILED: tf'��'f'd Departments issued corrections: Bldg 1:e Fire ❑ Ping ❑ PW (f:( Staff Initials: Documents/routing slip.doc 2-28.02 71.1 PROJECT NAME: ZS PERNir JO:. -/21-3 Site Address: ��'��'� 7 -4 /3 Original Issue Date: C`'' R-6'3 REVISION LOG Revision i Date No. I Received Staff Date Initials 1 Issued ! -Staff Initials / i G1 --s 2 / 6' 3 xtize/V 1 9— 5--0 3 . 1 ^� / Summary of Revision: j..--') .4 ,r,&/< e_-- -c_ ��. �v6r��/e-G��7r.. r y c___. X., e:',.--)e-c- /- c e jGC `G,? e CL lie)/. 1 / , ' .0 „,,l f c. llY3- , ,t,-,_ ,.z,--, )4,,, ,OCL --, << ii -:.--T .,- .Es l:..iu �'«e->,_ Received By: [L Received By: l) el .v it4 Lic---„,,_, print) Revision No. Date Received Staff Initials Date Issued Staff Initials Z. I /-.96-0Y Staff Initials I Lei..) -a3--d Y Summary of Revision: Summary of Revision: ^� / a/afcc de.<4_ �d y �uti,, Received By: l) el .v it4 Lic---„,,_, (please pri/ t) Revision No. . Date Received Staff Initials Date Issued Staff Initials 1 1 Summary of Revision: 1 Received By: (please print) Revision No. Date Received Staff I Initials 1 - Staff Initials Date Issued Staff Initials 7 _. 1 1 Summary of Revision: Received By: . Received By: please print Revision No. Date Received Staff I Initials 1 - Date 1 Staff Issued i Initials 1 1 1 Summary of Revision: Received By: . I MEMSEEMSEEZ�.'.Z .tir7Y rm t r�TMr4M1 rn= !F'a.':MN_•x!•. t. '.air! .041441 City of Tukwila Department of Community Development - Permit Center 6300 Southcenter Blvd, Suite 100 Tukwila, WA 98188 (206)431-3670 REVISION SUBMITTAL Revision submittals must be submitted in person at the Permit Center. Revisions will not be accepted through the mail, fax, etc. Date: 2A«1041 Plan Check/Permit Number: D03-128 ❑ Response to Incomplete Letter # ® Response to Correction Letter # 1 • Revision # 2 therfefe Permit is Issued El after Revision requested by a City Building Inspector or Plans Examiner Project Name: DEPT. OF HOMELAND SECURITY Project Address: 12500 TUKWILA INTERNATIONAL BLVD Contact Person David Leng Phone Number 2 04/ 277 - 506 Summary of Revision: 1net. t ga4f:A Zo 1 .�.�w tcsc i.e.( i Lkk1.41 1;407J'7 Al 1115 SOC CJ o• 026, Cm�o �Ni�A Sheet Number(s): L 2.0 L2.0 2 "Cloud" or highlight all areas of revision including date of revision Received at the City of Tukwila Permit Center by: 11( Entered in Sierra on o2-/9 02/12/04 City of Tukwila Department of Community Development - Permit Center 6300 Southcenter Blvd, Suite 100 Tukwila, WA 98188 (206)431-3670 S,y 4 Revision submittals must be submitted in person at the Permit Center. Revisions will not be accepted through the mail, fax, etc. Date: I/ '3v/oy .Plan Check/Permit Number: (b3 - (2 8 ❑ Response to Incomplete Letter # O Response to Correction Letter # 531 Revision # Z after Permit is Issued O Revision requested by a City Building Inspector or Plans Examiner Project Name: (3 s Project Address: Contact Person: t ZS o i -i LEA/47 Summary of Revision: Phone Number: 206 / ? 71 - SZ 61 v 1� I a K.l< 1.ve AfC E4 RECEIVED CITY OF TUI(VVIIA I j u u PERMIT CENTER Sheet Number(s): w! — "Cloud" or highlight all areas of revision including date of revision Received at the City of Tukwila Permit Center by: LA (A) Entered in Permits Plus on C /130/041 .•.,+-........5..:.�.;:w,il..z.......uvi:.i.y::.a.::.L(.::td:.<'f'L.]J��.t:1yi:L;�frZ.G'T�''Stiic.`u'::, Ir 08/06/03 neraw s,===m�c�r^farwav==== .. iolvoov a tW l.M WOW41 City .,f Tukwila Department of Community Development - Permit Center 6300 Southcenter Blvd, Suite 100 Tukwila, WA 98188 (206)431-3670 Revision submittals must be submitted in person at the Permit Center. Revisions will not be accepted through the mail, fax, etc. Date: 0 7/ /./# 3 Plan Check/Permit Number: 250 3---7Z 0 Response to Incomplete Letter # El Response to Correction Letter # 0 Revision # after Permit is Issued Project Name: .1J — J ' Op Project Address: /23 --eco 7-a,e-- i (4 .lt/ -1672.0A % I rJ4t- &..-1)h • Contact Person:�T ,G( -.3 t 82(-0 Phone Number: 76ra- Z-7. •-SZ 3 • Summary of Revision:77- 3ri(1 cj V,'/ Ap.,, ld%;0G.67 CITY OF TUKWILA J U L 1 0 2003 P� Sheet Number(s): "Cloud" or highlight all areas of revision including date of revision Received at the City of Tukwila Permit Center bv: cirEntered in Sierra on 1��3 08/30/00 City of Tukwila Department of Community Development - Permit Center 6300 Southcenter Blvd, Suite 100 Tukwila, WA 98188 (206)431-3670 Revision submittals must be submitted in person at the Permit Center. Revisions will not be accepted through the mail, fax, etc. Date: Plan Check/Permit Number: DO3-128 Response to Incomplete Letter # Response to Correction Letter # 1 Revision # after Permit is Issued Project Name: DHS — SHELL AND CORE Project Address: 12500 Tukwila International B1 Contact Person: Stanley Paulus Phone Number: 269& . �'• �2�21 Summary of Revision: Plk_c*" c Orr 61 1, (iv Grts ...F -2E-u158-7) PPA -60/4)-, *la , Cilull-i WA A VI 6s -al/ 67-6-610 ,Z 1-tE TTS 4 74uIb tAu 4( ii-c5eiAr 4- ii Gi U' L 1., s G 4 WIT, EU( 5a) _ Cl Z_ DP'(4001; 5- Lc rrEg Fg6521611 _ : D ;k1 4.(49(ept66At r Off :r. 1)414 rev TEat Paozr (51.(61) 13,-(i �u / 07 4i • Sheet Number(s): L r"� Cil r// C)T)cory�o ,,p► vt o,12°03 PEAMIT GEE11 "Cloud" or highlight all areas of revision including date of revision Received at the City of Tukwila Permit Center by: 6/1 Entered in Permits Plus on I' I -LY n�Smia:�.�.risrx 06/24/03 Non -F• iidential Sewer Use Certr 7ation (To be completed for all new sewer connections, reconnections or change of use of existing connections. This form does not apply to repairs or replacements of existing sewer connections within five years of disconnect.) 40 Pursuant to King County Ordinance No. 11034, all sewer customers who establish a new service which uses metropolitan sewage facilities after February 1, 1990 shall be subject to a capacity charge. The amount of the charge is established annually by the King County Council but is limited by state law to $10.50 per month per residential customer or residential customer equivalent for a period of fifteen years. The purpose of the charge is to recover costs of providing sewage treatment capacity for new sewer customers. The charge is collected semi-annually. All future billings can be prepaid at a discounted amount. Questions regarding the capacity charge or this form should be (206) 684-1740. (Please print or type) n Owner's Name Iff-t'Nlisii>16�$A1. CO1f✓W.AY EAsr L�G (Last, First, Middle Initial) Property Legal Address: Subdivision Name Lot # Subdiv. # Block # Property Street Address /7-0500 ) m—wJAMi&J,oct.. City, State, Zip t--4, v.J.& 9b1(Pf Owner's Phone Number (2042 ) 2 f5t'- ,IOC Owner's Mailing Address (if different from above) 22O I ' M v-44 t L- I .kkrE3R.,1/41A'r1v rJ Arc. Sc -./t. f DLua rt { r -t or Sakt�,-t , WA 9 F.)1(02.7"(f)1 referred to King County's Wastewater Treatment Division at 734[4)0--0.'.)5(,-734C60-0f,5,7390(c0-OCoOZ Properly Tax ID # /O 2.3 4-10tO1 of -)L Building Name (if applicable)_�� Party to be Billed (if different from owner) 5k1V--yenors..) Party's Mailing Address: 127491 Tw4uJl c Ar 1ktli3'R.uA-TtorJ At, ta/a 5-�r-c,,✓ C/A, a 51 Cv8 or Property Contact Phone # ( Z66 ) 261 - f't 00 City or Sewer District VA-L... i-1_ -VUC-s Date of Connection Side Sewer Permit #1.20 7/1/04 I� Demolition of pre-existing building? XYes O No Demolition Permit # 1707'3 - C7 b8 A. Fixture Units Fixture Units x Number of Fixtures = Total Fixture Units Kind of Fixture Fixture Units No. of Fixtures Total Fixture Units Public Private Public Private Bathtubs and/or shower 4 2 Dental units 1 1 Dishwasher 4 2 Drinking fountain (each head) 1 1 e:, Hose bibb (interior) 5 3 Clotheswasher or laundry tub 4 2 Sink, bar or lavatory 2 1 (4 30 5e, Sink, clinic, flushing 10 10 Sink, kitchen 4 2 Sink, other 4 2 Sink wash, circle spray 4 4 Urinal, flush tank 3 3 Urinal, wall or stall 5 5'i) lo 605 Water closet, tank 5 3 Water closet, flush valve 10 6 j ' Yi. 12. 2. Total Fixture Units 453 Residential Customer Equivalent (RCE) 20 fixture units equal 1.0 RCE Total No. of Fixture Units _ 20 Z2•.(vJ RCE For King; County; use: Account # Monthly Rate Six Month Due 1058 (Rev. 2/00) raAiSIXA White - King County a?s�x�l3s?r{ry�tr•^� B. Other Wastewater Flow (in addition to Fixture Units identified in Section A) Type of Facility/Process: Estimated Wastewater Discharge: Gallons/days Residential Customer Equivalents (RCE): 187 gallon per day equals 1.0 RCE Total Discharge (gal/day) _ 187 C. Total Residential Customer Equivalents: (add A & B) A B 22, 65 22, t&5 RCE RCE ' ITYRVED OF T1i 1KWILA APR 3 0 2003 PERMIT CENTER I certify that the information given is correct. I understand that the capacity charge levied will be based on this information and any deviation will require resubmission of corrected data for determination of a revised capacity charge. Signature of Owner/ Representative Print Name of Owner/ Representative Date Yellow - Local Sewer Agency Pink - Sewer Customer CITY OF +"^fKWILA Permit Center 6300 Southcenter Boulevard, Suite 100, Tukwila, WA 98188 Telephone: (206) 431-3670 H-lla Certificate of Water Availability PROJECT #: �'2,8 (Required only if outside City of Tukwila water utility district) PART A: (To be completed Site Address (Attach map and Legal Description showing by applicant) hydrant location and size of main): e I (15 00 -IL K..yvi L.A. 1 NJ TEFL.N 4.T1 o t,-) A 17:3L—VD . Owner Information: Agent/Contact Person: Name:--1,&,•{,,.)-e-s \___.u,...)1:, It.4, Name: man -Lea _ -y.JA-1- L.t- C- Address: 1220► Tj►ci-ovA 1JL. tX.vvISCoerrt$WA. Address: its°t 7..)w.11,.4. Win-. 5-vbf 5&.A n C \fA- Phone: SOLO- 2271-t1oo c‘g'1C°15 Phone: SOLD- 7'11-52(9 c-18(66 This certificate is for the purposes of: ❑ Residential Building Permit ❑ Preliminary Plat ❑ Short Subdivision 0 Commercial/Industrial Building Permit ❑ Rezone ❑ Other Estimated number of service connections and meter size(s): o'%R,'C n 1 3" 1.4t,,-, o,�, p,�iiVEc• Vehicular distance from nearest hydrant to the closest point of structure Co CD ft. pf 3 0 i� 3 Area is served by (Water utility district): \>„(A,. -r-172.. ]fi1.5-nz_tc_,-r 2,Q' -'74/P Owner/Agent,,g_ � G��--rte LLC, 5 Date ��NrFA : PART B: (To be completed by water utility district) The proposed project is located within City of Tukwila/King Co(City/County) The improvements required to upgrade the water system to bring it into compliance with the utilities' comprehensive plan or to meet the minimum flow requirements of the project before connection: With improvements to Water District 20's system, the system will be capable of producing 3500 qpm (a 20 psi. Please see Hydraulic Study for Gateway East. (Use separate sheet if more room is needed) Based upon the improvements listed above, water can be provided and will be available at the site with a floe; of 3500 gpm at 20 psi residual for a duration of 2 hours at a velocity of 5 fps as documented by the attached calculations. I hereby certify that the above information is true and correct. Kinq Co Water Dist 20/206-243-39907-7:C` � .::.-- c-- 01-28-2003 Agency/Phone v Date PART C: o be completed by governing jurisdiction) Water Availability: ❑ Acceptable service can be provided to this project ❑ Acceptable service cannot be provided to this project unless the improvements in item C2 are met. ❑ System isn't capable of providing service to this project. Minimum water system improvements: (At (east equal to B2 above) (Use separate sheet if more room is needed) Agency/Phone By Date "WORKING TOWARD A BET r..,! ENVIRONMENT SEWER DISTRICT 14816 Mi)r._,y Road South P.O. Box 69550 Tukwila, WA 98168 Phone: (206) 242-3236 Fax: (206) 242-1527 CERTIFICATE OF SEWER AVAILABILITY/NON-AVAILABILITY iy Certificate of Sewer Availability OR ❑ Certificate of Sewer Non -Availability Part A: (To Be Completed by Applicant) Purpose of Certificate: El Building Permit ❑ Preliminary Plat or PUD ❑ Other ❑ Short Subdivision ❑ Rezone Proposed Use: ❑ Residential Single Family ❑ Residential Multi -Family ❑ Commercial ❑ Other Applicants Name: , S P Phone: r= ► ��o I abe. Co. -1. 05---asc/``/ 19 G wr Property Address or Approximate Location: tiv/ es.(- of ,3`--4 ? .S r )"0 .11'4 Legal Description(Attach Map and Legal Description if necessary): `` IN cf'e `l RECEIVED 017Y OF TUKWILA APR 3 0 2003 Part B: (To Be Completed by Sewer Agency) 1. a. Sewer Service will be provided by side sewer connection only to an existing Sir size sewer 9 V`r3 / feet from the site and the sewer system has the capacity to serve the proposed use. OR ❑ b. Sewer service will require an improvement to the sewer system of: . ❑ (1) • feet of sewer trunk or lateral to reach the site; and/or ❑ (2) the construction of a collection system on the site; and/or 0 (3) other (describe): 2. (Must be completed if 1.b above is checked) 0 a. The sewer system improvement is in conformance with a County approved sewer comprehensive plan, OR ❑ b. The sewer system improvement will require a sewer comprehensive plan amendment. 3. a. The proposed project is within the corporate limits of the District, or has been granted Boundary Review Board approval for extension of service outside the District, OR 0 b. Annexation or BRB approval will be necessary to provide service. 4. Service is subject to the following: a. District Connection Charges due prior to connection: GFC: $ SFC: $ UNIT: $ TOTAL: $ (Subject to Change on January 1st) King County/METRO Capacity Charge: Currently, $1090/residential equivalent, will be billed directly by King County after connection to the sewer system. (Subject to change by King Co/Metro without notice.) b. Easements: ❑ Required U May be Required c. Other: / C 140 rS CJ -1 1 v 60- d� 4-C . V1, -L -$l' N e_ c I hereby certify that the bove sewer agency information is true. This certification shall be valid for one year fro date of sigat/re. By Title 7/1100 Date DEPARTMENT OF LABOR AND I „, USTRIES REGISTERED AS:PROVIDED BY LAW AS CONST- •.CONT GENERAL ' -,j�ti'REGIST -'�# tPrIAY) • DATE 'CC01• SABEYCb33KM iI/06/2005 EFFECTIVE DATE 05/14/1997 SABEY CONSTRUCTION INC-' . .: 12201 TUKWILA INT'L BLVD 4TH FLOOR SEATTLE WA 98168-5121 F625-052.000 (8/97) 1 Detach And Display Certificate REGISTERED AS PROVIDED BY LAW AS: CONST CONT GENERAL :REGI ST. # EXP. DATE CC01• SABEYCI033KM 01/06/2005 EFFECTIVE DATE 05/14/1997 SABEY CONSTRUCTION INC 12201 TUKWILA INT'L BLVD 4TH FLOOR SEATTLE WA 98168-5121 Signature Issued by DEPARTMENT OF LABOR AND INDUSTRIES F625.052-000 (3197 ) Please Remove And Sign Identification Card Before Placin a In V Billfold CD CI DEPARTMENT OF HOMELAND. SECURITY /4,SEATTLE'.'DISTRICT OFFICE ./ • SURFACE WATER TECHNICAL ,. 3NFORMATION REPORT • / a R31ibai k • hr� Prepared' for: P'' / SABEY CORPORATION • ;I`.JJK.WILA INTERNATIONAL, BLVD. 4TH %+r . itsFLOOR SEATTfFJ WASHINGTON/98168 j:(29,6)‘=281.43700 ' f • / -r• •• •',113,0-)▪ °,-.5:7.1.1", RECEIVED CITY OF T11KWILA JUL 0 1 2003 PERMIT CENTER CORRECTION LTR# �.- �'�t�J. .XPI -.. 10 / 16 % � .s 'Prepared by: DAVID EVANS AND ASSOCIATES, INC. 1620 W. Marine View Drive Everett, WA 98201 425-259-4099 DASC0000-0021 DAVID EVANS AND ASSOCIATES I N C. Revised on: June 3, 2003 z • xz re w O 0 co 0 CO MI LU w0 LLQ _• ° Fw Z Z o: UJ U� o -. oI— T w. u. wz • = O ~ z I N C. r . (tir / '1 - I TABLE OF CONTENTS ..f,.. -.;r,' j y SECTION 1 Project Overview 1 Existing Drainage System and Problems 1 1 Proposed Drainage System 1 SECTION 2 Conditions and Requirements Summary 7 rat SECTION 3 Off -Site Analysis 11 Study Area Definition 11 Upstream Analysis 11 Level 1 Downstream Analysis 11 SECTION 4 Flow Control & Water Quality Facility Analysis and Design 14 Site Hydrology (Parts A & B) 14 rzt Part A - Existing Site Hydrology 14 Part B - Developed Site Hydrology 14 Part C - Performance Standards 15 Part D - Flow Control System 15 Water Quality 16 SECTION 5 Conveyance System Analysis and Design 19 SECTION 6 Special Reports and Studies 20 11 SECTION 7 Other Permits 21 SECTION 8 TESC Analysis and Design 22 SECTION 9 Maintenance and Operations Manual 23 APPENDIX A — ON-SITE WATER QUANTITY CALCULATIONS 36 APPENDIX B — ON-SITE WATER QUALITY CALCULATIONS 55 APPENDIX C — CONVEYANCE CALCULATIONS 58 d:\work\d\dasc002I-ins\r 03_0528 nnf tukw tir Iinal.doc DAVID EVANS AND ASSOCIATES, INC. June 2003 Sabey — INS Building Surface Water Technical Information Report 1 N C. ' a�Q '4 Urea List of Figures Figure 1 - Technical Information Report Worksheet 2 Figure 2 - Vicinity Map 6 Figure 3 — Major Drainage Basins 9 Figure 4 — Riverton Creek Sub -basins 10 Figure 5 — Downstream Analysis Map 13 Figure 6 - North Basin Map Pocket Flap Figure 6a - North Basin Conveyance Map ..Pocket Flap Figure 7 — South Basin Map 17 Figure 7a — South Basin Conveyance Map 18 List of Tables Table 4.1 — North Basin Area Tabulations 15 Table 4.2 — South Basin Area Tabulations 15 Table 4.3 — North Basin On-site Peak Flows From KCRTS 15 Table 4.4 — South Basin On-site Peak Flows From KCRTS 15 d:\work\d\dasc002t-ins\r 03_0528 nnf tukw tir rinaLduc DAVID EVANS AND ASSOCIATES, INC. June 2003 ii Sabcy — INS Building Surface Water Technical Information Report 1 N C. SECTION 1 PROJECT OVERVIEW An office building for the Immigration and Naturalization Service, a parking garage, uncovered parking, and two access driveways are proposed. Detention and water quality standards will be met for stormwater runoff, with the provision of a wet pond and wet vault designed in accordance with current King County requirements as found in the 1998 King County Surface Water Design Manual (KCSWDM). EXISTING DRAINAGE SYSTEM AND PROBLEMS t $ The site lies along the eastern margin of Highway 99, west of Riverton Creek and south of the Metro Maintenance Facility. A portion of the site is currently used as a temporary parking and trailer space, ,;e: with the remaining area forested with conifers and mixed brush. Moderate slopes are located along much +.. of the area to be developed. Soils are classified as Alderwood series. tt The site lies within the Fostoria drainage basin. There are no significant drainage features within the proposed development area. The west tributary of Riverton Creek is located at the base of the proposed development. The creek is a Class 2 stream as identified by the KC Sensitive Areas Folio. Drainage from a portion of Highway 99 discharges through the site, and into Riverton Creek. The lower reach of Riverton Creek is near enough to the Duwamish River to experience tidal influence. weawil PROPOSED DRAINAGE SYSTEM The construction of a multi -story office building is proposed. Detention facilities will be designed in accordance with the 1998 King County Surface Water Design Manual. Level 1 flow control will mitigate for increased runoff rates resulting from site development. Water quality will be provided for all pollution generating pervious and impervious surfaces. The proposed drainage system has been designed to meet the requirements set forth in the King County 1998 Surface Water Design Manual, adopted by the City of Tukwila. d;\woik\d\dasc0021-ins\r 03_0528 rtnrtukw• lir final.doc DAVID EVANS AND ASSOCIATES, INC. June 2003 Sabey — INS Building Surface \Vater Technical Information Report INC. Figure 1 - Technical Information Report Worksheet King County Department of Development and Environmental Services TECHNICAL INFORMATION REPORT (TIR) WORKSHEET Part 1 PROJECT OWNER AND PROJECT ENGINEER Project Owner Sabey Corporation Address 12201 Tukwila International Blvd. Phone (206)-281-8700 Project Engineer Errol Garr Company David Evans and Associates Address/Phone 1620 W Marine View Dr. Everett, WA (425)-259-4099 Part 3 TYPE OF PERMIT APPLICATION ❑ Subdivision ❑ Short Subdivision ❑ Grading X Commercial Other Utility and R/W use Permits Part 2 PROJECT LOCATION AND DESCRIPTION Project Name INS Building Seattle District Location Township 23N Range 4E — Section Portions of 9 and 10 Part4 OTHER REVIEWS AND PERMITS ❑ DFW HPA ❑ COE 404 ❑ DOE Dam Safety ❑ FEMA Floodplain L COE Wetlands ❑ Shoreline Management X Rockery Structural Vaults Other Part 5 SITE COMMUNITY AND DRAINAGE BASIN Community Riverton Creek — City of Tukwila Drainage Basin Riverton Creek Drainage Basin d:\work\d\dasc0021-ins\r 03_0528 nuf'tukw tir finnldoc DAVID EVANS AND ASSOCIATES, INC. June 2003 2 Sabey — INS Building Surface Water Technical Information Report N C. t OA. Part 6 SITE CHARACTERISTICS C River S Stream Kviegibt3 ef3L ❑ Critical Stream Reach ❑ Depressions/Swales ❑ Lake ❑ Steep Slopes ❑ Floodplain Wetlands ❑ Seeps/Springs ❑ High Groundwater Table ❑ Groundwater Recharge ❑ Other Part? SOILS Soil Type ALDERWOOD GSL Slopes 6-15% ❑ Additional Sheets Attached Erosion Potential Erosive Velocities Slight -Moderate 2.5fps Part 8 DEVELOPMENT LIMITATIONS REFERENCE LIMITATION/SITE CONSTRAINT ❑ Ch. 4 — Downstream Analysis — None Identified C Additional Sheets Attached d:\work\d\dasc0021-ins\r 03_0528 nnf tukw tir Iitutl.doc DAVID EVANS AND ASSOCIATES, INC. June 2003 3 Sabey — INS Building Surface \Vater Technical Information Report 1 NC. Part 9 ESC REQUIREMENTS MINIMUM ESC REQUIREMENTS DURING CONSTRUCTION X Sedimentation Facilities E Stabilized Construction Entrance X Perimeter Runoff Control ❑ Clearing and Grading Restrictions lI Cover Practices ❑ Construction Sequence ❑ Other C MINIMUM ESC REQUIREMENTS AFTER CONSTRUCTION Stabilize Exposed Surface Remove and Restore Temporary ESC Facilities Clean and Remove All Silt and Debris Ensure Operation of Permanent Facilities Flag Limits of SAO and open space preservation areas Other Part 10 SURFACE.WATER SYSTEM ❑ Grass Lined Channel ❑ Pipe System ❑ Open Channel C Dry Pond g Wet Pond Tank IN Vault C Infiltration ❑ Depression Energy Dissipater C Flow Dispersal ❑ Wetland ❑ Waiver C Stream C Regional Detention Method of Analysis KC RTS Compensation/Mitigati on of Eliminated Site Storage Brief Description of System Operation: Closed pipe conveyance system, with a wet vault and wet pond to meet detention requirements with dead storage to provide water quality treatment Facility Related Site Limitations Reference Facility Limitation d:\work\d\dasc002I-ins\r 03_0528 ruff tukw tir final.doc DAVID EVANS AND ASSOCIATES, INC. June 2003 4 Sabey — INS Building Surlacc Water Technical Information Report N C.. t VAIN Part 11 STRUCTURAL ANALYSIS Cast in Place Vault IN Retaining Wall V4 Rockery > 4' High ❑ Structural on Steep Slope ❑ Other Part 12 EASEMENTS/TRACTS NI Drainage Easement ❑ Access Easement ❑ Native Growth Protection Easement ❑ Tract ❑ Other Part 13 SIGNATURE OF PROFESSIONAL ENGINEER I or a civil engineer under my supervision have visited the site. Actual site conditions as observed were incorporated into this worksheet and the attachments. To the best of my knowledge the information provided here is accurate. • Signed/Date d:\work\d\dasc0021-ins\r 03_0528 nnf tukw lir Iinal.doc DAVID EVANS AND ASSOCIATES, INC. June 2003 Sabey — INS Building Surface Water Technical Information Report SEATTLE -TACO INTERNATIONAL AIRPORT IMMIGRATION AND NATURALIZATION SERVICE Tukwilo, Washington Vicinty Map Figure 2 < • • Z Ce 2 6 ..J O 0 U) CD W 1.- CQu- W o 5 ct w z 0 z 11J 0 0 — O I - 1—W • 0 rc".5 Z w 0 o I ,) fok SECTION 2 CONDITIONS AND REQUIREMENTS SUMMARY 1 NC. z ;= Z �w 1 00 U)o Design Manual Core and Special Requirements listed in Chapter 1. w = J1— O King County Surface Water Management Design Manual 2 t..0Core Requirements g u_j. 1. Discharge at the natural location (1.2.1): The project is tributary to Riverton Creek and generally H W f sheet flows down to the creek in its existing condition. Detention discharge points will be at the Z H edge of the southern wetland complex for the wet pond, and north of the recently completed 1.,,. 0 stream enhancement project for the wet vault. w ~ u j 2. Off-site Analysis (1.2.2): Upstream basins have been identified. Runoff from upstream and 0 N - tributary flows will continue to discharge to Riverton Creek. A downstreatn analysis has been p '— prepared and include in Section 3. tu w °Wi 3. Flow Control (1.2.3): Detention will be provided for the development through the construction of - Z a wetpond for the southern basin, and a wet vault for the northern basin. The 1998 KCSWDM w 7Level 1 Flow Control Standard will be met. H w i OH Rat This section will address the requirements set forth by the King County Surface Water Management 4. Conveyance System (1.2.4): Closed pipe system used to convey on-site and off-site runoff will be designed to carry the 100 -year event flow with no overtopping. 5. Erosion/Sedimentation Control Plan (1.2.5): Erosion control measures will be designed in accordance with King County and City of Tukwila requirements. 6. Maintenance and Operations (1.2.6): A Maintenance and Operations manual has been provided. 7. Financial Guarantees and Liability (1.2.7): Bonds will be provided in accordance with the City of Tukwila requirements. 8. Water Quality (1.2.8): Water quality will be provided by the wet pond and wet vault. The WQ components of the ponds will be designed in accordance with 1998 KCSWDM Basic Wet Pond/Vault BMP requirements. d:\wouI \d\dasc0021-ins\r 03_0528 nnf tukw lir final.doe DAVID EVANS AND ASSOCIATES, INC. June 2003 7 Sabcy — INS Building Surface Water "Technical Information Report Z NC. King County Surface Water Management Design Manual Special Requirements 1. Other Adopted Area Specific Requirements (1.3.1): There does not exist any area -specific requiretnents at this time. 2. Floodplain/Floodway Delineation (1.3.2): The project is not located within any FEMA designated floodplain. 3. Flood Protection Facilities (1.3.3): There are no Class 1 or 2 two streams adjacent to the site that have an existing flood protection facility, nor is the construction of a flood protection facility proposed. 4. Source Control (1.3.4): The proposed project will provide water quality source controls applicable to the proposed project in accordance with the King County Stormwater Pollution Control Manual and City of Tukwila Requirements. 5. Oil Control (1.3.5): Based on the criteria listed in Section 1.3.5, the proposed project does not meet the thresholds that require oil controls. The site will not be subject to 100 ADT per 1,000 square feet of gross building area. Sensitive Areas Ordinance Requirements Wetlands — Several on-site wetlands have been identified and delineated in the critical areas study. Streams - The project is tributary to Riverton Creek and the Duwamish River. Seismic Hazard Areas - No seismic hazard areas have been identified within or adjacent to the proposed site. Coal Mine Hazard Areas - The project area is not identified as a CoalMine Hazard area. d:\ s'ork\d\dasc0021-ins\r 03_0528 nuf tukw tir rinal.doc DAVID EVANS AND ASSOCIATES, INC. June 2003 8 Sabcy — INS Building Surface Water Technical Information Report File: D03-0128 35mm Drawing #1-2 z = 1 -re �i-W J0 O 0 • 0. W= J 1: N � WO � Q _. =O: 1W Z� I— O. Z1—. WLu � D O — O I— Ww 1- U. —" O .. O co O~ Z (7) '1 ,:: 1 N C. SECTION 3 OFF-SITE ANALYSIS This section identifies the tributary basin areas upstream of the project site, and evaluates upstream and downstream drainage system problems. The intent of this section is to demonstrate the proposed project will neither aggravate existing problems nor create new drainage problems. STUDY AREA DEFINITION The project site is located within the Fostoria Drainage Basin, which is tributary to the Duwamish River. The project lies within the Riverton Creek subbasin as defined by the Riverton Creek Stormwater Quality Management Plan The boundary areas for those upstream basins tributary to the project site were delineated in two reports City of Tukwila Surface Water Mangement Plan (April 1993), Riverton Creek Stormwater Management Plan (November 1997), USGS 1:24,000 Quadrangle Topographic Maps, and were verified in the field . In general, runoff from land west of the site drains down to Riverton Creek at three separate locations. UPSTREAM ANALYSIS The Riverton Creek basin is approximately 434 acres in size. The proposed development is tributary to the west reach, which is approximately 226 acres in size at the point where it enters the Metro bus facility. The creek enters the site along a concrete stair -step structure and flows through the site in an engineered channel, passing through several culverts before exiting the site on the north side through a 42" concrete culvert. The creek will continue to bypass the new development undisturbed. All other upstream flows will be bypassed, including any runoff from SR99. LEVEL 1 DOWNSTREAM ANALYSIS The following downstream analysis was prepared from field observations taken on September 5, 2000 at 2 p.m. Weather conditions were dry and overcast. The proposed area of development is tributary to Riverton Creek, which crosses the base of the site from south to north. The southernmost detention pond will discharge at a wetland edge before entering Riverton Creek. The creek flows to the north in a channel and then travels underground for 300LF in a series of 30" diameter pipes. Approximately 1160LF downstream, from the southern wet pond, the creek daylights into a channel and passes through two recently installed over -sized "fish -passage" culverts. The northernmost pond will discharge at a small wetland and runoff will immediately enter a recently installed 24" diameter bypass line. The bypass line increases in diameter to 30" and 36" before discharging to Riverton Creek at the southern edge of the Metro Maintenance facility. This point is the confluence of the discharge from both ponds. J:\wotk\J\Jnsc002I-ins'• 03_0528 nnf tukw lir final.doc DAVID EVANS ANI) ASSOCIATES. INC. June 2003 Il Sabey — INS 13uilding Surface Water Technical Information Report INC. tam woo 0401 ts At this point, discharge enters a 42" culvert with headwall, wingwalls and a debris rack. This culvert directs the creek to the northeast through the Metro Maintenance Facility for approximately 150 feet. At this point the creek daylights into an open -topped concrete box. This fenced box culvert is approximately 8 feet wide with 15 feet of depth. The creek flows back to the north in the box culvert for approximately 150 feet, whereupon it enters a 42" concrete culvert and is piped north for approximately 270 feet, exiting the Metro facility and daylighting into the ditch on the south side of SR 599. The creek passes under SR 599 in twin 48" culverts and enters the ditch on the north side of SR 599, discharging into a large silt - bottomed pool. This ditch is located on the south side of the Gateway Corporate Center North and follows the center along to the west. The ditch widens into a deep ravine with a tall rockery on the north side. The creek is bordered here by the SR 599 -SR 99 on-ramp and the Gateway Corporate Center North. The creek discharges into the Duwamish River at the northwest corner of the Corporate Center passing through the levy in twin 48" submerged CMP culverts. There was no visible indication of erosion or scour along the downstream route. This downstream system appears adequate to convey the detained runoff from the proposed development. d:\work\d\dasc002I•ins\r 03_0528 tmf tukw lir flnal.doc DAVID EVANS AND ASSOCIATES, INC. June 2003 12 Sabey — INS Building Surface Water Technical Information Report File: D03-0128 Drawing #3 z z ...I C.) UO. u)0 W =. J • LL. WO 2 J • < co =a tu Z� 1- O Z I- LL/ uj 2O U O- H W ` H WH — O iu Z tri O ~! Z SECTION 4 FLOW CONTROL & WATER QUALITY FACILITY ANALYSIS AND DESIGN INC. SITE HYDROLOGY (PARTS A & B) Part A - Existing Site Hydrology The existing site hydrology is undeveloped and mostly cleared. There exists several stands of conifers and alder, but the bulk of the site is brush and blackberries. The site is sloped to the east and drains down to the existing parking area and Riverton Creek. A structure (to be demolished) and associated parking are located on the southern portion of the property, near the State Right-of-way. The site is crossed by several drainage features. Riverton Creek enters the property along the southern boundary' and passed though an artificial water feature before entering the defined channel that follows the existing buildings and parking to the north. A Type 2 watercourse with a 35 -foot buffer drains west to east across the property with drainage from the west side of State Route 99. Additionally, a small ditch running northward along the State Right-of-way enters the property and will be picked up and routed down to the creek in a storm drainage bypass line. Part B - Developed Site Hydrology The new drainage system will collect surface runoff in catch basins and carry the water via underground pipes to the proposed detention/water quality facilities. The property will be divided into two basins. The building, access road , and parking structure will be conveyed to the north to the proposed detention vault, to be located underneath the parking structure. The lowest portion of the access drive will not be routed to the detention vault due to grade constraints. It will be modelled as a bypass area using a downstream point of compliance analysis (see bypass area in Tabel 4.1 below). The parking areas surrounding the office building will be collected and routed to a wet pond located near S. 126th Street at the southern edge of the site. The section of frontage on S. 126th Street and 34t11 Avenue S. that is to be improved will also be collected and routed to the detention pond for water quality and quantity treatment. 1.07 acres of offsite land is tributary to 34th Avenue and will be routed through the pond. Two single-family residences and gravel driveways exist on this property. The offsite area will be modelled as 0.14 acres of impervious and 0.93 acres of pervious till forest in both the pre- and post - developed conditions. The north and south drainage basins have been delineated in Figures 6 and 7 respectively. Figure 6 can be found in a pocket flap in the back of this report. The areas are tabulated and listed in Tables 4.1 and 4.2 below. The detention/water quality facilities have been designed in accordance with the 1998 KCSWDM. d:\work\d\dasc0021-ins\r 03_0528 rmf tukw lir final.doc DAVID LEANS ANI) ASSOCIATES, INC. June 2003 14 Sabey — INS 13uilding Surface Water 'Technical Information Report 111 1 N C. 144 Table 4.1 - North Basin Area Tabulations <i',jj't''::1 1. Iry Clll )I4t l 1 1 � :�a , , . „,, . ` ' ';FtXISTIlYGBASIN, ( } 1 .. t 1 .,'�. &'':-4114,1 Ji... , . t is ' . e ; i . ` ',11/ . LOPED'BA:SIN . Total Subbasin Area (ac) 6.80 Total Subbasin Area (ac) 6.80 Onsite Impervious Area (ac) 0.00 Onsite Impervious Area (ac) 5.35 Onsite Pervious Area (ac) - Till Pasture 6.80 Onsite Pervious Area (ac) - Till Grass 0.60 R/W Impervious Area (ac) Total Bypass Area (ac) 0.85 Bypass Impervious Area (ac) 0.56 Bypass Pervious Area (ac) - Till Grass 0.29 Table 4.2 - South Basin Area Tabulations ... .'s 1. �. ,.. ... S t .it �� i � r }A ' ;EXI$TIN;G:hB�l;SN� � :,',,'•i- �1 + ., • t 1 . .. '. : > , . � Y q', -,::'if-,- 7 �:D�YELOPEDBASiN t � ;, , ti ti ,; Total Subbasin Area (ac) 4.63 Total Subbasin Area (ac) 4.63 Onsite Impervious Area (ac) 0.00 Onsite Itnpervious Area (ac) 2.53 Onsite Pervious Area (ac) - Till Pasture 3.34 Onsite Pervious Area (ac) - Till Grass 0.81 R/W Impervious Area (ac) 0.10 R/W Impervious Area (ac) 0.22 R/W Pervious Area (ac) - Till Pasture 0.12 R/W Pervious Area (ac) - Till Grass 0.00 Offsite Impervious Area (ac) 0.14 Offsite Impervious Area (ac) 0.14 Offsite Pervious Area (ac) - Till Forest 0.93 Offsite Pervious Area (ac) - Till Forest 0.93 Part C - Performance Standards The project site has been identified as a Level 1 Flow Control Area by the City of Tukwila Department of Public Works. According to Table 1.2.3.A of the KCSWM, this requires the 2 -year and 10 -year peak discharge rates be matched for existing and developed conditions. Existing conditions are those that currently exist at the site. Part D - Flow Control System Flow control will be achieved using a wet vault and riser with orifices to match developed 2 -yr and 10 -yr peak rates to existing peak flow rates as modeled using KCRTS. The flow rates for the north and south basin are summarized in Tables 4.3 and 4.4 below. Table 4.3 - North Basin On-site Peak Flows From KCRTS ::: r,,t t EXISTING'FLOW.(CES). '.. •! DEVELOPED`FLOW (CFS) ::: `1 l? , 2 -YR 10 -YR 100 -YR 2 -YR 10 -YR 100 -YR 0.244 0.437 0.821 1.35 1.63 2.66 Vault Design 0.11 0.32 2.26 Table 4.4 - South Basin On-site Peak Flows From KCRTS ;•EXISTING:FLOW:(CFS) .: ..DEVELOPED';h`LOW.(CFS).' .. 2 -YR 10 -YR 100 -YR 2 -YR 10 -YR 100 -YR 0.188 0.326 0.598 0.810 0.962 1.61 Pond Design 0.188 0.326 1.10 d:\work\d\dasc0021-ins\r 03_0528 nnf tukw tir final.doc DAVID EVANS ANI) ASSOCIATES, INC. June 2003 15 Sabcy - INS 13uilding Surface Water Technical Information Report I N L . Water Quality The project requires Basic Water Quality Treatment. The site has not been identified by the City as one that requires special water quality requirements. The dead storage components of the wet vault and wet pond will provide basic water quality treatment for all new and replaced impervious surfacing. The north basin water quality volume is 25,412 cf; 26, 391 cf are provided. The south basin water quality volume is 15,539 cf; 17,236 cf are provided (See Appendix B for calculations). Water quality will be provided for the bypass portion of the proposed access road in the north basin by an existing biofiltration swale. This swale has a 3 -foot bottom width, a length of 183LF, and a longitudinal slope of 1.55%. The section of the swale is approximately trapezoidal with 3:1 to 2:1 side slopes. Any attempts to modify the section would require removal of the 8 existing pine trees located on the edge of the swale. The following calculations demonstrate that the existing swale can treat the proposed bypass area without any modifications: Step 1: Calculate design flows: Qwq = 2 -yr peak = 0.162 (see attached Bypass.pks time series file). Step 2: Calculate swale bottom width: 3 feet Step 3: Determine flow velocity: V,r,� = QrI`� 0.162 / (3*0.17 + 2*0.172) = 0.29 fps w/ y = 2inches and � 2:1 side slopes. 0.29 fps < 1 fps O.K. Step 4: Calculate swale length: L=540Vwq = 540*0.29 = 154 LF, 183 LF is provided. d:\work\d\dase0021-ins\r 03_0528 nnf tukw lir final.doc DAVID EVANS AND ASSOCIATES, INC. June 2003 l6 Sabey — INS Building Surface Water Technical Information Report I N(;. Figure 6 — North Basin Map dAwork \d\dasc0021-iits\r 030528 natukw tir finnl.doc DAVID EVANS AND ASSOCIATES, INC. June 2003 17 Sabey — INS Building Surface Water Technical Information Report „ File: D03-0128 35mm Drawing #4-5 b:.�l�ss�a:.ti;ra:i+•awu;cs.+i.=:�.itryi,Y:....,. • ,.. Z z` rew JU U O'. U 0co al` J F - W 0 g J, LL < I• d I -W Z� I- 0 Z F- LU uj • Q, 0- O I - WW LI O Z: U= O▪ F - Z 011 _.a SECTION 5 CONVEYANCE SYSTEM ANALYSIS AND DESIGN I N C. In accordance with King County Core Requirement #4, pipe systems and culverts shall be designed to convey and contain at least the peak runoff rate for the 25 -year design storm. The attached spreadsheet demonstrates that the proposed design can convey the 100 -year storm with no over -topping. The south pond will discharge to a level spreader/dispersion trench. This trench has been sized in accordance with thr 1998 KCSWDM. The south pond 100 -year peak discharge is 1.10 cfs. 100 LF of trench will be provided. The basin areas for the conveyance calculations can be found in Figures 6a and 7a. Figure 7a can be found in a pocket flap in the back of this report. d:\worked\dasc002I-ins\r 03_0528 nuf tukw lir final.doc DAVID EVANS AND ASSOCIATES, INC. June 2003 19 Sabcy — INS Building Surface Water Technical Information Report N (. SECTION 6 SPECIAL REPORTS AND STUDIES Geotechnical/Soils — A geotechnical report has been prepared and submitted. d:\w urk\d\dasc002 t-ins\r 03_0528 nmf tukw tir finaidoc DAVID EVANS AND ASSOCIATES, INC. June 2003 20 Sabey — INS Building Surface Water Technical Information Report INC. SECTION 7 OTHER PERMITS Permits required for this project include: 4 Clearing and Grading Permit, City of Tukwila 4 Utility Permits 4 R/W Use Permit, Washington State Department of Transportation d:\work\d\dasc002I-ins\r 03_0528 nut'tukw tir final.doe DAVID EVANS AND ASSOCIATES, INC. June 2003 21 Sabey — INS Building Surface Water Technical Information Report SECTION 8 TESC ANALYSIS AND DESIGN 1 N C. Erosion control measures will include silt fences, straw check dams, catch basin inlet protection and ground cover practices. Silt fences will be placed at the downstream edges of all disturbed areas. The plans will include details and notes for the use and maintenance of straw check dams, catch basin protection and ground cover practices. d:\work\d\dusc0021-ins\r 03_0528 nnf tukw tit rinul.duc DAVID EVANS AND ASSOCIA'T'ES, INC. June 2003 22 Sabey — INS Building Surface Water Technical Information Report NC:. j { SECTION 9 MAINTENANCE AND OPERATIONS MANUAL J:\work\d\clnsc0021-itts\r 03_0528 nuf tukw tir ftnuLdoc DAVID EVANS AND ASSOCIATES, INC. June 2003 23 Sabey — INS Building Surface Water Technical Information Report FaiPhti KING COUNTY, WASHINGTON, SURFACE WATER DESIGN MANUAL APPENDIX A MAINTENANCE STANDARDS FOR PRIVATELY MAINTAINED DRAINAGE FACILITIES NO. 1 - DETENTION PONDS Maintenance Component Defect Conditions When Maintenance Is Needed Results Expected When Maintenance Is Performed General Trash & Debris Poisonous Vegetation Pollution Unmowed Grass/ Ground Cover Rodent Holes Insects Tree Growth Side Slopes of Pond Erosion Storage Area Pond Dikes Emergency Overflow/Spillway Sediment Settlements Rock Missing Any trash and debris which exceed 1 cubic foot per 1,000 square feet (this is about equal to the amount of trash it would take to fill up one standard size office garbage can). In general, there should be no visual evidence of dumping. Any poisonous or nuisance vegetation which may constitute a hazard to County personnel or the public. Oil, gasoline, or other contaminants of one gallon or more or any amount found that could: 1) cause damage to plant, animal, or marine life; 2) constitute a fire hazard; or 3) be flushed downstream during rain storms. If facility is located in private residential area, mowing is needed when grass exceeds 18 inches in height. In other areas, the general policy is to make the pond site match adjacent ground cover and terrain as long as there is no interference with the function of the facility. Any evidence of rodent holes if facility is acting as a dam or berm, or any evidence of water piping through dam or berrn via rodent holes. When insects such as wasps and homets interfere with maintenance activities. Tree growth does not allow maintenance access or interferes with maintenance activity (i.e., slope mowing, silt removal, vactoring, or equipment movements). If trees are not interfering with access, leave trees alone. Eroded damage over 2 inches deep where cause of damage is still present or where there is potential for continued erosion. Accumulated sediment that exceeds 10% of the designed pond depth. Any part of dike which has settled 4 inches lower than the design elevation. Only one layer of rock exists above native soil in area five square feet or larger, or any exposure of native soil at the top of out flow path of spillway. Rip -rap on inside slopes need not be replaced. Trash and debris cleared from site. No danger of poisonous vegetation where County personnel or the public might normally be. (Coordination with Seattle -King County Health Department) No contaminants present other than a surface film. (Coordination with Seattle/King County Health Department) When mowing is needed, grass/ground cover should be mowed to 2 inches in height. Mowing of selected higher use areas rather than the entire slope may be acceptable for some situations. Rodents destroyed and dam or berm repaired. (Coordination with Seattle/King County Health Department) Insects destroyed or removed from site. Trees do not hinder maintenance activities. Selectively cultivate trees such as alders for firewood. Slopes should be stabilized by using appropriate erosion control measure(s); e.g., rock reinforcement, planting of grass, compaction. Sediment cleaned out to designed pond shape and depth; pond reseeded if necessary to control erosion. Dike should be built back to the design elevation. Replace rocks to design standards. 1998 Surface Water Design Manual A-1 2't 9/1/98 APPENDIX A MAINTENANCE STANDARDS FOR PRIVATELY MAINTAINED DRAINAGE FACILITIES NO. 3 - CLOSED DETENTION SYSTEMS (PIPES/TANKS) Maintenance Component Defect Conditions When Maintenance is Needed Results Expected When Maintenance is Performed Storage Area Manhole Catch Basins Plugged Air Vents Debris and Sediment Joints Between Tank/Pipe Section Tank Pipe Bent Out of Shape Cover Not in Place Locking Mechanism Not Working Cover Difficult to Remove Ladder Rungs Unsafe One-half of the cross section of a vent is blocked at any point with debris and sediment Accumulated sediment depth exceeds 10% of the diameter of the storage area for 1/2 length of storage vault or any point depth exceeds 15% of diameter. Example: 72 -inch storage tank would require cleaning when sediment reaches depth of 7 inches for more than 1 length of tank. Any crack allowing material to be transported into facility Any part of tank/pipe is bent out of shape more than 10% of it's design shape Cover is missing or only partially in place. Any open manhole requires maintenance. Mechanism cannot be opened by one maintenance person with proper tools. Bolts into frame have less than 1/2 inch of thread (may not apply to self-locking lids.) One maintenance person cannot remove lid after applying 80lbs of lift. Intent is to keep cover from sealing off access to maintenance. King County Safety Office and/or maintenance person judges that ladder is unsafe due to missing rungs, misalignment, rust, or cracks. See "Catch Basins" Standards No. 5 Vents free of debris and sediment All sediment and debris removed from storage area. All joint between tank /pipe sections are sealed Tank/ pipe repaired or replaced to design. Manhole is closed. Mechanism opens with proper tools. Cover can be removed and reinstalled by one maintenance person. Ladder meets design standards allows maintenance person safe access. See "Catch Basins" Standards No. 5 1998 Surface Water Design Manual A-3 9/1 /98 :h1144.14.1:41.e. •• Lr.+r h OAR APPENDIX A MAINTENANCE STANDARDS FOR PRIVATELY MAINTAINED DRAINAGE FACILITIES NO. 4 - CONTROL STRUCTURE/FLOW RESTRICTOR Maintenance Component Defect Condition When Maintenance is Needed Results Expected When Maintenance is Performed General Cleanout Gate Orifice Plate Overflow Pipe Manhole Catch Basin Trash and Debris (Includes Sediment) Structural Damage Damaged or Missing Damaged or Missing Obstructions Obstructions Distance between debris build-up and bottom of orifice plate is less than 1-1/2 feet. Structure is not securely attached to manhole wall and outlet pipe structure should support at least 1,000 lbs of up or down pressure. Structure is not in upright position (allow up to 10% from plumb). Connections to outlet pipe are not watertight and show signs of rust. Any holes—other than designed holes—in the structure. Cleanout gate is not watertight or is missing. Gate cannot be moved up and down by one maintenance person. Chain leading to gate is missing or damaged. Gate is rusted over 50% of its surface area. Control device is not working properly due to missing, out of place, or bent orifice plate. Any trash, debris, sediment, or vegetation blocking the plate. Any trash or debris blocking (or having the potential of blocking) the overflow pipe. See "Closed Detention Systems" Standards No. 3 See "Catch Basins" Standards No. 5 All trash and debris removed. Structure securely attached to wall and outlet pipe. Structure in correct position. Connections to outlet pipe are water tight; structure repaired or replaced and works as designed. Structure has no holes other than designed holes. Gate is watertight and works as designed. Gate moves up and down easily and is watertight. Chain is in place and works as designed. Gate is repaired or replaced to meet design standards.. Plate is in place and works as designed. Plate is free of all obstructions and works as designed. Pipe is free of all obstructions and works as designed. See "Closed Detention Systems' Standards No. 3 See 'Catch Basins" Standards No. 5 9/1/98 A-4 1998 Surface Water Design Manual APPENDIX A MAINTENANCE STANDARDS FOR PRIVATELY MAINTAINED DRAINAGE FACILITIES NO.5 - CATCH BASINS Maintenance Component Defect Conditions When Maintenance is Needed Results Expected When Maintenance is performed General Trash & Debris (Includes Sediment) Trash or debris of more than 1/2 cubic foot which is located Immediately in front of the catch basin opening or is blocking capacity of the basin by more than 10% Trash or debris (in the basin) that exceeds 1/3 the depth from the bottom of basin to invert the lowest pipe into or out of the basin. Trash or debris in any inlet or outlet pipe blocking more than 1/3 of its height. Dead animals or vegetation that could generate odors that could cause complaints or dangerous gases (e.g., methane). Deposits of garbage exceeding 1 cubic foot in volume Structure Damage to Comer of frame extends more than 3/4 inch past Frame and/or Top Slab curb face into the street (If applicable). Cracks in Basin Walls/ Bottom Sediment/ Misalignment Top slab has holes larger than 2 square inches or cracks wider than 1/4 inch (intent is to make sure all material is running into basin). Frame not sitting flush on top slab, i.e., separation of more than 3/4 inch of the frame from the top slab. Cracks wider than 1/2 inch and longer than 3 feet, any evidence of soil particles entering catch basin through cracks, or maintenance person judges that structure is unsound. Cracks wider than 1/2 inch and longer than 1 foot at the joint of any inlet/ outlet pipe or any evidence of soil particles entering catch basin through cracks. Basin has settled more than 1 inch or has rotated more than 2 inches out of alignment. No Trash or debris located immediately in front of catch basin opening. No trash or debris in the catch basin. Inlet and outlet pipes free of trash or debris. No dead animals or vegetation present within the catch basin. No condition present which would attract or support the breeding of insects or rodents. Frame is even with curb. Top slab is free of holes and cracks. Frame is sitting flush on top slab. Basin replaced or repaired to design standards. No cracks more than 1/4 inch wide at the joint of inlet/outlet pipe. Basin replaced or repaired to design standards. 1998 Surface Water Design Manual 9/1/98 A-5 r 1.44 PUM APPENDIX A MAINTENANCE STANDARDS FOR PRIVATELY MAINTAINED DRAINAGE FACILITIES NO. 5 - CATCH BASINS (CONTINUED) Maintenance Component Defect Conditions When Maintenance is Needed Results Expected When Maintenance is performed Fire Hazard Vegetation Presence of chemicals such as natural gas, oil and gasoline. Vegetation growing across and blocking more than 10% of the basin opening. Vegetation growing in inlet/outlet pipe joints that is more than six inches tall and less than six inches apart. Pollution Nonflammable chemicals of more than 1/2 cubic foot per three feet of basin length. Catch Basin Cover Cover Not in Place' Cover is missing or only partially in place. Any open catch basin requires maintenance. Locking Mechanism Mechanism cannot be opened by on maintenance Not Working person with proper tools. Bolts into frame have less than 1/2 inch of thread. Cover Difficult to One maintenance person cannot remove lid after Remove applying 80 lbs. of lift; intent is keep cover from sealing off access to maintenance. Ladder Metal Grates (If Applicable) Ladder Rungs Unsafe Trash and Debris Damaged or Missing. Ladder is unsafe due to missing rungs, misalignment, rust, cracks, or sharp edges. Grate with opening wider than 7/8 inch. Trash and debris that is blocking more than 20% of grate surface. Grate missing or broken member(s) of the grate. NO. 6 DEBRIS BARRIERS (E.G., TRASH RACKS) No flammable chemicals present. No vegetation blocking opening to basin. No vegetation or root growth present. No pollution present other than surface film. Catch basin cover is closed Mechanism opens with proper tools. Cover can be removed by one maintenance person. Ladder meets design standards and allows maintenance person safe access. Grate opening meets design standards. Grate free of trash and debris. Grate is in place and meets design standards. Maintenance Components Defect Condition When Maintenance is Needed Results Expected When Maintenance is Performed. General Metal Trash and Debris Trash or debris that is plugging more than 20% of the openings in the barrier. Damaged/ Missing Bars are bent out of shape more than 3 inches. Bars. Bars are missing or entire barrier missing. Bars are loose and rust is causing 50% deterioration to any part of barrier. Barrier clear to receive capacity flow. Bars in place with no bends more than 3/4 inch. Bars in place according to design. Repair or replace barrier to design standards. 9/1/98 A-6 IS 1998 Surface Water Design Manual t1 APPENDIX A MAINTENANCE STANDARDS FOR PRIVATELY MAINTAINED DRAINAGE FACILITIES NO. 7 - ENERGY DISSIPATERS Maintenance Components Defect Conditions When Maintenance is Needed Results Expected When Maintenance is Performed. External: Rock Pad Dispersion Trench Internal: Manhole/ Chamber Missing or Moved Rock Pipe Plugged with Sediment Not Discharging Water Properly Perforations Plugged. Water Flows Out Top of "Distributor" Catch Basin. Receiving Area Over -Saturated Wom or Damaged Post. Baffles, Side of Chamber Other Defects Only one layer of rock exists above native soil in area five square feet or larger, or any exposure of native soil. Accumulated sediment that exceeds 20% of the design depth. Visual evidence of water discharging at concentrated points along trench (normal condition is a "sheet flow" of water along trench). Intent is to prevent erosion damage. Over 1/2 of perforations in pipe are plugged with debris and sediment. Maintenance person observes water flowing out during any storm less than the design storm or its causing or appears likely to cause damage. Water in receiving area is causing or has potential of causing landslide problems. Structure dissipating flow deteriorates to 1/2 or original size or any concentrated wom spot exceeding one square foot which would make structure unsound. See "Catch Basins" Standard No. 5 Replace rocks to design standards. Pipe cleaned/ flushed so that it matches design. Trench must be redesigned or rebuilt to standards. Clean or replace perforated pipe. Facility must be rebuilt or redesigned to standards. No danger of landslides. Replace structure to design standards. See "Catch Basins" Standard No. 5 1998 Surface Water Design Manual A-7 Z.1 '.Agyf ANM"Yr 9/1/98 rtto x...1.11 APPENDIX A MAINTENANCE STANDARDS FOR PRIVATELY MAINTAINED DRAINAGE FACILITIES NO. 8 - FENCING Maintenance Components Defect Conditions When Maintenance is Needed Results Expected When Maintenance is Performed General Wire Fences Missing or Broken Parts Erosion Damaged Parts Deteriorated Paint or Protective Coating Openings in Fabric NO. 9 - GATES Any defect in the fence that permits easy entry to a facility. Erosion more than 4 inches high and 12-18 inches wide permitting an opening under a fence. Post out of plumb more than 6 inches. Top rails bent more than 6 inches. Any part of fence (including post, top rails, and fabric) more than 1 foot out of design alignment. Missing or loose tension wire. Missing or loose barbed wire that is sagging more than 2-1/2 inches between posts. Extension arm missing, broken, or bent out of shape more than 1 1/2 inches. Part or parts that have a rusting or scaling condition that has affected structural adequacy. Openings in fabric are such that an 8 -inch - diameter ball could fit through. Parts in place to provide adequate security. No opening under the fence that exceeds 4 inches in height. Post plumb to within 1-1/2 inches. Top rail free of bends greater than 1 inch. Fence is aligned and meets design standards. Tension wire in place and holding fabric. Barbed wire in place with less than 3/4 inch sag between post. Extension arm in place with no bends larger than 3/4 inch. Structurally adequate posts or parts with a uniform protective coating. No openings in fabric. Maintenance Component Defect Conditions When Maintenance is Needed Results Expected When Maintenance is Performed General Damaged or Missing Members Openings in Fabric Missing gate or locking devices. Broken or missing hinges such that gate cannot be easily opened and closed by a maintenance person. Gate is out of plumb more than 6 inches and more than 1 foot out of design alignment. Missing stretcher bar, stretcher bands, and ties. See "Fencing" Standard No. 8 Gates and Locking devices in place. Hinges intact and Tubed. Gate is working freely. Gate is aligned and vertical. Stretcher bar, bands and ties in place. See "Fencing" Standard No. 8 9/1/98 A-8 30 to 1998 Surface Water Design Manual � J i APPENDIX A MAINTENANCE STANDARDS FOR PRIVATELY MAINTAINED DRAINAGE FACILITIES NO. 10 - CONVEYANCE SYSTEMS (PIPES & DITCHES) Maintenance Component Defect Conditions When Maintenance is Needed Results Expected When Maintenance is Performed Pipes Open Ditches Catch Basins Debris Barriers (e.g., Trash Rack) Sediment & Debris Vegetation Damaged Trash & Debris Sediment Vegetation Erosion Damage to Slopes Rock Lining Out of Place or Missing (If Applicable). Accumulated sediment that exceeds 20% of the diameter of the pipe. Vegetation that reduces free movement of water through pipes. Protective coating is damaged; rust is causing more than 50% deterioration to any part of pipe. Any dent that decreases the cross section area of pipe by more than 20%. Trash and debris exceeds 1 cubic foot per 1,000 square feet of ditch and slopes. Accumulated sediment that exceeds 20 % of the design depth. Vegetation that reduces free movement of water through ditches. See "Ponds" Standard No. 1 Maintenance person can see native soil beneath the rock lining. See "Catch Basins: Standard No. 5 See "Debris Barriers" Standard No.6 NO. 11 - GROUNDS (LANDSCAPING) Pipe cleaned of all sediment and debris. All vegetation removed so water flows freely through pipes. Pipe repaired or replaced. Pipe repaired or replaced. Trash and debris cleared from ditches. Ditch cleaned/ flushed of all sediment and debris so that it matches design. Water flows freely through ditches. See "Ponds" Standard No. 1 Replace rocks to design standards. See "Catch Basins" Standard No. 5 See "Debris Barriers" Standard No. 6 Maintenance Component Defect Conditions When Maintenance is Needed Results Expected When Maintenance is Performed General Weeds (Nonpoisonous) Safety Hazard Trash or Litter Trees and Shrubs Damaged Weeds growing in more than 20% of the landscaped area (trees and shrubs only). Any presence of poison ivy or other poisonous vegetation. Paper, cans, bottles, totaling more than 1 cubic foot within a landscaped area (trees and shrubs only) of 1,000 square feet. Limbs or parts of trees or shrubs that are split or broken which affect more than 25% of the total foliage of the tree or shrub. Trees or shrubs that have been blown down or knocked over. Trees or shrubs which are not adequately supported or are leaning over, causing exposure of the roots. Weeds present in less than 5% of the landscaped area. No poisonous vegetation present in landscaped area. Area clear of litter. Trees and shrubs with less than 5% of total foliage with split or broken limbs. Tree or shrub in place free of injury. Tree or shrub in place and adequately supported; remove any dead or diseased trees. 1998 Surface Water Design Manual A-9 31 9/1/98 APPENDIX A MAINTENANCE STANDARDS FOR PRIVATELY MAINTAINED DRAINAGE FACILITIES NO. 12 - ACCESS ROADS/ EASEMENTS Maintenance Component Defect Condition When Maintenance is Needed Results Expected When Maintenance is Performed General Road Surface Shoulders and Ditches Trash and Debris Blocked Roadway Settlement, Potholes, Mush Spots, Ruts Vegetation in Road Surface Modular Grid Pavement Erosion Damage Weeds and Brush Trash and debris exceeds 1 cubic foot per 1,000 square feet i.e., trash and debris would fill up one standards size garbage can. Debris which could damage vehicle tires (glass or metal). Any obstruction which reduces clearance above road surface to less than 14 feet. Any obstruction restricting the access to a 10 to 12 foot width for a distance of more than 12 feet or any point restricting access to less than a 10 foot width. When any surface defect exceeds 6 inches in depth and 6 square feet in area. In general, any surface defect which hinders or prevents maintenance access. Weeds growing in the road surface that are more than 6 inches tall and less than 6 inches tall and Tess than 6 inches apart within a 400 - square foot area. Build-up of sediment mildly contaminated with petroleum hydrocarbons. Erosion within 1 foot of the roadway more than 8 inches wide and 6 inches deep. Weeds and brush exceed 18 inches in height or hinder maintenance access. Roadway free of debris which could damage tires. Roadway free of debris which could damage tires. Roadway overhead clear to 14 feet high. Obstruction removed to allow at least a 12 foot access. Road surface uniformly smooth with no evidence of settlement, potholes, mush spots, or ruts. Road surface free of weeds taller than 2 inches. Removal of sediment and disposal in keeping with Health Department recommendations for mildly contaminated soils or catch basin sediments. Shoulder free of erosion and matching the surrounding road. Weeds and brush cut to 2 inches in height or cleared in such a way as to allow maintenance access. 911/98 A-10 37- 1998 Surface Water Design Manual Pla APPENDIX A MAINTENANCE STANDARDS FOR PRIVATELY MAINTAINED DRAINAGE FACILITIES NO. 13- WATER QUALITY FACILITIES A.) Biofiltration Swale Maintenance Defect Component Condition When Maintenance is Needed Results Expected When Maintenance is Performed Biofiltration swale Sediment Accumulation Sediment depth exceeds 2 -inches on Grass Layer Vegetation Inlet Outlet Pipe Trash and Debris Accumulation Erosion/ Scouring When the grass becomes excessively tall (greater than 10 -inches); when nuisance weeds and other vegetation starts to take over. Inlet/ outlet pipe clogged with sediment and/ or debris. Trash and debris accumulated in the bio-swale. Where the bio-swale has eroded or scoured the bottom due to flow channelization, or higher flows. NO. 13- WATER QUALITY FACILITIES (CONTINUED') B.) Grasslined Filter Strips No sediment deposits on grass layer of the bio-swale, which would impede filtration of runoff. Vegetation is mowed or nuisance vegetation is eradicated, such that flow not impeded. Grass should be mowed to a height between 4 inches and 9 inches. No clogging or blockage in the inlet and outlet piping. Trash and debris removed from bioswale. Bioswale should be re -graded and re -seeded to specification, to eliminated channeled flow. Overseeded when bare spots are evident. Maintenance Defect Component Condition When Maintenance is Needed Results Expected When Maintenance is Performed Filter Strip Sediment Accumulation Sediment depth exceeds 2 inches. on Grass Layer Vegetation Trash and Debris Accumulation Erosion/ Scouring V -Notch Pipe Weir When the grass becomes excessively tall (greater than 10 -inches); when nuisance weeds and other vegetation starts to take over. Trash and debris accumulated on the filter strip. Where the filter strip has eroded or scoured due to flow channelization, or higher flows. When the V -Notch pipe becomes damaged or clogged with sediment/ debris. No sediment deposits on grass layer of the filter strip, which would impede filtration runoff. Vegetation is mowed or nuisance vegetation is eradicated, such that flow not impeded. Grass should be mowed to a height between 4 inches and 9 inches. Trash and Debris removed from filter. Strip should be re -graded and re- seeded specification, to eliminate channeled flow. Overseeded when bare spots are evident. Cleaned and properly functioning weir, such that flows uniformly spread. 1998 Surface Water Design Manual A-11 9/1/98 j APPENDIX A MAINTENANCE STANDARDS FOR PRIVATELY MAINTAINED DRAINAGE FACILT111rS C.) Wetponds Maintenance Defect Component Condition When Maintenance is Needed Results Expected When Maintenance is Performed Wetpond Vegetation Trash and Debris Inlet/ Outlet Pipe Sediment Accumulation in Pond Bottom Vegetation such as grass and weeds need to be mowed when it starts to impede aesthetics of pond. Mowing is generally required when height exceeds 18 -inches. Mowed vegetation should be removed from areas where it could enter the pond, either when the pond level rises, or by rainfall runoff. Accumulation that exceeds 1 CF per 1000 -SF of pond area. Inlet/ Outlet pipe clogged with sediment and/ or debris material. Sediment accumulations in pond bottom that exceeds the depth of sediment zone plus 6 -inches, usually the first cell. Oil Sheen on Water Prevalent and visible oil sheen. Erosion Settlement of Pond Dike/ Bern Rock Window Erosion of the pond's side slopes and/ or scouring of the pond bottom, that exceeds 6 -inches, or where continued erosion is prevalent. Any part of these components that has settled 4 - inches or lower than the design elevation, or inspector determines dike/ berm is unsound. Rock window is clogged with sediment. Overflow Spillway Rock is missing and soil is exposed at top of spillway or outside slope. Vegetation should be mowed to 4 to 5 inches in height. Trees and bushes should be removed where they are interfering with pond maintenance activities. Trash and debris removed from pond. No clogging or blockage in the inlet and outlet piping. Removal of sediment from pond bottom. Removal of sediment from pond bottom. Slopes should be stabilized by using proper erosion control measures, and repair methods. Dike/ berm is repaired to specifications. Window is free of sediment and debris. Replace rocks to specifications. 9/1/98 A-12 39 1998 Surface Water Design Manual APPENDIX A MAINTENANCE STANDARDS FOR PRIVATELY MAINTAINED DRAINAGE FACILITIES NO. 13 - WATER QUALITY FACILITIES (CONTINUED) D.) Wetvaults Maintenance Component Defect Condition When Maintenance is Needed Results Expected When Maintenance is Performed Wetvault Trash/ Debris Accumulation Sediment Accumulation in Vault Damaged Pipes Access Cover Damaged/ Not Working Vault Structure Damaged Baffles Access Ladder Damage Trash and debris accumulated in vault, pipe or inlet/ outlet, (includes floatables and non- floatables). Sediment accumulation in vault bottom that exceeds the depth of the sediment zone plus 6 - inches. Inlet/ outlet piping damaged or broken and in need of repair. Cover cannot be opened or removed, especially by one person. Vault: Cracks wider than 1/2 -inch and any evidence of soil particles entering the structure through the cracks, or maintenance/ inspection personnel determines that the vault is not structurally sound. Baffles corroding, cracking, warping and/ or showing signs of failure as determined by maintenance/ inspection staff. Ladder is corroded or deteriorated, not functioning properly, missing rungs, has cracks and/ or misaligned. Trash and debris removed from vault. Removal of sediment from vault. Pipe repaired and/ or replaced. Pipe repaired or replaced to proper working specifications. No cracks wider than 1/4 -inch at the joint of the inlet/ outlet pipe. Vault is determined to be structurally sound. Repair or replace baffles to specifications. Ladder replaced or repaired to specifications, and is safe to use as determined by inspection personnel. 1998 Surface Water Design Manual A-13 9/1/98 r. P1 Pe, • I N C. APPENDIX A - ON-SITE WATER QUANTITY CALCULATIONS thwotk\d\dasc0021-ins\r 03_0528 nnf tukw lir final.doe DAVID EVANS AND ASSOCIATES, INC. June 2003 .:• ''' ,, - 36 Sabey — INS Building Surface Water Technical Information Report z Z CC 11 .J O 0 co (ow W al 0 g u. I— Z I-0 ZI- 0 u j 0 O i- Ui uj • 0 LLJ0 0 0 t i4 Recordno.exc KCRTS Program...File Directory: C:\KC_SWDM\KC_DATA\ [C] CREATE a new Time Series ST 0.00 6.80 0.00 0.00 0.00 0.00 0.00 0.00 Prenorth.tsf T 1.00000 0.00 0.000000 Till Forest 0.00 0.000000 Till Pasture 0.00 0.000000 Till Grass 0.00 0.000000 Outwash Forest 0.00 0.000000 Outwash Pasture 0.00 0.000000 Outwash Grass 0.00 0.000000 Wetland 0.00 0.000000 Impervious T [C] CREATE a new Time Series ST 0.00 0.00 0.29 0.00 0.00 0.00 0.00 0.56 Bypass.tsf T 1.00000 0.00 0.000000 Till Forest 0.00 0.000000 Till Pasture 0.00 0.000000 Till Grass 0.00 0.000000 Outwash Forest 0.00 0.000000 Outwash Pasture 0.00 0.000000 Outwash Grass 0.00 0.000000 Wetland 0.00 0.000000 Impervious T [C] CREATE a new Time Series ST 0.00 0.00 0.60 0.00 0.00 0.00 0.00 5.35 Devnorth.tsf T 1.00000 0.00 0.000000 Till Forest 0.00 0.000000 Till Pasture 0.00 0.000000 Till Grass 0.00 0.000000 Outwash Forest 0.00 0.000000 Outwash Pasture 0.00 0.000000 Outwash Grass 0.00 0.000000 Wetland 0.00 0.000000 Impervious T [T] Enter the Analysis TOOLS Module [P] Compute PEAKS and Flow Frequencies devnorth.tsf Devnorth.pks Page 1 4Wici if.'.�a. Recordno.exc [P] Compute PEAKS and Flow Frequencies prenorth.tsf Prenorth.pks [P] Compute PEAKS and Flow Frequencies bypass.tsf Bypass.pks [R] RETURN to Previous Menu [F] Size a Retention/Detention FACILITY Manual Design Vault.rdf 5 Route Time Series 0 Return to Main Menu [F] Size a Retention/Detention FACILITY Manual Design Vault.rdf 5 Route Time Series 0 Return to Main Menu [X] eXit KCRTS Program Page 2 0 0 0 0 1 Prenorth.pks Flow Frequency Analysis Time Series File:prenorth.tsf Project Location:Sea-Tac ---Annual Peak Flow Rates --- Flow Rate (CFS) 0.480 0.179 0.437 0.047 0.244 0.408 0.394 0.821 Rank 2 7 3 8 6 4 5 1 1 Computed Peaks 0 Time of 2/09/01 1/05/02 2/28/03 3/24/04 1/05/05 1/18/06 11/24/06 1/09/08 Peak 18:00 16:00 3:00 19:00 8:00 16:00 4:00 6:00 Flow Frequency Analysis - - Peaks - (CFS) 0.821 Page 1 0.480 0.437 0.408 0.394 0.244 0.179 0.047 0.708 Rank Return Period 1 100.00 2 25.00 3 10.00 4 5.00 5 3.00 6 2.00 7 1.30 8 1.10 50.00 Prob 0.99 0.96 0.90 0.80 0.66 0.50 0.23 0.09 0.98 r: r7,71 i•� 1", 11.4 0 0 0 0 7 0 1 Devnorth.pks Flow Frequency Analysis Time Series File:devnorth.tsf Project Location:Sea-Tac ---Annual Peak Flow Rates --- Flow Rate Rank Time of Peak (CFS) 1.35 6 2/09/01 2:00 1.17 1.63 1.34 1.60 1.44 1.96 2.66 1 Computed Peaks 0 8 1/05/02 3 12/08/02 7 8/26/04 4 10/28/04 5 1/18/06 2 10/26/06 1 1/09/08 16:00 18:00 2:00 16:00 16:00 0:00 6:00 Flow Frequency Analysis - - Peaks (CFS) 2.66 Page 1 1.96 1.63 1.60 1.44 1.35 1.34 1.17 2.42 Rank Return Period 1 100.00 2 25.00 3 10.00 4 5.00 5 3.00 6 2.00 7 1.30 8 1.10 50.00 Prob 0.99 0.96 0.90 0.80 0.66 0.50 0.23 0.09 0.98 poi 1-4 i>t Bypass.pks Flow Frequency Analysis Time Series File:bypass.tsf Project Location:Sea-Tac ---Annual Peak Flow Rates --- Flow Rate Rank Time of (CFS) 0.162 6 2/09/01 0 0.133 8 1/05/02 0 0.194 3 2/27/03 0.145 7 8/26/04 0.174 4 10/28/04 7 0.172 5 1/18/06 2 10/26/06 0.326 1 1/09/08 0 0 0 0.211 1 1 Computed Peaks 0 Peak 2:00 16:00 7:00 2:00 16:00 16:00 0:00 6:00 Page 1 Flow Frequency Analysis - - Peaks - - Rank Return (CFS) Period 0.326 1 100.00 0.211 0.194 0.174 0.172 0.162 0.145 0.133 0.287 2 25.00 3 10.00 4 5.00 5 3.00 6 2.00 7 1.30 8 1.10 50.00 Prob 0.99 0.96 0.90 0.80 0.66 0.50 0.23 0.09 0.98 L74.4, Dsout.pks Flow Frequency Analysis Time Series File:dsout.tsf Project Location:Sea-Tac ---Annual Peak Flow Rates --- Flow Rate (CFS) 0.865 0 0.215 0 0.368 0 0.240 0 0.226 7 0.355 0 0.442 1 2.53 Rank Time of 2 2/09/01 8 1/05/02 4 3/06/03 6 8/26/04 7 10/28/04 5 1/18/06 3 11/24/06 1 1/09/08 1 Computed Peaks 0 Peak 18:00 16:00 18:00 2:00 17:00 20:00 4:00 9:00 Flow Frequency Analysis - - Peaks - - Rank Return (CFS) Period 2.53 1 100.00 Page 1 0.865 0.442 0.368 0.355 0.240 0.226 0.215 1.97 2 25.00 3 10.00 4 5.00 5 3.00 6 2.00 7 1.30 8 1.10 50.00 Prob 0.99 0.96 0.90 0.80 0.66 0.50 0.23 0.09 0.98 Z • Z, iire eQ c JU O 0• 0. w =� • w 0 �w zI. O Zuj~ UD O N 0 F - w w. • U 11.O z• w Z ds Retention/Detention Facility Type of Facility: Facility Length: Facility Width: Facility Area: Effective Storage Depth: Stage 0 Elevation: Storage Volume: Riser Head: Riser Diameter: Number of orifices: Orifice # Height (ft) 1 0.00 2 8.32 Top Notch Weir: Outflow Rating Curve: Stage (ft) 0.00 0.01 0.03 0.04 0.05 0.07 0.08 0.09 0.10 0.33 0.55 0.78 1.00 1.23 1.45 1.68 1.90 2.13 2.35 2.57 2.80 3.02 3.25 3.47 3.70 3.92 4.15 4.37 4.60 4.82 5.04 5.27 Elevation (ft) 49.00 49.01 49.03 49.04 49.05 49.07 49.08 49.09 49.10 49.33 49.55 49.78 50.00 50.23 50.45 50.68 50.90 51.13 51.35 51.57 51.80 52.02 52.25 52.47 52.70 52.92 53.15 53.37 53.60 53.82 54.04 54.27 Detention Vault 126.00 45.00 5670. 13.25 49.00 75128. 13.25 18.00 2 Diameter (in) 1.25 1.76 None None ft ft sq. ft ft ft cu. ft ft inches Full Head Discharge (CFS) 0.151 0.177 Pipe Diameter (in) 4.0 Storage Discharge Percolation (ac -ft) (cfs) (cfs) 0.000 0.000 0.00 0.001 0.005 0.00 0.004 0.007 0.00 0.005 0.008 0.00 0.007 0.010 0.00 0.009 0.011 0.00 0.010 0.012 0.00 0.012 0.013 0.00 0.013 0.014 0.00 0.043 0.024 0.00 0.072 0.032 0.00 0.102 0.037 0.00 0.130 0.042 0.00 0.160 0.047 0.00 0.189 0.051 0.00 0.219 0.055 0.00 0.247 0.058 0.00 0.277 0.062 0.00 0.306 0.065 0.00 0.335 0.068 0.00 0.364 0.071 0.00 0.393 0.074 0.00 0.423 0.076 0.00 0.452 0.079 0.00 0.482 0.081 0.00 0.510 0.084 0.00 0.540 0.086 0.00 0.569 0.089 0.00 0.599 0.091 0.00 0.627 0.093 0.00 0.656 0.095 0.00 0.686 0.097 0.00 (cu. ft) 0. 57. 170. 227. 284. 397. 454. 510. 567. 1871. 3119. 4423. 5670. 6974. 8222. 9526. 10773. 12077. 13324. 14572. 15876. 17123. 18428. 19675. 20979. 22226. 23531. 24778. 26082. 27329. 28577. 29881. 5.49 54.49 31128. 0.715 0.099 5.72 54.72 32432. 0.745 0.101 5.94 54.94 33680. 0.773 0.103 6.17 55.17 34984. 0.803 0.105 6.39 55.39 36231. 0.832 0.107 6.62 55.62 37535. 0.862 0.109 6.84 55.84 38783. 0.890 0.111 7.07 56.07 40087. 0.920 0.113 7.29 56.29 41334. 0.949 0.114 7.52 56.52 42638. 0.979 0.116 7.74 56.74 43886. 1.007 0.118 7.96 56.96 45133. 1.036 0.120 8.19 57.19 46437. 1.066 0.121 8.32 57.32 47174. 1.083 0.122 8.34 57.34 47288. 1.086 0.123 8.36 57.36 47401. 1.088 0.125 8.38 57.38 47515. 1.091 0.128 8.39 57.39 47571. 1.092 0.133 8.41 57.41 47685. 1.095 0.139 8.43 57.43 47798. 1.097 0.146 8.45 57.45 47912. 1.100 0.153 8.47 57.47 48025. 1.103 0.155 8.69 57.69 49272. 1.131 0.176 8.92 57.92 50576. 1.161 0.191 9.14 58.14 51824. 1.190 0.204 9.36 58.36 53071. 1.218 0.216 9.59 58.59 54375. 1.248 0.226 e-1, 9.81 58.81 55623. 1.277 0.235 10.04 59.04 56927. 1.307 0.244 10.26 59.26 58174. 1.335 0.253 10.49 59.49 59478. 1.365 0.261 i 10.71 59.71 60726. 1.394 0.269 ....i 10.94 59.94 62030. 1.424 0.276 11.16 60.16 63277. 1.453 0.283 11.39 60.39 64581. 1.483 0.290 11.61 60.61 65829. 1.511 0.297 11.84 60.84 67133. 1.541 0.303 12.06 61.06 68380. 1.570 0.310 12.28 61.28 69628. 1.598 0.316 12.51 61.51 70932. 1.628 0.322 12.73 61.73 72179. 1.657 0.328 12.96 61.96 73483. 1.687 0.334 13.18 62.18 74731. 1.716 0.339 13.25 62.25 75128. 1.725 0.341 13.35 62.35 75695. 1.738 0.805 13.45 62.45 76262. 1.751 1.650 13.55 62.55 76829. 1.764 2.750 13.65 62.65 77396. 1.777 4.050 13.75 62.75 77963. 1.790 5.520 13.85 62.85 78530. 1.803 6.950 13.95 62.95 79097. 1.816 7.480 14.05 63.05 79664. 1.829 7.970 14.15 63.15 80231. 1.842 8.440 14.25 63.25 80798. 1.855 8.870 14.35 63.35 81365. 1.868 9.290 14.45 63.45 81932. 1.881 9.690 14.55 63.55 82499. 1.894 10.070 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 • 14.65 14.75 14.85 14.95 15.05 15.15 63.65 63.75 63.85 63.95 64.05 64.15 Hyd Inflow Outflow 1 2.66 2 1.35 3 1.41 4 1.61 5 1.44 6 1.34 7 1.60 8 1.17 Hyd R/D Facility Outflow 1 2.25 2 0.77 3 0.32 4 0.27 5 0.27 6 0.11 7 0.09 8 0.11 2.25 0.77 0.32 0.27 0.27 0.11 0.09 0.11 83066. 83633. 84200. 84767. 85334. 85901. 1.907 10.440 1.920 10.800 1.933 11.140 1.946 11.480 1.959 11.800 1.972 12.110 Peak Stage Elev 13.50 62.50 13.34 62.34 12.54 10.90 10.62 6.37 4.40 6.84 Tributary Inflow 0.33 0.16 0.16 0.19 0.17 0.14 0.17 0.13 61.54 59.90 59.62 55.37 53.40 55.84 Reservoir Inflow ******** Route Time Series through Facility Inflow Time Series File:devnorth.tsf Outflow Time Series File:Vaultout POC Time Series File:dsout Inflow/Outflow Analysis Peak Inflow Discharge: Peak Outflow Discharge: Peak Reservoir Stage: Peak Reservoir Elev: Peak Reservoir Storage: 0.00 0.00 0.00 0.00 0.00 0.00 Storage (Cu -Ft) (Ac -Ft) 76570. 75653. 71119. 61808. 60240. 36136. 24949. 38788. POC Outflow Target Calc ******* 2.51 0.85 0.44 0.37 0.35 0.24 0.24 0.23 0.22 ******* 0.44 ******* ******* ******* ******* 2.66 CFS at 2.25 CFS at 13.50 Ft 62.50 Ft 76570. Cu -Ft 1.758 Ac -Ft Add Time Series:bypass.tsf Peak Summed Discharge: 2.51 CFS at Point of Compliance File:dsout.tsf Flow Frequency Analysis Time Series File:vaultout.tsf Project Location:Sea-Tac ---Annual Peak Flow Rates --- Flow Rate Rank Time of Peak (CFS) 0.771 0.111 0.275 0.107 2 2/09/01 19:00 7 12/28/01 18:00 4 3/06/03 22:00 8 8/26/04 6:00 6:00 on Jan 9:00 on Jan 9:00 on Jan 1.758 1.737 1.633 1.419 1.383 0.830 0.573 0.890 9 in Year 8 9 in Year 8 9 in Year 8 Flow Frequency Analysis Peaks - - Rank Return Prob (CFS) (ft) Period 2.25 13.50 1 100.00 0.771 13.34 2 25.00 0.323 12.54 3 10.00 0.275 10.90 4 5.00 0.990 0.960 0.900 0.800 0.122 0.266 0.323 2.25 Computed Peaks Flow Frequency Analysis Time Series File:dsout.tsf Project Location:Sea-Tac 6 1/05/05 16:00 5 1/18/06 23:00 3 11/24/06 8:00 1 1/09/08 9:00 ---Annual Flow Rate (CFS) 0.849 0.215 0.368 0.240 0.226 0.355 0.442 2.51 Computed I t Peak Flow Rates --- Rank Time of Peak Peaks 2 2/09/01 8 1/05/02 4 3/06/03 6 8/26/04 7 10/28/04 5 1/18/06 3 11/24/06 1 1/09/08 19:00 16:00 18:00 2:00 16:00 20:00 4:00 9:00 0.266 10.62 5 3.00 0.667 0.122 8.32 6 2.00 0.500 0.111 6.84 7 1.30 0.231 0.107 6.37 8 1.10 0.091 1.75 13.46 50.00 0.980 Flow Frequency Analysis Peaks - - Rank Return Prob (CFS) Period 2.51 1 100.00 0.849 2 25.00 0.442 3 10.00 0.368 4 5.00 0.355 5 3.00 0.240 6 2.00 0.226 7 1.30 0.215 8 1.10 1.96 50.00 0.990 0.960 0.900 0.800 0.667 0.500 0.231 0.091 0.980 r r Vaultout.pks Flow Frequency Analysis Time Series File:vaultout.tsf Project Location:Sea-Tac ---Annual Peak Flow Rates --- Flow Rate Rank Time of Peak (CFS) 0.771 2 2/09/01 19:00 0 0.111 7 12/28/01 18:00 0.275 4 3/06/03 22:00 0 0 0 7 1 0.107 8 8/26/04 6:00 0.122 6 1/05/05 16:00 0.266 5 1/18/06 23:00 0.323 3 11/24/06 8:00 2.25 1 1/09/08 9:00 1 Computed Peaks 0 Flow Frequency Analysis - - Peaks - - (CFS) (ft) 2.25 13.50 Rank Return Period 1 100.00 0.771 13.34 2 25.00 0.323 12.54 3 10.00 0.275 10.90 4 5.00 0.266 10.62 5 3.00 0.122 8.32 6 2.00 0.111 6.84 7 1.30 0.107 6.37 8 1.10 1.75 13.46 50.00 Page 1 st{��:r!Lii+et Prob 0.99 0.96 0.90 0.80 0.66 0.50 0.23 0.09 0.98 r Recordso.exc KCRTS Program...File Directory: C:\KCJWDM\KC_DATA\ [C] CREATE a new Time Series ST 0.93 3.46 0.00 0.00 0.00 0.00 0.00 0.24 Presouth.tsf T 1.00000 0.00 0.000000 Till Forest 0.00 0.000000 Till Pasture 0.00 0.000000 Till Grass 0.00 0.000000 Outwash Forest 0.00 0.000000 Outwash Pasture 0.00 0.000000 Outwash Grass 0.00 0.000000 Wetland 0.00 0.000000 Impervious T [C] CREATE a new Time Series ST 0.93 0.00 0.00 0.00 0.81 0.00 C 1 0.00 0.00 0.00 0.00 ! 0.00 0.00 :m) 0.00 0.00 2.89 0.00 Devsouth.tsf T 1.00000 0.000000 Till Forest 0.000000 Till Pasture 0.000000 Till Grass 0.000000 Outwash Forest 0.000000 Outwash Pasture 0.000000 Outwash Grass 0.000000 Wetland 0.000000 Impervious T [T] Enter the Analysis TOOLS Module [P] Compute PEAKS and Flow Frequencies presouth.tsf Presouth.pks [P] Compute PEAKS and Flow Frequencies devsouth.tsf Devsouth.pks [R] RETURN to Previous Menu [F] Size a Retention/Detention FACILITY Manual Design Southpond.rdf 5 Route Time Series 0 Return to Main Menu Page 1 utaw:.�3=,1rr.:xe:ti ,k:G«e;..:".a.:�;.; Presouth.pks Flow Frequency Analysis Time Series File:presouth.tsf Project Location:Sea-Tac ---Annual Peak Flow Rates --- Flow Rate (CFS) 0.340 0 0.157 0 Rank Time of Peak 2 2/09/01 15:00 7 1/05/02 16:00 0.326 3 2/28/03 3:00 0.075 8 8/26/04 2:00 0.188 6 1/05/05 8:00 0.311 4 1/18/06 16:00 0.295 5 11/24/06 4:00 0.598 1 1/09/08 6:00 1 Computed Peaks 0 0 0 7 0 1 Flow Frequency Analysis - - Peaks (CFS) 0.598 Page 1 0.340 0.326 0.311 0.295 0.188 0.157 0.075 0.512 Rank Return Period 1 100.00 2 25.00 3 10.00 4 5.00 5 3.00 6 2.00 7 1.30 8 1.10 50.00 Prob 0.99 0.96 0.90 0.80 0.66 0.50 0.23 0.09 0.98 r Devsouth.pks Flow Frequency Analysis Time Series File:devsouth.tsf Project Location:Sea-Tac ---Annual Peak Flow Rates--- Flow Frequency Analysis Flow Rate Rank Time of Peak - - Peaks - - Rank Return Prob (CFS) (CFS) Period 0.810 6 2/09/01 2:00 1.61 1 100.00 0.99 0 0.669 8 1/05/02 16:00 1.07 2 25.00 0.96 0 0.962 3 2/27/03 7:00 0.962 3 10.00 0.90 0 0.735 7 8/26/04 2:00 0.879 4 5.00 0.80 0 0.879 4 10/28/04 16:00 0.865 5 3.00 0.66 7 0.865 5 1/18/06 16:00 0.810 6 2.00 0.50 0 ' 1.07 2 10/26/06 0:00 0.735 7 1.30 0.23 ,•a 1 1.61 1 1/09/08 6:00 0.669 8 1.10 0.09 1 Computed Peaks 1.43 50.00 0.98 0 Page 1 !41 1,01 0 0 0 0 7 1 Rdout.pks Flow Frequency Analysis Time Series File:rdout.tsf Project Location:Sea-Tac ---Annual Peak Flow Rates --- Flow Rate (CFS) 0.526 0.149 0.283 0.147 0.188 0.316 0.326 1.10 Rank 2 7 5 8 6 4 3 1 1 Computed Peaks 0 Time of 2/09/01 1/06/02 2/28/03 8/24/04 1/05/05 1/18/06 11/24/06 1/09/08 Peak 19:00 5:00 7:00 0:00 14:00 22:00 7:00 10:00 Flow Frequency Analysis - - Peaks - - (CFS) (ft) 1.10 4.14 Rank Return Period 1 100.00 0.526 4.04 2 25.00 0.326 4.00 3 10.00 0.316 3.83 4 5.00 0.283 3.39 5 3.00 0.188 2.68 6 2.00 0.149 1.66 7 1.30 0.147 1.62 8 1.10 0.907 4.11 50.00 Page 1 Prob 0.99 0.96 0.90 0.80 0.66 0.50 0.23 0.09 0.98 1 � `0 0.'41 Retention/Detention Facility Type of Facility: Detention Pond Side Slope: 3.00 H:1V Pond Bottom Length: 93.95 ft Pond Bottom Width: 46.98 ft Pond Bottom Area: 4413. sq. ft Top Area at 1 ft. FB: 9541. sq. ft 0.219 acres Effective Storage Depth: 4.00 ft Stage 0 Elevation: 58.00 ft Storage Volume: 25186. cu. ft 0.578 ac -ft Riser Head: 4.00 ft Riser Diameter: 18.00 inches Number of orifices: 2 Full Head Pipe Orifice # Height Diameter Discharge Diameter (ft) (in) (CFS) (in) 1 0.00 2.06 0.230 2 2.68 1.76 0.096 4.0 Top Notch Weir: None Outflow Rating Curve: None Stage Elevation Storage Discharge Percolation Surf Area (ft) (ft) (cu. ft) (ac -ft) (cfs) (cfs) (sq. ft) 0.00 58.00 0. 0.000 0.000 0.00 4413. 0.02 58.02 88. 0.002 0.017 0.00 4430. 0.04 58.04 177. 0.004 0.024 0.00 4447. 0.06 58.06 266. 0.006 0.029 0.00 4464. 0.09 58.09 401. 0.009 0.034 0.00 4490. 0.11 58.11 491. 0.011 0.038 0.00 4507. 0.13 58.13 581. 0.013 0.041 0.00 4524. 0.15 58.15 672. 0.015 0.045 0.00 4541. 0.17 58.17 763. 0.018 0.048 0.00 4558. 0.19 58.19 854. 0.020 0.051 0.00 4575. 0.29 58.29 1316. 0.030 0.062 0.00 4662. 0.39 58.39 1786. 0.041 0.072 0.00 4749. 0.49 58.49 2266. 0.052 0.081 0.00 4836. 0.59 58.59 2754. 0.063 0.089 0.00 4925. 0.69 58.69 3251. 0.075 0.096 0.00 5014. 0.79 58.79 3756. 0.086 0.102 0.00 5104. 0.89 58.89 4271. 0.098 0.109 0.00 5194. 0.99 58.99 4795. 0.110 0.115 0.00 5286. 1.09 59.09 5328. 0.122 0.120 0.00 5378. 1.19 59.19 5871. 0.135 0.126 0.00 5471. 1.29 59.29 6423. 0.147 0.131 0.00 5564. 1.39 59.39 6984. 0.160 0.136 0.00 5658. 1.49 59.49 7554. 0.173 0.141 0.00 5753. 1.59 59.59 8134. 0.187 0.145 0.00 5849. 1.69 59.69 8724. 0.200 0.150 0.00 5945. 1.79 59.79 9323. 0.214 0.154 0.00 6042. 1.89 59.89 9933. 0.228 0.158 0.00 6140. 1.99 59.99 10551. 0.242 0.162 0.00 6239. tiv.�ri :):ti.�.'`w'�•k;�i..1,:5`r`:.i;:i��,:a�taLi'i:�t.'+ �:ui:n':tS'�tt%rwr� Jy„y Akitt:r •:.;.:s.im' ,11 Ps I� 2.09 60.09 11180. 0.257 0.166 0.00 6338. 2.19 60.19 11819. 0.271 0.170 0.00 6438. 2.29 60.29 12468. 0.286 0.174 0.00 6538. 2.39 60.39 13127. 0.301 0.178 0.00 6640. 2.49 60.49 13796. 0.317 0.182 0.00 6742. 2.59 60.59 14475. 0.332 0.185 0.00 6845. 2.68 60.68 15095. 0.347 0.188 0.00 6938. 2.70 60.70 15234. 0.350 0.190 0.00 6959. 2.72 60.72 15374. 0.353 0.192 0.00 6980. 2.73 60.73 15444. 0.355 0.196 0.00 6990. 2.75 60.75 15584. 0.358 0.201 0.00 7011. 2.77 60.77 15724. 0.361 0.207 0.00 7032. 2.79 60.79 15865. 0.364 0.215 0.00 7053. 2.81 60.81 16006. 0.367 0.223 0.00 7074. 2.83 60.83 16148. 0.371 0.225 0.00 7095. 2.84 60.84 16219. 0.372 0.228 0.00 7105. 2.94 60.94 16935. 0.389 0.240 0.00 7210. 3.04 61.04 17661. 0.405 0.251 0.00 7317. 3.14 61.14 18398. 0.422 0.261 0.00 7423. 3.24 61.24 19146. 0.440 0.270 0.00 7531. i4 3.34 61.34 19904. 0.457 0.279 0.00 7639. 4 3.44 61.44 20673. 0.475 0.287 0.00 7748. 3.54 61.54 21454. 0.493 0.294 0.00 7858. 3.64 61.64 22245. 0.511 0.302 0.00 7968. 3 3.74 61.74 23047. 0.529 0.309 0.00 8079. 3.84 61.84 23861. 0.548 0.316 0.00 8191. 3.94 61.94 24686. 0.567 0.322 0.00 8304. ! 4.00 62.00 25186. 0.578 0.326 0.00 8372. i 4.10 62.10 26029. 0.598 0.794 0.00 8485. "i 4.20 62.20 26883. 0.617 1.650 0.00 8600. 4.30 62.30 27749. 0.637 2.750 0.00 8715. �, 4.40 62.40 28626. 0.657 4.050 0.00 8831. 4.50 62.50 29515. 0.678 5.520 0.00 8947. 4.60 62.60 30416. 0.698 6.950 0.00 9065. 4.70 62.70 31328. 0.719 7.490 0.00 9183. 4.80 62.80 32252. 0.740 7.980 0.00 9301. 4.90 62.90 33188. 0.762 8.450 0.00 9421. 5.00 63.00 34136. 0.784 8.890 0.00 9541. 5.10 63.10 35096. 0.806 9.310 0.00 9662. 5.20 63.20 36069. 0.828 9.720 0.00 9784. _y 5.30 63.30 37053. 0.851 10.100 0.00 9906. 5.40 63.40 38050. 0.874 10.470 0.00 10029. 5.50 63.50 39059. 0.897 10.830 0.00 10153. p-' 5.60 63.60 40081. 0.920 11.180 0.00 10277. 5.70 63.70 41115. 0.944 11.510 0.00 10403. 5.80 63.80 42161. 0.968 11.840 0.00 10529. 5.90 63.90 43220. 0.992 12.160 0.00 10655. - 6.00 64.00 44292. 1.017 12.470 0.00 10783. Hyd Inflow Outflow Peak Storage Target Calc Stage Elev (Cu -Ft) (Ac -Ft) 1 1.61 ****** k 1.10 4.14 62.14 26334. 0.605 2 0.81 k****** 0.53 4.04 62.04 25545. 0.586 3 0.82 0.33 0.33 4.00 62.00 25173. 0.578 4 0.86 **A'**** 0.32 3.83 61.83 23808. 0.547 5 0.96 k***4*A' 0.28 3.39 61.39 20324. 0.467 6 0.52 0.19 0.19 2.68 60.68 15088. 0.346 7 0.67 ******* 8 0.74 ***k*** 0.15 1.66 0.15 1.62 59.66 8570. 0.197 59.62 8329. 0.191 Route Time Series through Facility Inflow Time Series File:devsouth.tsf Outflow Time Series File:rdout Inflow/Outflow Analysis Peak Inflow Discharge: 1.60 CFS at Peak Outflow Discharge: 1.10 CFS at Peak Reservoir Stage: 4.14 Ft Peak Reservoir Elev: 62.14 Ft Peak Reservoir Storage: 26334. Cu -Ft 0.605 Ac -Ft Flow Frequency Analysis Time Series File:rdout.tsf Project Location:Sea-Tac ---Annual Flow Rate (CFS) 0.526 0.149 0.283 0.147 0.188 0.316 0.326 1.10 Computed Peak Flow Rates --- Rank Time of Peak Peaks 2 2/09/01 7 1/06/02 5 2/28/03 8 8/24/04 6 1/05/05 4 1/18/06 3 11/24/06 1 1/09/08 19:00 5:00 7:00 0:00 14:00 22:00 7:00 10:00 6:00 on Jan 9 in Year 8 10:00 on Jan 9 in Year 8 Flow Frequency Analysis Peaks - - Rank Return Prob (CFS) (ft) Period 1.10 4.14 1 100.00 0.526 4.04 2 25.00 0.326 4.00 3 10.00 0.316 3.83 4 5.00 0.283 3.39 5 3.00 0.188 2.68 6 2.00 0.149 1.66 7 1.30 0.147 1.62 8 1.10 0.907 4.11 50.00 0.990 0.960 0.900 0.800 0.667 0.500 0.231 0.091 0.980 p z.,41;:,,v :G�ti, " ..c- s1/4-44L1'jy�%i�i«utir'..ytL� a(yi;te�uwa,o .tl s�i.�y's:axYr.�a._+ I 11 1.•41 •iJ 1 N ( . APPENDIX B - ON-SITE WATER QUALITY CALCULATIONS \work \d dusc0021-ins\r 03_0528 nnf tukw tir final.doc DAVID EVANS AND ASSOCIATES, INC. June 2003 55 NE 128th Street Widening Surface Water Technical Information Report • • •• • • • ,• ••-; • ' • '1•,' • *: '••• • ''‘''•i••• z • < • z rt 2 6 00 CO • 11.1 WI • u. W0 u_ z I-0 ZI—. 11.1 O D 0 u, • o z o 1- z North Wet Pond Seattle INS Calculations for Water Quality Treatment (1998 KCSWDM Criteria) For 6 -month, 24 -hr Design Event Design Calculations for Wet Vault Design Criteria: King County SWDM 6.4.2 Step1: Identify required wetpool volume factor (f) - Basic Large 3 4.5 Step 2: Determine rainfall (R) for the mean annual storm. From Figure 6.69, R= 0.47 inches or feet Step 3: Calculate runoff from the mean annual storm (Vr) for the developed site. Volume of runoff from mean annual storm (Vr) = (0.9Ai + 0.25Atg + 0.10Atf + 0.01Ao) x (R/12) Surface Area (sf) Ai (Impervious) 233046 Atg (Till Grass) 26136 Atf (Till Forest) 0 Ao (Outwash) 0 Step 4: Calculate Wetpool Volume Vb = f * Vr Step 5: Determine Wetpool Dimensions Vr (cf) = (0.9* 233046 +0.25* 26136 +0.10* 0 +0.01* 0 )* 0.039167 = 8471 Vb (cf) = 3* 8471 = 24412 cf sti:•,"'f:is,avL:',:.w'iuu7,5'.;�:ia`;�� .. . `�5:. 'L.".iiw:insltilsA.i�:'�2:uiiii'.:i:..yu�, . Z • =Z • r �U JCO IL WO 2 LQ Z Cy I. W Z� F— O. Z F— W Lu 2p ON o W uj: •H U' U- 0 uJ Z UN 0 ~. Z South Wet Pond Seattle INS Calculations for Water Quality Treatment (1998 KCSWDM Criteria) For 6 -month, 24 -hr Design Event Design Calculations for Wet Vault Design Criteria: King County SWDM 6.4.2 Step1: Identify required wetpool volume factor (f) �i� ' Basic .. 'r'1 Large 3 4.5 Step 2: Determine rainfall (R) for the mean annual storm. From Figure 6.69, R= 0.47 inches or pf09tzz feet a+F:44 02.4% 444:41 Step 3: Calculate runoff from the mean annual storm (Vr) for the developed site. Volume of runoff from mean annual storm (Vr) = (0.9Ai + 0.25Atg + 0.10Atf + 0.01Ao) x (R/12) Surface Area (sf) Ai (Impervious) 125888 Atg (Till Grass) 75794 Atf (Till Forest) 0 Ao (Outwash) 0 Step 4: Calculate Wetpool Volume Vb = f * Vr Step 5: Determine Wetpool Dimensions • Vr (cf) = (0.9* 125888 +0.25* 75794 +0.10* 0 +0.01* 0 )* 0.039167 = 5180 Vb (cf) = 3* 5180 = cf INC. r. p. APPENDIX C - CONVEYANCE CALCULATIONS chwork \dasc0021-ins1r 030528 mil lukw tir finnLdoc DAVID EVANS AND ASSOCIATES, INC. June 2003 58 NE 128th Street Widening Surface Water Technical Information Report • File: D03-0128 I- O Z I- W • W 0 to 0- O I- 2 - U. • LL Z W l �_ o I - z • 2 -Year MRI 5 -Year MRI 10 -Year MRI 25 -Year MRI 50 -Year MRI 100 -Year MRI Location m n m n m n m n m n m n Aberdeen and Hoquiam 5.10 Bellingham Bremerton Centralia and Clarkston and Colville Ellensburg Everett Forks Hoffstadt Cr. Hoodsport Kelso and Longview Leavenworth Moses Lake Mt. Vernon Naselle Olympia Omak Pasco and Kennewick Port Angeles 4.29 3.79 Chehalis3.63 Colfax 5.02 3.48 2.89 3.69 4.19 (SR 504)3.96 4.47 4.25 3.04 2.61 3.92 4.57 3.82 3.04 2.89 4.31 0.488 0.549 0.480 0.506 0.628 0.558 0.590 0.556 0.410 0.448 0.428 0.507 0.530 0.583 0.542 0.432 0.466 0.583 0.590 0.530 6.22 5.59 4.84 4.85 6.84 5.44 5.18 5.20 5.12 5.21 5.44 5.50 4.12 5.05 5.25 5.67 4.86 5.06 5.18 5.42 0.488 0.555 0.487 0.518 0.633 0.593 0.631 0.570 0.412 0.462 0.428 0.515 0.542 0.634 0.552 0.441 0.472 0.618 0.631 0.531 7.06 6.59 5.63 5.76 8.24 6.98 7.00 6.31 5.84 6.16 6.17 6.45 5.62 6.99 6.26 6.14 5.62 6.63 7.00 6.25 0.487 0.559 0.490 0.524 0.635 0.610 0.649 0.575 0.413 0.469 0.427 0.519 0.575 0.655 0.557 0.432 0.474 0.633 0.649 0.531 8.17 7.90 6.68 7.00 10.07 9.07 9.43 7.83 6.76 7.44 7.15 7.74 7.94 9.58 7.59 7.47 6.63 8.74 9.43 7.37 0.487 0.562 0.494 0.530 0.638 0.626 0.664 0.582 0.414 0.476 0.428 0.524 0.594 0.671 0.561 0.443 0.477 0.647 0.664 0.532 9.02 8.89 7.47 7.92 11.45 10.65 11.30 8.96 7.47 8.41 7.88 8.70 9.75 11.61 8.60 8.05 7.40 10.35 11.30 8.19 0.487 0.563 0.496 0.533 0.639 0.635 0.672 0.585 0.415 0.480 0.428 0.526 0.606 0.681 0.564 0.440 0.478 0.654 0.672 0.532 9.86 9.88 8.26 8.86 12.81 12.26 13.18 10.07 8.18 9.38 8.62 9.67 11.08 13.63 9.63 8.91 8.17 11.97 13.18 9.03 0.487 0.565 0.498 0.537 0.639 0.642 0.678 0.586 0.416 0.484 0.428 0.529 0.611 0.688 0.567 0.436 0.480 0.660 0.678 0.532 Poulsbo Queets •40 Seattle Sequim Snoqualmie Pass 3.83 4.26 3.56 3.50 3.61 0.506 0.422 0.515 0.551 0.417 4.98 5.18 4.83 5.01 4.81 0.513 0.423 0.531 0.569 0.435 5.85 5.87 5.62 6.16 6.56 0.516 0.423 0.530 0.577 0.459 7.00 6.79 6.89 7.69 7.72 0.519 0.423 0.539 0.585 0.459 7.86 7.48 7.88 8.88 8.78 0.521 0.423 0.545 0.590 0.461 8.74 8.18 8.75 10.04 10.21 0.523 0.424 0.545 0.593 0.476 Spokane Stevens Pass Tacoma Vancouver Walla Walla 3.47 4.73 3.57 2.92 3.33 0.556 0.462 0.516 0.477 0.569 5.43 6.09 4.78 4.05 5.54 0.591 0.470 0.527 0.496 0.609 6.98 8.19 5.70 4.92 7.30 0.609 0.500 0.533 0.506 0.627 9.09 8.53 6.93 6.06 9.67 0.626 0.484 0.539 0.515 0.645 10.68 10.61 7.86 6.95 11.45 0.635 0.499 0.542 0.520 0.653 12.33 12.45 8.79 7.82 13.28 0.643 0.513 0.545 0.525 0.660 Wenatchee Yakima 3.15 0.535 4.88 0.566 6.19 0.579 7.94 3.86 0.608 5.86 0.633 7.37 0.644 9.40 0.592 9.32 0.654 10.93 0.600 10.68 0.605 0.659 12.47 0.663 F,n 0 Z I 1- • W J U 0 co 0. U W J -- N • LL WO 2 u- 07 _ d W z± F- O z- UO Oco - 0 i -- WW H �= 0 111 Z U= O~ z ;fir^..•y. _ .i: •'. ....V. • *01 rte �•r�e� .� •, . t,. •,� �':�A?� .v~, rs >: �. -.: +r • ��t�(� �: , • .r�.4 - • < �S�" _fes may " �Y�I z~' e'r..J 14 ADD GEOf b INICAL REPORT S ATTCE DISTRICT OFFICE TUK ILA INTERNATIONAL BOULEVARD TUKWILA, WASHINGTON (.ORAS C 770 7Q N E-2579-44 V. ✓[y_ M• : • • • • .� 7C4'../-• 7•: ADDENDUM GEOTECHNICAL REPORT INS SEATTLE DISTRICT OFFICE TUKWILA INTERNATIONAL BOULEVARD TUKWILA, WASHINGTON E-2579-44 June 11, 2003 PREPARED FOR SABEY CORPORATION Earth Consultants, Inc. 1805 - 136th Place Northeast, Suite 201 Bellevue, Washington 98005 (425) 643-3780 Toll Free 1-888-739-6670 �,.«.4.,...,u.�,._"..,.,a°r.cM•::.t:.cww...ic��.i.Y...a,as.:�.::;:=r:4:U.a•.�.x:+a;bs:.�is'�«. CITY RECEIVED OF TUKWILA JUL 0 1 2003 PERMIT CENTER CORRECTION LTR# Earth Consultants, Inc. c',co Ncchtiic ail Enf;incrrs, GC() r)Osts R F:m irnntnrntaI Scientists CrNt.Srrllc•ticNn Testing & IC () \V.\tu) Instroi n Srr\k'es Established 1975 June 11, 2003 E-2579-44 Sabey Corporation 12201 Tukwila International Boulevard Fourth Floor Seattle, Washington 98168-5121 Attention: Mr. Stanley Paulus Subject: Reference: Dear Mr Paulus: Geotechnical Addendum Retaining Wall Drainage and Backfill INS Seattle District Office Tukwila, Washington Earth Consultants, Inc. Geotechnical Engineering Study E-2579-44, dated February 20, 2003 In accordance with your request Earth Consultants, Inc. (ECI) has reviewed our recommendations for the building retaining wall drainage and backfill. Additionally, we have prepared recommendations for reinforced backfill for the proposed garage structure retaining walls. Retaining Wall Drainage and Backfill We understand use of a liquid membrane is being considered for the exterior foundation walls of the INS Building. At this time Carlisle CCW -500R reinforced hot applied, liquid membrane system is being considered. In our opinion, use of the liquid membrane in combination with a sheet drain material such as Mira -Drain 6000 or approved equivalent should provide adequate moisture protection and dissipation of hydrostatic pressures. The attached Plate 1 illustrates a typical drainage and backfill detail for the foundation walls. As illustrated on Platel, an eighteen (18) inch zone of free draining backfill should be utilized immediately behind the wall. 1805 136th Place N.E., Suite 201, Bellevue, WA 98005 Bellevue (425) 643.3780 FAX (425) 746.0860 Toll Free (888) 739.6670 ,...ter »neVitau •:�x��:.: Sabey Corporation June 11, 2003 Reinforced Backfill — Garage Structure E-2579-44 Page 2 The height of the foundation walls will be on the order of twenty-seven (27) feet at some locations along the west side of the structure. On the east side of the garage structure, a series of pre -cast concrete panels supported on the foundation grade beams will be utilized to support the slab -on -grade structural fill. To reduce the design earth pressures on the foundation walls and pre -cast panels, the wall backfill should be reinforced with a woven geotextile. The required spacing and length of the woven geotextile for the reinforced fill was analyzed using the FHWA Chart Solution (FHWA —SA -96-071). The calculations and a schematic cross section of the reinforced fill zone are attached to this letter. The following table presents the recommended spacing and length for the geotextile reinforcement. This table provides recommendations for reinforced fill up to twenty-seven (27) feet. The geotextile used for the reinforcement should be Mirafi 600X or approved equivalent. The geotextile should be wrapped at the face and embedded at least three feet. Geotextile Spacing and Length (ft.) Layer No. Distance (z) From Wall Base Length of Geotextile 1 1 ft. 6 ft. 2 3 ft. 8 ft. 3 5 ft. 10 ft. 4 7 ft. 10 ft. 5 9 ft. 10 ft. 6 11 ft. 10 ft. 7 13 ft. 10 ft. 8 15 ft. 15 ft. 9 17 ft. 15 ft. 10 19 ft. 15 ft. 11 21 ft. 15 ft. 12 23 ft. 18 ft. 13 25 ft. 21 ft. The attached Plate 2 illustrates the reinforced fill zone and gravel drainage zone between the wall and the fill zone. The width of the gravel drainage zone between the back of the wall and the reinforced fill should be at least eighteen (18) inches. Earth Consultants, Inc. Sabey Corporation June 11, 2003 Fill Placement and Compaction E-2579-44 Page 3 The reinforced fill behind the foundation wall and pre -cast panels should be constructed prior to placing the gravel backfill for the drainage zone. This will allow the reinforced fill zone to mobilize the strength of the geotextile reinforcement, thereby allowing the foundation wall to be designed with a reduced value of earth pressure. The reinforced fill should consist of granular soil with a moisture content at or near the optimum moisture content. The native soils may be suitable for use as fill, provided the soil is at or near the optimum moisture content at the time of construction. The native soil is moisture sensitive, and will become unstable if exposed to excessive moisture. Fill for use during wet weather conditions should consist of a granular soil with Tess than 5 percent fines. The fill should be placed in minimum twelve (12) inch lifts and compacted to 90 percent of the maximum dry density as determined by the Modified Proctor Method (ASTM D- 1557-91). An ECI representative should observe the reinforced fill construction and periodically perform density testing of the compacted fill. Earth Pressures Provided the reinforced fill zone behind the proposed foundation wall and pre -cast panels is constructed as recommended above, earth pressures for design of the walls and panels can be calculated using an equivalent fluid pressure of 15 pounds per cubic foot (pcf). As discussed above, the reinforced fill will need to be constructed prior to placement of the gravel drainage layer between the reinforced fill and the back of the wall or panels. For seismic loading, a value of 3H pounds per square foot (psf), where H is the height of the foundation wall or pre -cast panel, should be applied in a rectangular distribution along the height of the wall or panel. Earth Consultants, Inc. "•-ti: . ts.4 .ass ' � .. . Sabey Corporation June 11, 2003 E-2579-44 Page 4 We trust this information meets your current needs. If you have any questions or need additional information, please contact us. Sincerely, EARTH CONSULTANTS, INC. Raymond A. Coglas, P.E. Project Manager RAC/csm E)ePT S ? / 2e/ 2a? a _.I o Attachments: Plate 1 Foundation Wall Drainage and Backfill Plate 2 Reinforced Fill Zone Appendix A Calculations Earth Consultants, Inc. Use Carlisle CCW -500R 12 inches Liquid Membrane on Exterior Wall Face Apply Continuous Sheet Drain Mira Drain 6000 or Approved Equivalent FF Elevation Varies STANDARD NOTES 118 inches min. . _ • 1 0 0 v .. 00 0 0°Q 00 00 000000 000 0 o < o 00 o6PoOo 0000Q °00 000 0 °00 o0Oo0000 o o 0 ° 0O0 Q O X 000 0 ° 0 Q ° •p0O 0000 000 0 O00 oz o' 0_ 0 °0 O '0° 0 18" min. F -77- _V__ V/t 1) Free draining backfill should consist of granular soil having no more than 5 percent passing the #200 sieve and no particles greater than 4 inches in diameter. The percentage of particles passing the #4 sieve should be between 25 and 75 percent. 2) Structural Fill backfill should be free of organics, clayey soils, debris and other deleterious materials. It should be placed at or below the optimum moisture content. 3) Drain pipe; perforated or slotted rigid PVC pipe laid with perforations or slots facing down; tight Jointed; with a positive gradient. Do not use flexible corrugated plastic pipe. Drain line should be bedded on and surround with free draining 1 inch drain rock. The drain rock may be encapsulated with a geotechnical drainage fabric at the engineers discretion. 0 1" Sheet Drain at Top of Footing ti 0000p , c:) ° 00 0 6,00_0. O 00 O O° 0 °°°o o°o°o°0 0 moo° °o„o„ LEGEND III III III Excavated Slope Perforated Pipe Wrapped with Filter Fabric Surface Seal; Native Soil or other low permeability Material 18 inches minimum of Free Draining Backfill Structural Fill Backfill 90 percent relative compaction 1 inch Drain Rock SCHEMATIC ONLY - NOT TO SCALE NOT A CONSTRUCTION DRAWING Earth Consultants, Inc. Cectechnical Ensneers, Ceclos.srs & Environmental Scientists Construction Testing & ICSO Wn©O Inspection Services FOUNDATION WALL DRAINAGE AND BACKFILL INS Building / Garage Tukwila, Washington Drwn. GLS Date June 2003 ProJ. No. 2579-44 Checked RAC Date 6/11/03 Plate 1 • Free Draining Gravel (18" Min.) H Varies (27' Max.) Retaining Wall III =111I1I=I11 VIII Traffic Surcharge q = 250psf bbd 4 NN46. . Mirafi 600X or Equivalent Wrap Fabric at Face (3' Min.) 0 Ill "© III= III- II1=I11E III= 111 2' Spacing (Typical) 0 CI”uu r 4" Diameter Perforated Drain 0.75H : 1V (Max.) Layer # (see Table) Reinforced Fill Zone (See Table for Fabric Spacing and Lengths) NOTE: Reinforced Earth Fill must be constructed prior to placement of gravel drainage layer. SCHEMATIC ONLY - NOT TO SCALE NOT A CONSTRUCTION DRAWING Earth Consultants, Inc. Geotechnical Engineers. Gecloglsts a Environmental Scientists REINFORCED FILL ZONE INS Garage Wall Tukwila, Washington Drwn. GLS Date June 2003 Prof. No. 2579-44 Checked RAC Date 6/11/03 Plate 2 c 3;,• ,,mv{.°,.,. t,•..r ii ;; � tnz;.ofn9+, �`a,:. ra,t: N.z. < • A PZ E ce 2 —1 0 00 D CO 0 u1 WI U. A u_ .C12 0 Z 1.- 1— Z W uj 0 0 0 CI 1-- W ui I I— 2.— U••= 0 Z w co = 0 Z Earth Consultants Inc. CGvtrtt nIcdl Utg6Nvrs. /kt ki Ists L EnvInninx nlat SclenIlsts PROJECT 3---K%�t`Gr `c•c.2 COMPUTED BYe DATED C /17- la --Z CHECKED BY DATED PROJECT NO.Z 7t—y'1 SHEET I OF SUBJECT .--e--;‘‘e- • 1 V-Oc /74 1'4 V. I I (01 c.,s \ as,e_V I I1 -31A - R o-7 1 c0\&" ccx C1cu,-1-P\ - ; 1 / ?S - I s coec L1 '= 80.6 (0&-1 k �c.c_� �t� e.Wavl tripc 2) Vc-04.. P- 14 0-19 (N 0 •-s \( • Z • 1 S - O •S�ol�� • �3d��- (2 1 A -1.I 32,0 / ct‘,\ G cR4_rko- �—/1-1-`a o' (1800) x,11.-,=..��•or.` �o I • • u. k 0 cL)e'C:CA-{-v— vet�, std ::n Earth Consultants Inc. PROJECT Thus Gvnvivwk-al Engineers. C.Ir.ktglsts & IfivIrul+mnu;tl4Ncnlists COMPUTED BY DATED G Jl Z-lo3 CHECKED BY DATED PROJECT ' 14 SHEET OF SUBJECT 1/ P. \.z, x I.s Z,lod\L�s,�k 2-9 N. 0..E.\A Voc SJ = 2 , °sc 13 •e• --""-Tc„. .f, \ALI t-L4c:-E OIC Goo -lc c • • z-2-?\ 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 40 41 42 43 44 45 PROJECT Earth Consultants Inc. GT10.01001 I-nglnerrs. Gr/ktglsts L Envtrn, nwntal 4denLLtits C.. K. t . SI • .1 COMPUTED BY A'C' DATED G 03 CHECKED BY DATED PROJECT NO Z i - 9 SHEET - � OF SUBJECT E- - �, ;11 • c6j 1�` t ! M 1 CO i • d i . / = -5-Y5M kk- S7, :nw�arwa�..d..... KING COUNTY WATER DISTRICT NO. 20 12606 First Avenue South Seattle, Washington 98168 20 CORPORATION INS BUILDING #9 VEL OPEREXtENSION • HYD.RAULIC STUDY CITY OFETUKWILA April, 2003 JUN 1 _i 2003 PERMIT CENTER Kin • • Om CHS ENG/NEERS INC. Doi, - 129 CHS Engineers, Inc. 12507 Bel -Red Road, Suite 101 Bellevue, Washington 98005-2500 (206) 637-3693 xi KING COUNTY WATER DISTRICT NO. 20 SABEY CORPORATION DEVELOPER EXTENSION INS BUILDING NO. 9 z _1-: BACKGROUND AND ASSUMPTIONS cc The project is located on the east side of SR 99 generally between about South o o 122nd Street and South 126th Street. The new development is across SR 99 from w LIJ the Pacific View Office Park project constructed in 1999. N I- ill o The proposed project is in Water District 20 Pressure Zone 456. Zone 456 2 extends from South 128th Street to approximately South 106th Street. The zone g a follows the side of the hill. cn d =w zAt the south end, the Zone is a narrow strip of hillside between Military Road and o the District boundary along SR 99. At South 120th Street, the Zone widens to the z' - west to nearly 16th Avenue South. 2 D D 0 co Pressure Zone 456 is supplied with water from six supply points consisting of o master meter connections to the Seattle Public Utilities system and Water w w District 20 PRV stations coming down the hill from Pressure Zone 575. 1- -o w ..z U= 1. Master Meter from SPU at Military Road/South 128th Street z 2. Master Meter from SPU at Military Road/South 125th Street 3. Master Meter from SPU at Des Moines Drive/South 112th Street 4. Master Meter from SPU at 14th Avenue South/South 112th Street 5. PRV Station from Zone 575 at 8th Avenue South/South 112th Street 6. Master Meter from SPU at 8th Avenue South/South 110th Street Supply points are as follows: Because of the long linear nature of Zone 456 and the layout of the existing pipe network, only the first three supply points have an appreciable effect on the south end of the zone in the area of the proposed project. In addition, because of the long linear nature of Zone 456 and the fact that the SPU's supply system in Military Road consists of a dead end 12" main which supplies the two meters at S. 125th Street and S. 128th Street, two new PRV stations are proposed to be constructed to provide adequate water supply in the event that the SPU's system is out of service. Installation of these two PRV's will be at S. 12211d Street and S. 128th Street and will supply water to Zone 456 from the District's upper Zone 575. a:/tap/25wd20/ins bldg 9 hydraulics 1 Due to the proposed development (building height, type, layout, occupancy, etc.), water supply requirements have been determined by the fire marshal. These flow requirements include: 1. Provision of a pressure of 100 psi at the proposed roof elevation of 180 feet under a fire sprinkler flow condition of 750 gpm. 2. Provision of a minimum pressure of 20 psi in the District's system at a fire flow condition of 3,500 gpm. Hydraulic simulations have been done using the WaterCad Hydraulic software developed by Haestad Methods. Basic assumptions for the hydraulic model include the minimum supply pressures provided by the SPU system, the ultimate average day demands and the existing pipe network in Zone 456. Minimum hydraulic gradient provided by the SPU's system in Military Road is a 400 foot gradient. Gradient provided at Des Moines/S. 112th Street in the 48" SPU pipe is 430 feet. HYDRAULIC ANALYSIS Several hydraulic simulations were performed to analyze the system under the various conditions to determine adequacy of water supply to meet the demand requirements. Copies of the output and a copy of the pressure zone map are included and are discussed below: The analyses include the normal static run without any sprinkler or fire demands, a sprinkler demand of 750 gpm and a fire flow demand of 3,500 gpm in the area of the proposed development (Node 1840). Various supply conditions were assumed with SPU's system on Military Road either on or off and the new PRV stations along Military Road either on or off. A table below will summarize the results from the hydraulic analysis printouts. 1. Printout No. 1. Printout No. 1 is the normal hydraulic run without any fire flow or sprinkler demands. It is the normal "static" conditions. All existing supply points are operating normally. The two new PRV stations are assumed to be off. The printout shows the pressures at each node, flows in each pipe and incoming flows from each supply point. Pressure at elevation 180 (highest roof elevation, Node 330) is 103.7 psi. 2. Printout No. 2. Printout No. 2 assumes a flow of 750 gpm at Node 1840 at the proposed development. All existing supply points are operating normally. The two new PRV stations are assumed to be off. Pressure at Node 330 is 93.0 psi. It assumes the existing system operating normally with all supplies open and active. Under the assumed conditions, the pressure at the 180 elevation is slightly less than the desired 100 psi. a: /tap/25wd20/ins bldg 9 hydraulics 2 vNN.kwv.n �it'ti ..•.. 3. Printout No. 3. Printout No. 3 assumes a flow of 750 gpm at the development with the two new PRV stations and the two meters from SPU's system on Military Road not operating. Pressure at Node 330 is 47.7 psi and the minimum pressure in zone 456 is —16.4 psi. This indicates that the flow requirements cannot be met if there is no supply available along Military Road. 4. Printout No. 4. Printout No. 4 assumes a flow of 750 gpm at the development with the two SPU's meters off but the two new PRV stations operating. The PRV's are set at a hydraulic gradient of 456 feet which corresponds to the desired zone 456 gradient. Pressure at the 180 roof elevation is 115.6 psi which is higher than it needs to be. 5. Printout No. 5. Printout No. 5 assumes the same conditions as number 4 except that the PRV's are set at a hydraulic gradient of 421 feet. Pressure at roof elevation 180 is 100.7 psi. 6. Printout No. 6. Printout No. 6 assumes a fire demand of 3,500 gpm at the development and the SPU meters along Military Road at South 125th and South 128th Street operating normally. The two new PRV stations are assumed to be off. Minimum pressure in zone 456 is about 16 psi which is slightly Tess than the desired 20 psi minimum pressure during a fire event. The location of this minimum pressure is at the upper elevation of the zone. 7 Printout No. 7. Printout No. 7 assumes the same conditions as number 6 except that the SPU's system in Military Road is off and the two new PRV stations are operating. Minimum pressure in the zone is about 20 psi because the PRV's are set at 421 feet which is slightly higher than the 400 feet provided by the SPU system in Military Road. CONCLUSIONS Under the assumed conditions of low incoming pressure from the Seattle Public Utilities system and the high demand in the zone, the existing system is able to provide adequate flow and pressure for the static conditions. See Printout no. 1. Minimum pressure in the zone is about 30 psi and pressure at the roof elevation of 180 feet is about 103.7 psi. With the existing Seattle Public Utilities supply points operating and set at the minimum hydraulic gradient of 400 feet at the two meters on Military Road at S. 125th and S. 128th Streets, and a sprinkler condition flow of 750 gpm at the development, minimum pressure in the zone is adequate but the pressure at the roof elevation of 180 feet is about 93.0 psi. See Printout no. 2. However, this is a:/tap/25wd20/ins bldg 9 hydraulics 3 based on the low 400' gradient being provided by SPU. Under normal conditions, a gradient of about 476 feet is provided which is about 33 psi higher which will be adequate at the roof elevation under normal supply conditions. Assuming the two supply meters on Military Road are not operating, minimum [pressures in the zone fall well below the 20 psi required minimum under the sprinkler flow condition of 750 gpm. See Printout no. 3. This is due to the 4" and 6" pipe bottlenecks in the zone north of S. 122"d Street. With the Military Road supply system off, water supply for the south end of zone 456 must come from the meter on Des Moines Drive at S. 112th Street. Because of the dead end nature of the SPU's supply pipe in Military Road and the possibility that this system may sometime be out of service, two new PRV stations are to be installed in conjunction with the proposed project. These two PRV stations will supply water to zone 456 from the District's higher zone 575. Location of the two PRV stations will be at Military Road at S. 122"d Street and Military Road at S. 128th Street. With these two new PRV stations operating and set at a gradient of 456 feet and the SPU's supply points off, adequate minimum pressure of 37.7 psi is obtained in the zone. Pressure at the roof elevation of 180 feet is 115.6 psi which is higher than required. See Printout no. 4. To obtain a roof pressure closer to the desired pressure of 100 psi, the PRV stations need only be set to about a gradient of 421 feet. See Printout no. 5. Assuming a fire demand of 3500 gpm at the development, and the SPU's supply points operating, pressure in the zone falls below the 20 psi minimum. See Printout no. 6. With the new PRV stations operating and the SPU system off, pressure is about 19 psi. See Printout no. 7. To ensure a minimum pressure of 20 psi in the zone under the fire flow condition of 3,500 gpm, the new PRV's should be set to a gradient of 425 feet which is approximately 2 psi higher than the 421 gradient. Under the normal every day conditions, the Seattle Public Utilities's system will supply adequate water flow and pressure to this part of zone 456 under the static, sprinkler and fire flow conditions. This assumes that the SPU's system is providing water along Military Road at the normal every day gradient of about 476 feet. With the new PRV stations set at a gradient of 425 feet, they will operate when the hydraulic gradient in the zone falls below 425 feet as in the case of SPU being out of service along Military Road. a: /tap/25wd20/ins bldg 9 hydraulics 4 G4tzx2Agno sr, .sT s vn:a.¢m rr ewsl ti n v 7 �� t12lOQ�b�l��l���f ■r KING COUNTY WATER DISTRICT NO. 20 SABEY CORPORATION DEVELOPER EXTENSION INS BUILDING NO. 9 SUMMARY OF HYDRAULIC RESULTS Printout Number Flow Condition Flow At Node 1840 Supply From PRV Settings feet Minimum Pressure In Zone psi Pressure At Sprinkler Elev 180 psi Comment SPU @ 125th St gpm SPU © 128th St gpm New PRV 122nd St gpm New PRV 128th St gpm 1 Static _9pm 0 _ 0 open 0 open 0 off 0 off PRV Off 30.3 103.7 OK 2 Spinkler 750 357 open 165 open 0 off 0 off PRV Off 30.3 93.0 Less than 100 psi at sprinkler 3 Sprinkler 750 0 off 0 off 0 off 0 off PRV O,ff -16.4 47.7 No Good 4 Sprinkler 750 0 off 0 off 991 open 314 open 456 37.7 115.6 OK but higher than needed 5 Sprinkler 750 0 off 0 off 476 open 301 open 421 37.7 100.7 OK 6 Fire Flow 3500 2004 open 884 open 0 off 0 off PRV Off 15.9 45.7 Less than 20 psi in zone 7 Fire Flow 3500 0 off 0 off 2191 open 1263 open 421 19.3 45.9 Close to 20 psi. See Note below Note: The minimum pressure Is at the top of the zone at Military Rd/128th Street. With PRV's set at 425 feet, pressure wil be over 20 psi. a:/tap/25wd20/sabey de ins bldg 9 hydraulic summary ��O4r�1kW.®'........ •.rtwr:�.t4 wn•>'3+°YtAhC�:l.v7t;lM1Mti:fa�yf4tM`1M%r�.tn<n{;X:yC„rtYF"ts:,�.3•'3'r...'r::F;;q"rinl!'��,;, ,..h;y,: rr,,,i,., =i�: :?�i.: ;.`:,s'•: ;^:ul'arc Z W JU U0 co J 1.- U) N LL Wo J uj (II el =W Z� �0 Z►— ui n (1).O F - WW Hr- LLO wZ U= O~ Z File: D03-0128 35mm Drawing #7 iz_ Scenario: Base Steady State Analysis Reservoir Report Label Elevation (ft) Zone Inflow (gpm) Calculated Hydraulic Grade (ft) Location Description Description PR -1 448.00 0 -1,047.00 448.00 8th/112th P 10 PRV PR -2 400.00 0 0.00- Military/128th P 180 SPU 400.00 PR -3 420.00 0 0.00 420.00 8th/Aqua P 50 SPU PR -6 425.00 0 -165.12 425.00 14th/112th P 420 SPU PR -9 430.00 0 -918.88 430.00 DesMoines/112th P 1150 SPU PR -13 400.00 0 0.00 (L- 400.00 Military/125th P 1990 SPU PRV-1 421.00 0 0.00 - 421.00 Military/122nd P 360 New PRV PRV-2 421.00 0 0.00 (e' 421.00 Military/128th P 350 New PRV NO f/ fay New PRIv'S o r SPU onAlibiary S i7c ConeGhrr45 New pRv's a -f --f -- NO flout s Pu cupphes at M, I Mary / las- ancl M,h)vy%Ia' NG, floe✓ 3► Flow -frit 74R peyt7dl? Of ? CoMmi frdm Pec140//7/ 11 vZ 1 4nd WI/1►a�'h -Uncz'f' 51-7-L176 GUnd 1 }76h Project Engineer: John Nottingham f:\11-kcwd20\water cad\wc gateway\gateway wc.wcd CHS Engineers Inc WaterCAD v5.0 [5.0032] 04/19/03 01:08:34 PM m Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA +1-203-755-1666 Page 1 of 1 Wy FJ%\\T ENGINEERS NORTHWEST, INC., P.S. • STRUCTURAL ENGINEERS -6869 WOODLAWN AVE. N. E., SEATTLE, WA 98115 (206) 525-7560 FAX (x:6 2-6698 . DEPARTMENT *F HOMELAND SECURITY SEATTLE DISTRICT OFFICE 12500 Tukwila International Boulevard Seattle, Washington STRUCTURAL CALCULATIONS FOR NEW OFFICE BUILDING April 29, 2003 ENW Project No. 02110000 CODE: 1997 UNIFORM BUILDING CODE SEISMIC: ZONE 3, Soil Type So WIND: 80 mph, Exposure B CITY OFT (JKCWILA APR 30200 PERMIT CENTEF< Department of Homeland Security Seattle District Office 12500 Tukwila International Blvd Seattle, Washington ENW PROJECT # 02110 STRUCTURAL CALCULATIONS ITEM Loads/General Lateral Level P2 & P1 P.T. First Floor P.T. Second Floor P.T. Third Floor P.T. Fourth Floor P.T. Roof P.T. Columns Walls Foundations Garden Walls Entry Canopy SHEETS G-1 thru G-20 L-1 thru L-78 FLR-1 thru FLR-46 FLR-47 thru FLR-101 FLR-102 thru FLR-142 FLR-143 thru FLR-183 FLR-184 thru FLR-225 RF -1 thru RF -44 C-1 thru C-7 W-1 thru W-9 FND-1 thru FND-34 GW -1 thru GW -11 CAN -1 thru CAN -9 ENGINEERS - NORTHWEST, INC. P.S. 6869 WOODLAWN AVE. N.E. (Suite 205). SEATTLE, WA. 98115 Ph. (206) 525 - 7560 Fax (206) 522 - 6698 Project Name: Project No.: (Live Loads Roof: Floors: ENGINEERS -NORTHWEST, INC. P.S. 6869 WOODLAWN AVE N.E., SUITE 205 SEATTLE, WA 98115 DHS Office Building 02110000 SHEET G( OF Rev 8/3/00 1 25 psf, snow (+ Drift per UBC) LL Reduction? YorN Load (psf) Description 100.0 Exit facilities/ Conference Rooms N 80.0 Office Y 150.0 Storage N 50.0 Parking Dead Loads 1 Roof Dead Loads: Roofing, Insulation Deck Joists, Purlins Beams Ceiling Fireproofing Sprinklers Misc, Mech, etc. 8.0 psf 106.0 2.0 3.0 4.0 Total 123.0 psf DL Floor Dead Loads: Flooring, Topping 4th, 3rd & 2nd Deck Joists, Purlins Beams Ceiling Fireproofing Sprinklers Misc, Mech, etc. a.seki�i`.:vSu. 6.0 psf 106.0 2.0 3.0 4.0 Subtotal 121.0 psf DL Partitions 20.0 Total 141.0 psf DL LoadDataX - page 1 3�:S:itw.CrJ.l.,µidYira'sixis Y,tivatiuu+;tititv+! %;';* cu; d t�WHt: +M.YsnVf.,"ta5'4 .. 'S.YC.aau1 4/28/2003 LoadData02110.xls Project Name: Project No.: 'Dead Loads ENGINEERS -NORTHWEST, INC, P.S. 6869 WOODLAWN AVE N.E., SUITE 205 SEATTLE, WA 98115 DHS Office Building 02110000. SHEET OF Rev 8/3/00 1 1st Floor Dead Loads: Flooring, Topping Deck Joists, Purlins Beams Ceiling Fireproofing Sprinklers Misc, Mech, etc. 6.0 psf 106.0 3.0 4.0 Insulation 4.0 Subtotal 123.0 psf DL Partitions 20.0 Total 143.0 psf DL Parking Dead Loads: Flooring, Topping psf Deck 106.0 Joists, Purlins Beams Ceiling Fireproofing Sprinklers 3.0 Misc, Mech, etc. 4.0 Subtotal Partitions Total Floor Dead Loads: Flooring, Topping Deck Joists, Purlins Beams Ceiling Fireproofing Sprinklers Misc, Mech, etc. Subtotal Partitions Total 113.0 psf DL 113.0 psf DL psf 0.0 psf DL 0.0 psf DL LoadDataX - page 2 4/28/2003 LoadData02110.xls ENWENGINEERS NORTHWEST, INC., P.S. STRUCTURAL ENGINEERS PROJECT # O C 6869 WOODL.AWN AVE. N. E.. #205. SEATTLE. WA 98115 (206) 525-7560 FAX (206) 522-6698 PROJECT I KIS - fu L-L4_)ILA , DATE I /2c1/01 SUBJECT 1 c kc SHEET C 3 OF Z BY 0J/1 = H ~W Ir 2 JU 04 -Le -c_ (� L- 0CO 0 GES �+ h ► t C.J.A.t �� /ALL -Ll- SYS � i c F.W = J H ¶2,Z 1%S" cc,.- rcr i (6, ) 75 j= Q u_ Wo Cz-ggr-J(rte, p4, -(c -z.. -',3` t/ -i 4.S. e=ar= 2 ' al- u- u- Q N _. i I—W FI i� r Lcx�(21C" FLcv e. ve:, Fc.. -,..",,z Z = 1— q_1_ I z' �O - /%.,1's 12 � 1%L F` w U0 O N. O 1- X• 0 •kl--O WZ U= t() (c;Psi=) (C� Cld = S!o pL.F (7S IC/=) ' pc.F . 15' z 5` Z7-( Rt -9014- l • � 7 .7&" 3 (4 3 f>3'' 7,634- 11. .tei" ! d-•c3k- 124 3, 2)3L 11. 4 2} 14-.03k- g5 -.03k.g5 3 -.;?54- 4.7 .*14" k.. I V 11.38t" iS•-wiflJ: w:.11u 44444 ''':1040.1.1,i 15.13'1' Z ENWENGINEERS NORTHWEST, INC., P.S. ~ STRUCTURAL ENGINEERS 6869 WOODLAWN AVE. N. E.. #205. SEATTLE, WA 98115 (206) 525-7560 FAX (206) 522-6698 PROJECT# V.D PROJECT 1LA- DATE 1 ! Zv/a SUBJECT SHEET G d- OF BY 171-)t\ A - F-1 x 4 F. (� _(�P�r=)041) _ 7ct,PL_F z .7 w = (• L Z`r9 Irk 0,u c l 3 -t- c,-) uAt t - ccs►-,,, . Gv�}� TUR 2-0 r/- =,2- a t5 k5F)C2)( f�o'����� S �.� ►� r --t Ac,,. -t t,✓ C_` 14 d '2.1, -. n..,, nxa::y4+.«.:.�r�..SI�.Y:l IE1\\ ENGINEERS NORTHWEST, INC., P.S. ^• STRUCTURAL ENGINEERS 6869 Wa»LAWN Avl:. N. E.. #205. SEATTLE. WA 98115 (206) 525-7560 FAX (206) 522-6698 PI oJccT # (:)2_1 1(_. PRoiEcr 1 t4C, CC) k r `/s.- DATE Suwi c' LOAD SHL'E • 5 or Bvrj] N G<.> A L -c -- z = 1- w JU UO UJ J =` H W 0 T-2-7- 3 (k" to = w _ `7 PF' ( z (�. E fi 7 Z 2' � = P -F e = (7Sc) .FN.,Cc es<A.s...:p...,;;Ass4.4. pa, 37` 1- O: W~ Uui0 0 52, W• W ..z w US o � z ENGINEERS -NORTHWEST, INC.P.S. 6869 WOODLAWN AVE. N.E. (SUITE 205) SEATTLE, WA. 98115 REINFORCING STEEL TENSION SPLICE LENGTHS (inches)I.2,3&4 GRADE 60 UNCOATED BARS per 1997 UBC per ACI 318-95 & 99 Fy (ksi) = F'c (ksi) _ 60 3 NORMAL WEIGHT CONCRETE Sec. 1912.2.1,1912.2.3,1912.2.4,1912.14&1912.15 Sec. 12.2.1, 12.2.3, 12.2.4 , 12.14 & 12.15 NORMAL WEIGHT CONCRETE? (Y or N) EPDXY COATED BARS? (Y or N) Lap Class "A":- As = 2*As (required) & max. 50% bars spliced. Lap Class "B" = ALL OTHER Y N SHEET 6(e. OF Rev. 9/28/99 Lap lengths (inches) Category Bar Size Lap Class Top bars4 Other bars 4 Structural Element Minimum Clear Concrete Cover* Minimum Center to Center Bar Spacing' Category Catego 1 2 ( 3 1 2 3 >=2db <3db >=3db <5db >=5db #3 #4 #5 B 1 42 28 17 33 22 16 B B 56 38 23 43 29 18 Beams & Columns w/ code ties >=1db,<1.5db 2 2 2 70 47 28 54 36 22 >=1.5db,<2db 2 2 3 #6 #7 #8 B B B 84 56 34 65 43 26 >=2db 2 2 3 122 81 49 94 63 38 Other >=1db,<1.5db 1 1 1 139 93 56 107 72 43 >=1.5db,<2db 1 2 2 #9 #10 #11 B B B 157 105 63 121 81 49 >=2db 1 2 3 177 118 71 136 91 55 * db = bar diameter 196 131 79 151 101 61 NOTES : - 1.) Categories 1 thru 3 which depend on the type of structural element, concrete cover, and the center to center spacing of the bars are defined above right :- 2.) Lap splice lengths are multiples of tension development lengths. Class A = 1.0*Id & Class B = 1.3*Id (ACI 12.15.1). Values for Id for bars in beams or columns are based on transverse reinforcement meeting requirements for stirrups in ACI 11.5.4 & 11.5.5.3 or meeting tie requirements in ACI 7.10.5: & are based on minimum cover specified in ACI 7.7.1. 3.) Conditions which require Category 1 lap splice lengths (shaded regions) should be avoided if at all possible for the larger bar sizes. These inordinately long lengths present possible constructability problems due to placing, congestion, etc. Options available in trying to avoid Category 1 conditions include: a.) Increasing the concrete cover to more than 1.5 bar diameters and increasing the bar center -to -center spacing to more than three diameters. b.) Utilizing the Atr allowance in ACI 12.2.3.1(b) for beams or columns. Note that if ties or stirrups meet the minimum Atr requirement, Category 1 lengths are reduced to Category 2 lengths. 4.) Top bars are horizontal bars with more than 12 in. of concrete cast below the bars. 5.) @ Category = 1 2 3 (c+Ktr)/db = 1 1.5 2.5 Table R12.15.2 - Tension lap splices As provided Maxumum percent of As spliced within required lap length As required 50 100 Equal to or greater than 2 Class A Class B Less than 2 Class B Class B Page 1 3/17/2003 REBAR095.XLS ENGINEERS -NORTHWEST, INC.P.S. 6869 WOODLAWN AVE. N.E. (SUITE 205) SEATTLE, WA. 98115 Tension Embedment of Standard #11 Bars and smaller In Concrete strength F'c = Bar yield strength Fy = Is concrete cover Tess than 2-1/2" ? (Y or N) = Is concrete cover less than 2" ? (Y or N) = Is hook enclosed within ties ? (Y or N) = As (required)/As (provided) = Is concrete lightweight ? (Y or N) = Are bars epoxy coated ? (Y or N) = Bar Size Idh #3 6 in. #4 Sin. #5 10 in. #6 12 in. #7 14 in. #8 16 in. #9 18 in. #10 20 in. #11 22 in. SHEET 6 7 OF REINFORCING STEEL HOOKS (inches) t per ACI 318-95 Sec 12.5 ksi per 97 UBC Sec 1912.5 ksi (Normal to plane of hook) (Beyond end of 90 degree hook) (Along the full development length spaced<=3db) Idh End cover not less than 2 inches Reinforcing Tension Values with Reduced Hook Embedment by ratioing actual embedment to required embedment with a .50 lower limit. Input Bar Size = 5 Actual Embedment = - 6 in. Output Required Embedment = 10 in. ( for full value ) Ratio = 0.60 actual/required As = Reduced Fy = Reduced Tu = Reduced Ts = Tu/1.4 = • 0.31 36 10.0 7.14 2 m. ksi ( ultimate ) kips ( ultimate) .9 Fy As kips ( working ) Hook embed Page 1 3/17/2003 REBAR095.XLS Z ~ W _I C.) U O V) 0 W • I CO W O 2 gQ cn =d W Z= ZI- Wuj U 0 O N O I -- W W H 0 LIO w Z U= O E- Z ENGINEERS-NORTHWEST,INC.P.S. 6869 WOODLAWN AVE. N.E. (SUITE 205) SEATTLE, WA. 98115 REINFORCING TENSION DEVELOPMENT LENGTHS (in.) 1997 UBC Section 1912.2 & ACI 318-95 & 99 Section 12.2 SHEET l.x OF Input : - fy = 60 ksi fc = ksi <= 10 ksi Are bars "top bars" ? (Yor N) = N Top bars have 12 in. min. concrete cast below these bars Are bars "epoxy coated" ? (Yor N) = Is concrete normal weight concrete ? (Yor N) = Constants : - a = 1.0 Sec. 1912.2.4 0 = 1.0 Sec. 1912.2.4 y = 0.8 for #6 and smaller, 1.0 for #7 and larger Sec. 1912.2.4 X = 1.0 Sec. 1912.2.4 S = 1/25 for (#6 & smaller) S = 1/20 for (#7 & larger) NOTE:- Center to center bar spacing must be at least 3db and clear cover at least 1.5db. Equations : - Id =Sa/3A fy db/(fc)112 min. Id=3a13yX fy db2 /(40(fc)1'2(c+Ktr/db)) min. Id =12 in. min. REINFORCING TENSION DEVELOPMENT LENGTHS ( inches Reinforcing size # Minimum ctr. to ctr. Spacing Minimum clear cover Required straight Embedment Required straight Embedment 3 1 1/8 0.375 44db 17in. 4 1 1/2 0.500 44db 22in. 5 1 7/8 0.625 44db 28in. 6 2 1/4 0.750 44db 33in. 7 2 5/8 0.875 55db 48in. 8 3 1.000 55db 55in. 9 3 3/8 1.128 55db 62in. 10 3 7/8 1.270 55db 70in. 11 41/4 1.410 55db 78in. c+Ktr/db = 1.5 Sec. 1912.2.2 Sec. 1912.2.3 Sec. 1912.2.1 REINFORCING COMPRESSION DEVELOPMENT LENGTHS ( inches) Sec. 1912.3 Reinforcing size # Minimum ctr. to ctr. Spacing Minimum clear cover Required straight Embedment Required straight Embedment 3 1 1/8 0.375 22db 9in. 4 1 1/2 0.500 22db 11 in. 5 1 7/8 0.625 22db 14in. 6 2 1/4 0.750 22db 17in. 7 2 5/8 0.875 22db 20in. 8 3 1.000 22db 22in. 9 3 3/8 1.128 22db 25in. 10 3 7/8 1.270 22db 28in. 11 41 /4 1.410 22db 31 in. Development lengths 3/17/2003 REBAR095.XLS ENGINEERS -NORTHWEST, INC.P.S. 6869 WOODLAWN AVE. N.E. (SUITE 205) SEATTLE, WA. 98115 REINFORCING STEEL TENSION SPLICE LENGTHS (inches)1'2,3&4 GRADE 60 UNCOATED BARS per 1997 UBC per ACI 318-95 & 99 Fy (ksi) _ Pc (ksi) = 60 4 NORMAL WEIGHT CONCRETE Sec. 1912.2.1, 1912.2.3 , 1912.2.4 , 1912.14 & 1912.15 Sec. 12.2.1,12.2.3,12.2.4,12.14&12.15 NORMAL WEIGHT CONCRETE? (Y or N) EPDXY COATED BARS? (Y or N) Lap Class "A":- As = 2'As (required) & max. 50% bars spliced. Lap Class "B" = ALL OTHER Y N SHEET6c1OF Rev. 9/28/99 Lap lengths (inches) Category Bar Size Lap Class Top bars4 Other bars 4 Structural Element Minimum Clear Concrete Cover* Minimum Center to Center Bar Spacin Categor Class B Catego 1 2 ( 3 1 2 3 >=2db <3db >=3db <5db >=5db #3 #4 #5 B i 37 25 16 28 19 16 B B 49 33 20 37 25 16 Beams & Columns w/ code ties >=1db,<1.5db 2 2 2 61 41 25 47 31 19 >=1.5db,<2db 2 2 3 #6 #7 #8 B B B 73 49 29 56 37 23 >=2db 2 2 3 106 71 43 81 54 33 Other >=1db,<1.5db 1 1 1 121 81 49 93 62 37 >=1.5db,<2db 1 2 2 #9 #10 #11 B B B 136 91 55 105 70 42 >=2db 1 2 3 153 102 62 118 79 47 * db = bar diameter 170 114 68 131 87 53 NOTES : - 1.) Categories 1 thru 3 which depend on the type of structural element, concrete cover, and the center to center spacing of the bars are defined above right :- 2.) Lap splice lengths are multiples of tension development lengths. Class A = 1.0*Id & Class B = 1.3*Id (ACI 12.15.1). Values for Id for bars in beams or columns are based on transverse reinforcement meeting requirements for stirrups in ACI 11.5.4 & 11.5.5.3 or meeting tie requirements in ACI 7.10.5: & are based on minimum cover specified in ACI 7.7.1. 3.) Conditions which require Category 1 lap splice lengths (shaded regions) should be avoided if at all possible for the larger bar sizes. These inordinately long lengths present possible constructability problems due to placing, congestion, etc. Options available in trying to avoid Category 1 conditions include: a.) Increasing the concrete cover to more than 1.5 bar diameters and increasing the bar center -to -center spacing to more than three diameters. b.) Utilizing the Atr allowance in ACI 12.2.3.1(b) for beams or columns. Note that if ties or stirrups meet the minimum Atr requirement, Category 1 lengths are reduced to Category 2 lengths. 4.) Top bars are horizontal bars with more than 12 in. of concrete cast below the bars. 5.) @ Category = 1 2 3 (c+Ktr)/db = 1 1.5 2.5 Table R12.15.2 - Tension lap splices As provided Maxumum percent of As spliced within required lap len_gth As required 50 100 Equal to or greater than 2 Class A Class B Less than 2 Class B Class B Page 1 3/7/2003 REBAR095.XLS ENGINEERS -NORTHWEST, INC.P.S. 6869 WOODLAWN AVE. N.E. (SUITE 205) SEATTLE, WA. 98115 SHEET6 (v OF Tension Embedment of Standard REINFORCING STEEL HOOKS (inches) #11 Bars and smaller In • ut per ACI 318-95 Sec 12.5 Concrete strength Pc = 4 ksi per 97 UBC Sec 1912.5 Bar yield strength Fy = 60 ksi Is concrete cover Tess than 2-112" ? (Y or N) = N (Normal to plane of hook) Is concrete cover less than 2" ? (Y or N) = N (Beyond end of 90 degree hook) Is hook enclosed within ties ? (Y or N) = N (Along the full development length spaced<=3db) As (required)/As (provided) = Is concrete lightweight ? (Y or N) = Are bars epoxy coated ? (Y or N) = Bar Size Idh #3 ' 6 in. #4 7 in. #5 9 in. #6 10 in. #7 12 in. #8 14 in. #9 15 in. #10 17 in. #11 19 in. Idh End cover not Tess than 2 inches Reinforcing Tension Values with Reduced Hook Embedment by ratioing actual embedment to required embedment with a .50 lower limit. Input Bar Size = 5 Actual Embedment = 6 in. Output Required Embedment = 9 in. ( for full value ) Ratio = 0.67 actual/required As = 0.31 in.2 Reduced Fy = 40 ksi ( ultimate ) Reduced Tu = 11.1 kips ( ultimate) .9 Fy As Reduced Ts = Tu/1.4 = 7.93 kips ( working ) Hook embed Page 1 • 3/7/2003 REBAR095.XLS ENGINEERS-NORTHW EST,INC.P.S. 6869 WOODLAWN AVE. N.E. (SUITE 205) SEATTLE, WA. 98115 REINFORCING TENSION DEVELOPMENT LENGTHS (in.) 1997 UBC Section 1912.2 & ACI 318-95 & 99 Section 12.2 SHEET I ( OF Input : - fy = 60 ksi fc = 4 ksi <= 10 ksi Are bars "top bars" ? (Yor N) = Top bars have 12 in. min. concrete cast below these bars Are bars "epoxy coated" ? (Yor N) = Is concrete normal weight concrete ? (Yor N) = Constants : - a = 1.0 Sec. 1912.2.4 0 = 1.0 Sec. 1912.2.4 y = 0.8 for #6 and smaller, 1.0 for #7 and larger Sec. 1912.2.4 X = 1.0 Sec. 1912.2.4 S = 1/25 for (#6 & smaller) = 1/20 for (#7 & larger) NOTE:- Center to center bar spacing must be at least 3db and clear cover at least 1.5db. Equations : - Id =Sa/3X fy db/(fc)1'2 min. Id=3a/f3yX fy db2 /(40(fc)1'2(c+Ktr/db)) min. Id =12 in. min. REINFORCING TENSION DEVELOPMENT LENGTHS ( inches Reinforcing size # Minimum ctr. to ctr. Spacing Minimum clear cover Required straight Embedment Required straight Embedment 3 1 1/8 0.375 38db 15in. 4 1 1/2 0.500 38db 19in. 5 1 7/8 0.625 38db 24in. 6 2 1/4 0.750 38db 29in. 7 2 5/8 0.875 47db 42in. 8 3 1.000 47db 48in. 9 3 3/8 1.128 47db 54in. 10 3 7/8 1.270 47db 61 in. 11 41/4 1.410 47db 67in. c+Ktr/db = 1.5 Sec. 1912.2.2 Sec. 1912.2.3 Sec. 1912.2.1 REINFORCING COMPRESSION DEVELOPMENT LENGTHS ( inches) Sec. 1912.3 Reinforcing size #_ Minimum ctr. to ctr. Spacing Minimum clear cover Required straight Embedment Required straight Embedment 3 1 1/8 0.375 19db 8in. 4 1 1/2 0.500 19db 10in. 5 1 7/8 0.625 19db 12in. 6 2 1/4 0.750 19db 15in. 7 2 5/8 0.875 19db 17in. 8 3 1.000 19db 19in. 9 3 3/8 1.128 19db 22in. 10 3 7/8 1.270 19db 25in. 11 41/4 1.410 19db 27in. Development lengths 3/7/2003 REBAR095.XLS ENGINEERS -NORTHWEST, INC.P.S. 6869 WOODLAWN AVE. N.E. (SUITE 205) SEATTLE, WA. 98115 REINFORCING STEEL TENSION SPLICE LENGTHS (inches)l'2,3&4 GRADE 60 UNCOATED BARS per 1997 UBC per ACI 318-95 & 99 Fy (ksi) = F'c (ksi) = 60 5 NORMAL WEIGHT CONCRETE Sec. 1912.2.1, 1912.2.3 , 1912.2.4 , 1912.14 & 1912.15 Sec. 12.2.1, 12.2.3,12.2.4,12.14&12.15 NORMAL WEIGHT CONCRETE? (Y or N) EPDXY COATED BARS? (Y or N) Lap Class "A":- As = 2*As (required) & max. 50% bars spliced. Lap Class "B" = ALL OTHER Y N SHEETIZ OF Rev. 9/28/99 Lap lengths (inches) Category Bar Size Lap Top bars 4 Other bars 4 Structural Element Minimum Clear Concrete Cover* Minimum Center to Center Bar Spacin " Cate • or Categor Class 1 2 3 1 2 3 >=2db <3db >=3db <5db >=5db #3 #4 #5 B 33 22 16 25 17 16 B B 44 29 18 34 23 16 Beams & Columns w/ code ties >=1db,<1.5db 2 2 2 54 36 22 42 28 17 >=1.5db,<2db 2 2 3 #6 #7 #8 B B B 65 44 26 50 34 20 >=2db 2 2 3 95 63 38 73 49 29 Other >=1db,<1.5db 1 1 1 108 72 44 83 56 34 >=1.5db,<2db 1 2 2 #9 #10 #11 B B B 122 81 49 94 63 38 >=2db 1 • 2 3 137 92 65 106 71 43 " db = bar diameter 152 102 61 117 78 47 NOTES : - 1.) Categories 1 thru 3 which depend on the type of structural element, concrete cover, and the center to center spacing of the bars are defined above right :- 2.) Lap splice lengths are multiples of tension development lengths. Class A = 1.0"Id & Class B = 1.3'Id (ACI 12.15.1). Values for Id for bars in beams or columns are based on transverse reinforcement meeting requirements for stirrups in ACI 11.5.4 & 11.5.5.3 or meeting tie requirements in ACI 7.10.5: & are based on minimum cover specified in ACI 7.7.1. 3.) Conditions which require Category 1 lap splice lengths (shaded regions) should be avoided if at all possible for the larger bar sizes. These inordinately long lengths present possible constructability problems due to placing, congestion, etc. Options available in trying to avoid Category 1 conditions include: a.) Increasing the concrete cover to more than 1.5 bar diameters and increasing the bar center -to -center spacing to more than three diameters. b.) Utilizing the Atr allowance in ACI 12.2.3.1(b) for beams or columns. Note that if ties or stirrups meet the minimum Atr requirement, Category 1 lengths are reduced to Category 2 lengths. 4.) Top bars are horizontal bars with more than 12 in. of concrete cast below the bars. 5.) @ Category = 1 2 3 (c+Ktr)/db = 1 1.5 2,5 Table R12.15.2 - Tension lap splices As provided Maxumum percent of As spliced within required lap length As required 50 100 Equal to or greater than 2 Class A Class B Less than 2 Class B Class B Page 1 3/17/2003 REBAR095.XLS £1f t1 PAt ENGINEERS -NORTHWEST, INC.P.S. 6869 WOODLAWN AVE. N.E. (SUITE 205) SEATTLE, WA. 98115 SHEET a IS OF Tension Embedment of Standard REINFORCING STEEL HOOKS (inches) #11 Bars and smaller Concrete strength F'c = Bar yield strength Fy = Is concrete cover less than 2-1/2" ? (Y or N) = Is concrete cover Tess than 2" ? (Y or N) = Is hook enclosed within ties ? (Y or N) = As (required)/As (provided) = Is concrete lightweight? (Y or N) = Are bars epoxy coated ? (Y or N) = Bar Size Idh #3 6 in. #4 6 in. #5 8 in. #6 9 in. #7 11 in. #8 12 in. #9 14 in. #10 16 in. #11 17 in. In • ut per ACI 318-95 Sec 12.5 ksi per 97 UBC Sec 1912.5 ksi (Normal to plane of hook) (Beyond end of 90 degree hook) (Along the full development length spaced<=3db) Idh End cover not Tess than 2 inches Reinforcing Tension Values with Reduced Hook Embedment by ratioing actual embedment to required embedment with a .50 lower limit. Input Bar Size = Actual Embedment = in. Output Required Embedment = 8 in. ( for full value ) Ratio = 0.75 actual/required As = 0.31 in.2 Reduced Fy = 45 ksi ( ultimate ) Reduced Tu = 12.5 kips ( ultimate) .9 Fy As Reduced Ts = Tu11.4 = 8.93 kips ( working ) Hook embed Page 1 3/17/2003 REBAR095.XLS ENGINEERS-NORTHWEST,INC.P.S. 6869 WOODLAWN AVE. N.E. (SUITE 205) SEATTLE, WA. 98115 REINFORCING TENSION DEVELOPMENT LENGTHS (in.) 1997 UBC Section 1912.2 & ACI 318-95 & 99 Section 12.2 SHEET4I4- OF Input : - fy = 60 ksi fc = 5 ksi <= 10 ksi Are bars "top bars" ? (Yor N) = Top bars have 12 in. min. concrete cast below these bars Are bars "epoxy coated" ? (Yor N) = Is concrete normal weight concrete ? (Yor N) = Constants : - a = 1.0 Sec. 1912.2.4 a = 1.0 Sec. 1912.2.4 y = 0.8 for #6 and smaller, 1.0 for #7 and larger Sec. 1912.2.4 X = 1.0 Sec. 1912.2.4 S = 1/25 for (#6 & smaller) = 1/20 for (#7 & larger) NOTE:- Center to center bar spacing must be at least 3db and clear cover at least 1.5db. Equations : - Id =ca(3X fy db/(fc)12 min. Id=3a,13yX fy db2 /(40(fc)112(c+Ktr/db)) min. Id =12 in. min. REINFORCING TENSION DEVELOPMENT LENGTHS ( inches) Reinforcing size # Minimum ctr. to ctr. Spacing Minimum clear cover Required straight Embedment Required straight Embedment 3 1 1/8 0.375 34db 13in. 4 1 1/2 0.500 34db 17in. 5 1 7/8 0.625 34db 22in. 6 2 1/4 0.750 34db 26in. 7 2 5/8 0.875 42db 38in. 8 3 1.000 42db 43in. 9 3 3/8 1.128 42db 48in. 10 3 7/8 1.270 42db 54in. 11 41/4 1.410 42db 60in. c+Ktr/db = 1.5 Sec. 1912.2.2 Sec. 1912.2.3 Sec. 1912.2.1 REINFORCING COMPRESSION DEVELOPMENT LENGTHS ( inches) Sec. 1912.3 Reinforcing size # Minimum ctr. to ctr. Spacing Minimum clear cover Required straight Embedment Required straight Embedment 3 1 1/8 0.375 18db 8in. 4 1 1/2 0.500 18db 9in. 5 1 7/8 0.625 18db 12in. 6 2 1/4 0.750 18db 14in. 7 2 5/8 0.875 18db 16in. 8 3 1.000 18db 18in. 9 3 3/8 1.128 18db 21in. 10 3 7/8 1.270 18db 23in. 11 41 /4 1.410 18db 26in. Development lengths 3/17/2003 REBAR095.XLS ENGINEERS -NORTHWEST, INC.P.S. 6869 WOODLAWN AVE. N.E. (SUITE 205) SEATTLE, WA. 98115 REINFORCING STEEL TENSION SPLICE LENGTHS (inches)1'2,3&4 GRADE 60 UNCOATED BARS per 1997 UBC per ACI 318-95 & 99 Fy (ksi) = F'c (ksi) = 60 6 NORMAL WEIGHT CONCRETE Sec. 1912.2.1, 1912.2.3 , 1912.2.4 , 1912.14 & 1912.15 Sec. 12.2.1,12.2.3,12.2.4,12.14&12.15 NORMAL WEIGHT CONCRETE? (Y or N) EPDXY COATED BARS? (Y or N) Lap Class "A":- As = 2*As (required) & max. 501/4 bars spliced. Lap Class "B" = ALL OTHER Y N SHEET4, 5j OF Rev. 9/28/99 Lap lengths (inches) Category Bar Size 50 Top bars4 Other bars 4 Structural Element Minimum Clear Concrete Cover* Minimum Center to Center Bar Spacin ' Lap Category Category 1 2 I 3 Class 1 2 3 >=2db <3db >=3db <5db >=5db #3 #4 #5 B 1 30 20 16 23 16 16 B B 40 27 16 31 21 16 Beams & Columns w/ code ties >=1db,<1.5db 2 2 2 50 33 20 38 26 16 >=1.5db,<2db 2 2 3 #6 #7 #8 B B B 59 40 24 46 31 19 >=2db 2 2 3 86 58 35 67 45 27 Other >=1db,<1.5db 1 1 1 99 66 40 76 51 31 >=1.5db,<2db 1 2 2 #9 #10 #11 B B B 111 74 45 86 57 35 >=2db 1 2 3 125 84 50 96 64 39 * db = bar diameter 139 93 56 107 71 43 NOTES : - 1.) Categories 1 thru 3 which depend on the type of structural element, concrete cover, and the center to center spacing of the bars are defined above right :- 2.) Lap splice lengths are multiples of tension development lengths. Class A = 1.0'Id & Class B = 1.3'Id (ACI 12.15.1). Values for Id for bars in beams or columns are based on transverse reinforcement meeting requirements for stirrups in ACI 11.5.4 & 11.5.5.3 or meeting tie requirements in ACI 7.10.5: & are based on minimum cover specified in ACI 7.7.1. 3.) Conditions which require Category 1 lap splice lengths (shaded regions) should be avoided if at all possible for the larger bar sizes. These inordinately long lengths present possible constructability problems due to placing, congestion, etc. Options available in trying to avoid Category 1 conditions include: a.) Increasing the concrete cover to more than 1.5 bar diameters and increasing the bar center -to -center spacing to more than three diameters. b.) Utilizing the Atr allowance in ACI 12.2.3.1(b) for beams or columns. Note that if ties or stirrups meet the minimum Atr requirement, Category 1 lengths are reduced to Category 2 lengths. 4.) Top bars are horizontal bars with more than 12 in. of concrete cast below the bars. 5.) @ Category = 1 2 3 (c+Ktr)/db = 1 1.5 2.5 Table R12.15.2 - Tension lap splices As provided Maxumum percent of As spliced within required lap length As required 50 100 Equal to or greater than 2 Class A Class B Less than 2 Class B Class B Page 1 Olr 3/7/2003 REBAR095.XLS ENGINEERS -NORTHWEST, INC.P.S. 6869 WOODLAWN AVE. N.E. (SUITE 205) SEATTLE, WA. 98115 SHEET 4,kz:, OF Tension Embedment of Standard REINFORCING STEEL HOOKS (inches) #11 Bars and smaller In • ut per ACI 318-95 Sec 12.5 Concrete strength F'c = 6 ksi per 97 UBC Sec 1912.5 Bar yield strength Fy = 60 ksi Is concrete cover Tess than 2-1/2" ? (Y or N) = N (Normal to plane of hook) Is concrete cover Tess than 2" ? (Y or N) _ MIMI (Beyond end of 90 degree hook) Is hook enclosed within ties ? (Y or N) _ WO (Along the full development length spaced<=3db) As (required)/As (provided) _ Is concrete lightweight ? (Y or N) = Are bars epoxy coated ? (Y or N) _ ium Bar Size Idh #3 _ 6 in. #4 6 in. #5 7 in. #6 9 in. #7 10 in. #8 11 in. #9 13 in. #10 14 in. #11 16 in. Idh End cover not less than 2 inches Reinforcing Tension Values with Reduced Hook Embedment by ratioing actual embedment to required embedment with a .50 lower limit. Input Bar Size =5 Actual Embedment =bin. Output Required Embedment = 7 in. ( for full value ) Ratio = 0.86 actual/required As = 0.31 in.2 Reduced Fy = 51.43 ksi ( ultimate ) Reduced Tu = 14.3 kips ( ultimate) .9 Fy As Reduced Ts = Tu11.4 = 10.21 kips ( working ) Hook embed Page 1 3/7/2003 REBAR095.XLS ENGINEERS-NORTHWEST,INC.P.S. 6869 WOODLAWN AVE. N.E. (SUITE 205) SEATTLE, WA. 98115 REINFORCING TENSION DEVELOPMENT LENGTHS (in.) 1997 UBC Section 1912.2 & ACI 318-95 & 99 Section 12.2 Input . fy = fc= Are bars "top bars" ? (Yor N) = Are bars "epoxy coated" ? (Yor N) = Is concrete normal weight concrete ? (Yor N) = SHEET6 (7 OF ksi ksi <= 10 ksi Top bars have 12 in. min. concrete cast below these bars Constants : - a = 1.0 Sec. 1912.2.4 = 1.0 Sec. 1912.2.4 y = 0.8 for #6 and smaller, 1.0 for #7 and larger Sec. 1912.2.4 X = 1.0 Sec. 1912.2.4 s = 1/25 for (#6 & smaller) s = 1/20 for (#7 & larger) NOTE:- Center to center bar spacing must be at least 3db and clear cover at least 1.5db. Equations : - Id =Sa13X fy db/(fc)112 min. Id=3aj3yX fy db2 /(40(fc)12(c+Ktr/db)) min. Id =12 in. min. REINFORCING TENSION DEVELOPMENT LENGTHS ( inches) Reinforcing size # Minimum ctr. to ctr. Spacing Minimum clear cover Required straight Embedment Required straight Embedment 3 1 1/8 0.375 31db 12in. 4 1 1/2 0.500 31db 16in. 5 1 7/8 0.625 31db 20in. 6 2 1/4 0.750 31db 24in. 7 2 5/8 0.875 39db 34in. 8 3 1.000 39db 39in. 9 3 3/8 1.128 39db 44in. 10 3 7/8 1.270 39db 50in. 11 41 /4 1.410 39db 55in. c+Ktr/db = 1.5 Sec. 1912.2.2 Sec. 1912.2.3 Sec. 1912.2.1 REINFORCING COMPRESSION DEVELOPMENT LENGTHS ( inches) Sec. 1912.3 Reinforcing size # Minimum ctr. to ctr. Spacing Minimum clear cover Required straight Embedment Required straight Embedment 3 1 1/8 0.375 18db 8in. 4 1 1/2 0.500 18db 9in. 5 1 7/8 0.625 18db 12in. 6 2 1/4 0.750 18db 14in. 7 2 5/8 0.875 18db 16in. 8 3 1.000 18db 18in. 9 3 3/8 1.128 18db 21 in. 10 3 7/8 1.270 18db 23in. 11 41/4 1.410 18db 26in. Development lengths 3/7/2003 REBAR095.XLS ENGINEERS -NORTHWEST, INC.P.S. 6869 WOODLAWN AVE. N.E. (SUITE 205) SEATTLE, WA. 98115 REINFORCING STEEL TENSION SPLICE LENGTHS (inches11.2,3&4 GRADE 60 UNCOATED BARS per 1997 UBC per ACI 318-95 & 99 Fy (ksi) F'c (ksi) = 60 10 NORMAL WEIGHT CONCRETE Sec. 1912.2.1, 1912.2.3 , 1912.2.4 , 1912.14 & 1912.15 Sec. 12.2.1,12.2.3,12.2.4,12.14&12.15 NORMAL WEIGHT CONCRETE? (Y or N) EPDXY COATED BARS? (Y or N) Lap Class "A":- As = 2'As (required) & max. 50% bars spliced. Lap Class "B" = ALL OTHER Y N SHEETc(B OF Rev. 9/28/99 NOTES : - 1.) Categories 1 thru 3 which depend on the type of structural element, concrete cover, and the center to center spacing of the bars are defined above right :- 2.) Lap splice lengths are multiples of tension development lengths. Class A = 1.0*Id & Class B = 1.3'Id (ACI 12.15.1). Values for Id for bars in beams or columns are based on transverse reinforcement meeting requirements for stirrups in ACI 11.5.4 & 11.5.5.3 or meeting tie requirements in ACI 7.10.5: & are based on minimum cover specified in ACI 7.7.1. 3.) Conditions which require Category 1 lap splice lengths (shaded regions) should be avoided if at all possible for the larger bar sizes. These inordinately long lengths present possible constructability problems due to placing, congestion, etc. Options available in trying to avoid Category 1 conditions include: a.) Increasing the concrete cover to more than 1.5 bar diameters and increasing the bar center -to -center spacing to more than three diameters. b.) Utilizing the Atr allowance in ACI 12.2.3.1(b) for beams or columns. Note that if ties or stirrups meet the minimum Atr requirement, Category 1 lengths are reduced to Category 2 lengths. 4.) Top bars are horizontal bars with more than 12 in. of concrete cast below the bars. 5.) @ Category = 1 2 3 (c+Ktr)/db = 1 1.5 2.5 Table R12.15.2 - Tension lap splices As provided Lap lengths (inches) Category Bar Size 100 Equal to or greater than 2 Top bars 4 Other bars 4 Structural Element Minimum Clear Concrete Cover' Minimum Center to Center Bar Spacing' Lap Class Category Category 1 2 t 3 1 2 3 >=2db <3db >=3db <5db >=5db #3 #4 #5 B1 23 16 16 18 16 16 B B 31 21 16 24 16 16 Beams & Columns wl code ties >=1db,<1.5db 2 2 2 39 26 16 30 20 16 >=1.5db,<2db 2 2 3 #6 #7 #8 B B B 46 31 19 36 24 16 >=2db 2 2 3 67 45 27 52 35 21 Other >=1db,<1.5db 1 1 1 77 51 31 59 39 24 >=1.5db,<2db 1 2 2 #9 #10 #11 B B B 86 58 35 66 44 27 >=2db 1 2 3 97 65 39 75 50 30 ' db = bar diameter 108 72 43 83 55 33 NOTES : - 1.) Categories 1 thru 3 which depend on the type of structural element, concrete cover, and the center to center spacing of the bars are defined above right :- 2.) Lap splice lengths are multiples of tension development lengths. Class A = 1.0*Id & Class B = 1.3'Id (ACI 12.15.1). Values for Id for bars in beams or columns are based on transverse reinforcement meeting requirements for stirrups in ACI 11.5.4 & 11.5.5.3 or meeting tie requirements in ACI 7.10.5: & are based on minimum cover specified in ACI 7.7.1. 3.) Conditions which require Category 1 lap splice lengths (shaded regions) should be avoided if at all possible for the larger bar sizes. These inordinately long lengths present possible constructability problems due to placing, congestion, etc. Options available in trying to avoid Category 1 conditions include: a.) Increasing the concrete cover to more than 1.5 bar diameters and increasing the bar center -to -center spacing to more than three diameters. b.) Utilizing the Atr allowance in ACI 12.2.3.1(b) for beams or columns. Note that if ties or stirrups meet the minimum Atr requirement, Category 1 lengths are reduced to Category 2 lengths. 4.) Top bars are horizontal bars with more than 12 in. of concrete cast below the bars. 5.) @ Category = 1 2 3 (c+Ktr)/db = 1 1.5 2.5 Table R12.15.2 - Tension lap splices As provided Maxumum percent of As spliced within required lap length As required 50 100 Equal to or greater than 2 Class A Class B Less than 2 Class B Class B Page 1 3/7/2003 REBAR095.XLS ENGINEERS -NORTHWEST, INC.P.S. 6869 WOODLAWN AVE. N.E. (SUITE 205) SEATTLE, WA. 98115 SHEET G n OF Tension Embedment of Standard REINFORCING STEEL HOOKS (inches) #11 Bars and smaller Concrete strength F'c = Bar yield strength Fy = Is concrete cover less than 2-1/2" ? (Y or N) = Is concrete cover Tess than 2" ? (Y or N) = Is hook enclosed within ties ? (Y or N) = As (required)/As (provided) = Is concrete lightweight ? (Y or N) = Are bars epoxy coated ? (Y or N) = Bar Size Idh #3 6in. #4 6in. #5 6in. #6 7 in. #7 8 in. #8 9 in. #9 10 in. #10 11 in. #11 12 in. In • ut per ACI 318-95 Sec 12.5 ksi per 97 UBC Sec 1912.5 ksi (Normal to plane of hook) (Beyond end of 90 degree hook) (Along the full development length spaced<=3db) Idh End cover not less than 2 inches Reinforcing Tension Values with Reduced Hook Embedment by ratioing actual embedment to required embedment with a .50 lower limit. Input Bar Size = Actual Embedment = 6 in. Output Required Embedment = 6 Ratio = 1.00 As = Reduced Fy = Reduced Tu = Reduced Ts = Tu/1.4 = 0.31 60 16.7 11.93 in. ( for full value ) actual/req uired in. 2 ksi ( ultimate ) kips ( ultimate ) kips ( working ) Hook embed Page 1 w'c+;= uili ' 4 a' • .9 Fy As 317/2003 REBAR095.XLS ENGINEERS-NORTHWEST,INC.P.S. 6869 WOODLAWN AVE. N.E. (SUITE 205) SEATTLE, WA. 98115 REINFORCING TENSION DEVELOPMENT LENGTHS (in.1 1997 UBC Section 1912.2 & ACI 318-95 & 99 Section 12.2 Input : - fy = fc = Are bars "top bars" ? (Yor N) = Are bars "epoxy coated" ? (Yor N) = Is concrete normal weight concrete ? (Yor N) = SHEETG?S-D OF ksi ksi <= 10 ksi Top bars have 12 in. min. concrete cast below these bars Constants : - a = 1.0 Sec. 1912.2.4 a = 1.0 Sec. 1912.2.4 Y = 0.8 for #6 and smaller, 1.0 for #7 and larger Sec. 1912.2.4 X = 1.0 Sec. 1912.2.4 C = 1/25 for (#6 & smaller) S = 1/20 for (#7 & larger) NOTE:- Center to center bar spacing must be at least 3db and clear cover at least 1.5db. Equations : - Id =gafiX fy db/(fc)112 min. Id =3a/3yA fy db2 /(40(fc)1'2(c+Ktr/db)) min. Id =12 in. min. REINFORCING TENSION DEVELOPMENT LENGTHS ( inches) Reinforcing size # Minimum ctr. to ctr. Spacing Minimum clear cover Required straight Embedment Required straight Embedment 3 1 1/8 0.375 24db 12in. 4 1 1/2 0.500 24db 12in. 5 1 7/8 0.625 24db 15in. • 6 2 1/4 0.750 24db 18in. 7 2 5/8 0.875 30db 27in. 8 3 1.000 30db 30in. 9 3 3/8 1.128 30db 34in. 10 3 7/8 1.270 30db 39in. 11 4 1/4 1.410 30db 43in. c+Ktr/db = 1.5 Sec. 1912.2.2 Sec. 1912.2.3 Sec. 1912.2.1 REINFORCING COMPRESSION DEVELOPMENT LENGTHS ( inches) Sec. 1912.3 Reinforcing size # Minimum ctr. to ctr. Spacing Minimum clear cover Required straight Embedment Required straight Embedment 3 1 1/8 0.375 18db 8in. 4 1 1/2 0.500 18db 9in. 5 1 7/8 0.625 18db 12in. 6 2 1/4 0.750 18db 14in. 7 2 5/8 0.875 18db 16in. 8 3 1.000 18db 18in. 9 3 3/8 1.128 18db 21 in. 10 3 7/8 1.270 18db 23in. 11 4 1/4 1.410 18db 26in. Development lengths 3/7/2003 REBAR095.XLS ETABS Engineers Northwest L( ETABS v7.22 - File: INS_Tukwila_2_2 - March 20,2003 15:43 Plan View - ROOF - Elevation 1008 - Kip -In Units . • , '4i:444 1 t114412404.'‘ z LU• 2 6 0 O - 0 co 0 (0 111 Lu — I 1.- U) uLi 0 2 g 111 Z 0 Z F- 0 LU u j 2 0 — CI I- 111 I 0 , z 0 E TABS Engineers Northwest L - .7 . ETABS v7,22 - Flle: INS_Tukwila_2 2 - March 20,2003 15:43 Plan View - STORY4 - Elevation 852 - Kip -in Units ,1:-eL,i li4i^:.S`? { i.ri'?traiiista'"'1'�.•,;41$'1P ETABS Engineers Northwest L3 ETABS v7.22 - File: INS Tukwila 2 2 - March 20,2003 15:43 Plan View - STORY3 - Elevation 696 - Kip -in Units .04;4. E TABS Engineers Northwest ETABS v7.22 - File: INS_Tukwila_2_2 - March 20,2003 15:44 Plan View - STORY2 - Elevation 540 - Kip -in Units '45Siga 470 z Z re 11'12 -J 00 UJ L1J -I 1.- W U. w 2 w 1- w z 0 z F- u_t uj 2 n o o - a 1- tu I 0 IL. S W -2 0 1- ETABS Engineers Northwest LS ETABS v7.22 - File: INS Tukwila 2 2 - March 20,2003 15:44 Plan View - STORY1 - Elevation 360 - Kip -In Units wr ETABS Engineers Northwest ri ETABS v7.22 - File: INS_Tukwlla 2 2 - March 20,2003 15:44 Plan View - P1 - Elevation 240 - Kip -in Units ETABS Engineers Northwest ("T • -. L-7 ETABS v7.22 - File: INS _Tukwila 2_2 - March 20,2003 15:44 Plan View - P2 - Elevation 120 - Kip -in Units ;v& ENGINEERS -NORTHWEST, INC.P.S. 6869 WOODLAWN AVE. N.E. (SUITE 205) SEATTLE, WA. 98115 Input = tcells shaded thus Job number 02110'__ Job name INS Building Tukwilla WAStory 2v- NS SHEET Lb OF Rev. 3/18/99 97 UBC Section 1630.1.1 Redundancy Factor ( for shearwalls ) �� 5zxzr a . Definitions:- 1.) Wall = summation of piers in a line LL- e /7 ��� 4 G� 47..E L` -- ,F� �zuo F - e..) 2.) Pier = a segment of a wall Direction of earthquake NS Wall on Grid Line Pier % of story shear to this wall = % of wall shear to this pier = Length of this pier (Iw) = AB( ground area of the structure) = % of story shear to this pier = ri = p calc.= p= -....C....�__ ..._.. C_.......�._ _..C._._ ...._...0 _-...... _ _.-1------' PO_8D_a yy M � L ^P08A_... P08B_ r.. P_08C -.."-Z5-71--- 47.3 t .47.3 ! 47.3 1 _47.3 . ........+.....+�»....�...._.....-..,..moo1 5 ._...... .........�.....r. 32.1 45.4 6.8 15.7_ 21.5 28.5 awy� 9.5_ 11.5 ,.., w�..- 39000 39000 ........d.._..........ri.-.� 39000 39000 39000 39000 39000 39000 39000 39000 39000 Output Output Output Output Output Output 15.18 21.47 3.22 7.43 0.00 0.00 0.071 0.075 0.034 0.065 0.000 0.000 0.57 0.66 -0.99 0.43 0.00 0.00 1.00 1.00 1.00 1.00 0.00 0.00 p design = 1.00 For NS Shearwalls ft. ft.2 Direction of earthquake) Wall on Grid Line Pier % of story shear to this wall = % of wall shear to this pier = Length of this pier (Iw) = AB( ground area of the structure) = % of story shear to this pier = ri = p calc.= p= NS D D D D PO9A PO9B PO9C PO9D .,..52.7 52.7 .."-- 52.7-1"-w 52.7 1--57/7--5-2.7 � -- 30.9 45.1 I 9.6 21.5 I 28.5 9.5 11.5 39000 39000 39000 39000 39000 39000 Output Output Output Output Output Output 16.28 0.076 0.66 23.77 0.083 0.79 5.06 0.053 0.10 7.59 0.066 0.47 0.00 0.000 0.00 0.00 0.000 0.00 1.00 1.00 1.00 1.00 0.00 0.00 p design = 1.00 For NS Shearwalls ft. ft.2 NOTE :- In order for p design not to exceed 1.00, then ri max. = 0.101 & the pier shear for this structure must not exceed 1.012 % of the story shear per lineal foot of the pier. In other words a 20'-0"long pier should not carry more than 20.25 % of the story shear for this AB. rho shearwalls 2/13/2003 RHO_Story_2_NS.xls woravirt 74,/ Input = Job number Job name ENGINEERS -NORTHWEST, INC.P.S. 6869 WOODLAWN AVE. N.E. (SUITE 205) SEATTLE, WA. 98115 'cells shaded thus 02110 INS Building - Tukwilia, WA - Story 2 - EW SHEET U1 OF Rev. 3/18/99 97 UBC Section 1630.1.1 Redundancy Factor ( for shearwalls ) Definitions:- 1.) Wall = summation of piers in a line 2.) Pier = a segment of a wall Direction of earthquake Wall on Grid Line Pier % of story shear to this wall = % of wall shear to this pier = Length of this pier (Iw) = AB( ground area of the structure) = % of story shear to this pier = ri = p calc.= P= p design = 1.13 For EW Shearwalls ft. ft.2 Direction of earthquake Wall on Grid Line Pier % of story shear to this wall = % of wall shear to this pier = Length of this pier (Iw) = AB( ground area of the structure) = % of story shear to this pier = ri = p Calc.= P= 1 P02 P03 PO4 P05 35.1 16.7 14.5 33.7 100 100 100 100 39000 39000 30 22.5 �. 22.5 32 ..,. Output 39000 39000 39000 39000 ....�-..-...�....., 39000 39000 0.00 0.000 0.00 Output Output Output Output Output Output 35.10 0.117 1.13 16.70 0.074 0.64 14.50 0.064 0.43 33.70 0.105 1.04 0.00 0.000 0.00 0.00 0.000 0.00 1.13 1.00 1.00 1.04 0.00 0.00 p design = 1.13 For EW Shearwalls ft. ft.2 Direction of earthquake Wall on Grid Line Pier % of story shear to this wall = % of wall shear to this pier = Length of this pier (Iw) = AB( ground area of the structure) = % of story shear to this pier = ri = p Calc.= P= p design = 0.00 For Shearwalls NOTE :- In order for p design not to exceed 1.00, then 'ri max structure must not exceed 1.012 % of the story shear per words a 20'-0"long pier should not carry more than 20.25 rho shearwalls ft. ft.2 . = 0.101 & the pier shear for this lineal foot of the pier. In other % of the story shear for this AB. 2/13/2003 RHO_Story_2_EW.xls 111111.11111111111 39000 39000 39000 39000 39000 39000 Output Output Output Output Output Output 0.00 0.000 0.00 0.00 0.000 0.00 0.00 0.000 0.00 0.00 0.000 0.00 0.00 0.000 0.00 0.00 0.000 0.00 0.00 0.00 0.00 0.00 0.00 0.00 p design = 0.00 For Shearwalls NOTE :- In order for p design not to exceed 1.00, then 'ri max structure must not exceed 1.012 % of the story shear per words a 20'-0"long pier should not carry more than 20.25 rho shearwalls ft. ft.2 . = 0.101 & the pier shear for this lineal foot of the pier. In other % of the story shear for this AB. 2/13/2003 RHO_Story_2_EW.xls ENGINEERS -NORTHWEST, INC.P.S. 6869 WOODLAWN AVE. N.E. (SUITE 205) SEATTLE, WA. 98115 Input = jcells shaded thus Job number 02110 1 Job name INS Building - Tukwilla, WA - Story 1 - NS SHEET LIQ OF Rev. 3/18/99 97 UBC Section 1630.1.1 Redundancy Factor ( for shearwalls ) Definitions:- 1.) Wall = summation of piers in a line 2.) Pier = a segment of a wall Direction of earthquake) NS - Wall on Grid Line Pier % of story shear to this wall = % of wall shear to this pier = Length of this pier (Iw) = AB( ground area of the structure) = % of story shear to this pier = ri = p calc.= P= A A _ C C T C r f PO7B R�PO7C E/F P08A PO8B PO8C P08D C 95.7 , 95.7 64.1 5 64.1 64.14 64.1 y w 50.1 49.9 33.5 44.8 6.2 1 15.5 93 93 21.5 1 28.5_ 9.5 11.5 39000 39000 39000 39000 - 39000 39000 21.3 Output Output Output Output Output Output 47.95 0.052 0.04 47.75 0.051 0.03 21.47 0.100 0.99 28.72 0.101 0.99 3.97 0.042 -0.42 9.94 0.086 0.83 1.00 1.00 1.00 1.00 1.00 1.00 p design = 1.00 For NS Shearwalls ft. ft.2 Direction of earthquake NS Wall on Grid Line Pier % of story shear to this wall = % of wall shear to this pier = Length of this pier (Iw) _ AB( ground area of the structure) = % of story shear to this pier = ri = p Calc.= P= D D D D E/F IF PO9A P098 PO9C P09D P10A/B P10C 69.7 69.7 69.7 69.7 138 138 33.1 43.7 8.1 15.1 21.3 57.7 28.5 9.5 11.5 60 153 39000 39000 39000 39000 39000 39000 Output Output Output Output Output Output 23.07 0.107 1.06 30.46 0.107 1.05 5.65 0.059 0.30 10.52 0.092 0.89 29.39 0.049 -0.07 79.63 0.052 0.05 1.06 1.05 1.00 1.00 1.00 1.00 p design = 1.06 For NS Shearwalls ft. ft.2 NOTE :- In order for p design not to exceed 1.00, then ri max. = 0.101 & the pier shear for this structure must not exceed 1.012 % of the story shear per lineal foot of the pier. In other words a 20'-0"long pier should not carry more than 20.25 % of the story shear for this AB. rho shearwalls ✓.i::; to h, :th:l�++Li�A�7i'}'=2�Ti!��" i. 2/13/2003 RHO_Story_1_NS.xls ENGINEERS -NORTHWEST, INC.P.S. 6869 WOODLAWN AVE. N.E. (SUITE 205) SEATTLE, WA. 98115 SHEET L l( OF Rev. 3/18/99 Input = cells shaded thus Job number 02110 Job name INS Building - Tukwilla, WA -- Storx 1 - EW 1 97 UBC Section 1630.1.1 Redundancy Factor ( for shearwalls ) Definitions:- 1.) Wall = summation of piers in a line 2.) Pier = a segment of a wall Direction of earthquake EW Wall on Grid Line Pier % of story shear to this wall = % of wall shear to this pier = Length of this pier (Iw) = AB( ground area of the structure) _ % of story shear to this pier = ri = p calc.= P= 2 2 4 6 1 7 9 P01A P01B P02 P03 PO4 P05 61.6 61.6 0.8 8.8 8.2 13.9 70.3 29.7 100 100 100 100 73 ^ 38 30 22.5 22.5 30 39000 39000 39000 39000 39000 39000 39000 Output Output Output Output Output Output 43.30 0.059 0.29 18.30 0.048 -0.10 0.80 0.003 -35.98 8.80 0.039 -0.59 8.20 0.036 -0.78 13.90 0.046 -0.19 1.00 1.00 1.00 1.00 1.00 1.00 p design = 1.00 For EW Shearwalls ft. ft.2 Direction of earthquake Wall on Grid Line Pier % of story shear to this wall = % of wall shear to this pier = Length of this pier (Iw) = AB( ground area of the structure) = % of story shear to this pier = ri = p calc.= P= EW 11 PO6A 70 100 112.5 39000 39000 39000 39000 39000 39000 Output Output Output Output Output Output 70.00 0.00 0.00 0.00 0.00 0.00 0.062 0.000 0.000 0.000 0.000 0.000 0.37 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 p design = 1.00 For EW Shearwalls ft. ft.2 NOTE :- In order for p design not to exceed 1.00, then ri max. = 0.101 & the pier shear for this structure must not exceed 1.012 % of the story shear per lineal foot of the pier. In other words a 20'-0"long pier should not carry more than 20.25 % of the story shear for this AB. rho shearwalls • 2/13/2003 RHO_Story_1_EW.xls ENGINEERS -NORTHWEST, INC.P.S. 6869 WOODLAWN AVE. N.E. (SUITE 205) SEATTLE, WA. 98115 Input = (cells shaded thus Job number 02110 Job name INS Building - Tukwilla, WA -- Story. P1 - NS SHEET 1_1Z- OF Rev. 3/18/99 97 UBC Section 1630.1.1 Redundancy Factor ( for shearwalls ) Definitions:- 1.) Wall = summation of piers in a line 2.) Pier = a segment of a wall Direction of earthquake Wall on Grid Line Pier % of story shear to this wall = % of wall shear to this pier = Length of this pier (Iw) = AB( ground area of the structure) = % of story shear to this pier = ri = p calc.= P= p design = 1.00 For NS Shearwalls ft. ft.2 Direction of earthquake NS . Wall on Grid Line Pier % of story shear to this wall = % of wall shear to this pier = Length of this pier (Iw) = AB( ground area of the structure) = % of story shear to this pier = ri = p calc.= p= D D D E/F P07A P08A P08B P08C 1 P08D P09A 72.6 100 21.6 32.2 21A 52.5 t 21.6 1 21.6 2.41 12.9 22.9 30.8 . 273 21.5 ( 28.5 9.5 11.5 21.5 39000 39000 39000 39000 39000 39000 9.5 Output Output Output Output Output Output 72.60 0.027 -1.81 6.96 0.032 -1.13 11.34 0.040 -0.55 0.52 0.005 -16.56 2.79 0.024 -2.18 7.05 0.033 -1.09 1.00 1.00 1.00 1.00 1.00 1.00 p design = 1.00 For NS Shearwalls ft. ft.2 Direction of earthquake NS . Wall on Grid Line Pier % of story shear to this wall = % of wall shear to this pier = Length of this pier (Iw) = AB( ground area of the structure) = % of story shear to this pier = ri = p calc.= p= D D D E/F E/F E/F P09B P09C P09D P10AY P10B P10C 22.9 22.9 22.9 72.8 7.2.8 7.2.8 50.9 7.2 11.2 21.1 20 58 28.5 9.5 11.5 60 60 153 1 39000 39000 39000 39000 39000 39000 Output Output Output Output Output Output 11.66 0.041 -0.48 1.65 0.017 -3.84 2.56 0.022 -2.54 15.36 0.026 -1.96 14.56 0.024 -2.17 42.22 0.028 -1.67 1.00 1.00 1.00 1.00 1.00 1.00 L p design = 1.00 For NS Shearwalls ft. ft.2 NOTE :- In order for p design not to exceed 1.00, then ri max. = 0.101 & the pier shear for this structure must not exceed 1.012 % of the story shear per lineal foot of the pier. In other words a 20'-0"long pier should not carry more than 20.25 % of the story shear for this AB. rho shearwalls 2/13/2003 RHO_Story_P1_NS.xls ra ve ENGINEERS -NORTHWEST, INC.P.S. 6869 WOODLAWN AVE. N.E. (SUITE 205) SEATTLE, WA. 98115 SHEET (-l3 OF Rev. 3/18/99 Input = .. cells shaded thus Job number 02110 Job name INS Buildi L Tukwilla, WA-StoryP1 EW 97 UBC Section 1630.1.1 Redundancy Factor ( for shearwalls ) Definitions:- 1.) Wall = summation of piers in a line 2.) Pier = a segment of a wall Direction of earthquake EW Wall on Grid Line Pier % of story shear to this wall = % of wall shear to this pier = Length of this pier (lw) _ AB( ground area of the structure) = % of story shear to this pier = ri = p calc.= p= 2 4 6 7 .._ 9- 11-1 PO1A P02 P03 PO4 P05 PO6A 54.7 0.7 2 2.1 -2.5 51.3 100_ 100 w�3022.5 100 100 100 14.9 138 3900 0 00 390_ 22.5 30 22.5 39000 39000 _ 39000 39000 39000 Out•ut Out•ut Out•ut Out•ut Out•ut Out•ut 54.70 0.040 -0.55 0.70 0.002 -41.40 2.00 0.009 -9.39 2.10 0.009 -8.85 2.50 0.008 -10.15 7.64 0.034 -0.98 1.00 1.00 1.00 1.00 1.00 1.00 p design = 1.00 For EW Shearwalls ft. Direction of earthquake EW Wall on Grid Line Pier % of story shear to this wall = % of wall shear to this pier = Length of this pier (Iw) = AB( ground area of the structure) = % of story shear to this pier = ri = p calc.= P= 11 _...._..r: PO6B -,-.... 51.3 85.1 87.5 39000 39000 39000 39000 39000 39000 Output Output Output Output Output Output 43.66 0.050 -0.03 0.00 0.000 0.00 0.00 0.000 0.00 0.00 0.000 0.00 0.00 0.000 0.00 0.00 0.000 0.00 1.00 0.00 0.00 I- 0.00 0.00 0.00 p design = 1.00 For EW Shearwalls ft. ft.2 NOTE :- In order for p design not to exceed 1.00, then ri max. = 0.101 & the pier shear for this structure must not exceed 1.012 % of the story shear per lineal foot of the pier. In other words a 20'-0"long pier should not carry more than 20.25 % of the story shear for this AB. rho shearwalls aw 2/13/2003 RHO_Story_P1_EW.xls .W?'..eY��� t•?'M1 'mM^';�.'�'" •A '.'+f' ra R'.t'. :?Avh:'7t�Nf'i�l'.Lav?'.M 11,14. 9R.i1 �'.tL.1FV5tr.. v.w�Y+ ++.�wy rvt� ENGINEERS -NORTHWEST, INC.P.S. 6869 WOODLAWN AVE. N.E. (SUITE 205) SEATTLE, WA. 98115 Input = cells shaded thus Job number 010 -I Job name INS Building - Tukwilla, WA - Story P2 - NS1 97 UBC Section 1630.1.1 Redundancy Factor ( for shearwalls ) Definitions:- 1.) Wall = summation of piers in a line 2.) Pier = a segment of a wall Direction of earthquake Wall on Grid Line Pier % of story shear to this wall = of wall shear to this pier = Length of this pier (Iw) = AB( ground area of the structure) = % of story shear to this pier = ri = p Calc.= P= SHEET LIkc OF Rev. 3/18/99 1 2NS7- C C C C P07A P07K_ P_07L PO7P ti PO7Q PO7R 36.9 36.9 36.9 36.9 36.9 36.9 41._2 -w 10 _, 3.9 0.9 0.6 85.5 20 5 .� 9.17 W 22.17_2.17 39000 39000 39000 39000 39000 39000 39000 15.17 0.018 -3.71 2.50 0.012 -6.71 2.34 0.008 -10.34 1.15 0.012 -6.33 1.41 0.012 -6.28 0.00 0.000 0.00 Output Output Output Output Output Output 15.20 3.69 0.81 1.44 0.33 0.22 0.018 0.018 0.016 0.016 0.017 0.010 -3.70 -3.49 -4.24 -4.45 -4.10 -7.93 1.00 1.00 1.00 1.00 1.00 1.00 p design = 1.00 For NS Shearwalls ft. ft.2 Direction of earthquake NS Wall on Grid Line Pier % of story shear to this wall = % of wall shear to this pier = Length of this pier (Iw) = AB( ground area of the structure) = % of story shear to this pier = ri = p calc.= p= A C C C C PO7S PO8A PO8B PO8C PO8D 36.9 41.1 7.4 33.8 7.4 31.6 7.4 15.6 7.4 19 85.5 21.5 28.5 9.5 11.5 39000 3900039000 39000 39000 39000 Output Output Output Output Output Output 15.17 0.018 -3.71 2.50 0.012 -6.71 2.34 0.008 -10.34 1.15 0.012 -6.33 1.41 0.012 -6.28 0.00 0.000 0.00 1.00 1.00 1.00 1.00 1.00 0.00 p design = 1.00 For NS Shearwalls ft. ft.2 NOTE :- In order for p design not to exceed 1.00, then ri max. = 0.101 8 the pier shear for this structure must not exceed 1.012 % of the story shear per lineal foot of the pier. In other words a 20'-0"long pier should not carry more than 20.25 % of the story shear for this AB. rho shearwalls 2/13/2003 RHO_Story_P2_NS1.xls ww. v«yy •.<1' ss -*:w ^ � , rcmn .e•vr�nx� t: i± fi .: ; Y �+k #14eWte VA914). rrSa�r�IP��lpr•1r��o. ENGINEERS -NORTHWEST, INC.P.S. 6869 WOODLAWN AVE. N.E. (SUITE 205) SEATTLE, WA. 98115 Input = cells shaded thus Job number 02110 Job name SHEET L15 OF Rev. 3/18/99 INS Building - Tukwilla, WA - Stor /P2 - NS2 97 UBC Section 1630.1.1 Redundancy Factor ( for shearwalls ) Definitions:- 1.) Wail = summation of piers in a line 2.) Pier = a segment of a wall Direction of earthquake NS Wall on Grid Line Pier % of story shear to this wall = % of wall shear to this pier = Length of this pier (Iw) _ AB( ground area of the structure) = % of story shear to this pier = ri = p Calc.= p= D D D_ D PO9A PO9B P09C P096 6.8 6.8 . 6.8 ,. 6.8 i - 35.7 31.8 10.5 22 57 28.5 9.5 11.5 60 _21.5 39000 39000 39000 39000 39000 39000 39000 Output Output Output Output Output Output 2.43 0.011 -6.97 2.16 0.008 -11.35 0.71 0.008 -11.47 1.50 0.013 -5.79 0.00 0.000 0.00 0.00 0.000 0.00 1.00 1.00 1.00 1.00 0.00 0.00 p design = 1.00 For NS Shearwalls ft. ft.2 Direction of earthquake Wall on Grid Line Pier % of story shear to this wall = % of wall shear to this pier = Length of this pier (1w) _ AB( ground area of the structure) = % of story shear to this pier = ri p calc.= P= E/F E/F E/F P10A P10B P10C 48.9 48.9 48.9 21.5 57 60 60 153 39000 39000 39000 39000 39000 39000 Output Output Output Output Output Output 10.51 0.018 -3.78 10.51 0.018 -3.78 27.87 0.018 -3.56 0.00 0.000 0.00 0.00 0.000 0.00 0.00 0.000 0.00 1.00 1.00 1.00 0.00 0.00 0.00 p design = 1.00 For NS Shearwalls ft. ft.2 NOTE :- In order for p design not to exceed 1.00, then ri max. = 0.101 & the pier shear for this structure must not exceed 1.012 % of the story shear per lineal foot of the pier. In other words a 20'-0"long pier should not carry more than 20.25 % of the story shear for this AB. rho shearwalls 44.14.'wn.....5':iWw::J:.�f wJaS:vui: i Siiir V �L.ii?. �"11,4Mw. 2/13/2003 RHO_Story_P2_NS2.xls ?'$3uN:.K.lrt':Y;�•tb'.!7,�9','12,4yi^�r$Fa'!`::',:'R!Zi�r �?+'v��tf'g7:*.1C�4'9.. `x ENGINEERS -NORTHWEST, INC.P.S. 6869 WOODLAWN AVE. N.E. (SUITE 205) SEATTLE, WA. 98115 SHEET LIC OF Rev. 3/18/99 Input = cells shaded thus Job number 02110 Job name INS Building - Tukwilia, WA - Std P2 - EW V+ 1 97 UBC Section 1630.1.1 Redundancy Factor ( for shearwalls ) Definitions:- 1.) Wall = summation of piers in a line 2.) Pier = a segment of a wall Direction of earthquake Wall on Grid Line Pier % of story shear to this wall = % of wall shear to this pier = Length of this pier (Iw) = AB( ground area of the structure) = % of story shear to this pier = ri = p calc.= p= r -EW -1 P01A P02 P03 PO4 -F05 PO6A 41.6_ 5.9 3.4 2.9 4.4 41.8 ( 100 100 100 100 100 100 138 30 22.5 22.5 30 138 39000 39000 39000 39000 39000 39000 Output Output Output Output Output Output 41.60 0.030 -1.36 5.90 0.020 -3.15 3.40 0.015 -4.70 2.90 0.013 -5.86 4.40 0.015 -4.91 41.80 0.030 -1.34 1.00 1.00 1.00 1.00 1.00 1.00 p design = 1.00 For EW Shearwalls ft. ft.2 Direction of earthquake Wall on Grid Line Pier % of story shear to this wall = %of wall shear to this pier= Length of this pier (Iw) = AB( ground area of the structure) = % of story shear to this pier = ri = p calc.= P= p design = 0.00 For Shearwalls ft. ft.2 NOTE :- In order for p design not to exceed 1.00, then ri max. = 0.101 & the pier shear for this structure must not exceed 1.012 % of the story shear per lineal foot of the pier. In other words a 20'-0"long pier should not carry more than 20.25 % of the story shear for this AB. rho shearwalls 2/13/2003 RHO_Story_P2_EW.xIs .ya,;.,.,+�1+, 39000 39000 39000 39000 39000 39000 Output Output Output Output Output Output 0.00 0.000 0.00 0.00 0.000 0.00 0.00 0.000 0.00 0.00 0.000 0.00 0.00 0.000 0.00 0.00 0.000 0.00 0.00 0.00 0.00 0.00 0.00 0.00 p design = 0.00 For Shearwalls ft. ft.2 NOTE :- In order for p design not to exceed 1.00, then ri max. = 0.101 & the pier shear for this structure must not exceed 1.012 % of the story shear per lineal foot of the pier. In other words a 20'-0"long pier should not carry more than 20.25 % of the story shear for this AB. rho shearwalls 2/13/2003 RHO_Story_P2_EW.xIs .ya,;.,.,+�1+, Floor Masses & Mass Ratios 7199.42 Fi hi FiNb ROOF 1688.84 84 0.235 Story 4 1601.77 71 0.222 Story 3 1327.91 58 0.184 Story 2 997.64 45 0.139 Story 1 831.18 30 0.115 P1 500.60 20 0.070 P2 251.47 10 0.035 (FiNb)/hi 0.0028 0.0031 0.0032 0.0031 0.0038 0.0035 0.0035 0.0230 h m hm hm/?hm ROOF 84.00 5341.11 448654 Story 4 71.00 5993.28 425523 Story 3 58.00 6082.24 352770 Story 2 45.00 5889.58 265031 Story 1 30.00 7360.32 220810 P1 20.00 6649.42 132988 P2 10.00 6680.50 66805 1912580 0.235 0.222 0.184 0.139 0.115 0.070 0.035 ((Fi/Vb)/h i)/(Z (FiNb)/h i) 0.121 0.136 0.138 0.134 0.167 0.151 0.152 F 1688.842 1601.772 1327.912 997.641 831.181 500.601 251.470 43996.44 mi mi/mi+1 mi/mi-1 5341.11 0.891 5993.28 1.122 0.985 6082.24 1.015 1.033 5889.58 0.968 0.800 7360.32 1.250 1.107 6649.42 0.903 0.995 6680.50 1.005 0.891 1.122 1.033 0.968 1.250 0.995 1.005 O.K. O.K. O.K. O.K. O.K. O.K. O.K. Jo nil; lPBu fY z w JU 00 No J WO a. Q. u)3 =a w z= F- O Z F - w U 0 O -. o i -- W W IIO Ili z co O�_, z Joint Displacements, Story Drift, Stifness Ratios X -direction - positive e Corner Displacement Delta Ave 1.2*Dave Floor SE SW h drift R 0.459 0.475 0.467 0.560 O.K. 13 0.000747 4 0.344 0.356 0.350 0.420 O.K. 13 0.000749 0.998 3 0.230 0.237 0.234 0.280 O.K. 13 0.000680 1.101 2 0.126 0.129 0.127 0.153 O.K. 15 0.000508 1.339 1 0.037 0.035 0.036 0.043 O.K. X -direction - negative e Comer Displacement Delta Ave 1.2*Dave Floor SE SW h drift R 0.429 0.518 0.473 0.568 O.K. 13 0.000757 4 0.321 0.389 0.355 0.426 O.K. 13 0.000759 0.998 3 0.214 0.260 0.237 0.284 O.K. 13 0.000690 1.100 2 0.117 0.141 0.129 0.155 O.K. 15 0.000517 1.335 1 0.036 0.037 0.036 0.043 O.K. Y -direction - positive e Corner Displacement Delta Ave 1.2*Dave Floor NE SE R 0.129 0.417 0.273 0.328 N.G. 4 0.108 0.324 0.216 0.259 N.G. 3 0.083 0.226 0.154 0.185 N.G. 2 0.059 0.132 0.095 0.114 N.G. 1 0.032 0.040 0.036 0.043 O.K. h J drift 13 0.000368 13 0.000393 0.935 13 0.000379 1.039 15 0.000329 1.151 Y -direction - negative e Corner Displacement Delta Ave 1.2*Dave Floor NE SE h drift R 0.300 0.223 0.261 0.313 O.K. 13 0.000347 4 0.240 0.174 0.207 0.248 O.K. 13 0.000374 0.930 3 0.173 0.125 0.149 0.178 O.K. 13 0.000361 1.035 2 0.106 0.078 0.092 0.111 O.K. 15 0.000316 1.143 1 0.038 0.033 0.035 0.042 O.K. C 2,(tc-ex, rX-'- t L t, JZ tiro -«Nr e= e• -a- getel Ae r 1"1 ETABS v7.22 File: INS_TUKWILA_2_2 Kip -in Units PAGE 1 March 17, 2003 16:15 Engineers Northwest POINT DISPLACEMENTS STORY POINT LOAD UX UY UZ RX RY R;; ROOF 52 EQXPOS 0.4746 0.0022 -0.0729 :'.00037 0.00023 u00`n1 ROOF 52 EQXNEG 0.5175 0.0852 -0.0705 0.00045 0.00016 ', :''; ROOF 52 EQYPOS 0.0564 0.4022 0.0291 _.00031 -0.00036 0.,00:0 ROOF ROOF 52 EQYNEG -0.0342 0.2264 0.0240 ').00014 -0.00022 -0.00002 ROOF C31 EQXPOS 0.4592 -(.0322 0.0002 0.00001 0.00061 1!0':)'11 ROOF C31 EQXNEG 0.4288 -0.1126 0.0004 0.00014 0.00057 0:'::): .0000 ROOF C31 EQYPOS -0.0659 0.1294 -0.0006 -).00011 -0.00009 ROOF C31 EQYNEG -0.0014 0.2996 -0.0012 -=.00032 -0.00001 - '::': ROOF C40 EQXPOS 0.4592 0.0040 -0.0003 0.00000 0.00061 0.0x!001 ROOF C40 EQXNEG 0.4288 0.0956 -0.0006 -0.000.11 0.00057 ;.iitj:ii6 ROOF C40 EQYPOS -0.0659 0.4166 -0.0008 -:.00050 -0.00010 000 09 ROOF C40 EQYNEG -0.00140.2226 -0.0001 -0.00026 -0.00001 -:,00002 STORY4 C10 EQXPOS 0.3562 0.0036 -0.0067 - .00002 0.00074 STORY4 C10 EQXNEG 0.3892 0.0742 -0.0067 -0.00016 0.00080 STORY4 C10 EQYPOS 0.0429 0.3238 0.0025 -1.00058 0.00010 STORY4 C10 EQYNEG -0.0272 0.1743 0.0026 -:.00029 -0.00005 STORY4 C31 EQXPOS 0.3444 -0.0240 0.0000 _.00005 0.00070 STORY4 C31 EQXNEG 0.3209 -0.0863 0.0003 0.00017 0.00065 STORY4 C31 EQYPOS -0.0493 0.1075 -0.0006 -:.00014' -0.00010 STORY4 C31 EQYNEG 0.0006 0.2395 -0.0011 -0.00039 -0.00001 0.00005 0.1110.11 - 0.00002 STORY4 C40 EQXPOS 0.3444 0.0036 -0.0002 .00000 0.00070 0.00001 STORY4 C40 EQXNEG 0.3209 0.0742 -0.0004 - .00014 0.00065 0.0':005 STORY4 C40 EQYPOS -0.0493 0.3238 -0.0007 - .00059 -0.00011 00007 STORY4 C40 EQYNEG 0.0006 0.1743 -0.0001 - .10030 -0.00001 -:.':2 STORY3 C10 EQXPOS 0.2372 0.0025 -0.0066 :'.00001 0.00072 0.00001 STORY3 C10 EQXNEG 0.2595 0.0500 -0.0066 -•.00015 0.00079 0.00003 STORY3 C10 EQYPOS 0.0285 0.2255 0.0024 -1.00060 0.00009 0.00004 STORY3 C10 EQYNEG -0.0188 0.1247 0.0025 -3.00030 -0.00005 -0.00001 •STORY3 C31 EQXPOS 0.2298 -0.0150 -0.0003 .00005 0.00065 0.00:::1 STORY3 C31 EQXNEG 0.2139 -0.0572 -0.0001 0.00017 0.00060 0.00003 STORY3 C31 EQYPOS -0.0322 0.0831 -0.0005 -3.00014 -0.00010 0.00004 STORY3 C31 EQYNEG 0.0016 0.1725 -0.0010 -3.00040 0.00000 -0.00001 STORY3 C40 EQXPOS 0.2298 STORY3 C40 EQXNEG 0.2139 STORY3 C40 EQYPOS -0.0322 STORY3 C40 EQYNEG 0.0016 0.0025 0.0500 0.2255 0.1247 0.0001 - 0. 0001 - 0.0005 0.0000 -:.00001 -3.00014 - :.00058 - 0.00029 0.00065 0.00060 -0.00010 0.00000 STORY2 C10 EQXPOS 0.1290 0.0009 -0.0064 -3.00003 0.00065 STORY2 C10 EQXNEG 0.1408 0.0260 -0.0065 -0.00018 0.00072 0.00002 STORY2 C10 EQYPOS 0.0147 0.1316 0.0022 -0.00059 : 00059 0.00009 3,00003 STORY2 C10 EQYNEG -0.0102 0.0782 0.0024 -0.00028 -0.00006 0.00•:01 - 0.00001 0.00000 STORY2 C31 EQXPOS 0.1259 -0.0063 -0.0008 0.00005 STORY2 C31 EQXNEG 0.1174 -0.0287 -0.0006 0.00017 STORY2 C31 EQYPOS -0.0162 0.0589 -0.0003 -1.00014 STORY2 C31 EQYNEG 0.0018 0.1063 -0.0007 -0.00041 STORY2 C40 EQXPOS , 0 ' 1_59 0.0009 0.0006 -0.00001 STORY2 C40 EQXNEG 0.1174 0.0260 0.0004 -0.00015 STORY2 C40 EQYPOS -0.0162 0.1316 -0.0002 -0'.00056 STORY2 C40 EQYNEG 0.0018 0.0782 0.0002 -0.00027 STORY1 C10 EQXPOS 0.0353 -0.0019 -0.0061 0.00004 STORY1 C10 EQXNEG 0.0367 0.0016 -1.0062 0.00001 STORY1 C10 EQYPOS 0.0015 0.0404 0'.0019 -0.00021 STORY1 C10 EQYNEG -0.0014 0.0332 0.0021 -:'.00014 STORY1 C31 EQXPOS 0.0368 0.0015 -0.0016 0.00001 STORY1 C31 EQXNEG 0.0355 -0.0013 -0.0014 0.00006 STORY1 C31 EQYPOS -'7.0022 0.0317 -0.0001 -0.00012 STORY1 C31 EQYNEG 0.0004 0.0375 -0.0004 -(..00021 STORY1 C40 EQXPOS STORY1 C40 EQXNEG 0.0368 0.0355 -0.0019 0.0013 0.0016 0.0012 `1•41•:li. :yr.�iti •1i3�',iL"v:;sJ7,:';i; :.,..;..�a',4`th'��{L`y+3' '1114w14, .• , - 0.00001 - 0.00006 0.00058 0.00053 - 0.00009 0.00001 0.00058 0.00053 - 0.00010 0.00000 0.00024 0.00026 0.00002 - 0.00002 0.00022 0.00021 -0.00003 0.00000 0.00021 0.00019 0.00002 -0.10101 0.03:' 0.00000 0.30.3.0 0.000:0 0.00000 10,000 z W re 00 N J 1- 1- W W W W0 gJ LL. Q V1 � 2 I- Ili !- 0 Wuj• ~ U� O N � 1- W W 2 H - Lk 16 ill .z UN F- 0~ z ETABS v7.22 File: INS TUKWILA 2 2 Kip -in Units PAGE 2 March 17, 2003 16:15 Engineers Northwest POINT DISPLACEMENTS STORY POINT LOAD STORY' C40 EQYPOS STORY' C40 EQYNEG UX UY UZ R}: RY RZ -0.0022 0.0004 0.0404 0.0002 0.0332 0.0004 Lk4k4... itla, -0.00023 -0.00014 -0.00002 0.000010,00000 0.00000 1,24 ETABS v7.22 File: INS_TUKWILA_2_2 Kip -in Units PAGE 3 March 17, 2003 16:15 Engineers Northwest DISPLACEMENTS AT DIAPHRAGM CENTER OF MASS STORY DIAPHRAGM LOAD POINT X Y UX 1JY RZ ROOF DROOF EQXPOS 536 1928.619 813.140 0.4669 -0.0142 0.00001 ROOF DROOF EQXNEG 536 1928.619 813.140 3.4729 -0.0091 0.000015 ROOF DROOF EQYPOS 536 1928.619 813.140 -3.0050 0.2722 0.00009 ROOF DROOF EQYNEG 536 1928.619 813.140 -0.0177 0.2613 -0.0000^_ STORY4 D4 EQXPOS 537 1921.244 817.037 0.3502 -0.0103 0.00001 STORY4 D4' EQXNEG 537 1921.244 817.037 3.3547 -0.0069 0.00005 STORY4 D4 EQYPOS 537 1921.244 817.037 -3.0037 0.2145 0.00007 STORY4 D4 EQYNEG 537 1921.244 817.037 -0.0132 0.2072 -0.00002 STORY3 D3 EQXPOS 538 1921.489 813.648 1,.2335 -0.0064 0.00001 STORY3 .03 EQXNEG 538 1921.489 813.648 0.2366 -0.0041 0.00003 STORY3 D3 EQYPOS 538 1921.489 813.648 -:.0020 0.1536 0.00004 STORY3 D3 EQYNEG 538 1921.489 813.648 -3.0086 0.1488 -0.00001 STORY2 D2 EQXPOS 539 1919.603 822.664 3.1274 -0.0028 0.00000 STORY2 D2 EQXNEG 539 1919.603 822.664 0.1289 -0.0017 0.00002 STORY2 D2 EQYPOS 539 1919.603 822.664 -;.00.10 0.0948 0.00002 STORY2 D2 EQYNEG 539 1919.603 822.664 -0.0041 0.0924 -0.00 0 0 1 STORY1 DL EQXPOS 540 1925.110 941.942 0.0362 -0.0002 0.00000 STORY1 D1 EQXNEG 540 1925.110 941.942 0.0360 0.0001 0.00000 STORY1 D1 EQYPOS 540 1925.110 941.942 -0.0007 0.0360 0.10000 STORY1 D1 EQYNEG 540 1925.110 941.942 -3.0003 0.0354 0.00000 P1 DPi EQ:{8OS 541 1918.927 915.478 3.0179 -0.0001 4.00000 81 DP1 EQXNEG 541 1918.927 915.478 0.0179 0.0001 0.00000 81 DP1 EQYPOS 541 1918.927 915.478 -0.0002 0.0199 0.00000 81 DPI EQYNEG 541 1918.927 915.478 -3.0001 0.0196 0.00000 92 . DP2 EQXPOS 542 1918.603 911.148 3.0074 0.0000 0.00000 P2 DP2 EQXNEG 542 1918.603 911.148 :.0073 0.0000 0.00000 P2 DP2 EQYPOS 542 1918.603 911.148 -;.0001 0.0080 0.00000 P2 DP2 EQYNEG 542 1918.603 911.148 3.0000 0.0080 0.00000 z +its,;l3i«:tiri t?Iv ' a ' a ETABS v7.22 File: INS_TUKWILA_2_3 Kip -in Units PAGE 1 April 11, 2003 11:07 Engineers Northwest LZZ- Summary Output Data - Section Designer Pier Section Check (UBC97) Story Pier Station Pier D/C Av 2 -Dir B -Zone Av 3 -Dir B - Label Label Location Section Ratio in^2/ft Length -2 in^2/ft Length STORY]. P1 P2 STORY1 ROOF STORY4 STORY3 STORY2 STORY1 PO1A Top PSEC32 0.035 0.966 Not Needed N/A ::/A. Bottom PSEC32 0.122 0.956 131.400 N/A i;/A. PO1R Top PSEC34 0.055 0.553 249.400 N/A N/A Bottom PSEC34 0.062 0.553 248.400 N/A :;%A. PO1A Top PSEC34 0.07]. 0.540 249.400 N/A Bottom PSEC34 0.078 0.540 248.400 N/A :;!A PO1B Top PSEC33 0.027 0.734 Not Needed N/A t;!A. Bottom PSEC33 0.269 0.733 Not Needed N/A ::IA P02 Top PSECO1 0.268 0.975 Not Needed N/A ::/A. Bottom PSECO1 0.380 0.965 Not Needed N/A :t!A. P02 Top PSECO2 0.163 1.730 Not Needed N/A N/A. Bottom PSECO2 0.499 1.717 Not Needed N/A %A. P02 Top PSECO3 Bottom PSECO3 0.079 2.209 Not Needed N/A N,A 0.564 2.193 Not Needed N/A ;I/A. P02 Top PSECO5 0.059 2.339 Not Needed N/A :;iA. Bottom PSECO5 0.960 2.320 Not Needed N/A :;IA. P02 Top PSECO4 0.429 0.720 54.000 N/A ::i.-. Bottom PSECO4 0.203 0.720 54.000 N/A `i/A. P1 P02 Top PSECO5 0.313 0.720 54.000 N/A Bottom PSECO5 0.207 0.720 54.000 N/A ::/A. P2 ROOF STORY4 STORY3 STORY2 STORY]. P02 Top PSECO1A 0.234 0.720 54.000 N/A Bottom PSECO1A 0.302 0.720 54.000 N/A N/A P03 Top PSECO6 0.363 0.360 Not deeded N/A N/A. Bottom PSECO6 0.474 0.360 Not Needed N/A :t%=•. P03 Top PSECO6A 0.393 0.540 Not Needed N/A :;/A. Bottom PSECO6A 0.794 0.540 Not Needed N/A ;1!A. P03 Top PSECO7 0.435 0.720 .Not Needed N/A N/A Bottom PSECO7 0.879 0.720 Not Needed N/A N/A. P03 Top PSECO8A 0.462 0.720 40.500 N/A :;/A. Bottom PSECO8A 0.970 0.720 40.500 N/A • N/A P03 Top PSECO9 0.928 0.720 Not Needed N/A "t!A. Bottom PSECO9 0.616 0.720 Not Needed N/A ::/A P1 P03 Top PSECO8A 0.597 0.720 40.500 N/A :;/=. Bottom PSECO8A 0.481 0.720 40.500 N/A ::/A P2 P03 Top PSECIU 0.528 0.720 40.500 N/A N/A. Bottom PSEC10 0.607 0.720 40.500 N/A N/A. ROOF PO4 Top PSECO6 0.038 0.360 Not Needed N/A Bottom PSECO6 0.250 0.360 Not deeded N/A N/A STORY4 PO4 Top PSECO6A 0.053 0.540 Not Needed N/A N'A. Bottom PSECO6A 0.453 0.540 Not Needed N/A N/A. STORY3 PO4 Top PSECO7 0.144 0.720 Not deeded N/A t:i=: Bottom PSECO7 0.514 0.720 Not deeded N/A N/A STORY2 PO4 Top PSECO8 0.226 0.720 Not Needed N/A N/A Bottom PSECO8 0.694 0.720 40.500 N/A ::/A. STORY1 PO4 Top PSECO9 0.608 0.720 Not deeded N/A /A. Bottom PSECO9 0.312 0.720 Not Needed N/A N/A ETABS v7.22 File: INS_TUKWILA_2_3 Kip -in Units PAGE 2 April 11, 2003 11:07 Engineers Northwest LZ� Summary Output Data - Section Designer Pier Section Check (UBC97) Story Pier Station Pier D/C Av 2 -Dir B -Zone Av 3 -Dir B -Zone Label Label Location Section Ratio in-2/ft Length -2 in^2/ft Length -3 P1 PO4 Top PSEC08A 0.288 0.720 40.500 N/A N/A. Bottom PSEC08A 0.227 0.720 40.500 N/A tl/F. P2 PO4 Top PSEC10 0.219 0.720 40.500 N/A N/A Bottom PSEC10 0.312 0.720 40.500 N/A N/A i ROOF P05 Top PSECO1B 0.253 0.482 Not Deeded N/A :;ir. Bottom PSECO1B 0.435 0.482 Not deeded N/A N/A STORY4 P05 Top PSEf:02A 0.153 1.090 Not Needed N/A N/A Bottom PSECO2A 0.433 1.078 Piot deeded N/A Nim. STORY3 P05 Top £SECO3 0.240 1.469 Not Needed N/A ;,/. Bottom PSEC03 0.554 1.469 Not Needed 2 N/A N/A STORY2 P05 Top PSEC03A 0.420 1.686 54.000 N/A N/F. Bottom PSEC03A 0.774 1.686 54.000 N/A i;i:-. STORY1 P05 Top PSEC04 0.921 0.720 Not Needed N/A i•i/r. Bottom PSEC04 0.481 0.720 Not Needed N/A N/A P1 P2 STORY1 P1 P2 P1 STORY1 P1 P2 STORY1 STORY1 STORY1 P05 Top PSEC05 0.344 0.720 54.000 N/A N/A Bottom Bottom PSEC05 0.252 0.720 54.000 N/A N/, P05 Top PSECO1A 0.275 0.720 54.000 N/A ;;/A Bottom PSECO1A 0.348 0.720 54.000 N/A N/A P06A Top PSEC35 0.038 1.041 tL:t Needed N/A N/A Bottom PSEC35 0.062 1.036 Not Needed N/A N/A P06A Top PSEC36 0.323 0.540 40.500 N/A Bottom PSEC36 0.552 0.540 40.500 N/A it/r. P06A Top PSEC34 0.069 0.540 Piot Needed N/A N/A. Bottom PSEC34 0.076 0.540 P1 -•t Needed N/A Pi/r. P06B Top PSEC37 0.067 0.782 157.500 N/A N/A Bottom PSEC37 0.105 0.782 157.500 N/A N/A P07A . Top PSEC38 0.016 0.454 U:.t Needed N/A N/A Bottom PSEC38 0.018 0.454 Not deeded N/A N/A P07A Top PSEC38 0.037 0.360 Not Needed N/A N/F, Bottom PSEC38 0.044 0.360 Not Needed N/A N/A P07A Top PSEC40 Bottom PSEC40 0.058 0.360 153.900 N/A N/A 0.065 0.360 153.900 N/A N/F. P07B Top PSEC39 0.019 0.758 Not Needed N/A N/A Bottom PSEC39 0.048 0.754 Not Needed N/A N/P. P07C Top PSEC39 0.017 0.734 167.400 N/A N/A Bottom PSEC39 0.052 0.731 167.400 N/A N/A P07D Top PSEC38 0.021 0.453 Not Needed N/A t:iA Bottom PSEC38 0.023 0.453 Not Needed N/A N/A P2 P07K Top PSEC41 0.084 0.360 36.000 N/A N/A Bottom PSEC41 0.108 0.360 36.000 N/A N/A P2 P07L Top PSEC42 0.432 0.360 Not Needed N/A N/A Bottom PSEC42 0.475 0.360 9.000 N/A N/A P2 P07N Top PSEC41 0.075 0.360 36.000 N/A N/A Bottom PSEC41 0.076 0.360 36.000 N/A N/A P2 P07P Top PSEC43 0.102 0.360 16.500 N/A N/A Bottom PSEC43 0.208 0.360 16.500 N/A N/A ;24TH.'iTlciiiryeix7lr�S:3r •.„, H�'.:Sr; ETABS v7.22 File: INS_TUKWILA 2 3 Kip -in Units PAGE 3 April 11, 2003 11:07 Engineers Northwest Summary Output Data - Section Designer Pier Section Check (UBC97) Story Pier Station Pier D/C A,v 2 -Dir B -Zone Av 3 -Dir B -Zone Label Label Location Section Ratio in"2/ft Length -2 in'2/ft Lencr_h-3 P2 P07(;! Top PSEC44 0.563 0.360 3.600 N/A N/ABottom PSEC44 0.588 0.360 3.600 N/A. N/A. P2 PO7R Top PSEC45 0.328 0.360 3.900 N/A N/r'. Bottom PSEC45 0.376 0.360 3.900 N/A N!A. P2 PO7S Top PSEC40 0.060 0.360 153.900 N/A N/A. Bottom PSEC40 0.069 0.360 153.900 N/A N/A. ROOF PO8A Top E'SEC11 0.135 0.360 Not Needed N/A. IIJr Bottorn ESEC11 0.366 0.360 38.700 N/A tl%r. STORY4 PO8A Top PSEC11A 0.517 0.540 38.700 ti/A ;;iA; Bottom PSEC11A 0.973 0.540 3.700 N/A N/A. STORY3 PO8A Top PSEC12 0.639 0.720 38.700 N/A ti/A. Bottorn PSEC12 0.988 0.720 38.700 N/A t;iA, STORY2 PO8A Top PSEC13 0.675 0.720 38. 700 N/A N/A Bottom PSEC13 0.972 0.826 38.700 N/A N/A STORY]. PO8A Top PSEC14 0.969 0.957 41.491 N/A N/A. Bottom PSEC14 0.700 0.957 41.929 N/A N/A. P1 PO8A Top PSEC13 0.621 0.720 42.030 N/A N/A Bottom PSEC13 0.567 0.720 42.466 N/A tt/A. P2 PO8A Top PSEC15 0.914 Bottom PSEC15 0.903 0.720 45.336 0.720 45.804 N/A N/A N/A ROOF PO8B Top ESEC16 0.067 0.360 51.300 N/A N/A Bottom PSEC16 0.343 0.360 51.300 N/A N/A ' STORY4 PO8B Top PSEC17 0.172 0.581 51.300 N/A N/A Bottorn PSEC17 0.683 0.581 51.300 N/A N/A STORY3 PO8B Top PSEC18 0.267 0.720 51.300 N/A 11!A. Bottom PSEC18 0.539 0.720 51.300 N/A ti/A, STORY2 P088 Top PSEC18 0.531 0.720 51.300 t•t/A N/A Bottom PSEC18 0.794 0.720 51.300 N/A i;/A. STORY1 PO8B Top PSEC19 0.759 1.172 Not Needed N/A N/A Bottom PSEC19 0.390 1.172 Not Needed N/A N/A P1 PO8B Top PSEC18 0.404 0.720 Bottom PSEC18 0.236 0.720 51.300 51.300 N/A N/A. N/A N/A P2 PO8B Top ESEC17 0.442 0.540 51.300 N/A N/A Bottom PSEC17 0.441 0.540 51.300 N/A N/A ROOF PO8C Top PSEC20 0.241 0.360 17.100 N/A N/A Bottorn PSEC20 0.137 0.360 17.100 N/A N/A. STORY4 PO8C Top PSEC20A 0.084 0.540 Not Needed N/A N/A. Bottom PSEC20A 0.238 0.540 Not Needed N/A N/A STORY3 PO8C Top ESEC21 0.102 0.720 Not Needed N/A NIA. Bottom PSEC21 0.215 0.720 17.100 N/A tt/A STORY2 PO8C Top ESEC22 0.128 0.720 17.100 N/A tl/A. Bottom PSEC22 0.395 0.720 17.100 N/A N/A STORY]. PO8C Top PSEC23 0.333 0.720 17.100 N/A, N/A Bottom PSEC23 0.174 0.720 17.100 N/A t;/A, P1 PO8C Top ESEC22 0.198 0.720 Bottom PSEC22 0.204 0.720 17.100 17.100 N/A N/A N/A ETABS v7.22 File: INS_TUKWILA_203 Kip -in Units PAGE 4 April 11, 2003 11:07 Engineers Northwest LZb Summary Output Data Section Designer Pier Section Check (UBC97) Story Pier Station Pier D/C Av 2 -Dir B -Zane Av 3 -Dir B-Z.:r.e Label Label Location Section Ratio in^2/ft Lengt-2 in"2/ft Length -3 P2 ROOF STORY4 STORY3 STORY2 STORY1 P08C Top PSEC24 0.262 0.720 17.100 N/A. t./A. Bottom PSEC24 0.269 0.720 17.100 N/A N/A PO8D Top PSEC25 0.777 0.360 Not , ieejed N/A N/A Bottom PSEC25 0.873 0.360 Not Needed N/A NiA. PO8D Top PSEC25A 0.609 0.540 20.700 N/A N/A. Bottom PSEC25A 0.853 0.540 20.700 N/A N/A. P080 Top PSEC26 Bottom PSEC26 0.735 0.720 20.700 N/A NiA. 0.950 0.720 20.700 N/A r/A. PO8D Top PSEC27 0.600 0.720 20.700 N/A :;,A. Bottom PSEC27 0.893 1.085 20.579 N/A N/A. PO8D Top PSEC28 0.856 1.110 22.E23 N/A N/A Bottom PSEC28 0.518 0.973 22.541 N/A. N/A. P1 PO8D Top PSEC27 0.454 0.720 22.y18 N/A N/A. Bottom PSEC27 0.438 0.720 23.136 N/A N/A P2 ROOF STORY4 STORY3 STORY2 STORY1 PO8D Top PSEC29 Bottom PSEC29 0.745 0.720 25.306 N/A. N A. 0.716 0.720 25.547 N/A N/A. PO9A Top PSEC11 0.148 0.360 38.-00 N/A N/A. Bottom PSEC11 0.326 0.360 38.700 N/A N/A. PO9A Top PSEC11A 0.466 0.540 38.7:0 N/A NIA Bottom PSEC11A 0.921 0.540 38.7:0 N/A, t./A. PO9A Top PSEC12 0.581 0.720 38.700 N/A N/ Bottom PSEC12 0.949 0.720 38.700 N/A NSA PO9A Top PSEC13 Bottom PSEC13 0.637 0.720 38.700 N/A ti/A 0.994 0.998 39.700 N/A t:/A. PO9A Top PSEC14 0.993 1.274 41.514 N/A ;:/A Bottorn PSEC14 0.633 1.262 41.952 N/A Nir. P1 PO9A Top PSEC13 Bottom PSEC13 P2 ROOF STORY4 STORY3 STORY2 STORY1 P1 P2 ROOF 0.580 0.720 42.076 N/A N/A 0.549 0.720 42.512 N/A t:/A. PO9A Top PSEC15 0.882 0.720 44.e81 N/A N/A, Bottom PSEC15 0.871 0.720 45.349 N/A N/A. PO9B Top PSEC16 Bottom PSEC16 0.202 0.472 51.300 N/A hi/A. 0.492 0.472 Not Needed N/A N/A PO9B Top PSEC17 0.334 0.757 51.300 N/A N/A. Bottorn PSEC17 0.974 0.757 51.300 N/A N/A. PO9B PO9B Top PSEC18 Bottom PSEC18 Top PSEC18 Bottom PSEC18 0.345 0.928 51.3:0 tt/A iQ/A 0.644 0.928 51.300 N/A ti/A. 0.670 0.982 0.775 1.034 51.300 51.300 N/A N/A N/A N/A PO9B Top PSEC19 0.969 1.525 51.300 N/A N%A. Bottom PSEC19. 0.542 1.525 51.300 N/A t•i/A. PO9B Top PSEC18 0.558 0.720 51.300 N/A N/A. Bottom PSEC18 0.355 0.720 51.300 N/A N/A. PO9B P09C Top PSEC17 Bottom PSEC17 Top PSEC20 Bottorn PSEC20 0.898 0.540 51.672 N/A N/A. 0.859 0.540 5'2.5_7 N/A N/A. 0.297 0.360 Not Needed N/A Pt/A. 0.322 0.360 Not Needed N/A NiA v, ETABS v7.22 File: INS_TUK^HILA 2_3 gip -in Units PAGE 5 April 11, 2003 11:07 Engineers Northwest LZ Summary Output Data - Section Designer Pier Section Check (UBC97) Story Pier Station Pier D/C Av 2 -Dir B -Zone Av 3 -Dir B -Zone Label Label Location Section Ratio in^2/ft Length -2 in'2/ft Length -3 STORY4 STORY3 STORY2 STORY1 P09C Top PSEC20A 0.139 0.540 Not Needed N/A N/A Bottom PSEC20A 0.777 0.540 17.100 N/A N/A P09C Top PSEC21 Bottorn PSEC21 0.288 0.720 Not Needed N/A N/A 0.949 0.720 17.100 N/A II/A, P09C Top PSEC22 0.312 0.720 17.100 N/A. it/A. Bottom PSEC22 0.842 0.720 17.100 N/A N/A P09C Top PSEC23 Bottom PSEC23 0.767 0.720 17.100 N/A N/A 0.297 0.720 17.100 N/A !i/F. P1 P09C Top PSEC22 0.225 0.720 17.100 N/A Itl;., Bottom PSEC22 0.222 0.720 17.100 N/A N/A. P2 ROOF STORY4 STORY3 STORY2 STORY]. 21 P2 STORY1 P1 P2 STORY1 P1 P2 STORY1 21 2090 209D 209D Top PSEC24 Bottorn PSEC24 Top PSEC25 Bottom PSEC25 Top PSEC25A Bottom PSEC25A 0.573 0.720 17.100 N/A N/A. 0.554 0.720 17.110 N/A t1/A. 0.694 0.360 Not Needed tI/A N/A. 0.661 0.360 Not Needed N/A N/A. 0.582 0.540 20.700 N/A N/A. 0.561 0.540 20.700 N/A NIA. 209D Top PSEC26 0.734 0.720 20.700 N/A tt!A Bottom • PSEC26 0.725 0.720 20.100 N/A N/A 209D P09D Top PSEC27 Bottom PSEC27 Top PSEC28 Bottorn PSEC28 0.591 0.720 20.896 N/A N/A. 0.691 0.852 21.223 N/A tl!A. 0.675 0.499 0.893 22.897 0.893 23.115 N/A N/A N/A N/A P09D Top PSEC27 0.462 0.720 23.107 N/A N/A Bottom PSEC27 0.440 0.720 23.325 tt/A N/A 209D Top PSEC29 0.737 0.720 25.048 N/A N/A Bottom PSEC29 0.714 0.720 25.290 N/A N/A. P10A Top PSEC30 0.040 0.713 t1:t_ Needed N/A N/A Bottorn PSEC30 0.075 0.718 Not Needed N/A N/A. P10A Top ESEC30 0.076 0.360 108.000 N/A N/A Bottom PSEC30 0.078 0.360 108.000 N/A N/A P10A Top PSEC30 0.105 0.360 108.000 N/A r/A. Bottom PSEC30 0.102 0.360 108.000 N/A N/A P10B Top PSEC30 0.054 0.623 108.070 N/A li/A. Bottom PSEC30 0.106 0.626 Not Needed N/A tl/A. 2108 Top PSEC30 0.075 0.360 Not tleede'd tW A NIA Bottom PSEC30 0.094 0.360 Not Needed N/A N/A PI.OB Top PSEC3O Bottom PSEC30 0.089 0.107 0.360 108.0OO 0.360 108.000 N/A N/A N/A tl/A P10C Top PSEC31 0.054 0.748 Not Needed N/A ti/A. Bottom PSEC31 0.064 0.740 275.400 N/A t:/A. P10C Top PSEC31 Bottom PSEC31 0.095 0.360 Not Needed N/A N / A. 0.103 0.360 Not heeded N/A N/A P2 P10C Top PSEC31 0.111 0.360 Not Needed N/A ti/A. Bottom PSEC31 0.118 0.360 275.400 N/A ttWA ETABS v7.22 File: INS_TUKWILA_2_3 Kip -in Units PAGE 6 April 11, 2003 11:07 Engineers Northwest Spandrel Output Data - Spandrel Design (UBC97) LZ- / Required Reinforcing Steel / Story Spandrel Station L/d Shear M(top} M(bot) Av Ah Avd Label Label Location Ratio Phi Vc in^2 in^2 in^2/ft in^2/ft ir'2 STORY]. S06A Left 4.762 103.277 0.601 0.656 1.195 1.195 L/d >= 4 Right 4.762 103.277 0.678 0.627 1.278 1.278 L/d >= 4 P1 S06A Left 11.111 44.262 0.662 0.390 1.363 1.363 L/d >= 4 Right 11.111 44.262 0.721 0.464 1.397 1.397 L/d >= 4 P2 S06B Left 3.333 147.539 0.200 0.787 1.368 1.368 31.841 Right 3.333 147.539 0.234 0.564 0.808 0.808 22.065 P2 S07N Left 1.389 26.229 0.810 0.599 0.318 0.360 1.394 Right 1.389 26.229 0.571 0.655 0.295 0.360 1.339 P2 S07P Left 1.389 Right 1.389 26.229 0.557 26.229 0.318 0.434 0.260 0.299 0.317 0.360 1.255 0.360 1.392 IEI\7 ENGINEERS NORTHWEST, INC., P.S. ^' STRUCTURAL ENGINEERS 6869 WOODLAWN AVE. N. E.. #205. SEATTLE. WA 98115 (206) 525-7560 FAX (206) 522-6698 PROJECT # /JZ j IC2 PROJECT hLS TU ISG...)I 1.-4 SUBJECT L. -Al -FIR -A- 17/ �2 # 4- 1E!, ', tAsu r..�ice.Ac' Z („cam-- (a.s4)(`v'`J _ c3C 13( &.L_ P b3, -(e Q,c DATE +/ 7/c SHEET L2-25 OF By (DD' -c c�ci1(7 k72 a4\c_----- 3-c) 14/,, (. Ca , s t,-()CLz7-) = (v z f z2i -F ' es( 3 •F Vel = Z 4 -5'7F it. 6-X 19r Frz- ►Z ��,i,2 ()/ #7 e ez)( P (()c 1 Z.) 0(4 = c()c 12" )(/&)C3 CS „z /--- :i.✓:a::i15.N,..:£m:.:wG,ti:e:;eui:i3u�u&iif;i`«lt�,:tl c..<=4- I -7 )(0c-1-.2A.,c_oc_. ENGINEERS NORTHWEST, INC., P.S. 6869 WOODLAWN AVE NE, SUITE 500 SEATTLE, WA 98115 Y - Direction (+) eccentricity P02 Level V V, -V,,, Roof 439 439 4th 857 418 3`d 1181 324 2nd 1328 147 1St 409 -919 P1 272 -137 P2 466 194 PO4 Level V V, -V,,, Roof 156 156 4th 345 189 3rd 504 159 2nd 759 255 1St -541 -1300 P1 -133 408 P2 219 352 P03 Level V V, -V,+,, Roof 163 163 4th 347 184 3rd 522 175 2nd 782 260 1St -457 -1239 P1 -80 377 P2 256 336 P05 Level V V, -V,+, Roof 654 654 4th 1302 648 3rd 1901 599 2nd 2108 207 1st -1182 -3290 P1 -262 920 P2 318 580 Sheet t-2( of rev 4/10/03 Y - Direction (-) eccentricity P02 Level V V, -V,+, Roof 693 693 4th 1402 709 3rd 1958 556 2nd 2184 226 1St -267 -2451 P1 -34 233 P2 433 467 PO4 Level V V; V,+, Roof 133 133 4th 280 147 3rd 420 140 2nd 651 231 1st -399 -1050 P1 -84 315 P2 230 314 P03 Level V V, -V,+, Roof 164 164 4th 339 175 3rd 543 204 2nd 846 303 1st -523 -1369 P1 -110 413 P2 259 369 P05 Level V V V;+,. Roof 430 430 4th 840 410 3rd 1192 352 2nd 1290 98 1st -333 -1623 P1 67 400 P2 369 302 Page 1 of 10 4/15/2003 Drag Loads.xls ENGINEERS NORTHWEST, INC., P.S. 6869 WOODLAWN AVE NE, SUITE 500 SEATTLE, WA 98115 X - Direction (+) eccentricity PO8A Level V V; V,+, Roof 132 132 4th 359 227 3rd 542 183 2nd 761 219 1St -1237 -1998 P1 -454 783 P2 173 627 PO8C Level V v, -v,,, Roof 53 53 4th 69 16 3rd 58 -11 2nd 164 106 1St -229 -393 P1 -34 195 P2 79 113 PO9A Level V v1 -v,4_1 Roof 129 129 4th 355 226 3rd 539 184 2nd 786 247 1St -1281 -2067 P1 -449 832 P2 168 617 PO9C Level V Vi -V..., Roof 77 77 4th 121 44 3rd 136 15 2nd 243 107 1st -311 -554 P1 -102 209 P2 50 152 ,+.41:✓;i:�:e:..a::. ......_.___:^.S:i�«1.::mr.:::.i.:.:;:Ga.:,:.....';,:.::..i�s� vii:sl���i7+ki�+.:iu `u: PO8B Level V V; V,+, Roof 372 372 4th 753 381 3rd 1156 403 2nd 1091 -65 1St -1648 -2739 P1 -739 909 P2 163 902 P08D Level V v, -v,+., Roof 55 55 4th 152 97 3rd 195 43 2nd 361 166 1St -563 -924 P1 -174 389 P2 99 273 PO9B Level V V.-Vt.., Roof 418 418 4th 813 395 3rd 1236 423 2nd 1166 -70 1St -1684 -2850 P1 -735 949 P2 154 889 P09D Level V V, -V,.0 Roof 59 59 4th 156 97 3rd 198 42 2nd 378 180 1St -592 -970 P1 -171 421 P2 100 271 Page 2 of 10 Sheet of rev 4/10/03 4/15/2003 Drag Loads.xls ENGINEERS NORTHWEST, INC., P.S. 6869 WOODLAWN AVE NE, SUITE 500 SEATTLE, WA 98115 X - Direction (-1 eccentricity PO8A Level V V, V;}1 Roof 133 133 4th 356 223 3rd 537 181 2nd 728 191 1st -1187 -1915 P1 -438 749 P2 170 608 PO8C Level V V; V,." Roof 51 51 4th 66 15 3rd 57 -9 2nd 155 98 1St -219 -374 P1 -33 186 P2 77 110 PO9A Level V V1 -V,4.1 Roof 127 127 4th 355 228 3rd 541 186 2nd 814 273 1St -1329 -2143 P1 -457 872 P2 166 623 PO9C Level V V,- V;+1 Roof 80 80 4th 127 47 3'd 145 18 2nd 257 112 1st -330 -587 P1 -109 221 P2 47 156 P08B Level V V; V;}1 Roof 365 365 4th 736 371 3`d 1127 391 2nd 1041 -86 1St -1583 -2624 P1 -712 871 P2 161 873 P08D Level Y_, V, -V,,1 Roof 70 70 4th 177 107 3rd 242 65 2nd 371 129 15` -558 -929 P1 -189 369 P2 91 280 PO9B Level Y.1 V V;+1 Roof 423 423 4th 826 403 3rd 1257 431 2nd 1209 -48 1St -1746 -2955 P1 -752 994 P2 151 903 PO9D Level V Vi -V,41 Roof 43 43 4th 131 88 3rd 153 22 2nd 369 216 1St -601 -970 P1 -156 445 P2 104 260 Page 3 of 10 Sheet L3\ of rev 4/10/03 4/15/2003 Drag Loads.xis )si 3• S�i?$"SS1d"i�YS4i9tt3(S ?zi ENGINEERS NORTHWEST, INC., P.S. 6869 WOODLAWN AVE NE, SUITE 500 SEATTLE, WA 98115 Y - Direction (+) eccentricity P01 Level V V, -V14.1 1st A 2316 2316 1st B 975 975 P1 3313 22 P2 2462 -851 P06 Level V V, -V,,, 1st 4581 4581 P1 A 529 -165 P1 B 2961 -926 P2 3016 -474 Sheet 1 -SZ of rev 4/10/03 Y - Direction (-) eccentricity P01 Level V V, -V,,., 1st A 2759 2759 1st B 1177 1177 P1 3690 -246 P2 2983 -707 P06 Level V V, -V,." 1st 3693 3693 P1 A 434 -126 P1 B 2462 -671 P2 2461 -435 .ar. fti..... .... ... s•...,. .riot l:.Jw.w1» i..u, L N+Sriy Page 4 of 10 4/15/2003 Drag Loads.xls A:41*71'14.44* 1iCe.+iF.44* t}.�1. 4tU,X?iaSpi)� . M....K{A. ,o. i.+.0 :ft CN : .� `.I.a�.?uzI." e"S ENGINEERS NORTHWEST, INC., P.S. 6869 WOODLAWN AVE NE, SUITE 500 SEATTLE, WA 98115 X - Direction (+) eccentricity P07 Level Yi V, -V1 1St 6141 6141 P1 4841 -1300 P2 2565 -2276 P1 OA Level Y. V1 -V+, 1St 1628 1628 P1 958 -670 P2 690 -268 P1OB Level 14 v -v+, - 1st 1608 1608 P1 952 -656 P2 689 -263 PIM Level Y. v -v+, 1st 4450 4450 P1 2658 -1792 P2 1837 -821 Page 5 of 10 Sheet L33 of rev 4/10/03 4/15/2003 Drag Loads.xls ENGINEERS NORTHWEST, INC., P.S. 6869 WOODLAWN AVE NE, SUITE 500 SEATTLE, WA 98115 X - Direction (-) eccentricity PO7 Level V V, -V41 1st 5842 5842 P1 4588 -1254 P2 2416 -2172 P1 OA LevelX./.1 Yi V, -V,41 1st 1701 1701 P1 1012 -689 P2 727 -285 P1OB Level Yi V, -V4.1 1st 1675 1675 P1 1003 -672 P2 726 -277 P10C Level \ii V -V,+, 1st 4628 4628 P1 2789 -1839 P2 1931 -858 Page 6 of 10 Sheet 114,.4- of rev 4/10/03 4/15/2003 Drag Loads.xls L' • . "' `44';..t % • ,4;,;,264,44;:dii-g•*=',. Z • 21Li O 0 u) cow COUWI uj 0 Q. cj ui Z 1-0 Z1- W. uj n 0 O — (3 111 uj 1---- LI 0 1.11 0 }- z ENGINEERS NORTHWEST, INC., P.S. 6869 WOODLAWN AVE NE, SUITE 500 SEATTLE, WA 98115 Sheet L_ of rev 4/10/03 Maximum Draq Loads Level Pier P01 P02 P03 PO4 P05 P06 Roof 133 693 164 156 654 4m 381 709 184 189 648 183 3rd 11 556 204 159 599 86 2nd PI 42759 226 303 255 207 4581 4- 1 St ? (& 1177 2451 1369 1300 3290 165 P1 246 233 413 408 920 926 .. P2 851 467 369 352 580 474 Maximum Draq Loads ' Level Pier P07 PO8A P08B P08C PO8D Roof P10C 133 372 53 70 Ott' 227 381 16 107 3rd 47 183 403 11 65 2nd 186 219 86 106 166 15t 6141 1998 2739 393 929 P1 1300 783 909 195 389 P2 2276 627 902 113 280 Maximum Draq Loads Level Pier PO9A PO9B PO9C PO9D P10A P1OB P10C Roof 129 423 80 59 4th 228 403 47 97 3rd 186 431 18 42 2nd 273 70 112 216 1St 2143 2955 587 970 1701 1675 4628 P1 872 994 221 445 689 672 1839 P2 623 903 156 271 285 277 858 Page 7 of 10 4/15/2003 Drag Loads.xls ENGINEERS NORTHWEST, INC., P.S. 6869 WOODLAWN AVE NE, SUITE 500 SEATTLE, WA 98115 12.98 39.90 KLF - typical (except 1st floor) KLF - at first floor Sheet L of rev 4/10/03 -Vu Level PO1A PO1B L `I' VN Vu L 4)VN Vu 1st 72.50 2893 2759 OK 37.50 1496 1177 OK P1 137.00 1778 246 OK 24.50 318 184 OK P2 137.00 1778 851 OK 25.00 325 204 OK cliV Level P02 P03 L (I) VN Vu L cr'VN Vu Roof 33.00 428 693 NG 24.00 312 164 OK 4th 34.00 441 709 NG 24.50 318 184 OK 3`d 35.00 454 556 NG 25.00 325 204 OK 2nd 35.00 454 226 OK 25.00 325 303 OK 1St 35.00 1397 2451 NG 25.00 998 1369 NG P1 35.00 454 233 OK 25.00 325 413 NG P2 35,00 454 467 NG 25.00 325 369 NG ilta Level PO4 P05 L (1)VN Vu L ''VN Vu Roof 24.50 318 156 OK 41.00 532 654 NG 4th 25.00 325 189 OK 42.00 545 648 NG 3rd 25.50 331 159 OK 43.00 558 599 NG 2nd 25.50 331 255 OK 43.00 558 207 OK 1St 25.50 1017 1300 NG 43.00 1716 3290 NG P1 25.50 331 408 NG 43.00 558 920 NG P2 25.50 331 352 NG 43.00 558 580 NG `I'Va Level PO6A PO6B L `h VN Vu L I) VN Vu 1st 112.00 4469 4581 NG P1 22.00 286 165 OK 87.00 1129 926 OK P2 137.00 1778 474 OK Page 8 of 10 rnittg a7f�i!i!'akyEij'y,'r�.;4�J;, Z(tF.tt °tf" 3.', : 4/15/2003 Drag Loads.xls ur .rn.,,�s•.:...::nasi mnur::‘.kr.ry�,,yx�;fY,r F��;.•4!'.0 d.7:'STf;i 7Y nl3 ttit';t"+fi '�..i+"."�ar. ENGINEERS NORTHWEST, INC., P.S. 6869 WOODLAWN AVE NE, SUITE 500 SEATTLE, WA 98115 (PVti Level P07 L `-t'VN Vu PO8B L 1 St 272.00 10853 6141 OK P1 272.00 3531 1300 OK P2 272.00 3531 2276 OK Sheet L37 of rev 4/10/03 01 IN PO8C PO8D Level PO8A PO8B L :'VN Vu Vu L (PVN Vu 20.00 260 Roof 32.00 415 133 OK 57.00 740 372 OK 4`h 32.00 415 227 OK 57.00 740 381 OK 3rd 32.00 415 183 OK 57.00 740 403 OK 2nd 32.00 415 219 OK 57.00 740 86 OK 1St 32.00 1277 1998 NG 57.00 2274 2739 NG P1 32.00 415 783 NG 57.00 740 909 NG P2 32.00 415 627 NG 57.00 740 902 NG 01 Level PO8C PO8D L (INN Vu L (PVN Vu Roof 20.00 260 53 OK 12.50 162 70 OK 4th 20.50 266 16 OK 13.00 169 107 OK 3rd 21.00 273 11 OK 13.50 175 65 OK 2nd 21.00 273 106 OK 13.50 175 166 OK 1st 21.00 838 393 OK 13.50 539 929 NG P1 21.00 273 195 OK 13.50 175 389 NG P2 21.00 273 113 OK _ 13.50 175 280 NG __Vu Level PO9A PO9B L (1) VN Vu L (PVN Vu Roof 41.00 532 129 OK 46.50 604 423 OK 4th 41.00 532 228 OK 46.50 604 403 OK 3`d 41.00 532 186 OK 46.50 604 431 OK 2nd 41.00 532 273 OK 46.50 604 70 OK 1St 41.00 1636 2143 NG 46.50 1855 2955 NG P1 41.00 532 872 NG 46.50 604 994 NG P2 41.00 532 623 NG 46.50 604 903 NG Page 9 of 10 4/15/2003 Drag Loads.xls Sri'•'Ffr.'}�'3�,.��'+"�,+?�4;tiif i#2;, ENGINEERS NORTHWEST, INC., P.S. 6869 WOODLAWN AVE NE, SUITE 500 SEATTLE, WA 98115 Sheet i of rev 4/10/03 Page 10 of 10 4/15/2003 Drag Loads.xls 1aVN P10C L Level PO9C PO9D L rtJ VN Vu 6025 L (b VN Vu 151.00 1St Roof 11.50 149 80 OK 24.00 312 59 OK 4th 12.00 156 47 OK 24.50 318 97 OK 3rd 12.50 162 18 OK 25.00 325 42 OK 2nd 12.50 162 112 OK 25.00 325 216 OK 1St 12.50 499 587 NG 25.00 998 970 OK P1 12.50 162 221 NG 25.00 325 445 NG P2 12.50 162 156 OK 25.00 325 271 OK Page 10 of 10 4/15/2003 Drag Loads.xls 1aVN P10C L Level P10A P1OB L AVN Vu 6025 L (0VN Vu 151.00 1St 60.50 2414 1701 OK 60.50 2414 1675 OK P1 60.50 785 689 OK 60.50 785 672 OK P2 60.50 785 285 OK 60.50 785 277 OK Page 10 of 10 4/15/2003 Drag Loads.xls Level P10C L CVN Vu 1st 151.00 6025 4628 OK P1 151.00 1960 1839 OK P2 151.00 1960 858 OK Page 10 of 10 4/15/2003 Drag Loads.xls ETABS v7.22 File: INS_TUKWILA 2_3 Kip -in Units PAGE 1 April 10, 2003 11:56 Engineers Northwest P IER FORCES STORY PIER LOAD LOC ROOF P02 EQYPOS Top Bottom ROOF P03 EQYPOS Top Bottom ROOF PO4 EQYPOS Top Bottom ROOF P05 EQYPOS Top Bottom 1-3`1 P V2 V3 T M2 M. -0.82 439.30 -0.10 .16.798 8.722 -'83e....23; -0.82 439.30 -0.10 46.798 -7.086 4+15:. -38.36 163.19 0.78 60.435 -72.904 -10167.801 -38.36 1.63.19 0.78 60.435 48.280 15280.91 10.39 -21.19 -6.82 -6.82 155..15 157.95 0.71 174.481 0.92 139.618 354.04 0.85 654.04 0.85 - 71.5'86 - 71.586 -100.3669 72.094 -77.490 -38341.46: 55.424 63659.759 ROOF P08A EQYPOS Top -75.21 -16.00 4.02 65.116 -350.703 Bottom -75.21 -16.00 4.02 65.116 275.886 ROOF P08B EQYPOS Top Bottom - 18.65 -31.89 - 18.65 -31.89 ROOF P08C EQYPOS Top -22.22 -17.39 Bottom -22.22 -17.39 ROOF P08D EQYPOS Top Bottom - 96.03 93.17 -96.03 93.17 ROOF P09A EQYPOS Top 76.34 5.15 Bottom 76.34 5.15 ROOF P09B EQYPOS Top Bottom ROOF P09C EQYPOS Top Bottom ROOF P09D EQYPOS 'Pop Bottom STORY4 P02 EQYPOS Top Bottom 55.34 55.34 10.74 42.32 13.96 355.549 -1335.819 1753.686 13.96 3.55.549' 841.967 -3190.441 10.83 :49.527 -971.437 1717.051. 10.83 :49.527 717.370 -995.5.3:=. 4.30 60.370 -3388.272 -6796.855 4.30 60.370 2102.398 7738.370 3.97 23.215 3.97 23.215 44.37 5.07 44.37 5.07 29.04 3.33 29.24 1.52 102.59 -98.96 102.59 -98.96 3.50 3.50 STORY4 P03 EQYPOS Top -191.55 Bottorn -191.55 STORY4 PO4 EQYPOS Top -40.85 Bottom -120.31 STORY4 P05 EQYPOS Top -16.42 Bottom -16.42 STORY4 P08A EQYPOS Top -293.21 Bottom -`93.21 STORY4 P08B EQYPOS Top Bottom -52.606 -52.606 79.909 -15.996 4.76 73.142 4.76 73.142 856.70 0.07 856.70 0.07 346.53 0.62 346.53 -351.290 268.435 -469.32_5 321.282 -198.852 98.792 -436.087 306.836 164'.0_3 -3530.145 3391.625 -1114.5 165. 945 7339.340 - 8098.247 :56.941 11.894 -391_....- _56.941 22.796 9548.510 175.226 -52.0::2 -11009.224 0.62 175.226 45.132 4304 .9187 345.03 -2.63 349.22 1.06 1302.18 1.40 1302.18 1.40 -?8.978 :95.076 -3:)1.600 -3.:11.600 -23.160 97. 939 41- 7::4.753 -104.041 -41246.509 115.087 161893.437 - 49.64 6.95 :74.695 -552.968 - 49.64 6.95 174.695 531.020 -7041.....3 -40.36 -75.99 --10.36 13.98 481.061 -1108.868 -1190.188 -75.99 13.98 451.061 1071.726 -13051.937 c'stiai;.+:'l.ti5t^ 1^:� iU 19 ETABS v7.22 File: INS TUKWILA_2_3 Kip -in Units PAGE 2 April 10, 2003 11:56 _ Engineers Northwest P IER FOR C E S STORY PIER LOAD LOC STORY4 P08C EQYPOS Top Bottom STORY4 P08D EQYPOS Top Bottom STORY4 P09A EQYPOS Top Bottom STORY4 P09B EQYPOS Top Bot tom STORY4 P09C EQYPOS Top Bottom STORY4 P09D EQYPOS Top Bottom STORY3 P02 EQYPOS Top Bottom STORY3 P03 EQYPOS Top Bottom STORY3 PO4 EQYPOS Top Bottom STORY3 P05 EQYPOS Top Bottom STORY3 P08A EQYPOS Top Bottorn STORY3 POBB EQYPOS Top Bottom STORY3 P08C EQYPOS Top Bottom STORY3 POBD EQYPOS Top Bottom STORY3 P09A EQYPOS Top Bottom STORY3 P09B EQYPOS Top Bottom STORY3 P09C EQYPOS Top Bottom STORY3 P09D EQYPOS Top Bottom P -55.37 -55.37 -377.28 -377.28 290.97 290.27 228.88 228.88 94.40 173.87 392.93 392.93 Lilco V2 V3 T M2 h13 -18.27 14.70 349.440 -1269.442 131:.955 -18.27 14.70 349.440 1123.296 -1539..71 145.33 9.01 14.332 145.33 9.01 14.332 -693.226 -11679.778 713.032 10991 .602 18.12 6.50 131.471 -512.201 -19.., 18.12 6.50 131.471 501.759 79.92 8.57 191.745 -624.448 79.92 8.57 131.7.15 713.232 -6926.130 5540.712 56.55 8.20 320.017 -360.675 -1-86., 7 60.24 4.01 96.419 284.578 3x3?.153 -156.60 9.02 22.094 -156.60 9.02 22.094 5.16 1180.83 0.29 462.796 5.16 1180.83 0.29 469.796 -433.44 -483.44 -186.41 -322.90 -37.26 -37.26 - 664.45 - 664.45 -60.58 -60.58 -694.640 12010.396 712.275 -12416.729 29.297 -3721:.3._: 74.271 14698.- 522.13 0.73 376.901 -26.433 522.13 0.73 3376.901 86.781 504.34 -10.21 20 76 207.769 513.82 0.50 629.505 104.617 1901.23 3.00 -1177.077 1901.23 3.00 -1177.077 -71.36 11.37 355.055 -71.36 11.37 355.055 -108.9.1 11.04 654.673 -108.94 11.04 654.673 -1418.508 80034.267 20122.372 81861._665 -188.366 -11763.392 279.128 28482 :.624 -833.126 -3445..:5 941.101 -14577.110 - 882.880 -11198.746 839.165 -28193.098 -90.56 -17.78 15.77 590.666 -1261.110 9.37.;-4 -90.56 -17.78 15.77 590.666 1198.945 -1535.3:': -846.94 - 846.94 659.88 659.88 540.31 540.31 275.03 411.53 883.05 883.05 262.55 10.48 -219.875 262.55 10.48 -218.875 - 717.074 -21170.096 917.103 19789.312 10.53 10.49 331.204 -770.190 -2192.19: 10.53 10.49 331.204 866.847 -649.764 102.04 7.36 569.921 102.04 7.36 569.921 -461.681 -12570.310 687.011 3347.974 94.44 14.11 846.384 -390.143 -2970.41 105.14 4.64 320.825 323.19' 5475.1:3 -273.48 10.30 -212.606 -705.113 21050.251 -273.48 10.30 -212.606 901.690 -21612.354 +:au:4,1,..W w ETABS v7.22 File: IMS_TUKWILA 2 3 Kip -in Units PAGE 3 April10, 2003 11:56 _ Engineers Northwest 81 ER FORCES STORY PIER LOAD LOC STORY2 P02 EQYPOS • Top Bottom P 23.66 23.66 STORY2 P03 EQYPOS Top -919.12 Bottom -919.12 STORY2 PO4 EQYPOS Top -460.68 Bottom -635.87 STORY2 805 EQYPOS 'rop Bottom - 30.17 - 30.17 V2 V3 T M2 1325.49 1328.49 X13 1.05 493.434 69.106 -22(C5.-4- 1.05 433.434 257.245 217119.58:. 782.33 0.54 782.33 0.54 759.23 -7.51 757.38 1.91 2108.24 2.25 2108.24 2.25 STORY2 P08A EQYPOS Top -1147.96 -94.73 16.26 Bottom -1147.96 -94.72 16.26 STORY2 808B EQYPOS Top Bottom - 78.82 - 78.82 - 107.72 - 107.72 STORY2 PO8C EQYPOS Top -123.44 -24.55 Bottom -123.44 -24.55 350.033 350.033 511.399 _63.016 - 369.876 -269.876 42.377 17201.11: 140.018 1591:i2,:.581: 337.955 51911.96c. 296.680 165391.23:f -59.428 7517 ._62 345.862 45465'.121 339.054 -937.765 -1C049.121 339.054 1989.925 -270q9.141 26.70 573.918 -1019.661 -26579.998 26.70 573.918. 3785.832 -45970.106 16.25 311.779 16.25 321.779 STORY2 P08D EQYPOS Top -1433.75 138.61 20.18 -27.499 Bottom -1433.75 138.61 20.18 -27.499 STORY2 PO9A EQYPOS Top 1124.95 Bottom 1124.95 STORY2 P09B EQYPOS Top Bottom STORY2 PO9C EQYPOS Top Bottom STORY2 PO9D EQYPOS Top Bottom STORY1 POlA EQYPOS Top Bottom STORY1 PO1B EQYPOS 'rop Bottom STORY1 P02 EQYPOS Top Bottom 41.60 41.60 15.47 319.936 15.47 319.936 993.84 109.57 25.16 993.84 109.57 583.58 83.89 758.77 93.31 1462.52 1462.52 -36.41 -109.04 29.66 120.54 32.43 32.43 STORY1 803 EQYPOS Top -1085.40 Bottom -1085.40 STORY1 804 EQYPOS Top -685.09 Bottom -621.04 STORY1 805 EQYPOS Top Bottom -17.00 -17.00 - 152.30 - 152.30 2315.74 2316.34 974.68 973.44 408.70 408.70 - 456.79 -456.79 -540.79 - 612.88 -1182.43 -1182.43 -974.148 1951.061 -32.-74 -4196.992 -935.811 -20312.859 2696.604 4636.832 -865.376 1919.308 -4909.590 2679. 26 513.764 -964.084 -22742.359 25.16 523.764 3564.759 -3018.977 15.01 ;0.947 16.86 498.883 19.83 -6.834 19.83 -6.834 8.33 3.72 -7.33 - 5.42 -3.05 - 3.05 -0.68 - 0.68 -33.82 5.21 - 2.00 -2.00 -3245.430 -1131.794 -15.2.346 -1165.260 -4:9.627 -4:9.627 - 34.879 -34.879 4530.5_5 - 744.805 -357.197 - 3:7.197 -504.790 1637.963 - 909.163 2659.656 -42_7.-4 2146.13 17815. _90 -9599.067 -274.362 -16361.123 226.437 229794.::.24 245.304 - 183.344 -6957.963 89317.467 320.601 103021.6:2 -44.871 152066. 51 116.433 132131. 92 35.052 77317.629 437.260 150390.09 349.217 86722.,75 246.686 371026. :54 6.708 229114.541 ETABS v7.22 File: INS_TUKWILA 2 3 Kip -in Units PAGE 4 April 10, 2003 11:56 Engineers Northwest Ld-Z PIER FOR C E S STORY PIER LOAD LOC P V2 V3 T M2 N3 STORY1 PO6A EQYPOS Top 20.93 4580.84 6.92 7512.039 -75.683 -42018. Bottom 147.13 4580.39 5.51 6570.518 216.180 4X"'16.49.3 STORY]. P07A EQYPOS Top -63.77 -435.07 21.42 2393.972 -1068.741 7341.055 Bottom -63.77 -435.07 21.42 2393.972 -468.987 -4240.90) STORY]. PO7B EQYPOS Top -68.70 -22.32 6.51 348.925 -141.045-26202.114 Bottom -68.78 -22.32 6.51 348.925 223.506 -27451.850 STORY1 PO7C EQYPOS Top -82.82 -375.76 7.31 -139.591 -199.992 33634.342 Bottom -82.82 -375.76 7.31 -139.581 209.217 11591.672 STORY1 PO7D EQYPOS Top -280.86 -434.57 13.10 :109.309 505.010 2513 ..'32 Bottom -280.86 -434.57 23.10 1109.309 1336.711 13493.563 STORY]. P08A EQYPOS Top -1471.73 125.20 -1.81 -12.100 859.282 -24!:19.309 Bottom -1471.73 125.20 -1.81 -12.100 641.896 -8994.739 STORY1 PO8B EQYPOS Top -90.30 189.67 -19.07 -56.077 2681.566 -45129.953 Bottom -90.30 189.67 -19.07 -56.077 392.593 -22268.945 STORY]. P08C EQYPOS Top -143.54 19.59 -2.57 270.421 686.403 -2932.211 Bottom -143.54 19.59 -2.57 270.421 377.991 -591.223 STORY1 PO8D EQYPOS Top -1668.21 62.30 -25.36 302.692 2460.494 -11500.127 Bottorn -1668.21 62.30 -25.36 302.692 -583.075 -4024.140 STORY1 PO9A EQYPOS Top 1440.02 -11.08 -2.33 -42.612 924.329 -173.279 Bottom 1440.02 -11.08 -2.33 -42.612 645.122 -1503.141 STORY1 PO9B EQYPOS Top 1171.58 23.16 -30.16 -618.088 3367.497 -13351.545 Bottorn 1171.58 23.16 -30.16 -618.088 -251.115 -10572.107 STORY]. PO9C EQYPOS Top 827.52 -71.45 -85.81 -4204.530 2559.022 -1845.696 Bottom 763.47 -32.42 -13.72 -88.632 -318.857 -2801.683 STORY1 PO9D EQYPOS Top 1683.77 -29.60 -24.99 323.073 2475.916 5601.1)2 Bottorn 1683.77 -29.60 -24.99 323.073 -522.422 2048.779 STORY1 P1OA EQYPOS Top 36.70 -163.86 11.41 1938.033 -336.279 8758..354 Bottorn 82.20 -168.46 5.53 268.644 351.744 22512.549 STORY1 P1OB EQYPOS Top 44.36 162.13 11.34 -1055.264 -223.676 -4963.916 Bottom 25.59 162.47 3.15 -971.466 248.655 -4733.516 STORY1 P1OC EQYPOS Top 72.04 103.53 12.12 397.304 -503.930 -5151.072 Bottom 128.96 103.63 9.15 -180.068 656.664 -1010.587 P1 PO1A EQYPOS Top -30.78 3133.18 -1.47 -1965.555 136.412 489)4.142 Bottom -30.78 3133.18 -1.47 -1965.555 -40.143 424895.810 81 802 EQYPOS Top 12.14 272.25 -0.52 57.688 41.911 112554.024 Bottom 12.14 272.25 -0.52 57.688 -20.655 145523.987 ETABS v7.22 File: INS_TUKWILA_2_3 Kip -in Units PAGE 5 April 10, 2003 11:56 Engineers Northwest LA -3 PIER FORCES STORY PIER LOAD LOC P V2 V3 T M2 M3 P1 P03 EQYPOS Top -1010.09 -79.97 -0.20 94.983 23.085 818;6.57,' Bottom 446.55'Bottom -1010.09 -79.87 -0.20 94.883 -0.422 75::61.63. P1 PO4 EQYPOS Top -535.64 -133.01 -39.79 55 16.642 475.919 93338.11,1 Bottom -514.63 -131.50 5.14 -565.917 260.407 80387.950 P1 P05 EQYPOS Top -39.02 -261.63 -0.27 337.553 24.302 25714.990 Bottom -39.02 -261.63 -0.27 337.553 -8.089 225703.56 P1 P06A EQYPOS Top -218.02 528.82 2.58 382.501 -149.773 -21191'.c".16 Bottom -218.02 528.82 2.58 392.501 160.195 42255.1.115 P1 P06B EQYPOS Top 362.55 2960.95 -2.68 21'. .221 170.835 -36557.22. Bottom 362.55 2960.95 -2.68 "'167.221 -150.462 318757.211 P1 P07A EQYPOS `Cop -482.39 -582.06 6.76 3393.817 133.252 88449.10 Bottom -482.39 -582.06 6.76 3393.817 ' 94.3.919 18601.969 P1 P08A EQYPOS Top -1571.19 30.34 3.63 75.320 112.530 -7964.932 Bottom -1571.19 30.34 3.63 75.320 548.189 -4324.166 P1 P08B EQYPOS Top -97.95 68.08 9.42 164.169 -259.290 -21652.514 Bottom -97.95 68.08 9.42 164.169 972.083 -13493.3.3 P1 P08C EQYPOS Top -155.71 -4.79 7.40 153.025 -345.441 162.643 Bottom -155.71 -4.79 7.40 153.025 542.814 -413.184 P1 P08D EQYPOS Top -1573.87 -20.47 3.79 15..234 -11.1.104 2207.573 Bottom -1573.87 -20.47 3.79 19.1.234 340.590 -168.181 P1 P09A EQYPOS Top 1559.84 20.80 4.20 68.670 71.489 -259•8.403 Bottom 1559.84 20.80 4.20 68.670 574.894 -10.699 P1 P09B EQYPOS Top 1103.73 39.29 5.10 -35.022 72.634 -6833.216 Bottom 1103.73 39.29 5.10 -35.022 684.218 -2118.707 P1 P09C EQYPOS Top 689.71 -58.13 1.44 -113.135 133.227 1364.951 Bottom 668.71 -13.21 -0.07 -171.485 130.868 145.279 P1 P09D EQYPOS Top 1611.45 28.31 4.59 170.889 -181.325 -2713.119 Bottom 1611.45 28.31 4.59 170.889 369.127 684.209 P1 P10A EQYPOS Top 165.39 -51.97 0.74 195.879 69.690 63269.419 Bottom 165.39 -51.97 0.74 195.879 158.393 57030.628 P1 P10B EQYPOS Top 61.90 211.91 3.38 -166.732 -72.167 -44085.239 Bottom 61.90 211.91 3.38 -166.732 333.467 -18656.313 P1 P10C EQYPOS Top 232.39 274.50 4.01 591.463 96.121 -24366.527 Bottom 232.39 274.50 4.01 591.463 577.428 86633.530 P2 P01A EQYPOS Top -77.21 2461.71 0.01 -1206.655 -7.264 301575.11 Bottorn -77.21 24(51.71 0.01 -1206.655 -5.612 597280.411 ETABS v7.22 File: INS_TUKWILA_2_3 Kip -in Units PAGE 6 April 10, 2003 11:56 Engineers Northwest Ldr PIER FORCES STORY PIER LOAD LOC P V2 V3 T M2 M3 P2 P02 EQYPOS Top 17.68 466.25 -0.10 2.985 14.686 113215.041 Bottom 17.68 466.25 -0.10 2.985 2.934 169165.074 P2 P03 EQYPOS Top -1027.75 255.50 0.15 -7.321 -9.372 71746.829 Bottom -1027.75 255.50 0.15 -7.321 9.178 102407.324 P2 PO4 EQYPOS Top -489.14 219.14 -42.40 .-24.439 550.715 81166.514 Bottom -513.14 243.24 1.97 -:63.814 34.524 107037.017 P2 P05 EQYPOS Top -20.90 318.28 -0.08 22.537 11.771 227894.269 Bottom -20.90 318.28 -0.08 22.537 2.736 266088.154 P2 P06A EQYPOS Top 91.87 3016.11 -0.14 406.519 24.416 429746.613 Bottom 91.87 3016.11 -0.14 406.519 7.569 791679.844 P2 P07A EQYPOS Top -225.28 -41.03 -0.26 24.509 30.982 -73569.201 Bottom -225.28 -41.03 -0.26 24.509. 0.000 -78492.233 P2 P07K EQYPOS Top -12.07 -16.99 -0.08 2.100 9.423 1043.178 Bottom -12.07 -16.99 -0.08 2.100 0.000 -996.046 P2 P07L EQYPOS Top -4.11 -3.54 -0.06 0.276 7.633 200.949 Bottom -4.11 -3.54 -0.06 0.276 0.000 -223.615 P2 P07N EQYPOS Top -15.92 -8.95 -0.11 -1.700 13.469 197.090 Bottom -15.92 -8.95 -0.11 -1.700 9.877 -89.202 P2 PO7P EQYPOS Top -11.26 -6.49 -0.06 -1.284 4.875 193.917 Bottom -11.26 -6.49 ' -0.06 -1.284 0.000 -376.948 P2 P07Q EQYPOS Top -2.33 -1.54 -0.03 0.128 2.610 66.162 Bottom -2.33 -1.54 -0.03 0.128 0.000 -69.595 P2 P07R EQYPOS Top -2.33 -0.92 -0.03 0.010 2.393 36.384 Bottom -2.33 -0.92 -0.03 0.010 0.000 -44.298 P2 P07S EQYPOS Top -285.95 -102.15 -0.86 -73.446 102.943 81408.106 Bottom -285.95 -102.15 -0.86 -73.446 0.000 69149.578 P2 P08A EQYPOS Top -1665.33 1.54 3.58 51.646 -24.933 -3438.792 Bottom -1665.33 1.54 3.58 51.646 404.516 -3253.632 P2 P08B EQYPOS Top -102.67 11.28 -3.58 3.906 429.186 -13124.518 Bottom -102.67 11.28 -3.58 3.906 0.000 -11770.731 P2 P08C EQYPOS Top -163.50 -2.77 -0.58 48.367 69.876 43.329 Bottom -163.50 -2.77 -0.58 48.367 0.000 -289.417 P2 P08D EQYPOS Top -1575.50 -0.75 0.34 -181.198 183.895 -369.825 Bottom -1575.50 -0.75 0.34 -181.198 224.548 -460.370 P2 P09A EQYPOS Top 1648.47 1.86 2.28 37.445 23.290 -892.584 Bottom 1648.47 1.86 2.28 37.445 296.471 -669.830 .wSiutS.�a`Siswwt.ani..;."unlit: , •l,�spYe,3s. R'r;acl dr�ixe. '�a'.w` i'si:'Lr:44:idl':5..�tt64Lif ETABS v7.22 File: INS_TUKWILA_2 3 Kip -in Units PAGE 7 April 10, 2003 11:56 _ Engineers Northwest 1-45 PIER FORCES STORY PIER LOAD LOC P V2 V3 T M2 ME P2 P09B EQYPOS Top 1126.02 4.84 -0.67 183.940 326.508 -3463.18: Bottom 1126.02 4.84 -0.67 183.940 246.460 -2882.57r P2 P09C EQYPOS Top 650.65 -35.36 24.65 1483.806 -37.351 .1375.70E Bottom 674.65 9.02 0.55 108.030 107.261 337.432 L'2 P09D EQYPOS Top 1594.96 2.43 -0.78 -106.829 231.009 -331.40; Bottom 1594.96 2.43 -0.76 -106.829 137.522 -39.922 P2 P1OA EQYPOS Top 223.07 -27.52 1.09 379.040 -31.857 99928.307 Bottom 223.07 -27.52 1.09 379.040 99.109 96626.064 P2 P1OB EQYPOS Top 141.05 84.75 0.66 -479.646 9.596 -84170.120 Bottom 141.05 64.75 0.86 -479.646 113.339 -74000.09E P2 P10C EQYPOS Top 359.81 93.03 -0.58 -133.875 95.006 -16139.925 Bottom 359.81 93.03 -0.58 -133.875• 24.846 -4976.915 STABS v7.22 File: INS_TUKWILA_2_3 Kip -in Units PAGE 1 April 10, 2003 11:54 Engineers Northwest PIER FORCES STORY PIER LOAD LOC P V2 V3 T M2 Ma ROOF P02 EQYNEG Top -2.40 693.17 -0.11 -5.580 8.888 -44897.1c.: Bottom -2.40 693.17 -0.11 -5.580 -7.749 63237.961 ROOF P03 EQYNEG Top -37.52 164.36 0.85 23.682 -79.899 -10126.669 Bottom -37.52 164.36 0.85 23.682 53.301 15513.786 ROOF PO4 EQYNEG Top 7.91 132.99 0.67 100.776 -85.330 -6415.55x" Bottom -17.08 134.58 0.80 76.137 61.528 11150.734 ROOF P05 EQYNEG Top -4.51 429.94 0.59 -86.927 -54.242 -25090.357 Bottom -4.51 429.94 0.59 -86.927 38.496 41980.891 ROOF PHA EQYNEG Top -118.67 -18.45 6.27 -28.451 -550.579 1156.1092 Bottom -118.67 -18.45 6.27 -28.451 428.243 -1722.859 ROOF PO8B EQYNEG Top -17.41 -17.46 14.50 229.869 -1385.301 1148.165 Bottom -17.41 -17.46 14.50 229.869' 877.383 -1575.023 ROOF PO8C EQYNEG Top -20.15 -12.84 9.52 107.154 -854.161 _255.227 Bottom -20.15 -12.84 9.52 107.154 631.268 -748.298 ROOF P08D EQYNEG Top -62.63 61.25 2.62 19.807 -236.159 -4499.519 Bottom -62.63 61.25 2.62 19.807 172.596 5055.799 ROOF PO9A EQYNEG Top 121.47 9.94 6.33 -83.463 -563.153 -966.444 Bottom 121.47 9.94 6.33 -83.463 424.434 583.638 ROOF PO9B EQYNEG Top 52.85 34.60 5.54 -171.331 -512.166 -2326.053 Bottom 52.85 34.60 5.54 -171.331 352.445 2571.566 ROOF PO9C EQYNEG Top 11.80 21.80 3.02 51.216 -183.536 -756.235 Bottom 36.80 21.94 1.44 -32.871 94.265 1262.690 ROOF PO9D EQYNEG Top 66.95 -65.47 2.89 27.368 -264.614 4382.641 Bottom 66.95 -65.47 2.89 27.368 186.963 -5330.900 STORY4 P02 EQYNEG Top 2.48 1401.52 0.00 8.209 14.738 -63193.151 Bottom 2.48 1401.52 0.00 8.209 14.276 155443.190 STORY4 P03 EQYNEG Top -187.67 338.88 0.77 27.333 -65.435 -10463.017 Bottom -187.67 338.88 0.77 27.333 54.845 42402.753 STORY4 PO4 EQYNEG Top -32.28 280.15 -1.91 512.077 -28.879 -1397.463 Bottom -94.47 283.63 1.03 110.215 89.892 34432.515 STORY4 P05 EQYNEG Top -12.36 840.17 0.98 -332.808 -71.974 -26322.885 Bottom -12.36 840.17 0.98 -332.808 80.530 104742.895 STORY4 PO8A EQYNEG Top -470.08 -43.71 11.40 -24.301 -905.455 1513.834 Bottom -470.08 -43.71 11.40 -24.301 872.242 -5304.240 STORY4 PO8B EQYNEG Top -37.66 -40.15 14.33 215.028 -1141.602 -289.642 Bottom -37.66 -40.15 14.33 215.028 1094.440 -6552.456 ETABS v7.22 File: INS_TUKWILA_2_3 Kip -in Units PAGE 2 April 10, 2003 11:54 Engineers Northwest L 4.7 PIER FORCES STORY PIER LOAD LOC P V2 V3 T M2 M3 STORY4 P08C EQYNEG Top -49.79 -12.97 12.74 237.923 -1102.667 975.25: Bottom -49.79 -12.97 12.74 237.923 894.093 -1048.120 STORY4 P08D EQYNEG Top -244.62 94.07 5.57 -46.431 -424.668 -7588.506 Bottom -244.62 94.07 5.57 -46.431 444.590 7086.684 STORY4 P09A EQYNEG Top 468.27 16.86 10.78 -75.963 -950.514 -2360.144 Bottom 468.27 16.86 10.78 -75.963 830.504 269.679 STORY4 P09B EQYNEG Top 221.38 54.12 8.83 -80.222 -649.146 -6832.730 Bottom 221.38 54.12 8.83 -80.222 727.682 1609.559 STORY4 P09C EQYNEG Top 81.61 42.83 6.93 207.150 -313.020 -1317.216 Bottom 143.81 45.76 3.45 13.654 245.076 2235.231 STORY4 P09D EQYNEG Top 256.43 -103.53 5.57 -42.170 -424.895 7901.054 Bottom 256.43 -103.53 5.57 -42.170 444.103 -8249.229 STORY3 802 EQYNEG Top 3.61 1957.74 0.30 -70.655 23.824 -62684.752 Bottom 3.61 1957.74 0.30 -70.655 70.320 242722.164 STORY3 P03 EQYNEG Top -481.07 543.43 1.04 -29.398 -49.276 -2361.830 Bottom -481.07 543.43 1.04 -29.398 113.292 82413.112 STORY3 PO4 EQYNEG Top -147.08 420.21 -8.19 1357.006 167.123 16497.93C Bottom -258.23 428.24 0.43 178.113 87.381 68287.611 STORY3 P05 EQYNEG Top Bottom -30.89 -30.89 1191.54 2.13 1191.54 2.13 -1090.489 -1090.489 -123.395 -5834.271 208.396 180046.462 STORY3 P08A EQYNEG Top -1079.95 -61.14 18.04 -30.755 -1366.003 245.741 Bottom -1079.95 -61.14 18.04 -30.755 1447.874 -9292.602 STORY3 808B EQYNEG Top -56.62 -45.39 11.09 107.655 -938.604 -5383.638 Bottom -56.62 -45.39 11.09 107.655 790.716 -12463.761 STORY3 P08C EQYNEG Top -81.28 -14.72 13.74 350.759 -1102.309 745.314 Bottom -81.28 -14.72 13.74 350.759 1040.806 -1550.927 STORY3 P08D EQYNEG Top -540.66 Bottom -540.66 STORY3 P09A EQYNEG Top Bot torn 1077.01 1077.01 162.32 6.63 162.32 6.63 6.94 16.51 6.94 16.51 -272.043 -272.043 - 62.126 - 62.126 - 432.228 -13268.215 602.091 12054.196 -1259.138 -5045.796 1317.090 -3963.784 STORY3 P09B EQYNEG Top 532.55 55.77 7.55 45.783 -515.490 -15897.015 Bottom 532.55 55.77 7.55 45.783 661.818 -7197.252 STORY3 P09C EQYNEG Top Bottom STORY3 P09D EQYNEG Top Bottom 228.34 339.49 570.76 570.76 75.58 11.99 84.21 3.95 -176.73 -176.73 6.54 6.54 567.040 123.056 -268.818 -268.818 -343.996 -2424.315 273.145 4228.642 - 426.250 13322.26C 593.630 -14247.000 Z �_- z re 2W 00 0• LLI WI F- COu W O H • D- o E -- W W 2 - �U. : WZ O ~` Z ETABS v7.22 File: INS_TUKWILA_2_3 Kip -in Units PAGE 3 April 10, 2003 11:54 Engineers Northwest PIER FORCES STORY PIER LOAD LOC P V2 V3 T M2 M3 STORY2 P02 EQYNEG Top 42.52 2184.13 0.91 -151.962 56.912 -31632.145 Bottom 42.52 2184.13 0.91 -151.962 221.315 361310.863 STORY2 P03 EQYNEG Top -937.61 845.71 1.19 -62.502 -5.014 16708.668 Bottom -937.61 845.71 1.19 -62.502 208.293 168936.035 STORY2 PO4 EQYNEG Top -366.57 651.10 -4.99 816.382 243.355 43765.19; Bottom -502.10 649.39 2.49 -191.151 338.633 143153.726 STORY2 P05 EQYNEG Top -40.93 1290.45 1.81 -666.156 -34.246 41743.473 Bottom -40.93 1290.45 1.81 -666.156 291.689 274024.919 STORY2 P08A EQYNEG Top -1870.77 -24.86 31.35 -56.457 -1717.418 -2145.65' Bottom -1870.77 -24.86 31.35 -56.457 3925.030 -6620.994 STORY2 PO8B EQYNEG Top -73.80 -1.45 30.18 -53.433 -1164.235 -11459.484 Bottom -73.80 -1.45 30.18 -53.433' 4267.398 -11721.196 STORY2 P08C EQYNEG Top -110.90 -7.10 14.28 142.957 -860.950 87.239 Bottom -110.90 -7.10 14.28 142.957 1709.755 -1190.017 STORY2 P08D EQYNEG Top -919.84 117.73 10.86 -160.865 -506.764 -13943.838 Bottom -919.84 117.73 10.86 -160.865 1447.536 7246.936 STORY2 P09A EQYNEG Top 1828.96 -18.90 30.02 -31.550 -1592.830 -10604.066 Bottom 1828.96 -18.90 30.02 -81.550 3809.932 -14006.781 STORY2 P09B EQYNEG Top 1006.27 19.47 28.73 -93.129 -1127.973 -34088.801 Bottom 1006.27 19.47 28.73 -93.129 4042.978 -30584.344 STORY2 P09C EQYNEG Top 478.48 54.66 13.04 213.421 -442.599 -3459.095 Bottom 614.01 62.14 14.75 298.570 1436.449 -350.194 STORY2 P09D EQYNEG Top 959.83 -133.12 10.65 -148.193 -491.001 12326.366 Bottom 959.83 -133.12 10.65 -148.193 1425.497 -11635.946 STORY1 P01A EQYNEG Top -53.16 2759.31 10.16 -4145.691 -331.748 -22356.303 Bottom -142.77 2760.61 4.34 -1602.579 260.502 269657.957 STORY1 PO1B EQYNEG Top 39.17 1176.92 -9.48 -1970.166 300.369 -8716.342 Bottom 162.50 1175.63 -7.58 -1559.398 -274.202 104472.702 STORY1 P02 EQYNEG Top 54.92 -266.81 -3.53 221.242 316.947 21923:.023 Bottom 54.92 -266.81 -3.53 221.242 -107.030 187212.734 STORY1 P03 EQYNEG Top -1109.57 -523.05 -2.94 230.166 266.234 142165.534 Bottom -1109.57 -523.05 -2.94 230.166 -86.044 79419.527 STORY1 PO4 EQYNEG Top -543.14 -399.18 -37.70 5009.960 569.681 130290.864 Bottom -514.76 -456.03 2.57 -437.380 215.486 80426.986 STORY1 P05 EQYNEG Top -28.03 -333.29 -2.27 -167.997 234.458 205936.570 Bottom -28.03 -333.29 -2.27 -167.997 -38.284 165941.386 Jri�„7..iu+tikrit.Gei..v`wwkilt:: :Ot+' "'. :4 4:14 r"N: "Yr'11W4a: ETABS v7.22 File: INS_TUKWILA_2_3 Kip -in Units PAGE 4 April 10, 2003 11:54 Engineers Northwest PIER FORCES STORY PIER LOAD LOC P V2 V3 T M2 Ld t rt: STORY1 PO6A EQYNEG Top 15.74 3692.54 5.07 5909.335 -60.907 -322.16.63: Bottom 105.76 3692.06 3.50 4759.130 126.211 350197.210 STORY1 P07A EQYNEG Top -63.17 196.20 20.96 -2166.832 -1039.409 -13917.544 Bottom -63.17 196.20 20.96 -2166.832 -452.644 -8423.844 STORY1 PO7B EQYNEG Top -85.10 264.58 7.47 89.926 -161.365 -33214.60. Bottom -85.10 264.58 7.47 89.926 256.926 -1839.9.09: STORY1 PO7C EQYNEG Top -63.96 -82.72 6.07 -381.894 -166.210 25551.775 Bottom -63.96 -82.72 6.07 -381.894 173.467 20919.60= STORY1 P07D EQYNEG Top -276.52 196.52 22.73 -3482.948 502.583-5185r:.05C Bottom -276.52 196.52 22.73 -3482.948 1320.875 -44775.194 STORY1 P08A EQYNEG Top -2272.19 19.39 -24.84 7.028 2887.727 -2965.932 Bottom -2272.19 19.39 -24.84 7.028' -93.532 -639.063 STORY1 P08B EQYNEG Top -84.73 51.46 -23.38 162.541 3129.984 -11086.93'1 Bottom -84.73 51.46 -23.38 162.541 324.569 -4912.15E STORY1 PO8C EQYNEG Top -129.49 -0.92 -1.50 238.588 566.158 -185.002 Bottom -129.49 -0.92 -1.50 238.588 385.819 -295.920 STORY1 PO8D EQYNEG Top -1113.12 51.35 -10.05 56.432 1117.021 -6070.506 Bottom -1113.12 51.35 -10.05 56.432 -89.292 91.972 STORY]. P09A EQYNEG Top 2218.04 90.80 -24.68 -23.134 2949.166 -17394.301 Bottom 2218.04 90.80 -24.68 -23.134 -11.891 -6498.472 STORY1 P09B EQYNEG Top 1188.91 155.02 -35.33 -442.439 3867.045 -40833.959 Bottom 1188.91 155.02 -35.33 -442.439 -372.226 -22231.691 STORY1 PO9C EQYNEG Top 673.33 -30.51 -67.82 -3302.758 2132.802 -3533.553 Bottom 644.95 9.76 -10.97 -51.531 -211.744 -1406.870 STORY]. P09D EQYNEG Top 1140.18 -9.69 -9.98 76.529 1132.362 7e3.884 Bottom 1140.18 -9.69 -9.98 76.529 -65.137 -378.398 STORY1 P1OA EQYNEG Top 54.58 -317.26 13.82 2023.427 -378.105 12836.867 Bottom 104.59 -323.36 6.55 345.951 416.526 20623.530 STORY1 P10B EQYNEG Top 27.19 21.15 8.81 -1198.920 -202.123 -349.265 Bottom 17.33 21.23 2.60 -634.593 197.869 -10550.244 STORY1 P1OC EQYNEG Top 69.98 -271.86 12.08 -1406.618 -503.210 6069.264 Bottom 125.65 -271.87 9.15 -831.890 656.626 -11110.093 81 PO1A EQYNEG Top -28.34 3690.24 -0.85 -2388.037 88.607 24418.890 Bottom -28.34 3690.24 -0.85 -2388.037 -13.424 4667247.247 P1 P02 EQYNEG Top 6.14 -33.73 -0.17 134.214 13.623 186012.499 Bottom 6.14 -33.73 -0.17 134.214 -6.300 181965.143 ETABS v7.22 File: INS_TUKWILA_2_3 Kip -in Units PAGE 5 April 10, 2003 11:54 Engineers Northwest PIER FORCES STORY PIER LOAD LOC P V2 V3 T M2 H3 P1 P03 EQYNEG Top -1018.84 -109.81 -0.10 110.122 12.964 89354.606 Bottom -1018.84 -109.81 -0.10 110.122 1.303 7517.646 P1 PO4 EQYNEG Top -464.62 -83.94 -35.56 4960.132 390.955 82724.384 Bottom -455.43 -80.91 4.55 -470.172 231.117 74_60.586 81 P05 EQYNEG Top -23.65 68.83 0.41 -10.892 -23.451 165392.133 Bottom -23.65 68.83 0.41 -10.892 25.243 174151.403 81 P06A EQYNEG Top -195.92 434.30 2.51 304.430 -160.467 -16996.905 Bottom -195.92 434.30 2.51 304.430 140.479 35228.806 P1 8068 EQYNEG Top 305.00 2462.28 -1.85 1742.430 125.651 -25:+53.513 Bottom 305.00 2462.28 -1.85 1742.430 -96.405 270.420.050 81 P07A EQYNEG Top -472.00 -53.43 6.07 3440.561 159.224 -45954.798 Bottom -472.00 -53.43 6.07 3440.561' 888.215 -52366.575 81 P08A EQYNEG Top -2247.72 -2.48 2.82 -6.584 101.943 -8331.725 Bottom -2247.72 -2.48 2.82 -6.584 440.791 -1129.506 P1 P08B EQYNEG Top -92.05 10.04 9.82 74.208 -321.896 -4460.347 Bottom -92.05 10.04 9.82 74.208 856.846 -3255.386 P1 808C EQYNEG Top -141.12 -6.21 6.60 133.070 -292.691 344.619 Bottom -141.12 -6.21 6.60 133.070 499.611 -401.034 81 P08D EQYNEG Top -1112.81 11.56 3.58 31.983 -73.178 29.925 Bottom -1112.81 11.56 3.58 31.983 356.868 1416.789 P1 P09A EQYNEG Top 2242.42 37.27 4.21 -8.790 -11.600 -6608.426 Bottom 2242.42 37.27 4.21 -8.790 493.815 -2136.184 81 P09B EQYNEG Top 1105.20 74.01 5.10 -147.279 39.662 -17344.511 Bottom 1105.20 74.01 5.10 -147.279 651.411 -8462.839 P1 P09C EQYNEG Top 606.02 -42.71 3.25 23.511 117.763 907.554 Bottom 596.83 -2.60 0.21 -134.416 138.401 413.251 81 P09D EQYNEG Top 1135.51 -3.57 4.02 18.479 -107.138 -593.633 Bottom 1135.51 -3.57 4.02 18.479 375.486 -10222.1.871 81 P10A EQYNEG Top 195.37 -165.14 0.86 243.195 78.028 76169.254 Bottom 195.37 -165.14 0.86 243.195 180.848 56352.297 81 P10B EQYNEG Top 55.92 104.72 2.83 -124.737 -59.961 -37103.661 Bottom 55.92 104.72 2.83 -124.737 279.741 -24537.687 81 P10C EQYNEG Top 225.83 1.11 3.61 415.365 111.282 -1980.961 Bottom 225.83 1.11 3.61 415.365 544.078 -1847.965 P2 PO1A EQYNEG Top -81.59 2982.76 -0.25 -1414.496 22.300 304703.003 Bottom -81.59 2982.76 -0.25 -1414.496 -7.729 662634.375 a: r • (144414\ ETABS v7.22 File: INS_TUKWILA_2_3 Kip -in Units PAGE 6 April 10, 2003 11:54 Engineers Northwest PIER FORCES STORY PIER LOAD LOC P2 P02 EQYNEG Top Bottom P V2 V3 T M2 10.13 433.08 -0.30 -23.918 10.13 433.08 -0.30 -23.918 tS M3 31.715 166114.725 -3.970 218084.190 P2 P03 EQYNEG Top -1032.06 259.12 0.04 -19.101 5.748 72842.040 Bottom -1032.06 259.12 0.04 -18.101 10.365 103936.095 P2 PO4 EQYNEG Top -440.99 229.53 -39.96 5232.850 515.318 73765.724 Bottom -467.30 253.30 1.59 -238.872 29.283 100535.77( P2 P05 EQYNEG Top -5.81 368.94 -0.16 -95.160 19.243 161310.307 Bottom -5.81 368.94 -0.16 -95.160 -0.136 205582.791 P2 P06A EQYNEG Top 66.23 2461.26 -0.37 218.993 49.654 387541.619 Bottom 66.23 2461.26 -0.37 218.993 5.204 682892.720 P2 P07A EQYNEG Top -264.73 86.93 -0.14 7.948 17.209 -80965.154 Bottom -264.73 86.93 -0.14 7.948' 0.000 -70533.797 P2 P07K EQYNEG Top -16.37 12.42 -0.06 -0.531 7.725 -479.595 Bottom -16.37 12.42 -0.06 -0.531 0.000 1011.113 P2 P07L EQYNEG Top -4.37 2.86 -0.05 -0.229 6.596 -163.777 Bottom -4.37 2.86 -0.05 -0.229 0.000 179.862 P2 PO7N EQYNEG Top -11.90 7.22 -0.08 -3.653 9.728 -677.021 Bottom -11.90 7.22 -0.08 -3.653 7.134 -445.844 P2 P07P EQYNEG Top -7.83 5.10 -0.03 -1.903 2.845 -157.383 Bottom -7.83 5.10 -0.03 -1.903 0.000 291.213 P2 P07Q EQYNEG Top -1.92 1.17 -0.02 -0.058 2.176 -50.013 Bottom -1.92 1.17 -0.02 -0.058 0.000 52.703 P2 P07R EQYNEG Top -2.15 0.96 -0.02 -0.187 2.112 -39.857 Bottom -2.15 0.96 -0.02 -0.187 0.000 44.580 P2 P07S EQYNEG Top -234.29 26.79 -0.75 -89.263 89.904 71450.152 Bottom -234.29 26.79 -0.75 -89.263 0.000 74664.456 P2 PO8A EQYNEG Top -2294.00 8.93 3.18 42.897 49.386 -699.285 Bottom -2294.00 8.93 3.18 42.897 430.847 372.741 P2 PO8B EQYNEG Top -96.60 14.51 -3.42 -4.128 410.377 -2981.66; Bottom -96.60 14.51 -3.42 -4.128 0.000 -1241.051. P2 P08C EQYNEG Top -148.59 1.30 -0.46 39.428 55.295 -3.240 Bottom -148.59 1.30 -0.46 39.428 0.000 152.584 P2 P08D EQYNEG Top -1157.05 15.60 0.93 -189.883 100.243 -1649.830 Bottom -1157.05 15.60 0.93 -189.883 211.800 222.591 P2 P09A EQYNEG Top 2284.75 4.73 1.48 24.539 118.861 -2489.416 Bottom 2284.75 4.73 1.48 24.539 296.172 -1922.094 ETABS v7.22 File: INS_TUKWILA_2_3 Kip -in Units PAGE 7 April 10, 2003 11:54 Engineers Northwest L5?-- PIER 5z- PIER FORCES STORY PIER LOAD LOC P V2 V3 T M2 pt, P2 PO9B EQYNEG Top 1122.87 12.99 -0.48 178.220 307.945 -9461.31c. Bottom 1122.87 12.99 -0.48 178.220 250.231 -7903.077 P2 PO9C EQYNEG Top 589.52 -29.25 24.58 1465.664 -60.012 1068.347 Bottom 615.84 11.29 0.81 108.857 110.818 246.52E P2 PO9D EQYNEG Top 1161.91 -7.94 0.07 -132.965 133.502 615.907 Bottom 1161.91 -7.94 0.07 -132.965 141.813 -136.42c. P2 P1OA EQYNEG Top 264.30 -104.39 1.46 430.069 -60.520 113840.133 Bottom 264.30 -104.39 1.46 430.069 114.841 101312.929 P2 P1OB EQYNEG Top 120.70 9.08 0.65 -421.156 19.458 -73362.242 Bottom 120.70 9.08 0.65 -421.156 97.591 -72273.008 P2 P1OC EQYNEG Top 351.08 -104.09 -0.38 -240.725 69.989 3302.071 Bottom 351.08 -104.09 -0.38 -240.725' 24.903 -9189.313 ETABS v7.22 File: INS_TUKWILA_2_3 Kip -in Units PAGE 1 April 10, 2003 11:49 Engineers Northwest L53 PIER FORCES STORY PIER LOAD LOC P V2 V3 T M2 M3 ROOF P02 EQXPOS Top -16.03 -92.99 0.53 46.745 -54.106 6010.096 Bottom -16.03 -92.99 0.53 46.745 28.638 -8495.601 ROOF P03 EQXPOS Top -67.23 79.60 -0.65 24.287 53.763 -6966.862 Bottom -67.23 79.60 -0.65 24.287 -47.105 5451.046 ROOF PO4 EQXPOS Top 5.87 48.73 -6.44 -61.943 •176.688 3428.092 Bottom -55.20 48.65 -5.58 -172.997 -323.074 2799.692 ROOF P05 EQXPOS Top 56.78 -20.88 -4.45 -40.585 425.112 408.506 Bottom 56.78 -20.88 -4.45 -40.585 -269.650 -2848.948 ROOF P08A EQXPOS Top 24.97 132.17 -1.07 -129.449 95.235 -3694.535 Bottom 24.97 132.17 -1.07 -129.449 -71.735 16923.796 ROOF P08B EQXPOS Top 31.75 371.64 -4.73 -166.168 448.128 -10171.090 Bottom 31.75 371.64 -4.73 -166.168' -290.262 47805.521 ROOF P08C EQXPOS • Top -18.20 53.26 -0.53 -78.943 40.108 -5024.324 Bottom -18.20 53.26 -0.53 -78.943 -42.513 3263.600 ROOF PO8D EQXPOS Top -25.66 54.85 -0.80 -23.470 73.604 -3759.380 Bottom -25.66 54.85 -0.80 -23.470 -50.874 4797.878 ROOF PO9A EQXPOS Top -7.16 128.70 -0.71 60.684 60.460 -3524.975 Bottom -7.16 128.70 -0.71 60.684 -49.630 16551.587 ROOF PO9B EQXPOS Top 89.76 417.76 0.41 1.733 -39.540 -14696.741 Bottom 89.76 417.76 0.41 1.733 24.746 50473.654 ROOF P09C EQXPOS Top -46.68 76.74 -0.27 20.193 38.158 -4228.741 Bottom 14.39 77.60 -0.19 19.816 -17.696 4466.344 ROOF PO9D EQXPOS Top -28.09 58.64 0.34 17.170 -32.230 -4023.095 Bottom -28.09 58.64 0.34 17.170 20.336 5124.375 STORY4 P02 EQXPOS Top -6.1.36 -186.01 -7.28 166.017 175.231 8410.775 Bottom -64.36 -186.01 -7.28 166.017 -959.720 -20607.486 STORY4 P03 EQXPOS Top -210.04 110.41 -6.18 224.071 245.673 -11413.381 Bottom -210.04 110.41 -6.18 224.071 -718.771 5810.197 STORY4 PO4 EQXPOS Top -102.81 99.01 -13.63 416.089 568.452 80.954 Bottom -206.97 100.21 -10.30 -27.652 -887.252 1668.576 STORY4 P05 EQXPOS Top 316.91 -12.09 -9.52 49.808 461.220 -1074.524 Bottom 316.91 -12.09 -9.52 49.808 -1023.148 -2960.490 STORY4 P08A EQXPOS Top 96.12 358.94 -1.57 -142.618 130.591 12647.126 Bottom 96.12 358.94 -1.57 -142.618 -113.910 68641.345 STORY4 PO8B EQXPOS Top 67.10 753.13 -3.78 -135.074 332.687 36813.681 Bottom 67.10 753.13 -3.78 -135.074 -257.243 154302.529 ETABS v7.22 File: INS_TUKWILA_2_3 Kip -in Units PAGE 2 April 10, 2003 11:49 Engineers Northwest L54 PIER FORCES STORY PIER LOAD LOC P V2 V3 T M2 M3 STORY4 PO8C EQXPOS Top -35.10 68.88 -1.42 -124.178 119.459 -2354.10; Bottom -35.10 68.88 -1.42 -124.178 -102.188 9391.639 STORY4 PO8D EQXPOS Top -149.26 152.48 -0.44 -48.695 47.353 -5867.60e Bottom -149.26 152.48 -0.44 -48.695 -21.546 17919.618 STORY4 PO9A EQXPOS Top -29.38 354.65 -1.29 95.370 105.811 13072.4?6 Bottom -29.38 354.65 -1.29 95.370 -96.195 68397.411. STORY4 PO9B EQXPOS Top 258.20 813.36 0.57 60.514 -53.813 30571.348 Bottom 258.20 813.36 0.57 60.514 35.809 157456.172 STORY4 PO9C EQXPOS Top 14.59 120.88 1.34 110.781 -13.813 -3100.665 Bottom 118.74 124.21 0.14 36.262 -7.625 10490.135 STORY4 P090 EQXPOS Top -161.74 156.20 0.33 41.748 -34.049 -6318.834 Bottom -161.74 156.20 0.33 41.748' 17.776 18047.603 STORY3 P02 EQXPOS Top -145.61 -268.75 -6.47 516.611 -472.296 8333.815 Bottom -145.61 -268.75 -6.47 516.611 -1482.060 -33591.846 STORY3 P03 EQXPOS Top -424.34 128.36 -8.42 998.529 -48.113 -20748.481 Bottom -424.34 128.36 -8.42 998.529 -1361.228 -724.473 STORY3 PO4 EQXPOS Top -290.85 153.73 -18.95 1513.467 126.479 -5804.306 Bottom -421.09 157.11 -8.31 122.329 -1201.155 1140.513 STORY3 P05 EQXPOS Top 804.18 -1.31 -9.00 292.194 -183.335 -2482.209 Bottom 804.18 -1.31 -9.00 292.194 -1586.595 -2686.882 STORY3 PO8A EQXPOS Top 218.22 541.90 -2.60 -82.214 183.963 64342.503 Bottom 218.22 541.90 -2.60 -82.214 -222.065 148879.167 STORY3 PO8B EQXPOS Top 99.21 1156.37 -4.87 -64.360 377.065 144153.535 Bottom 99.21 1156.37 -4.87 -64.360 -383.129 324547.707 STORY3 PO8C EQXPOS Top -49.85 58.22 -2.68 -182.987 204.735 3193.648 Bottom -49.85 58.22 -2.68 -182.987 -213.913 12276.277 STORY3 PO8D EQXPOS Top -390.38 195.22 0.85 -144.414 -62.905 -582.310 Bottom -390.38 195.22 0.85 -144.414 70.176 29871.239 STORY3 PO9A EQXPOS Top -69.17 539.05 -2.14 115.858 149.404 65671.654 Bottom -69.17 539.05 -2.14 115.858 -183.903 149763.794 STORY3 PO9B EQXPOS Top 496.27 1235.74 1.38 143.227 -142.990 134890.788 Bottom 496.27 1235.74 1.38 143.227 71.936 327665.476 STORY3 PO9C EQXPOS Top 157.65 136.26 4.47 308.407 -114.229 1508.772 Bottom 287.89 146.89 1.09 70.704 37.383 16969.068 STORY3 PO9D EQXPOS Top -405.31 198.41 -0.89 102.441 30.475 -616.193 Bottom -405.31 198.41 -0.89 102.441 -108.569 30335.942 ETABS v7.22 File: INS_TUKWILA_2_3 Kip -in Units PAGE 3 April 10, 2003 11:49 Engineers Northwest SSS PIER FORCES STORY PIER LOAD LOC P V2 V3 T M2 M:: STORY2 P02 EQXPOS Top -231.90 -212.91 -34.55 198.899 -324.460 -352S.331 Bottom -231.90 -212.91 -34.55 198.899 -6544.192 -41848.43r STORY2 P03 EQXPOS Top -619.75 51.00 -26.40 227.014 -160.389 -25111..245 Bottom -619.75 51.00 -26.40 227.014 -4912.703 -159.31.222 STORY2 PO4 EQXPOS Top -594.32 91.06 -36.92 1202.010 114.036 -18742.29• Bottom -819.01 92.90 -32.92 744.374 -5246.743-323E9.0E- STORY2 P05 EQXPOS Top 1578.51 84.17 -35.23 131.149 -306.883 1432.49:. Bottom 1578.51 84.17 -35.23 131.149 -6648.585 16583.806 STORY2 PO8A EQXPOS Top 346.51 760.70 -4.38 2.629 177.215 145343.49. Bottom 346.51 760.70 -4.38 2.629 -611.478 2822669.213. STORY2 PO8B EQXPOS Top 126.44 1090.86 -3.65 39.531 157.559 315993.336 Bottom 126.44 1090.86 -3.65 39.531' -499.675 512347.796 STORY2 PO8C EQXPOS Top -61.71 163.56 -1.05 -62.802 76.191 7828.71s Bottom -61.71 163.56 -1.05 -62.802 -112.234 37269.832 STORY2 P08D EQXPOS Top -765.54 360.91 1.60 -34.392 -160.783 2619.07E Bottom -765.54 360.91 1.60 -34.392 127.208 67583.297 STORY2 PO9A EQXPOS Top -110.20 785.87 -3.89 79.850 135.580 148011.812 Bottom -110.20 785.87 -3.89 79.850 -564.404 289469.246 STORY2 PO9B EQXPOS Top 701.69 1166.31 -1.04 139.383 -111.571 310772.724 Bottorn 701.69 1166.31 -1.04 139.383 -299.562 520708.902 STORY2 PO9C EQXPOS Top 431.49 243.10 2.23 184.117 -146.870 5417.85: Bottom 656.18 247.10 0.40 -2.737 -40.608 37653.844 STORY2 P09D EQXPOS Top -802.50 377.95 1.04 51.514 -50.666 1698.544 Bottom -802.50 377.95 1.04 51.514 135.870 69730.268 STORY1 POlA EQXPOS Top 84.65 3.25 -16.83 499.377 497.053 12168.936 Bottom 155.59 -1.68 -16.54 327.578 -1404.405 43161.063 STORY1 PO1B EQXPOS Top 47.03 269.98 -12.94 -901.224 335.592 -5687.834 Bottom 198.66 272.00 -16.60 -1712.792 -923.483 -7484.051 STORY1 P02 EQXPOS Top -222.90 321.07 78.29 -1313.942 -7956.645 -41385.77: Bottom -222.90 321.07 78.29 -1313.942 1438.620 -2857.86: STORY1 P03 EQXPOS Top -666.43 113.25 61.53 -2481.232 -6161.211 -21263.474 Bottom -666.43 113.25 61.53 -2481.232 1222.003 -7673.026 STORY1 804 EQXPOS Top -869.10 -84.19 99.31 -8156.179 -5919.074 -37867.16: Bottom -670.24 -78.48 49.31 -1321.553 476.100 -20615.303 STORY1 P05 EQXPOS Top 1517.09 -125.79 70.53 -1019.655 -7522.713 16074.49- Bottom 6074.46Bottorn 1517.09 -125.79 70.53 -1019.655 941.050 979.46 _:_,tilt,..a..,:a.xm.ay+�+s:+.,�+:.;,,.jd.:x,�:Ll�:»:i�S+Y;r1w'r�.e,daS:�.w'�.,.•:w:,f�ls�s�u2ah%u'L::z��: vista ETABS v7.22 File: INS_TUKWILA_2_3 Kip -in Units PAGE 4 April 10, 2003 11:49 Engineers Northwest L5' PIER FORCES STORY PIER LOAD LOC P V2 V3 T M2 M3 STORY1 PO6A EQXPOS Top -116.05 -533.31 -23.34 -214.580 602.071 5243.019 Bottom -269.11 -535.41 -27.33 -4879.214 -1907.893 4418.1.803 STORY1 PO7A EQXPOS Top 0.17 6141.38 -0.16-17?91.546 6.045 -118060.076 Bottom 0.17 6141.38 -0.16 -17991.546 1.476 53898.543 STORY1 PO7B EQXPOS Top -52.48 2789.74 0.50 -1699.735 11.607 -20037.909 Bottom -52.48 2789.74 0.50 1699.735 39.524 136187.260 STORY1 PO7C EQXPOS Top 55.66 2783.31 -0.51 -147.326 -12.738 -19107.140 Bottom 55.66 2783.31 -0.51 -1747.326 -41.350 136758.128 STORY1 PO7D EQXPOS Top 1.60 6133.73 -0.08 -11.94.718 -6.388 -100410.6433 Bottom 1.60 6133.73 -0.08 -11294.718 -9.358 120403.767 STORY1 PO8A EQXPOS Top 342.13 -1236.56 9.47 -101.925 -719.379 280309.599 Bottom 342.13 -1236.56 9.47 -101.925 ' 417.578 131922.316 STORY1 PO8B EQXPOS Top 140.16 -1648.37 2.76 -176.049 -270.977 507904.547 Bottom 140.16 -1648.37 2.76 -176.049 60.470 310000.479 STORY1 PO8C EQXPOS Top -69.83 -228.94 0.31 -81.038 -36.706 35089.677 Bottom -69.83 -228.94 0.31 -31.038 0.549 7616.681 STORY1 PO8D EQXPOS Top -735.25 -563.46 -6.31 200.586 370.045 68455.368 Bottom -735.25 -563.46 -6.31 200.586 -387.457 839.926 STORY1 P09A EQXPOS Top -114.66 -1281.26 9.79 -26.585 -765.876 287059.988 Bottom -114.66 -1281.26 9.79 -26.585 408.877 133308.305 STORY1 PO9B EQXPOS Top 759.28 -1684.24 5.65 -47.889 -470.973 511842.565 Bottom 759.28 -1684.24 5.65 -47.889 206.630 309733.387 STORY1 PO9C EQXPOS Top 687.51 -311.08 4.85 325.500 -147.057 31789.782 Bottom 488.65 -361.08 -0.86 -84.401 -73.971 273.770 STORY1 PO9D EQXPOS Top -770.22 -591.60 -0.69 -71.784 63.074 70398.048 Bottom -770.22 -591.60 -0.69 -71.784 -20.312 -603.934 STORY1 P10A EQXPOS Top 1.14 1627.90 -15.41 -993.042 234.724 -29384.981 Bottom 45.17 1632.63 -6.08 -1133.636 -288.830 99641.990 STORY1 P1OB EQXPOS Top -13.27 1608.42 16.18 -903.522 -237.276 -26502.832 Bottom -79.10 1610.79 5.38 -1379.021 271.244 108784.235 STORY1 P1OC EQXPOS Top -2.69 4449.95 0.10 8994.751 -7.310 -62929.707 Bottom -3.82 4454.57 0.07 3358.682 2.370 259885.357 P1 PO1A EQXPOS Top 567.86 -7.23 8.78 2°6.474 -1715.143 -11698.424 Bottom 567.86 -7.23 8.78 286.474 -661.652 -12566.490 P1 P02 EQXPOS Top -167.35 92.84 7.21 -566.967 -879.840 -19428.284 Bottom -167.35 92.84 7.21 -566.967 -15.118 -8287.053 ETABS v7.22 File: INS_TUKWILA_2_3 Kip -in Units PAGE 5 April 10, 2003 11:49 Engineers Northwest LSA PIER FORCES STORY PIER LOAD LOC P V2 V3 T M2 M3 81 P03 EQXPOS Top -658.90 10.19 6.00 -1109.464 -701.907 -62665.225 Bottom -658.90 10.19 6.00 -1109.464 18.232 -5042.365 81 PO4 EQXPOS Top -478.21 -78.82 -11.19 933.355 8.711 5541.309 Bottom -420.42 -73.66 3.03 -965.908 -144.360 4365.194 P1 P05 EQXPOS Top 822.20 -7.22 2.74 -349.632 -556.124 Bottom 822.20 -7.22 2.74 -349.632 -227.861 -6.171.229 P1 P06A EQXPOS Top -244.80 -117.27 3.04 -49.053 -417.667 12624.806 Bottom -244.80 -117.27 3.04 -49.053 -53.235 -1447.686 P1 P06B EQXPOS Top -290.04 110.47 3.11 2182.083 -899.556 -7499.259 Bottom -290.04 110.47 3.11 2182.083 -515.892 -617:2.773 81 P07A EQXPOS Top 3.40 4840.72 0.00 -765.890 -5.958 -204376.9.988 Bottom 3.40 4840.72 0.00 -765.890' -5.477 376508.896 P1 P08A EQXPOS Top 266.79 -453.55 -1.12 -10.664 117.876 1310,:,1.817 Bottom 266.79 -453.55 -1.12 -10.664 -16.580 76576.234 81 P08B EQXPOS Top 148.47 -739.38 -1.74 -1.755 137.192 307186.664 Bottom 148.47 -739.38 -1.74 -1.755 -71.995 218461.395 81 P08C EQXPOS Top -77.03 -33.63 -0.10 -20.135 3.795 6392.992 Bottom -77.03 -33.63 -0.10 -20.135 -7.742 2347.609 81 POBD EQXPOS Top -403.91 -173.64 -1.59 150.180 101.858 22772.784 Bottom -403.91 -173.64 -1.59 150.180 -88.518 1936.421 P1 P09A EQXPOS Top -94.54 -449.34 -1.46 28.809 148.050 130837.716 Bottom -94.54 -449.34 -1.46 28.809 -27.433 76917.358 81 P09B EQXPOS Top 757.81 -735.39 -0.96 27.015 81.628 305677.077 Bottom 757.81 -735.39 -0.96 27.015 -33.040 217430.615 P1 P09C EQXPOS Top 287.69 -101.96 3.79 243.390 -39.205 9558.585 Bottom 229.90 -87.74 -1.37 -70.687 -64.615 1806.627 P1 P09D EQXPOS Top -405.89 -170.68 1.84 -45.903 -145.715 23128.001 Bottom -405.89 -170.68 1.84 -45.903 75.644 2646.617 P1 P10A EQXPOS Top 98.17 957.55 -4.63 -170.264 301.869 -7515.298 Bottom 98.17 957.55 -4.63 -170.264 -253.556 107391.250 P1 810B EQXPOS Top -135.45 952.02 4.82 -101.451 -321.066 2065.228 Bottom -135.45 952.02 4.82 -101.451 256.901 116307.696 P1 P10C EQXPOS Top -4.37 2658.01 0.06 2525.234 -7.068 -43235.604 Bottom -4.37 2658.01 0.06 2525.234 0.441 275725.949 P2 POlA EQXPOS Top 748.87 146.06 2.11 -134.403 -312.308 -19763.908 Bottom 748.87 146.06 2.11 -134.403 -59.069 -2236.726 1.l0aFiiR±IS::i"+pfy�.p.�Q7L4.Yi�V1��' i'r� �.0 i33uri ETABS v7.22 File: INS_TUKWILA_2_3 Kip -in Units PAGE 6 April 10, 2003 11:49 Engineers Northwest L% PIER FORCES STORY PIER LOAD LOC P V2 V3 T M2 M.: P2 P02 EQXPOS Top -138.36 50.71 -1.01 268.235 -348.555 -15122.884 Bottom -138.36 50.71 -1.01 268.235 -469.904 -9037.820. P2 P03 P2 PO4 P2 P05 P2 P06A P2 P07A P2 P07K P2 P07L P2 P07N P2 P07P P2 P07Q P2 P07R P2 P07S P2 P08A P2 PO8B P2 P08C P2 P08D P2 P09A EQXPOS Top -619.41 0.72 -0.42 493.908 -281.128 428.362 Bottom -619.41 0.72 -0.42 493.908 -331.977 514.872 EQXPOS Top -377.42 -24.52 -36.09 5225.307 175.942 10418.119 Bottom -423.59 -17.29 0.26 332.905 -263.086 1983.301 EQX POS Top 696.66 -21.56 -0.98 257.668 -321.243 -3658.539 Bottom 696.66 -21.56 -0.98 257.668 -439.203 -6245.889 EQXPOS Top -734.99 -159.93 1.30 -924.415 -211.744 5259.969 Bottom -734.99 -159.93 1.30 -924.415 -55.664 -99332.110 EQXPOS Top -41.56 1056.89 0.00 -130.974 -0.372 69415.216 Bottom -41.56 1056.89 0.00 -130.974' 0.000 196241.462 EQXPOS Top -45.93 256.10 -0.14 -8.803 17.031 -13569.811 Bottom -45.93 256.10 -0.14 -8.803 0.000 17162.029 EQXPOS Top -2.96 55.60 0.00 -1.233 -0.274 -3170.628 Bottom -2.96 55.60 0.00 -1.233 0.000 3500.944 EQXPOS Top 37.14 141.50 0.10 -6.847 -12.420 -7976.762 Bottom 37.14 141.50 0.10 -6.847 -9.108 -3450.806 EQXPOS Top 29.29 101.30 0.10 -0.134 -8.489 -3112.158 Bottom 29.29 101.30 0.10 -0.134 0.000 5801.903 EQXPOS Top 4.41 23.80 0.01 -0.348 -0.716 -1020.956 Bottom 4.41 23.80 0.01 -0.348 0.000 1073.375 EQXPOS Top 3.45 16.40 0.00 -0.317 0.097 Bottom 3.45 16.40 0.00 -0.317 0.000 -666.838 776.649 EQXPOS Top 56.47 1054.86 0.06 -135.032 -6.901 74023.854 Bottom 56.47 1054.86 0.06 -135.032 0.000 200606.506 EQXPOS Top 232.80 173.41 1.06 -7.883 -102.335 76343.465 Bottom 232.80 173.41 1.06 -7.883 24.851 97152.675 EQXPOS Top 153.08 163.17 0.23 -18.128 -27.228 216933.956 Bottom 153.08 163.17 0.23 -18.128 0.000 236513.990 EQXPOS Top -80.73 79.23 -0.02 -9.787 2.809 1633.636 Bottom -80.73 79.23 -0.02 -9.787 0.000 11141.281 EQXPOS Top -333.75 99.16 -0.64 22.876 57.646 Bottom -333.75 99.16 -0.64 22.876 -18.914 EQXPOS Top -89.42 167.69 1.05 -4.951 -104.359 Bottom -89.42 167.69 1.05 -4.951 22.158 �.L':.'.ini'�.I�..n_" 11 ,s.,y:�s:��'1�itiufianofilS �. �+�h.'Yi`�7ir'•�l+"�=�idLLc`Li�i.:vi:.ia� 6489.231 18388.974 76231.151 96354.249 ETABS v7.22 File: INS_TUKWILA_2_3 Kip -in Units PAGE 7 April 10, 2003 11:49 Engineers Northwest Lit PIER FOR C E S STORY PIER LOAD LOC P V2 V3 T M2 M3 P2 PO9B EQXPOS Top 721.52 154.42 0.31 -19.275 -35.937 218001.106 Bottom 721.52 154.42 0.31 -19.275 0.897 236531.411 P2 PO9C EQXPOS Top 182.05 49.99 6.88 394.712 -93.124 3920.391 Bottom 228.21 86.34 -0.35 -32.333 -8.106 11179.898 P2 P09D EQXPOS Top -350.17 99.58 -0.16 -8.762 20.399 6175..`.54 Bottom -350.17 99.58 -0.16 -8.762 0.784 18124.665 P2 P1OA EQXPOS Top 127.70 690.05 -0.96 -150.242 89.821 31362.880 Bottom 127.70 690.05 -0.96 -150.242 -25.782 114169.904 P2 P1OB EQXPOS Top -152.24 689.36 0.96 -155.640 -90.228 34160.915 Bottom -152.24 689.36 0.96 -155.640 24.542 116884.263 P2 P1OC EQXPOS Top -4.80 1836.62 0.05 377.245 -6.253 58263.590 Bottom -4.80 1836.62 0.05 377.245 • 0.126 278657.748 Z W WiO 00 WI J�-- WO J ° W Z� I- O. Z I- LU Lu O 0 I - WW H--- LL. O .. Z W UN Off' z ETABS v7.22 File: INS_TUKWILA_2 _3 Kip -in Units PAGE 1 April 10, 2003 11:48 Engineers Northwest PIER FORCES STORY PIER LOAD LOC P V2 V3 T M2 h(3 ROOF P02 EQXNEG Top -15.32 -215.23 0.53 71.795 -54.187 13947.319 Bottom -15.32 -215.23 0.53 71.795 28.973 -19629.113 ROOF P03 EQXNEG Top -67.59 78.86 -0.68 41.825 57.111 -6980.107 Bottom -67.59 78.86 -0.68 41.825 -49.520 5321.795 ROOF PO4 EQXNEG Top 7.02 59.96 -6.42 -26.651 469.615 2967."99 Bottom -57.27 59.99 -5.52 -142.740 -318.107 3671.491 ROOF P05 EQXNEG Top 55.72 87.19 -4.33 -33.385 414.078 -5944.096 Bottom 55.72 87.19 -4.33 -33.385 -261.596 7657.624 ROOF P08A EQXNEG Top 45.89 133.16 -2.15 -84.975 190.846 -3794.496 Bottom 45.89 133.16 -2.15 -84.975 -145.045 16979.081 ROOF PO8B EQXNEG Top 31.17 364.53 -4.99 -106.404 471.779 -9869.649 Bottom 31.17 364.53 -4.99 -106.404 • -307.343 46996.550 ROOF P08C EQXNEG Top -19.18 51.08 0.09 -58.829 -15.511 -4805.141 Bottom -19.18 51.08 0.09 -58.829 -1.657 3162.608 ROOF PO8D EQXNEG Top -41.71 70.08 0.00 -4.229 1.022 -4862.769 Bottom -41.71 70.08 0.00 -4.229 1.799 6070.451 ROOF P09A EQXNEG Top -28.84 126.57 -1.83 111.381 161.638 -3395.729 Bottom -28.84 126.57 -1.83 111.381 -124.602 16348.543 ROOF P09B EQXNEG Top 90.90 422.61 0.18 58.210 -19.066 -15028.009 Bottom 90.90 422.61 0.18 58.210 9.696 50899.650 ROOF P09C EQXNEG Top -47.16 80.24 -0.12 33.897 30.839 -4400.451 Bottom 17.12 81.14 -0.14 27.873 -15.472 4666.784 ROOF P09D EQXNEG Top -11.01 42.68 1.23 38.877 -113.948 -2646.244 Bottom -11.01 42.68 1.23 38.877 77.759 3811.390 STORY4 P02 EQXNEG Top -63.95 -443.90 -7.24 283.599 173.895 20168.890 Bottom -63.95 -443.90 -7.24 283.599 -955.662 -49079.066 STORY4 P03 EQXNEG Top -211.79 114.03 -6.25 293.998 251.983 -11688.857 Bottom -211.79 114.03 -6.25 293.998 -723.369 6100.535 STORY4 PO4 EQXNEG Top -107.04 129.73 -13.97 551.912 571.145 -198.046 Bottom -219.37 131.26 -10.28 59.728 -883.436 5129.943 STORY4 P05 EQXNEG Top 315.04 206.59 -9.31 64.325 446.031 -7994.545 Bottom 315.04 206.59 -9.31 64.325 -1006.775 24234.0.5 STORY4 P08A EQXNEG Top 180.53 356.15 -3.67 -48.487 296.846 12231.422 Bottom 180.53 356.15 -3.67 -48.487 -275.922 67790.406 STORY4 P08B EQXNEG Top 65.82 736.18 -3.95 -9.242 347.943 36339.444 Bottom G5.82 736.18 -3.95 -9.242 -268.129 151183.122 ETABS v7.22 File: INS_TUKWILA_2_3 Kip -in Units PAGE 2 April 10, 2003 11:48 Engineers Northwest PIER FOR C E S STORY PIER LOAD LOC P V2 V3 T M2 M3 STORY4 PO8C EQXNEG Top -37.74 66.39 -0.49 -71.426 40.601 -21''''.' -)r - Bottom -37.74 66.39 -0.49 -71.426 -36.292 8157.190 STORY4 PO8D EQXNEG Top -212.55 176.79 1.19 -19.956 -79.374 -780.623 Bottom -212.55 176.79 1.19 -19.956 105.839 19760.5,3, STORY4 PO9A EQXNEG Top -114.25 355.23 -3.32 193.499 265.325 13367.215 Bottom -114.25 355.23 -3.32 193.499 -252.297 6_' 7€.061 STORY4 PO9B EQXNEG Top 261.67 825.57 0.46 184.428 -42.360 30567.493 Bottom 261.67 825.57 0.46 1.34.428 28.828 159355.893 STORY4 PO9C EQXNEG Top 20.82 127.37 .1.94 :64.141 -36.285 -2321.10 Bottom 133.15 131.06 0.40 70.696 11.137 1037,-) cc:. STORY4 PO9D EQXNEG Top -96.69 131.04 1.96 72.145 -161.329 -4361.024 Bottom -96.69 131.04 1.96 72.145' 145.034 16080.744 STORY3 802 EQXNEG Top -144.92 -634.33 -6.48 768.044 -469.695 20175.171 Bottom -144.92 -634.33 -6.48 768.044 -1430.135 -79780.5.75 STORY3 P03 EQXNEG Top -425.40 118.39 -8.57 1190.080 -37.429 -20321.577 Bottom -425.40 118.39 -8.57 1190.080 -1373.688 -1352.064 STORY3 804 EQXNEG Top -309.61 193.29 -19.89 1949.455 145.606 -4059.68? Bottom -451.76 197.34 -8.27 325.576 -1192.955 7557.903 STORY3 805 EQXNEG Top 801.20 332.61 -8.59 251.931 -213.936 -5049.277 Bottom 801.20 332.61 -8.59 251.931 -1553.230 46337.900 STORY3 PO8A EQXNEG Top 415.22 537.15 -5.74 99.869 434.045 62569.815 Bottorn 415.22 537.15 -5.74 99.869 -461.759 146365.826 STORY3 PO8B EQXNEG Top 97.33 1126.53 -4.90 193.751 403.180 141357.442 Bottom 97.33 1126.53 -4.90 193.751 -360.744 317096.475 STORY3 PO8C EQXNEG Top -54.24 56.78 -1.72 -69.792 129.862 3234.771 Bottom -54.24 56.78 -1.72 -69.792 -139.181 12092.556 STORY3 PO8D EQXNEG Top -535.57 242.40 2.67 -119.093 -196.482 -4311.360 Bottom -535.57 242.40 2.67 -119.093 219.267 33503.770 STORY3 ?09A EQXNEG Top -266.90 540.69 -4.97 301.482 378.827 66906.124 Bottorn -266.90 540.69 -4.97 301.482 -397.049 151343.963 STORY3 PO9B EQXNEG Top 499.88 1257.46 1.29 390.596 -117.826 136503.357 Bottom 499.88 1257.46 1.29 390.596 83.445 332666.477 STORY3 PO9C EQXNEG Top 179.89 145.12 5.47 439.957 -135.756 1.153.494 Bottorn 322.05 156.74 1.41 163.937 61.023 17554.464 STORY3 PO9D EQXNEG Top -257.31 152.85 0.88 129.199 -100.301 3030.682 Bottom -257.31 152.85 0.88 129.199 37.272 26874.861 1.4/434.4 ETABS v7.22 File: INS_TUKWILA_2_3 Kip -in Units PAGE 3 April 10, 2003 11:48 Engineers Northwest L 62 - PIER F O RCE S STORY PIER LOAD LOC P V2 V3 T M2 1.13 STORY2 P02 EQXNEG Top -240.78 -614.51 -34.49 502.470 -319.105 895.17: Bottom -240.78 -614.51 -34.49 502.470 -6527.305 -109717.29, STORY2 P03 EQXNEG Top -611.05 21.30 -26.70 421.127 -138.158 -24894.224 Bottom -611.05 21.30 -26.70 421.127 -4944.802 -21060.257 STORY2 PO4 EQXNEG Top -638.81 141.80 -38.10 1529.077 158.507 -14931.578. Bottom -882.11 143.57 -33.19 953.091 -5271.070 -21914.57': STORY2 P05 EQXNEG Top 1583.56 467.96 -35.02 317.957 -318.663 17419.36C Bottom 1583.56 467.96 -35.02 317.957 -6623.149 101652.983 STORY2 P08A EQXNEG Top 687.93 727.93 -11.46 188.853 542.439 141600.21: Bottom 687.93 727.93 -11.46 188.853 -1521.149 272628.30E STORY2 P08B EQXNEG Top 124.07 1041.02 -5.28 334.778 225.180 308829.406 Bottom 124.07 1041.02 -5.28 334.778• -725.861 496212.250 STORY2 P08C EQXNEG Top -67.64 155.36 -0.12 21.425 22.932 7894.94E Bottom -67.64 155.36 -0.12 21.425 1.453 35959.833 STORY2 P08D EQXNEG Top -1008.31 370.69 5.98 28.559 -361.718 -376.421 Bottom -1008.31 370.69 5.98 28.559 714.690 66348.649 STORY2 P09A EQXNEG Top -442.77 814.25 -10.72 268.885 476.315 150757.66E Bottom -442.77 814.25 -10.72 268.885 -1453.210 297323.460 STORY2 P09B EQXNEG Top 695.85 1208.57 -2.72 429.720 -34.901 316147.344 Bottorn 695.85 1208.57 -2.72 429.720 -524.168 533690.685 STORY2 P09C EQXNEG Top 481.17 256.81 3.16 275.133 -175.957 5039.777 Bottom 724.47 261.73 1.39 86.782 54.213 38826.933 STORY2 P09D EQXNEG Top -565.00 368.97 5.35 118.223 -246.503 4280.328 Bottom -565.00 368.97 5.35 118.223 716.362 70694.601 STORY' P01A EQXNEG Top 92.57 -207.18 -17.69 925.781 524.250 15004.886 Bottom 171.56 -212.44 -16.84 503.140 -1420.317 24243.392 STORY1 PO1B EQXNEG Top 42.52 174.05 -11.92 -717.017 309.472 -4853.402 Bottom 178.76 176.10 -15.57 -1525.949 -880.580 -14670.584 STORY' P02 EQXNEG Top -233.45 639.33 78.53 -1610.692 -7954.994 -96171.677 Bottorn -233.45 639.33 78.53 -1610.692 1468.023 -19451.688 STORY1 P03 EQXNEG Top -655.07 144.37 62.59 -2605.848 -6231.753 -25989.452 Bottom -655.07 144.37 62.59 -2605.848 1279.114 -8665.097 STORY1 PO4 EQXNEG Top -936.00 -150.98 101.13 -8381.122 -5981.351 -28389.677 Bottom -720.33 -152.45 50.55 -1466.270 539.226 -17648.000 STORY1 P05 EQXNEG Top 1522.24 -526.04 70.66 -1107.755 -7516.973 93889.092 Bottom 1522.24 -526.04 70.66 -1107.755 962.342 30764.252 •i W.�_,..,.,i,,...,:w;,,.u._a"�i!:z:;:.:+„a,tw�r.�HL:.iu�C.1.•SeW:�"a: -ate; Vk4Litalxi STABS v7.22 File: INS_TUKWILA 2_3 Kip -in Units PAGE 4 April 10, 2003 11:48 v Engineers Northwest PIER FORCES L -L3 STORY PIER LOAD LOC P V2 V3 T M2 M3 STORY1 PO6A EQXNEG Top -113.59 -112.31 -22.47 -1407.662 595.012 -293.256 Bottom -249.50 -114.39 -26.38 -4021.730 -1865.290 77615.649 STORY1 P07A EQXNEG Top -0.11 5841.97 0.05 -15842.667 -7.717 -107708.207 Bottom -0.11 5841.97 0.05 -15842.667 -6.223 55867.607 STORY1 PO7B EQXNEG Top -44.74 2653.65 0.05 -1577.075 21.211 -16709.808 Bottom -44.74 2653.65 0.05 -1577.075 23.815 131894.713 STORY1 PO7C EQXNEG Top 46.74 2644.33 0.07 -1632.420 -28.681 -15275.614 Bottom 46.74 2644.33 0.07 -1632.420 -24.634 132806.685 STORY1 PO7D EQXNEG Top -0.43 5834.41 0.09 -9127.920 -5.351 -62022.971 Bottom -0.43 5834.41 0.09 -9127.920 -2.095 148015.799 STORY1 P08A EQXNEG Top 719.83 -1186.77 20.31 -110.707 -1673.691 270400.418 Bottom 719.83 -1186.77 20.31 -110.707 • 763.780 127987.789 STORY1 PO8B EQXNEG Top 137.52 -1583.29 4.78 -278.678 -481.558 491813.826 Bottom 137.52 -1583.29 4.78 -278.678 92.194 301818.541 STORY1 PO8C EQXNEG Top -76.48 -219.29 -0.19 -65.952 19.888 33797.442 Bottom -76.48 -219.29 -0.19 -65.952 -3.201 7482.137 STORY1 PO8D EQXNEG Top -997.19 -558.40 -13.52 316.806 1002.420 65908.269 Bottom -997.19 -558.40 -13.52 316.806 -620.211 -1099.251 STORY1 PO9A EQXNEG Top -481.83 -1329.23 20.30 -35.530 -1718.424 295163.054 Bottom -481.83 -1329.23 20.30 -35.530 718.160 135655.612 STORY1 P09B EQXNEG Top 751.16 -1746.37 8.07 -130.332 -705.574 524783.710 Bottom 751.16 -1746.37 8.07 -130.332 263.312 315219.907 STORY1 PO9C EQXNEG Top 760.19 -330.37 -3.63 -99.300 53.723 32583.118 Bottom 544.52 -380.95 -2.16 -101.873 -124.562 -383.828 STORY1 PO9D EQXNEG Top -513.66 -600.91 -7.76 44.569 695.453 72648.209 Bottom -513.66 -600.91 -7.76 44.569 -235.877 538.973 STORY1 P1OA EQXNEG Top -7.29 1700.67 -16.56 -1034.668 254.682 -32257.308 Bottom 34.60 1706.12 -6.56 -1170.492 -319.465 100547.835 STORY1 P1OB EQXNEG Top -5.18 1675.31 17.38 -837.061 -247.627 -28690.848 Bottom -75.23 1677.80 5.64 -1491.247 295.160 111559.877 STORY1 P1OC EQXNEG, Top -1.72 4627.96 0.12 9847.718 -7.603 -68248.745 Bottom -2.27 4632.63 0.06 3666.807 2.257 264696.813 P1 POlA EQXNEG Top 566.68 -273.85 8.48 493.003 -1692.481 9.868 Bottorn 566.68 -273.85 8.48 493.003 -674.436 -32851.983 P1 P02 EQXNEG Top -164.50 236.70 7.04 -602.573 -866.361 -53924.030 Bottom -164.50 236.70 7.04 -602.573 -22.038 -25520.058 ETABS v7.22 File: INS_TUKWILA_2_3 Kip -in Units PAGE 5 April 10, 2003 11:48 Engineers Northwest L PIER FOR C E S STORY PIER LOAD LOC P V2 V3 T M2 1'13 P1 P03 EQXNEG Top -654.79 24.30 5.95 -1116.401 -696.992 -8199.85 Bottom -654.79 24.30 5.95 -1116.401 17.280 -5283.53 P1 PO4 EQXNEG Top -511.67 -101.83 -13.19 1196.955 48.951 10542.975 Bottom -448.34 -97.38 3.30 -1010.811 -130.667 7263.660 P1 P05 EQXNEG Top 814.94 -162.46 2.41 -185.414 -533.482 37695.234 Bottom 814.94 -162.46 2.41 -185.414 -243.707 18200.065. P1 P06A EQXNEG Top -255.24 -72.10 3.08 -11.817 -412.861 10557.571 Bottom -255.24 -72.10 3.08 -11.817 -43.773 1906.130 P1 PO6B EQXNEG Top -262.80 348.60 2.72 2385.048 -867.922 -80477.125 Bottom -262.80 348.60 2.72 2385.048 -541.676 -38645.584 P1 PO7A EQXNEG Top -1.50 4588.12 0.33 -777.159 -18.516 -140474.484 Bottom -1.50 4588.12 0.33 -777.159• 21.099 410099.825 P1 PO8A EQXNEG Top 586.14 -438.12 -0.74 28.057 122.935 127642.971 Bottom 586.14 -438.12 -0.74 28.057 33.978 75068.650 P1 PO8B EQXNEG Top 145.67 -712.09 -1.93 40.853 166.864 299082.533 Bottom 145.67 -712.09 -1.93 40.853 -64.555 213631.161 P1 PO8C EQXNEG Top -83.92 -32.95 0.28 -10.637 -21.218 6297.073 Bottom -83.92 -32.95 0.28 -10.637 12.757 2342.613 P1 PO8D EQXNEG Top -621.54 -188.69 -1.48 227.519 82.241 23836.867 Bottom -621.54 -188.69 -1.48 227.519 -95.910 1193.547 P1 P09A EQXNEG Top -416.76 -457.03 -1.47 65.442 187.216 132720.973 Bottom -416.76 -457.03 -1.47 65.442 10.737 77877.045 P1. PO9B EQXNEG Top 757.13 -751.67 -0.95 80.097 96.895 310623.668 Bottom 757.13 -751.67 -0.95 80.097 -17.348 220423.547 P1 PO9C EQXNEG Top 327.15 -109.21 2.95 184.509 -32.203 9773.761 Bottom 263.82 -92.72 -1.50 -88.061 -68.038 1681.860 P1 PO9D EQXNEG Top -181.22 -155.65 2.12 25.855 -180.990 22127.304 Bottom -181.22 -155.65 2.12 25.855 72.937 3448.724 P1 P10A EQXNEG Top 83.95 1011.64 -4.69 -192.666 298.258 -13659.562 Bottom 83.95 1011.64 -4.69 -192.666 -264.412 107737.469 P1 P1OB EQXNEG, Top -132.59 1003.28 5.08 -121.356 -327.300 -1272.721 Bottom -132.59 1003.28 5.08 -121.356 282.656 119120.398 P1 P1OC EQXNEG Top -1.27 2788.70 0.26 2611.698 -14.406 -53872.631 Bottom -1.27 2788.70 0.26 2611.698 16.350 280771.892 P2 POlA EQXNEG Top 750.98 -104.69 2.24 -33.125 -326.488 -21061.625 Bottom 750.98 -104.69 2.24 -33.125 -58.055 -33624.257 vA.141.t. 'u'.u�'2ii i:JitiMuSi3Qi�hk a =:[i(.1:�F a:. 4 :.14`..w ti.�Yiis?. ''C.tiGi ETABS v7.22 File: INS_TUKWILA_2_3 Kip -in Units PAGE 6 April 10, 2003 11:48 l�J Engineers Northwest PIER F O RCE S STORY PIER LOAD LOC P V2 V3 T M2 M3 P2 P02 EQXNEG Top -134.81 65.64 -0.92 281.480 -356.740 -40070.470 Bottom -134.81 65.64 -0.92 281.480 -466.593 -32193.153 P2 P03 EQXNEG Top -617.36 -1.09 -0.37 499.179 -288.326 -83.393 Bottom -617.36 -1.09 -0.37 499.179 -332.558 -213.923 'P2 PO4 EQXNEG Top -400.17 -29.34 -37.72 5458.068 192.614 139.13.077 Bottom -445.26 -21.95 0.44 321.348 -260.640 5062.911 P2 P05 EQXNEG Top 689.54 -44.77 -0.94 313.445 -324.935 27768.008 Bottom 689.54 -44.77 -0.94 313.445 -437.789 22395.76 P2 PO6A EQXNEG Top -722.89 106.82 1.41 -932.802 -223.824 29149.191 Bottom -722.89 106.82 1.41 -832.802 -54.533 41967.076 P2 PO7A EQXNEG Top Bottom P2 PO7K EQXNEG Top Bottom P2 PO7L EQXNEG Top Bottom - 22.78 -22.78 -43.89 - 43.89 -2.84 -2.84 995.36 -0.05 995.36 -0.05 241.96 -0.15 241.96 -0.15 52.52 0.00 52.52 0.00 - 122.988 - 122.988• 6.334 72974.516 0.000 192417.929 - 7.538 17.838 -12839.261 - 7.538 0.000 16196.043 - 0.990 0.220 - 0.990 0.000 P2 PO7N EQXNEG Top 35.24 133.73 0.09 -5.911 -10.642 Bottom 35.24 133.73 0.09 -5.911 -7.804 P2 P07P EQXNEG Top Bottom P2 PO7Q EQXNEG Top Bottom P2 PO7R EQXNEG Top Bottom P2 PO7S EQXNEG Top Bottom P2 PO8A EQXNEG Top Bottom P2 PO8B EQXNEG Top Bottom P2 PO/3C EQXNEG Top Bottom P2 P08D EQXNEG Top Bottom P2 PO9A EQXNEG Top Bottom 27.65 27.65 4.22 4.22 3.38 3.38 31.90 31.90 95.73 0.09 95.73 0.09 22.50 0.01 22.50 0.01 15.50 0.00 15.50 0.00 992.87 0.01 992.87 0.01 529.72 169.78 529.72 169.78 150.20 150.20 - 87.78 -87.78 - 531.39 - 531.39 0.164 -7.524 0.164 0.000 -0.259 -0.510 -0.259 0.000 -0.222 0.230 -0.222 0.000 -127.408 -127.408 1.24 -3.684 1.24 -3.684 161.45 0.15 161.45 0.15 77.27 -0.08 77.27 -0.08 91.41 91.41 -389.92 166.36 - 389.92 166.36 -2995.352 3307.001 -7559.643 -3280.341 -2943.513 5480.673 -965.149 1014.622 -630.193 733.930 -0.863 78791.445 0.000 197935.417 -136.669 11.941 75049.173 95422.417 -14.148 -18.077 212144.097 -14.148 0.000 231517.564 - 5.505 9.722 -5.505 0.000 -0.91 26.774 -0.91 26.774 1.42 1.218 1.42 1.218 A 1,4, p;A.-,4M�. a4a. 96.852 -12.629 -148.748 21.903 1656.736 10928.793 7090.735 18060.400 76986.090 96949.776 ETABS v7.22 File: INS_TUKWILA_2_3 Kip -in Units PAGE 7 April 10, 2003 11:48 Engineers Northwest PIER FOR C E S STORY PIER LOAD LOC P V2 V3 T M2 M3 P2 P09B EQXNEG Top 723.01 150.62 0.22 -16.448 -26.852 22083:.152 Bottom 723.01 150.62 0.22 -16.448 -0.959 238906.t:9; P2 P09C EQXNEG Top 210.93 47.13 6.92 403.695 -82.449 4065.371 Bottom 256.01 85.29 -0.47 -32.607 -9.746 11223.645 P2 P09D EQXNEG Top -145.64 104.45 -0.56 3.399 66.148 5637.59 Bottom -145.64 104.45 -0.56 3.399 -1.021 18171.544 P2 P10A EQXNEG Top 108.05 727.01 -1.14 -174.779 103.699 2470 .766 Bottom 108.05 727.01 -1.14 -174.779 -33.353 111943.935 P2 P10B EQXNEG Top -142.48 725.75 1.06 -183.714 -95.162 299"7,:.6,37 Bottom -142.48 725.75 1.06 -183.714 32.120 116061.039 P2 P10C EQXNEG Top -0.66 1931.42 -0.05 429.111 5.648 48948.743 Bottom -0.66 1931.42 -0.05 429.111• 0.099 280719.658 IE1NF\T ENGINEERS NORTHWEST, INC., P.S. — STRUCTURAL ENGINEERS PROJECT # OZ -110 PizarcT SUBJ ECT 6869 WOODLAWN AVE. N. E.. #205. SEATTLE. WA 98115 (206) 525-7560 FAX (206) 522-6698 _Tu 17 �� 1712J6"' 0teVii! Le. fa -.71-1' or: sLkR e.f;L 7N�E�! Vu Akio p(2_4G C, STs V-14(24-) ";m0 Gv� u Y et e 1kT Zu D FL.c.x)/ -. �ZZ e. r F CnAf - 4 L DATE 4-(111 Q SHEET k7 OF BY 7-1--/1 Pc u Q K(c, 99-A6c, A02. P. S. 17 -k ,Lr Lc.wt2 6- 04/ 41. Vv -?(== L (S 3 '` --zY���2 �l .9 = k' Z-1 ?c) r Feon G fe t Q e_7 r= + z) = 742- k- sto - 4 ke_X _ !o. 3L) 190 = (Z , vs 441 = ?Sc)- Zscne- pis fir= 0(44 53e - V �s� � ('s- -PL.) =- - 61-9 () (?) (6. c° 3 g.o CAA/ =--• s52) et.) = (z. 552>' - )(Sk. o 3 ,7, c 4-.7' 4,U .11 :4iatiJ 1:SSii:iZiii... JI'\T ENGINEERS NORTHWEST, INC., P.S. - STRUCTURAL ENGINEERS 6869 WOODLAWN AVE. N. E.. #205, SEATTLE, WA 98115 (206) 525-7560 FAx (206) 522-6698 PROJECT # U2_► (C) PROJECT 1 j - Te--31e-bo L,,4 SUBJECT t7R4C-r DATE !14/(AM SHEET L.(-, OF BY I ,1 vr' Ftr� Nv e peg_ eo '71e2 �z =-- =, � _ a -+S( k- C 1'- i 31-7yL)( 3c F1) . [ 3.z- < 3c)' `Pu = (z,?-))(Z4Sc — ln7 )/z - 1 4-7C,cF &Au ,4 _ `1c8 R)=- C z. Cts r — 99 VL — 13c=r-) C ( x ►017)/0-X3, .cl) = 3 •�' FL) = Ca•`2.3 ( — Ic3 17) = 75 Z, pap__ PcDs O va = 174c, Vu = 3zc.c l 7(co)/cz.) (35 n • ? cit. rte— CZ.?_.)XSac!. - f7ic4)lz — az-c t -EA 0 �'► ebco,k, ova = 4- c( z.F)>C — = 3 l)( -- 1..1c) 0(24C,, C- D kiD @ Pc) -7 1, 4. t arm .�,.�w�u riti.Hi(C..:tJ:S%✓.`,n•�2.'L.ifYi-�*¢�i+:.N: s:.. s,;:,�.,. J IEI%I'\\ ENGINEERS NORTHWEST, INC., P.S. ^' STRUCTURAL ENGINEERS 6869 WOODLAWN AVE. N. E.. #205, SEATTLE, WA 98115 (206) 525-7560 FAX (206) 522-6698 PROJECT # )Z_4lU PROJECT 1I` -1S LA DATE -lrkl0 3 SUBJECT LATE4eAL_ SHEET LGc( OF Z 1-712k STRLS BY W/-` _ 1-: '~ w Vii =12-77 W IC-L,Y3S W 1 = (Z.vYr75e- IZ77)/z__ -- 1cc 1- cJ40 2 7.1 IL co 3 =W V� = 2274- Z 1- �/� - Z7 3i (Z% j - Z Z 7)�C��C3� _ �i S. COIL w 1- Pum (Z . �>(*z7 Sc) - �7¢) :=-( Z- (c)R. ms( c_ � 20 o- . ' 97 Z4L Lo/AOS e. f C.... = W ILo 12rc2 P'8 1w Z Ju 9 Zc1 (c72--- s39)/(z)C 3 r .) — .1- ,c't 1 __ Z. 1?)_ (z,.2.NYciz. - 53`: _ lc.)=12 17(a2_ P:59 A 1J� = lc- c v� = at 4-3 (zr4-3-)c.5c.)/ ,)(31, -) _ c. +, (z2,yZ/ 3 - = 7 Lc)- 1 CZ. r - Foci15 cV/_ (ESS \/cj - 2 s ("Z9 ) /(L)C35,7) _ 3.5( c _- (Z. - cgs 154-c C)41> pi sicb� as vt,f = Sa)-7 c1)/Cex3-1.9> `Pu = (Z .?)\)(5t)? - 4 -Ti) - z-. 1\10 `( A ; L.c) s Pow{ C22 pica of PS,r,.ti ENSENGINEERS NORTHWEST, INC., P.S. STRUCTURAL ENGINEERS 6869 WOODLAWN AVE. N. E.. #205. SEATTLE. WA 98115 (206) 525-7560 FAX (206) 522-6698 PROJECT # OZ -11 (] PROJECT )/\&7 rV 4,,k SUBJECT r c' p e Pkv tJ=' ''A4 L kO3 ) - dam. r/�z�((z stb) 44-5 e. Pt 33( �- PRS; Ls.iO �Pz -e=351'• — 357- cAci, Le -140 - ( 32.,c -,3/c z_Doz,„72) DATE _c� SHEET L_k:> OF BY -11...>1 ra .S' (3r.,"-3as)/L) a.5v) _ 1.7' - 33()Az)6z .5E)) ro (z. ?_)(4c.),2- -336 =- - - 33( )/ -zwlz . aL I Cz .vV 55L -3c) = S`z) s�— CD z ~ W EYE 6U UOQ Q W• I w ° 2 gcoQ =d w z= 1- O zI- w • w 0 O - ww LI UJ z U N E-_ o 1- z ENSENGINEERS NORTHWEST, INC., P.S. STRUCTURAL ENGINEERS 6869 WOODI.AWN AVE. N. E.. 4205. SEATTLE. WA 98115 (206) 525-7560 FAX (206) 522-6698 PROJECT # OZ.( I d PROJECT �s ,) /( DATE (Pi. /G3 SUBJECT 1_ 'tel -4 ; Lc4Ds Prc2 POS c—t/1_ 59S, L Vu _- 9 Z 1` `D2&G c_ckO Pz— �(/ 9 901` SHEET L_7k OF By I --:'),4_,)(iz `t s..) = 13.1( QE = C2.vC92r_, - s5S) - Ic_DI�-� lz 1:7Erx, Pu = (z . v�s� - QE)) P( 93 Kt 4- V - T7 r `DV -AG L01D 0- 49Z - 4f 8S' cite_ (7e)•;- 4 c7)f zXi Pu = (Z. P. -)`)(7a3 - ��,� ` tv?r) k- ` aA C - 0k10 Pu +es) - 5c 1e- 19im- P© b P( OW= 7 1-72./1/4:9 (y�ft^r% Pu - (Z. v> (`1v `7 - ,4.c)) - 4-73 c v = %4-v = G. Z► Vu oZ f?.) - (2 • E-) c.) - 74c.i) - 14- E1,'\7 ENGINEERS NORTHWEST, INC., P.S. - STRUCTURAL ENGINEERS PROJECT # OZ -1 t c SUBJECT LkrE , ___ 6869 WOODI.AWN AVE. N. E..11205. SEATTLE. WA 98115 (206) 525-7560 FAX (206) 522-6698 PROJECT /1.Je? c72Ac. Lo DATE .41/410 SHEET LIZ OF BY p' a P( UJ - 3,571 (3 - [75)4z.)(12.,eznr' � . zr FL, ---=-(2.$)(387 - /7S) � Pz_ 01/1,r = Ps kJ( = z (z� - 1-2s>;`�(z. ) = 177Po74 Pk Vu =--67Z Cg 72.-53�)/�z)Ci2.9�) ' i3 � 1 c Ova S3Z Vti s)zL)(" ) = 3 Cz. 2.))(CO3 -s3 z.) - ZSS Q/E(Z Pad G Pi 4- Vt.) =- c/S (s`')4 - /5.(=f oL (1.J CZ,eiV5 PZ 1�3 «.5 �- fu= cz,s>(=t®3 -- 537- ENWENGINEERS NORTHWEST, INC., P.S. " STRUCTURAL ENGINEERS PROJECT # QZ_ I (0 PROJECT SUBJECT i,,k (___ 6869 WOODLAWN AVE. N. E.. #205, SEATTLE, WA 98115 (206) 525-7560 FAX (206) 522-6698 l V1Z 7GAS (2(rc)c1 p( fu C2 . a.P.xzz1= �Z Kic, DP -Arc? i2 DATE SHEET L7; OF BY (/S (A, z )) = 4-(-1 = .33c., wx.� ,.:.H�ia�watiun Wtcs.1 W.'� b.`:I,�: a S� ptxez:itC'ims �.2a ENWENGINEERS NORTHWEST, INC., P.S. - STRUCTURAL ENGINEERS 6869 WOODLAWN AVE. N. E.. #205. SEATTLE. WA 98115 (206) 525-7560 FAX (206) 522-6698 PROJECT # ( Zl l CD PROJECT 1 SUBJECT L47 LR- x_ . DATE .41-(1 t /03 SHEET L74 OF 17 24C, c-772...c_A-c> BY =/`L 11- - i - w �2 JU Np'RCS4--12tF-t e �`z- f r -oF e f WI H 11 -ic) u. a. l4- -moi =d Wm cx- 143 4 �/ la_ - /6!v z 1- AA- _ 6 Zig(-Z7i = /5. A = (Yrz4j ,G) -- 8Z -s'` Q Zo Ill La D o 1d (4(. S O) ` / `��.�1�� G()( c-3 vA{z — (G�. f «cL, -t4. (DV -C:=1 ,((i 2:! th'>] 0 cA F..(-"=•-• 15 G) 4- k > Pc., i'i`��v" cs t A C_,Tre- -c - IS fuL_L c. 111 w 0 I— =U 512,d� CD , Th' P.7-- .�(- ; u_ o 4--L-4,_ 6E/-c0c,`r6, w Z U= O~ Z per_ 7A 1- A,4, 7--- • S (z21 -k_. fic.-/-Fc,frk)(A-Ack - 1) cat Apr= d --5a. ,,,c -z .0.1 (sic.. *V --F /, ) z{i. 5 k) = z<<t i?" -Z( (-V) = IV (.5)( 4-")(0-111)( -./)fr-A)(4- �� -1) 414 _ (2-t(1)-- 9,•*(r-- _ - (&(z- 4- cru rl s - 4- L6rC,5 3 - 4S cis 7.L�NY#.��ai�ii:F�:�PkA`+��il'SF1':'�r'iTiLWdAt� ENVYENGINEERS NORTHWEST, INC., P.S. - STRUCTURAL ENGINEERS k 6869 WOODLAWN AVE. N. E.. #205, SEATTLE. WA 981 15 (206) 525-7560 FAx (206) 522-6698 PROJECT # d Z1 I O PROJECT 11-1S `(7)k -L. DATE ____ SUBJECT L./.%`--ozAc,_ SHEET L75 01: z �2,d�p Gc1c-� BY �'Df-1 1 z itw 3 OD . FLc�o e_ - 4-rk e 3 Fc_ e.s � 6 v A (1_9(-) -.. 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WA 98115 (206) 525-7560 rAx (206) 522-6698 PROJECT # 2--1tC) PROJEc'r IN( T UK-EAJt�..- DATE 41K4/03 SUBJECT Lk-r`� (_,.. SHED' L_77 Or• D 12 "-T72 LZ-FBY T'Dl- Z (=rP1zeFt_c_rXL)- rx 6u Jo UOQ W 111 J 1- 13-�t U)u. 1(n -SIV wO 2 U �G t s.e Z-4- - 9 g a 6_)/ l6, -lam c� =a Ar --.Ar = Zo . t) t- w Z � Z I11/ • w U Q o D- o 1. - Ill uj o1.- ww T i .4-k u. t, - -- Li; U 0 4.s,,t1--=- _ 3(+")(Z(,'')(Gt-sYDes �Ciit- - ► A -e 1`` z (rr = ( 7C) (. c .e)(543Z- 3) �' 0.-)YZ,C'' j)] RI ' /c, > e (.4")(z( «)(s©� ) = _ 63 t- '-- ENWENGINEERS NORTHWEST, INC., P.S. - STRUCTURAL ENGINEERS 6869 WOODLAWN AVE. N. E.. #205. SEATTLE. WA 98115 (206) 525-7560 FAX (206) 522-6698 PROJECT # QZ-1 kD PROJECT 1►,Is�..�- DATE .4- (I 7l07, SUBJECT L SHEET L 7S OF 7P -kc ��( BY 7i),-.% FLx)rz FL} — 2(4k A 3r 4-- L 4 6--)/ Y% C6 n()(1c)5(.(40--iz-)( k-5() = 3Z4 -'L. > r� c- G tum ' �s C.) SE-- - - LE pc. S4. - q c 12 vGjG N:5)( z ct c,.)/ 1C ` # 077,/ _ < ct)(tc,,)C Lz7)(6c)3 = 1.0-17 > r� ole - zo . QS PI' = (. 7c3YC- E(2-)r-Xs)(432. - > r-1. 4,c)) = .S r2, -, -14- la h Zd- 07 Z - Ac (( CP -Fir = (9)(zr,6•ste)-X(�) > c14. 23 - *10 • 31. 2 - ?c.3 )( .?moi(• ' C�'g'sxs)(432-31•z.i-+ (c.c.))(z Z) Zk 77 ENW eas ENGINEERS NORTHWEST, INC., P.S. STRUCTURAL ENGINEERS 6869 WOODLAWN AVE. N. E., #205, SEATTLE, WA 98115 (206) 525-7560 FAX (206) 522-6698 PROJECT # PROJECT I S '; Lt' (ei . DATE ?j ' Z62' 03 SUBJECT 20 est.. _(PA, 'S 13(0, Z5) to.?' 2 60A.44 rPi_01..ouucs.„ D",►.i LI,- rpn est p it.1).1 OL SLp �3 wYr. ps D� g , wT 4 .l SHEET FLL.1 OF BY 446c, 11 Engineers Northwest Floor Analysis and Design of Concrete Slabs Dept. of Homeland Security Parking Level Floors P1 & P2 Engineers Northwest, Inc. P.S. 6869 Woodlawn Ave. N.E. Seattle, WA 98115 206-525-7560 Fax 206-522-6698 P1P2.floor Project Number Monday April 28, 2003 Floor m 1993-2001 Bommer Coleman, Inc. v1.04C :.it : 4. >a e s..4s44,3 ;ai,1W'7.5;; ,,ti � r tt , r ,..D, WiS .ivya «i 5" 11 Report Contents Report Cover Report Contents Loadings and Load Cases Element Mesh Plan Banded Tendon Plan Distributed Tendon Plan Other Dead Ldg Plan Live Ldg Pian Transfer Max Top Stress Pian Transfer LC: Design Section Summary Transfer LC: Design Section Stresses Service LC: Design Section Summary Service LC: Design Section Stresses Factored LC: Design Section Summary Factored LC Design Section Stresses Engineers Northwest - P1 P2.floor- Monday April 28, 2003 FUZ.3 Engineers Northwest, Inc. P.S. Report Contents 2 ,fi;i'r,da.?4,444i:4;