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HomeMy WebLinkAboutPermit D06-388 - Segment 2 - Kohl's - Retail BuildingD06-388 Kohl's 17150 Southcenter Parkway 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 - Kohl's D06 -388s Segment 2 - Kohl's D06-388 Segment 3 - Kohl's D06-388 Segment 4 - Kohl's D06-388 Segment 5 - Plans - Kohl's D06-388 2757 152nd Avenue NE Redmond, WA 98052 ph:425.869-6750 fx: 425,869-6761 COMPRESSIVE STRENGTH DATA REPORT hay6emcelroy PROJECT: Kohl's #11125 Tukwila HMA PROJECT No.: 07-056-1 DATE: Februart20, 2007 BLDG PERMIT No.: D06-388 CLIENT: Strata, Inc N07004A CONTRACTOR: Bayley SPECIFIED STRENGTH: 3000 psi at 28 days SUPPLIER: Stoneway Pour Location: perimeter footings GRIDIELEV: A -B.3/1-10, A -G.5110 Cast By. S Flint Mix No: Sampled At. (yd3): 35.00 of Load Size: Tirne Batched: Time Sampled 11:47 12:30 Samples. Cast 5500 11,00 4 6x12 cylinders yd3 11 ATERIAL. •TEST Concrete: E Grout { CONCRETEINFORMATI Slump Concrete Temp Cement Content Max. Aggregate Air Content Unit Weight Ticket No. Track No. Other 31/2 inches 58 deg. F 5 sacks 3/4 inch 7684496 445 lbs/t3 Jj Water Added On Site: OTHER: 0 g Masonry: 0 Other. ❑ Cement Fine Aggregate Coarse Aggregate Flyash Water Admix 1 Admix 2 Admix 3 Other 474 Ibs. 1423 Ibs. 1970 Ibs. lbs. 228 Ibs. oz./ oz./ oz./ 1715 Authorized By: COMPRESSIVE STRENGTH TEST DAT ASTM C39, C1231, C780, C1019 SAMPLE No. LAB No. TEST AGE DATE OF TEST AVERAGE DIAMETER MAXIMUM LOQ (lbs) AVERAGE CROSS SECTION2 AREA (inch) COMPRESSIVE STRENGTH (psi) TYPE OF FRACTURE edea A 6168 7 2/27/07 6.00 68880 28.26 2440 2 B 6168 28 3/20/07 6.00 103790 28.26 3670 2 C 6168 28 3/20/07 6.00 102030 28.26 3610 2 D 6168 H Hold Average PSI at 28 days _ '640 Remarks: Date Received In Lab: 2/21/07 Compressive Strength 04/01108 revised 10/01/06 Tested By: MHH Reviewed By: 414 2757 152nd Avenue NE Redmond, WA 98052 ph:425.869-6750 fx: 425.869-6761 COMPRESSIVE STRENGTH DATA REPORT PROJECT: Kohl's #11125 Tukwila DATE: March 6, 2007 CLIENT: Strata, Inc N07004A SPECIFIED STRENGTH: 4000 psi at 28 days Pour Location: SOG Cast By: R Bosma Sampled At. (yd3): 52.00 of 120 Time Batched: Time Sampled 14:27 13:55 haymmcelroy HMA PROJECT No.: 01-056-1 BLDG PERMIT No.: 006-388 CONTRACTOR: Bayley SUPPLIER: Stoneway GRID/ELEV: Mix No: Load Size: Samples. Cast 448172 11.00 4 4x8 cylinders yd3 Concrete: Q Grout: ,.-;,:.iC}'NCRI*TE iE[�iF.DRMA'T1a Slump Concrete Temp Cement Content Max. Aggregate Air Content Unit Weight Ticket No. Truck No. Ambient Temp 3112 75 4.8 7/8 N/A N/A 701 422 55 Inches deg. F sacks Inch Ibsift3 Water Added On Site: OTHER: 0 g /y3 Masonry: 0 Other. A1?NX-S,4-4,9 Cement 457 Ibs. Fine Aggregate 1455 Ibs. Coarse Aggregate 1956 lbs. Flyash 83 lbs. Water 173 Ibs. Admix 1 WRDA 64 21.3 oz. Admix 2 DARASET 34.5 oz. Admix 3 0 oz./ Other a:57 Authorized By: COMPRESSIVE STRENGTH TEST DATA (ASTM C39, C1231, C780, C1019 SAMPLE No. LAB No. TEST AGE DATE OF TEST AVERAGE DIAMETER MAXIMUM LOAD (Ibs} AVERAGE CROSS SECTION AREA (Inch2) COMPRESSIVE STRENGTH (POberms.. TYPE OF FRACTURE (,equradN,be,�m ceaaro A 6223 7 3/7/07 4.00 59310 12.56 4720 2 B 6223 28 3128/07 C 6223 28 3128107 D 6223 H Average PSI at 28 days Remarks: Date Received In Lab: 3/8/07 Tested By: MI -IH Reviewed By: /451 Y ' Compressive Strength 04/01/06 revised 10/01/06 2757 152nd Avenue NE Redmond, WA 98052 ph:425.869-6750 fx: 425.869-6761 PROJECT: DATE: CLIENT: COMPRESSIVE STRENGTH DATA REPORT Kohl's #11125 Tukwila March 6, 2007 Strata, Inc N07004A SPECIFIED STRENGTH: 4000 psi at 28 days Pour Location: SOG Cast By: R Bosma Sampled At. (yd3): 93.00 of 120 Time Batched: Time Sampled 15:36 16:45 hayaemceiroy HMA PROJECT No.: 07-056-1 BLDG PERMIT No.: D06-388 CONTRACTOR: Bayley SUPPLIER: Stoneway GRI D/ELEV: Mix No: Load Size: Samples. Cast 448172 11.00 4 6x12 cylinders yd3 Concrete: Grout ID ONCRETE )NF00.0447tQ>il Slump 4 inches Concrete Temp 76 deg. F Cement Content 4.8 sacks Max. Aggregate 718 Inch Air Content N/A % Unit Weight N/A Ibs/ft3 Ticket No. Truck No. Ambient Temp 738 421 55 Water Added On Site: 0 g/y3 OTHER: Masonry: 0 Other. JIVE Cement Fine Aggregate Coarse Aggregate Flyash Water Admix 1 Admix 2 Admix 3 Other 457 lbs. 1455 Ibs. 1956 lbs. 83 Ibs. 173 lbs. WRDA 64 21.3 oz./ DARASET 34.5 oz. 0 oz. Authorized By: COMPRESSIVE STRENGTH TEST DATA (ASTM C39, C1231, C780, C1019 SAMPLE No. LAB No. TEST AGE DATE OF TEST AVERAGE DIAMETER r MAXIMUM LOAD (lbs) AVERAGE SECTIOII2 SECTION AREA (inch2) COMPRESSIVE STRENGTH (Psi) TYPE OF FRACTURE 0.quever 'strength weir nwu A 6224 7 3/7/07 4.00 56490 12.56 4500 2 B 6224 28 3/28/07 C 6224 28 3128107 D 6224 H 4 1 Average PSI at 28 days Remarks: Date Received In Lab: 318/07 Compressive Strength 04/01/06 revised 10/01!06 Tested By: MHN Reviewed By: 2757 152nd Avenue NE Redmond, WA 98052 ph:425.869-6750 fx: 425.869-6761 PROJECT: DATE: CLIENT: COMPRESSIVE STRENGTH DATA REPORT Kohl's #11125 Tukwila March 8, 2007 Strata, Inc N07004A SPECIFIED STRENGTH: 4000 psi at 28 days Pour Location: footings & grade beams Cast By: S Flint Sampled At. (yd3): 5.00 of 66 Time Batched: Time Sampled 12:41 13:30 HMA PROJECT No.: BLDG PERMIT No.: CONTRACTOR: SUPPLIER: GRIDiELEV: Mix No: Load Size: Samples. Cast Concrete: 0 Grout: 0 cmcggr.gotFoRwMpi Slump Concrete Temp Cement Content Max. Aggregate Air Content Unit Weight Ticket No. Truck No. Other 33/4 62 4.8 3/4 775769 444 Inches deg. F sacks inch Ibs/ft3 Water Added On Site: 1/2 g/y3 OTHER: haybem,celroy 07-056-1 D06-388 Bayley Stoneway A -D/1 to 5.5 448172 11.00 4 6x12 cylinders yd3 Masonry: ❑ Other. 0 1 TCttY., Cement Fine Aggregate Coarse Aggregate Slag Water Admix 1 Admix 2 Admix 3 Other 449 1448 1929 80 211 Ibs. Ibs. lbs. lbs. Ibs. oz./ oz./ oz./ Authorized By: Stoneway QC COMPRESSIVE STRENGTH TEST DATA (ASTM C39, C1231, C780, C1019 SAMPLE No. LAB No. TEST AGE DATE OF TEST AVERAGE DIAMETER MAXIMUM LOAD LOADSECTION AVERAGE CROSS 2 AREA (inch2) COMPRESSIVE STRENGTH (PSI) TYPE OF FRACTURE cel A 6230 7 3/15/07 6.00 57150 28.26 2020 2 B 6230 28 4/5107 C 6230 28 4/5/07 D 6230 H ' Hold Average PSI at 28 days Remarks: ZiLG-0 IgNIT AefAkr 7— Al 12 -CS C1 Lr Date Received In Lab: 3/9/07 Compressive Strength 04/01/06 revised 10/01/06 Tested By: MHH Reviewed By: 2757 152nd Avenue NE Redmond, WA 98052 ph:425.869-6750 fx 425.869-6761 PROJECT: DATE: CLIENT: COMPRESSIVE STRENGTH DATA REPORT Kohl's #11125 Tukwila March 8, 2007 Strata, Inc N07004A SPECIFIED STRENGTH: 4000 psi at 28 days Pour Location: footings & grade beams Cast By: S Flint Sampled At. (yd3): 37.00 of 66 Time Batched: Time Sampled 14:07 6:00 HMA PROJECT No.: BLDG PERMIT No.: CONTRACTOR: SUPPLIER: GRIDIELEV: Mix No: Load Size: Samples. Cast hay�roy 07-056-1 006-388 Bayley Stoneway A-AD/1-5.5 448172 11.00 4 6x12 cylinders yd3 Concrete: I Grout 0 MNCRPTINPORMATIO Slump Concrete Temp Cement Content Max. Aggregate Air Content Unit Weight Ticket No. Truck No. Other 4 1/2 63 4.8 3/4 775851 461 inches deg. F sacks inch Ibs/ft3 (rd F Water Added On Site: 0 gly3 OTHER: Masonry: 0 Other. 0 Cement Fine Aggregate Coarse Aggregate Slag Water Admix 1 Admix 2 Admix 3 Other 1741tWAVV.... ;; . 451 Ibs. 1438 Ibs. 1928 lbs. 80 Ibs. 211 Ibs. oz./ oz.I oz./ Authorized By: COMPRESSIVE STRENGTH TEST DATA (ASTM C39, C1231, 0780, C1019 SAMPLE No. LAB No. TEST AGE DATE OF TEST AVERAGE DIAMETER ' MAXIMUM TOADbs I ( ) AVERAGE CROSS SECTION AREA (inch2) COMPRESSIVE STRENGTH (psi) TYPE OF FRACTURE rreWke41strength Wow spe ) A 6231 7 3/15/07 6.00 73950 28.26 2620 2 B 6231 28 4/5/07 r C 6231 28 4/5107 D 6231 H Hold Average PSI at 28 days Remarks: I AJ G -O B 1 A-6(2),11-- L — _0/1"1 Date Received In Lab: 3/9/07 Compressive strength 04/01/06 revised 10/01/06 Tested By: MHH Reviewed By: e04 Ci ) 2757 152nd Avenue NE Redmond, WA 98052 ph:425.869-6750 fx: 425.869-6761 PROJECT: DATE: CLIENT: COMPRESSIVE STRENGTH DATA REPORT Kohl's #11125 Tukwila March 6, 2007 Strata, Inc N07004A SPECIFIED STRENGTH: 4000 psi at 28 days Pour Location: SOG Cast By: R Bosma Sampled At. (yd3): 306.00 of 720 Time Batched: Time Sampled 3:42 4:34 hayr6e ee mce�e�a �. lrol[ey HMA PROJECT No.: 07-056-1 BLDG PERMIT No.: D06-388 CONTRACTOR: Bayley SUPPLIER: Stoneway GRID/ELEV: Mix No: Load Size: Samples. Cast 448172 11.00 4 6x12 cylinders yd3 TEttIA.L;TESTEI Concrete: [] Grout CONCRE INFOR IATCO , : -- Slump Concrete Temp Cement Content Max. Aggregate Air Content Unit Weight Ticket No. Truck No. Ambient Temp 4 inches 63 deg. F 4.8 sacks 7/8 inch N/A % N/A Ibs/ft3 Water Added On Site: OTHER: 0 g/y3 Masonry: ❑ Other: 0 AT, :WE GH ;e $_ Cement 457 lbs. Fine Aggregate 1455 Ibs. Coarse Aggregate 1956 Ibs. Flyash 83 lbs. Water 173 Ibs. Admix 1 WRDA 64 21.3 oz./ Admix 2 DARASET 34.5 oz. Admix 3 0 oz. Other :r.-arss-,- -,,:^;• -`, r.^-x;y.}+,wirst,,},,;r-q� �r :v 'x, '.aeg �ka . t; itg. �q.F4..,,:- `✓i:,:,,.-4==''..�2'3m.°.i�"f":fv �:D 1. H, Authorized By: COMPRESSIVE STRENGTH TEST DATA (ASTM C39, C1231, C780, C1019 SAMPLE No. LAB No. TEST AGE DATE OF TEST AVERAGE DIAMETER MAXIMUM LOAD (Ibs) AVERAGE CROSS SECTION AREA (inch2) COMPRESSIVE STRENGTH (Psi) TYPE OF FRACTURE 6213 7 3/13/07 4.00 54980 12.56 4380 2 B 6213 28 4/3/07 C 6213 28 4/3/07 0 6213 H Average PSI at 28 days Remarks: Date Received In Lab: 3/8/07 Compressive strength 04/01/06 revised 10/01/06 Tested By: MHH Reviewed By: 2757 152nd Avenue NE COMPRESSIVE STRENGTH h a yre m ce ! roy Redmond, WA 98052 DATA REPORT ph:425.869-6750 fx: 425.869-6761 PROJECT: DATE: CLIENT: Kohl's #11125 Tukwila February 28, 2007 Strata, Inc N07004A SPECIFIED STRENGTH: 4000 psi at 28 days Pour Location: SOG Cast By: R Bosma Sampled At (yd3): 262.00 of 720 Time Batched: Time Sampled 3:23 4:00 HMA PROJECT No.: 07-056-1 BLDG PERMIT No.: D06-388 CONTRACTOR: Bayley SUPPLER: Stoneway GRID/ELEV: Mix No: Load Size: Samples. Cast 448172 11.00 4 6x12 cylinders yd3 i4hA RATES Concrete: .Grout: 0 NCgE_WINFORMATIO Slump Concrete Temp Cement Content Max. Aggregate Air Content Unit Weight Ticket No. Truck No. Ambient Temp 5 inches 77 deg. F 4.8 sacks 7/8 inch N/A % N/A Ibs/ft3 84 445 42 Water Added On Site: OTHER: agh3 Masonry: ❑ Other. 0 Cement Fine Aggregate Coarse Aggregate Flyash Water Admix 1 Admix 2 Admix 3 Other 457 lbs. 1455 tbs. 1956 Ibs. 83 Ibs. 173 Ibs. WRDA 64 21.3 oz./ DARASET 34.5 oz./ 0 oz. Authorized By: COMPRESSIVE STRENGTH TEST DATA [ASTM C39, C1231, C780, C1019 SAMPLE No. LAB No. TEST AGE DATE OF TEST AVERAGE DIAMETER MAXIMUM LOAD (Ibs) AVERAGE CROSS SECTION= AREA (Inch2) COMPRESSIVE STRENGTH (Psi) TYPE OF FRACTURE ,b„r A 6212 7 3/7/07 4.00 43800 12.56 3490 2 8 6212 28 3/28/07 C 6212 28 3/28/07 D 6212 H Average PSI at 28 days Remarks: Date Received In Lab: 3/8/07 Compressive Strength 04/01!06 revised 10/01/06 Tested By: MHH Reviewed By: c ri 2757 152nd Avenue NE Redmond, WA 98052 ph:425,869-6750 fx: 425.869-6761 PROJECT: DATE: CLIENT: COMPRESSIVE STRENGTH DATA REPORT Kohl's #11125 Tukwila February 28, 2007 Strata, inc N07004A SPECIFIED STRENGTH: 4000 psi at 28 days Pour Location: SOG Cast By: R Bosma Sampled At. (yd3): 218.00 of 720 Time Batched: Time Sampled 3:05 3:47 HMA PROJECT No.: BLDG PERMIT No.: CONTRACTOR: SUPPLIER: GRIDIELEV: Mix No: Load Size: Samples. Cast h ayr. r.r, y 07-056-1 D06-388 Bayley Stoneway 448172 11.00 yd3 4 6x12 cylinders Concrete: Q Grout i4p Slump Concrete Temp Cement Content Max. Aggregate Air Content Unit Weight Ticket No. Thick No. Ambient Temp 5 77 4.8 7/8 NIA N/A 78 425 42 inches deg. F sacks inch Bio Ibs/ft3 Water Added On Site: OTHER: 0g/ys Masonry: 0 Other. 0 *HAI, Cement Fine Aggregate Coarse Aggregate Fiyash Water Admix 1 WRDA 64 Admix 2 DARASET Admix 3 Other 457 1455 1956 83 173 21.3 34.5 0 Ibs. Ibs. lbs. lbs. Ibs. oz./ oz. ozJ Authorized By: COMPRESSIVE STRENGTH TEST DATA (ASTM C39, C1231, CT80, C1019 SAMPLE No. LAB No. TEST AGE DATE OF TEST AVERAGE DIAMETER MAXIMUM LOAD (Ibs)(required AVERAGE CROSS SECTION AREA (inch2) COMPRESSIVE STRENGTH (Psi) TYPE OF FRACTURE 1 f strength below A 6211 7 3/7107 4.00 47020 12.56 3740 2 8 6211 28 3128107 C 6211 28 3/28/07 D 6211 H Average PS1 at 28 days Remarks: Date Received In Lab: 3/8/07 Compressive Strength 94191196 revised 19101196 Tested By: MHH Reviewed By: a {� 2757152nd Avenue NE Redmond, WA 98052 ph:425.869-6750 ix: 425.869-6761 PROJECT: DATE: CLIENT: COMPRESSIVE STRENGTH DATA REPORT Kohl's #11125 Tukwila February 28, 2007 Strata, Inc N07004A SPECIFIED STRENGTH: 4000 psi at 28 days Pour Location: Cast By: Sampled At. (yd3): Time Batched: Time Sampled SOG R Bosma 164.00 of 720 2:47 3:19 hayaefmcelroy HMA PROJECT No.: 07-056-1 BLDG PERMIT No.: D06-388 CONTRACTOR: Bayley SUPPLIER: Stoneway GRID/ELEV: Mix No: Load Size: Samples. Cast 448172 11.00 4 6x12 cylinders yd3 Concrete: 9 Grout Slump Concrete Ternp Cement Content Max. Aggregate Air Content Unit Weight Ticket No. Trude No. Ambient Temp L• -xa 4a:YN-x 4 T7 4.8 7/8 N/A N/A 71 460 42 inches deg. F sacks inch Ibs/fC3 Water Added On Site: OTHER: 0 gly3 Masonry: 0 Other. 0 .Icffiitif5VA. Cement Fine Aggregate Coarse Aggregate Flyash Water Admix 1 WRDA 64 Admix 2 DARASET Admix 3 Other 457 1455 1956 83 173 21.3 34.5 0 Ibs. lbs. lbs. Ibs. Ibs. ozJ ozJ oz./ Authorized By: COMPRESSIVE STRENGTH TEST DATA (ASTM C39, C1231, 0780, C1019' SAMPLE No. LAB No. TEST AGE DATE OF TEST AVERAGE DIAMETER MAXIMUM LOAD (� AVERAGE CROSS SECTION AREA (Inch) COMPRESSIVE STRENGTH (Pat ? TYPE OF FRACTURE �,eQfdrad,�aae,,�,, °"°" dO'� A 6210 7 317/07 4.00 48080 12.56 3830 2 8 6210 28 3/28/07 - C 6210 28 3128/07 D 6210 H Average PSI at 28 days Remarks: Date Received In Lab: 3/8/07 Compressive strength 04/01/06 revised 10/01)06 Tested By: MHH Reviewed By: 2757 152nd Avenue NE Redmond, WA 98052 ph:425.869-6750 ix: 425.869-6761 PROJECT: DATE: CLIENT: COMPRESSIVE STRENGTH DATA REPORT Kohl's #11125 Tukwila February 28, 2007 Strata, Inc N07004A SPECIFIED STRENGTH: 4000 psi at 28 days Pour Location: SOG Cast By: R Bosma Sampled At. (yd3): 109.00 of 720 Time Batched: Time Sampled 2:07 '2:50 haym,celroy HMA PROJECT No.: 07-056-1 BLDG PERMIT No.: D06-388 CONTRACTOR: Bayley SUPPLIER: GRID/ELEV: Mix No: Load Size: Samples. Cast Stoneway 448172 11.00 4 6x12 cylinders yd3 MAW TEsTF.p Concrete: Q Grout CON E INFORMATION w:'.,�z; Slump Concrete Temp Cement Content Max. Aggregate Air Content Unit Weight Ticket ND. Truck No. Ambient Temp 41/2 inches 77 deg. F 4.8 sacks 718 inch NIA % N/A Ibs/ft3 62 434 42 Water Added On Site: OTHER: 0 g/y3 Masonry: 0 Other. vglopx Cement Fine Aggregate Coarse Aggregate Flyash Water Admix 1 WRDA 64 Admix 2 DARASEi Admix 3 Other 457 1455 1956 83 173 21.3 34.5 0 Ibs. lbs. lbs. lbs. Ibs. oz./ oz./ ozJ 6°4 Authorized By: COMPRESSIVE STRENGTH TEST DATA {ASTM C39, 01231, 0780, C1019 SAMPLE No. r LAB No. TEST AGE DATE TEST AVERAGE DIAMETER MAXIMUM LOAD (Ibs) AVERAGETYPE CROSS SECTION AREA (inch) STRENGTH (Psi)beiow OF FRACTURE l,,,�r�h,�,,,F�, specification) A 6209 7 317107 1 4.00 57010 12.56 4540 2 v B 6209 28 3/28/07 C 6209 28 3/28/07 D 6209 H Average PSI at 28 days Remarks: Date Received in Lab: 3/8/07 Compressive Strength 04101!06 revised 10/01/06 Tested By: MHH Reviewed By: 2757 152nd Avenue NE Redmond, WA 98052 ph:425,869-6750 fx 425.869-6761 PROJECT: DATE: CLIENT: COMPRESSIVE STRENGTH DATA REPORT Kohl's #11125 Tukwila February 28, 2007 Strata, Inc NO7004A SPECIFIED STRENGTH: 4000 psi at 28 clays Pour Location: SOG Cast By: R Bosma Sampled At. (yd3): Time Batched: Time Sampled of 720 hay�em.celr9y HMA PROJECT No.: 07-056-1 BLDG PERMIT No.: D06-388 CONTRACTOR: Bayley SUPPLIER: Stoneway GRID/ELEV: Mix No: Load Size: Samples. Cast 448172 11.00 yd3 4 6x12 cylinders MATIIAL_TESTED;i':s: Concrete: a Grout 7aV.77T=Ak.7CONCR. E:1N,DRMAT'Ii 4 inches Slump Concrete Temp Cement Content Max. Aggregate Air Content Unit Weight Ticket No. Truck No. Ambient Temp 0 63 deg. F 4.8 sacks 7/8 inch N/A % N/A lbsift3 Water Added On Site: OTHER: 0 gI Masonry: 0 Other. 0 • .CI•i WEI . YCKb Cement Fine Aggregate Coarse Aggregate Flyash Water Admix 1 WRDA 64 Admix 2 DARASET Admix 3 Other 1 457 lbs. 1455 Ibs. 1956 Ibs. 83 Ibs. 173 lbs. 21.3 ozJ 34.5 oz./ 0 oz./ Authorized By: COMPRESSIVE STRENGTH TEST DATA (ASTM C39, C1231, C780, C1019 SAMPLE No. LAB No. TEST AGE DATEAVERAGE OF TEST AVERAGE DIAMETER MAXIMUM LOAD (Ibs) CROSS SECTION s AREA (Inch2) COMPRESSIVE STRENGTii (Psi) TYPE OF FRACTURE IrdIf sfrangth bebw odrtaoy A 6207 7 3/7/07 4.00 r46120 12.56 3670 2 B 6207 28 3/28/07 C 6207 28 3/28/07 D 6207 H Average PSI at 28 days Remarks: Date Received In Lab: 3/8/07 Compressive Strength 04/01/06 revised 10101106 Tested By: MHH Reviewed By: 2757 152nd Avenue NE Redmond, WA 98052 ph:425.869-8750 Ix: 425.869-6781 COMPRESSIVE STRENGTH DATA REPORT PROJECT: Kohl's #11125 Tukwila DATE: February 28, 2007 CLIENT: Strata, Inc N07004A SPECIFIED STRENGTH: 4000 psi at28 days Pour Location: SOG Cast By: R Bosma Sampled At. (yd3): 55.00 of 720 Time Batched: Time Sampled 2:25 1:50 hayaemcelroy HMA PROJECT No.: 07-056-1 BLDG PERMIT No.: 006-388 CONTRACTOR: Bayley SUPPLIER: Stoneway GRID/ELEV: Mix No: Load Size: Samples. Cast 448172 11.00 4 6x12 cylinders yd3 Mi4 RIAi_:TESTEA Concrete: 0 Grout: CQNCRE NFORMA1; Slump Concrete Temp Cement Content Max. Aggregate Air Content Unit Weight Ticket No. Truck No. Ambient Temp 41/2 inches 77 deg. F 4.8 sacks 7/8 inch N/A % WA Ibs/ft3 56 468 42 Water Added On Site: OTHER: 0 g/yg Masonry: 0 Other. 777:1i5VA: .OA Cement Fine Aggregate Coarse Aggregate Flyash Water Admix 1 WRDA 64 Admix 2 DARASET Admix 3 Other 457 Ibs. 1455 Ibs. 1956 Ibs. 83 lbs. 173 lbs. 21.3 oz./ 34.5 oz./ 0 oz./ Authorized By: COMPRESSIVE STRENGTH TEST DATA (ASTM C39, C1231, C780, C1019 SAMPLE Na. LAB No. TEST AGE DATE OF TEST AVERAGE DIAMETER MAXIMUM MAXIMUMCROSS (Ibs) AVERAGE SECTION AREA (inch ) COMPRESSIVE STRENGTH (Psi) TYPE OF FRACTURE below a A 6208 7 3/7/07 4.00 47040 12.56 3750 2 B 6208 28 3/28/07 C 6208 28 3/28/07 D 6208 H Average P I at 28 days Remarks: Date Received In Lab: 3/8/07 Compressive strength 04/01106 revised 10/01/06 Tested i@y: MI -JH Reviewed By: }( 2757 152nd Avenue NE Redmond, WA 98052 ph:426.869-6750 fx: 425.869-6761 PROJECT: DATE: CLIENT: COMPRESSIVE STRENGTH DATA REPORT Kohl's #11125 Tukwila March 6, 2007 Strata, Inc N07004A SPECIFIED STRENGTH: 4000 psi at 28 days Pour Location: SOG Cast By: R Bosma Sampled At. (yd3): 459.00 of 720 Time Batched: Time Sampled 4:51 5:56 hay8 em,cetray HMA PROJECT No.: 07-056-1 BLDG PERMIT No.: D06-388 CONTRACTOR: Bayley SUPPLIER: Stoneway GRID/ELEV: Mix No: Load Size: Samples. Cast 448172 11.00 4 4x8 cylinders yd3 aJIIAT'ER1AL.TESD Concrete: 0 . Grout 0 ::CPSPREWINFORM4TION', Slump Concrete Temp Cement Content Max. Aggregate Air Content Unit Weight Ticket No. Truck No. Ambient Temp 51/2 76 4.8 7/8 NIA N/A 117 459 42 inches deg. F sacks inch Ibs/ft3 Water Added On Site: OTHER: 0 g/y3 Masonry: 0 Other. 0 Cement Fine Aggregate Coarse Aggregate Ftyash Water Admix 1 WRDA 64 Admix 2 DARASET Admix 3 Other 457 1455 1956 83 173 21.3 34.5 0 lbs. lbs. lbs. Ibs. Ibs. oz./ oz./ oz./ Authorized By: COMPRESSIVE STRENGTH TEST DATA (ASTM C39, C1231, C780, C1019 SAMPLE No. LAB No. TEST AGE T DATE OF TEST AVERAGE DIAMETER MAXIMUM LOAD (Ibs) • AVERAGE CROSS SECTION AREA (inch2)below COMPRESSIVE STRENGTH {psl) r TYPE OF FRACTURE A 6217 7 3/7/07 4.00 407701 12.56 3250 2 B 6217 28 3/28/07 C 6217 28 3/28/07 D 6217 H Average PSI at 28 days Remarks: Date Received In Lab: 3/8/07 Compressive Strength 04/01/06 revised 10/01/06 Tested By: MHH Reviewed By: tYl 2757 152nd Avenue NE Redmond, WA 98052 ph:425.869-6750 fx: 425.869-6761 PROJECT: DATE: CLIENT: COMPRESSIVE STRENGTH DATA REPORT Kohl's #11125 Tukwila March 6, 2007 Strata, Inc N07004A SPECIFIED STRENGTH: 4000 psi at 28 days Pour Location: SOG Cast By: R Bosma Sampled At. (yd3): 448.00 of 720 Time Batched: Time Sampled 4:48 5:42 hayaem,celroy HMA PROJECT No.: 07-056-1 BLDG PERMIT No.: D06-388 CONTRACTOR: Bayley SUPPLIER: Stoneway GRIDIELEV: Mix No: Load Size: Samples. Cast 448172 11.00 4 4x8 cylinders yd3 ..: ATERtAL':, Concrete: 2 Grout 0 t lORET.EJNFORIV A Slump Concrete Temp Cement Content Max. Aggregate Air Content Unit Weight Ticket No. Truck No. Ambient Temp z N,• ,-,,r� • 51/2 82 4.8 7/8 N/A N/A 115 448 42 inches deg. F sacks inch Ibslft3 Water Added On Site: OTHER: 0 gly3 Masonry: ❑ Other 0 714 GH4 ^✓:''�sz Wiz; Cement Fine Aggregate Coarse Aggregate Flyash Water Admix 1 WRDA 64 Admix 2 DARASET Admix 3 Other 457 lbs. 1455 Ibs. 1956 lbs. 83 Ibs. 173 lbs. 21.3 oz. 34.5 oz. 0 oz. Authorized By: COMPRESSIVE STRENGTH TEST DATA (ASTM C39, C1231, 0780, Ci019 SAMPLE No, LAB No. TEST AGE DATE OF TEST AVERAGE DIAMETER MAXIMUM LOAD (lbs) AVERAGE , CROSS SECTIO N12 AREA (inch ) COMPRESSIVE STRENGTH (Psi) TYPE OF FRACTURE (requind ' th A 6216 7 3/7/07 4.00 47010 12.56 3740 2 B 6216 28 3/28/07 C 6216 28 3/28/07 D 6216 H 1 1 Average PSI at 28 days Remarks: Date Received In Lab: 3/8/07 Tested By: MHN Reviewed By: 4 Compressive Strength 04/01/06 revised 10/01/06 TERIAL:TESTEP ,• ,.. 2757 152nd Avenue NE Redmond, WA 98052 ph:425.869-6750 fx: 425.869-6761 PROJECT: DATE: CLIENT: COMPRESSIVE STRENGTH DATA REPORT Kohl's #11125 Tukwila March 6, 2007 Strata, Inc N07004A SPECIFIED STRENGTH: 4000 psi at 28 days Pour Location: SOG Cast By: R Bosma Sampled At. (yd3): 393.00 of 720 Time Batched: Time Sampled 4:27 5:23 hay6emce1 oy HMA PROJECT No.: 07-056-1 BLDG PERMIT No.: 006-388 CONTRACTOR: Bayley SUPPLIER: GRID/ELEV: Mix No: Load Size: Samples. Cast Stoneway 448172 11.00 4 4x8 cylinders yd3 Concrete: Grout: 7 y 51/2 Inches Slump Concrete Temp Cement Content Max. Aggregate Air Content Unit Weight Ticket Na. Truck No. Ambient Temp �r. 78 deg. F 4.8 sacks 7/8 inch N/A % N/A Ibs/f3 103 445 42 Water Added On Site: OTHER: Masonry: Other. Cement 457 lbs. Fine Aggregate 1455 Ibs. Coarse Aggregate 1956 Ibs. Flyash 83 Ibs. Water 173 lbs. Admix1 WRDA 64 21.3 oz. Admix 2 DARASET 34.5 oz./ Admix 3 0 oz. Other Authorized By: COMPRESSIVE STRENGTH TEST DATA ASTM C39, C1231, C780, C1019 SAMPLE No. LAB No. TEST AGE DATE OF TEST AVERAGE DIAMETER MAXIMUM LOAD (Ibs) AVERAGE CROSS SECTION AREA (inch) COMPRESSIVE STRENGTH (Psi) TYPE OF FRACTURE (m.o./ifs/wpm below specsamer4 A 6215 7 3/7/07 4.00 43620 12.56 3470 2 B 6215 28 3/28/07 C 6215 28 3/28/07 _ D 6215 H y . Average PSI at 28 days Remarks: Date Received In Lab: 3/8/07 Compressive Strength 04/01106 revised 10/01/06 Tested By: MHH Reviewed By: 2757 152nd Avenue NE Redmond, WA 98052 ph:425.869-6750 tx: 425.869-6761 COMPRESSIVE STRENGTH DATA REPORT haydem,celroy PROJECT: Kohl's #11125 Tukwila HMA PROJECT No.: 07-056-1 DATE: March 6, 2007 BLDG PERMIT No.: D06-388 CLIENT: Strata, Inc N07004A CONTRACTOR: Bayley SPECIFIED STRENGTH: 4000 psi at 28 days SUPPLIER: Stoneway Pour Location: SOG GRID/ELEV: Cast By: R Bosma Mix No: Sampled At. (yd3): 317.00 of 720 Load Size: Time Batched: Time Sampled 3:51 4:65 Samples. Cast 448172 11.00 4 4x8 cylinders yd3 Concrete: (] Grout: 0 Slump Concrete Temp Cement Content Max. Aggregate Air Content Unit Weight Ticket No. Truck No. Ambient Temp 51/4 80 4.8 7/8 N/A N/A 92 448 42 inches deg. F sacks Inch Ibs/ft3 Water Added On Site: 0 g/y3 OTHER: Masonry: 0 Other. 0 ia. _77, ;.s:5'_.S'.YLY7 W Cement Fine Aggregate Coarse Aggregate Flyash Water Admix 1 WRDA 64 Admix 2 DARASET Admix 3 Other 457 Ibs. 1455 Ibs. 1956 lbs. 83 Ibs. 173 Ibs. 21.3 ozJ 34.5 oz./ 0 - oz./ Authorized By: COMPRESSIVE STRENGTH TEST DATA (ASTM C39, C1231, C780, C1019 SAMPLE No. LAB No. TEST AGE DATE OF TEST AVERAGE DIAMETER MAXIMUM LOAD fibs) AVERAGE CROSS SECTION Z AREA (inch2) COMPRESSIVE STRENGTH (psi) TYPE OF FRACTURE strength A 6214 7 3/7/07 4.00 49670 12.56 3970 2 B 6214 28 3/28/07 C 6214 28 3/28/07 D 6214 H _ Average PSI at 28 days Remarks: Date Received in Lab: 3/8/07 Compressive Strength 04/01/06 revised 10101/06 Tested By: MHH Reviewed By: g 2757 152nd Avenue NE Redmond, WA 98052 ph:425.869-6750 fx: 425.869-6761 PROJECT: DATE: CLIENT: COMPRESSIVE STRENGTH DATA REPORT Kohl's #11125 Tukwila March 6, 2007 Strata, Inc N07004A SPECIFIED STRENGTH: 4000 psi at 28 days Pour Location: SOG Cast By: R Bosma Sampled At. (yd3): 10.00 of 120 Time Batched: Time Sampled 13:39 14:12 h ay e macre Croy HMA PROJECT No.: 07-056-1 BLDG PERMIT No.: 006-388 CONTRACTOR: Bayley SUPPLIER: Stoneway GRID/ELEV: Mix No: Load Size: Samples. Cast 448172 11.00 4 4x8 cylinders yd3 a:1=.'+y tgi6e a :✓vL.: re, _M �. %u..,9a": r�.95a.nc.3 .6' .�':ai `x>R1AL.'ST Concrete: 2 Grout Slump Concrete Temp Cement Content Max. Aggregate Air Content Unit Weight Ticket No. Truck No. Ambient Temp 0 5 inches 75 deg. F 4.8 sacks 7/8 inch N/A % WA IbsIft3 653 426 55 Water Added On Site: OTHER: • 0 gly3 Masonry: 0 Other. 0 ATOI.NV.V.OtirS1 ZrOcrat Cement Fine Aggregate Coarse Aggregate Fiyash Water Admix 1 WRDA 64 Admix 2 DARASET Admix 3 Other 457 Ibs_ 1455 Ibs. 1956 lbs. 83 lbs. 173 lbs. 21.3 oz./ 34.5 oz. 0 ozJ } Authorized By: COMPRESSIVE STRENGTH TEST DATA (ASTM C39, C1231, C780, C1019 SAMPLE No. LAB No. TEST AGE DATE OF TEST 1 AVERAGE DIAMETER MAXIMUM LOAD (Ibs) 1 AVERAGE CROSS SECTION AREA (Inch2) . COMPRESSIVE STRENGTH tPS1? T TYPE OF FRACTURE p�„Fm,yt„„ " A 6222 7 317/07 4.00 48280 12.56 3840 2 B 6222 , 28 3128/07 C 6222 28 3/28/07 D 6222 H Average PSI at 28 days , Remarks: Date Received In Lab: 3/8/07 Compressive strength 04/01/08 revised 10/11/06 Tested By: MHH Reviewed By: 411 2757 152nd Avenue NE Redmond, WA 98052 ph:425.669-6750 fx: 425.869-6761 COMPRESSIVE STRENGTH DATA REPORT hayaem,celroy PROJECT: Kohl's #11125 Tukwila HMA PROJECT No.: 07-056-1 DATE: March 6, 2007 BLDG PERMIT No.: D06-388 CLIENT: Strata, Inc N07004A CONTRACTOR: Bayley SPECIFIED STRENGTH: 4000 psi at 28 days SUPPLIER: Stoneway Pour Location: SOG GRID/ELEV: Cast By: R Bosma Mix No: Sampled At. (yd3): 699.00 of 720 Load Size: Time Batched: Time Sampled 9:20 9:56 Samples. Cast 448172 11.00 4 4x8 cylinders yd3 'M.MATER1AL; TESTED: Concrete: [j Grout Slump Concrete Temp Cement Content Max. Aggregate Air Content Unit Weight Ticket No. Truck No. Ambient Temp 5114 inches 80 deg. F 4.8 sacks 718 inch N/A % N/A Ibs/ft3 329 442 42 -a :.f ry-_-• .yM-r,xa.;; ff.'s uv xi Water Added On Site: OTHER: 0 gly3 Masonry: ❑ Other. 0 TOM71011 Cement Fine Aggregate Coarse Aggregate Flyash Water Admix 1 WRDA 64 Admix 2 DARASET Admbc 3 Other 457 1455 1956 Ibs. Ibs. tbs. 83 Ibs. 173 Ibs. 21.3 oz./ 34.5 ozJ 0 ozJ Authorized By: COMPRESSIVE STRENGTH TEST DATA (ASTM C39, C1231, C780, C1019 SAMPLE No. LAB No. TEST AGE1 DATEMAXIMUM OF TEST AVERAGE DIAMETER LOAD {Ibs) AVERAGE CROSS SECTION AREA (Inch) COMPRESSIVE STRENGTH (Psi) TYPE OF FRACTURE (required If aber0U1 below sperfroatioo) A 6221 7 317107 4.00 55870 12.56 4450 2 B 6221 28 3128/07 C 6221 28 3/28/07 D 6221 H Average PSI at 28 days Remarks: Date Received In Lab: 3/8/07 Tested By: MHH Reviewed By: 1,14 Compressive Strength 04101/06 revised 10/01106 2757 152nd Avenue NE Redmond, WA 98052 ph:425.869-6750 fx: 425.869-6761 COMPRESSIVE STRENGTH DATA REPORT haybemlcelray PROJECT: Kohl's #11125 Tukwila HMA PROJECT No.: 07-056-1 DATE: March 6, 2007 BLDG PERMIT No.: D06-388 CLIENT: Strata, Inc N07004A CONTRACTOR: Bayley SPECIFIED STRENGTH: 4000 psi at 28 days SUPPLIER: Stoneway Pour Location: SOG GRID/ELEV: Cast By: R Bosma Mix No: Sampled At. (yd3): 655.00 of 720 Load Size: Time Batched: Time Sampled 8:21 8:20 Concrete: Samples. Cast 448172 11.00 4 4x8 cylinders yd3 ;; MATERIAL T,STEDxV Grout: ..., " NIRMA Slump Concrete Temp Cement Content Max. Aggregate Air Content Unit Weight Ticket No. Truck No. Ambient Temp 5 80 4.8 7/8 N/A WA 263 442 42 inches deg. F sacks inch lbs/ft3 Water Added On Site: OTHER: 0 9P Masonry: 0 Other. 0 B TCH WI TS Cement Fine Aggregate Coarse Aggregate Flyash Water Admix 1 Admix 2 Admix 3 Other 457 lbs. 1455 lbs. 1956 Ibs. 83 Ibs. 173 lbs. WRDA 64 21.3 ozi DARASET 34.5 oz. 0 oz. Authorized By: COMPRESSIVE STRENGTH TEST DATA (ASTM C39, C1231, C780, C1019 SAMPLE No. LAB No. TEST AGE DATE OF TEST AVERAGE DIAMETER MAXIMUM LOAD (lb s) AVERAGE CROSS SECTION z AREA (Inch) COMPRESSIVE STRENGTH (Psi) ) TYPE OF FRACTURE 1 1'Nei ' (wow belowspeghcation; A 6220 7 317/07 4.00 53280 12.56 4240 2 8 6220 28 3/28/07 c 6220 28 3/28/07 D 6220 H Average PSI at 28 days Remarks: Date Received In Lab: 3/8/07 Tested By: MHH Reviewed By: '" I Compressive Strength 04/01106 revised 10101106 2757 152nd Avenue NE Redmond, WA 98052 ph:425.869-6750 fx: 425/69-6761 COMPRESSIVE STRENGTH DATA REPORT PROJECT: Kohl's #11125 Tukwila DATE: March 6, 2007 CLIENT: Strata, Inc N07004A SPECIFIED STRENGTH: 4000 psi at 28 clays Pour Location: SOG Cast By: R Bosma Sampled At. (yd3): 622.00 of 720 Time Batched: Time Sampled 7:38 8:14 HMA PROJECT No.: BLDG PERMIT No.: CONTRACTOR: SUPPLIER: GRID/ELEV: Mix No: Load Size: Samples. Cast haydebmceLI9y 07-056-1 006-388 Bayley Stoneway 448172 11.00 4 4x8 cylinders yd3 uSTE Concrete: 0 Grout: 0 CONCRETEINFORMATIO Slump Concrete Temp Cement Content Max. Aggregate Air Content Unit Weight Ticket No. Truck No. Ambient Temp 5 80 4.8 7/8 N/A N/A 214 425 42 inches deg. F sacks inch Ibslft3 Water Added On Site: OTHER: 0 g/y' Masonry: ❑ Other. 0 of ..EJGHTS Cement Fine Aggregate Coarse Aggregate Flyash Water Admix 1 WRDA 64 Admix 2 DARASET Admix 3 Other 457 lbs. 1455 lbs. 1956 lbs. 83 lbs. 173 lbs. 21.3 oz./ 34.5 oz. 0 oz./ t t• _a,�x ,j� :. Authorized By: COMPRESSIVE STRENGTH TEST DATA (ASTM C39, C1231, C780, C1019 SAMPLE No. IAB No. 'FEST AGE DATE OF TEST AVERAGE DIAMETER(lbs) MAX/MUM LOAD AVERAGE CROSS SECTIONz AREA (Inch2) COMPRESSIVE STRENGTH (psi) TYPE OF FRACTURE below spedficabon) A 6219 7 3/7/07 4.00 58280 12.56 4640 2 B 6219 28 3/28/07 C 6219 28 3/28/07 D 6219 H Average PSI at 28 days Remarks: Date Received In Lab: 3/8/07 Compressive Strength 04101108 revised 10/01/06 Tested By: MHH Reviewed By: 2757152nd Avenue NE Redmond, WA 98052 ph:425.869-6750 fx: 425.869-6761 PROJECT: DATE: CLIENT: COMPRESSIVE STRENGTH DATA REPORT Kohl's #11125 Tukwila March 6, 2007 Strata, Inc N07004A SPECIFIED STRENGTH: 4000 psi at 28 days Pour Location: SOG Cast By: R Bosma Sampled At. (yd3): 568.00 of 720 Time Batched: Time Sampled 5:55 6:30 HMA PROJECT No.: BLDG PERMIT No.: CONTRACTOR: SUPPLIER: GRID/ELEV: Mix No: Load Size: Samples. Cast haymFmcel�oy 07-056-1 D06-388 Bayley Stoneway 448172 11.00 4 4x8 cylinders yd3 RIAL TESTED °=,. ' t n .. J Concrete: p Grout ` : . " v CONCRETE FORMAI Slump Concrete Temp Cement Content Max. Aggregate Air Content Unit Weight Ticket No. Truck No. Ambient Temp 4 1/4 80 4.8 7/8 N/A N/A 141 464 12 inches deg. F sacks inch Ibs/ft3 Water Added On Site: OTHER: Masonry: 0 Other. Cement Fine Aggregate Coarse Aggregate Flyash Water Admix 1 WRDA 64 Admix 2 DARASET Admix 3 Other 457 1455 1956 83 173 21.3 34.5 0 lbs. Ibs. Ibs. Ibs. lbs. oz./ oz. oz. Authorized By: COMPRESSIVE STRENGTH TEST DATA (ASTM C39, C1231, C780, C1019 SAMPLE No. LAB No. r TEST AGE DATE OF TEST AVERAGE DIAMETER MAXIMUM LOAD LOADSECTION 1 AVERAGE CROSS Z 2) AREA (Inch 1 COMPRESSIVE STRENGTH 0)si) TYPE OF FRACTURE (required ilskergth 6218 7 317/07 4.00 45920 12.56 3660 2 B 6218 28 3/28/07 C 6218 28 3/28/07 D 6218 H Average PSI at 28 days Remarks: Date Received In Lab: 3/8/07 Compressive strength 04101106 revised 10/01/06 Tested By: MHH Reviewed By: 114 2757 152nd Avenue NE Redmond, WA 98052 ph:425.869-6750 fx: 425.869-6761 COMPRESSIVE STRENGTH DATA REPORT hayae.7',celroy PROJECT: Kohl's #11125 Tukwila HMA PROJECT No.: 07-056-1 DATE: February 27, 2007 BLDG PERMIT No.: D06-388 CLIENT: Strata, Inc N07004A CONTRACTOR: Bayley SPECIFIED STRENGTH: 3000 psi at 28 days SUPPLIER: Stoneway Pour Location: footings GRID/ELEV: B/5.5, C/6, D/6, E/5, E16, Cast By: S Flint Mix No: Sampled At. (yd3): 4.00 of 21 Load Size: Time Batched: Time Sampled 8:53 10:15 Samples. Cast E/6 & G/6 5500 11.00 4 6x12 cylinders yd3 Concrete: r] Grout: N:: GO NCRETEI NFO Slump Concrete Temp Cement Content Max. Aggregate Air Content Unit Weight Ticket No. Truck No. Other 3 3/4 inches 60 deg. F 5 sacks 3/4 inch N/A % N/A lbsift3 771452 455 Water Added On Site: OTHER: 0gly3 Masonry: 0 Other 0 IATCH= GHTS Cement Fine Aggregate Coarse Aggregate Fiyash Water Admix 1 Admbc 2 Admix 3 Other a ,A<, sc ism; wr eco 472 1426 1968 235 Ibs. Ibs. Ibs. Ibs. lbs. oz./ oz./ oz. Authorized By: COMPRESSIVE STRENGTH TEST DATA (ASTIN C39, C1231, C780, C1019 SAMPLE No. LAB No. TEST AGE DATE OF TEST AVERAGE DIAMETER MAXIMUM Ibs (lbs) AVERAGE CROSS SECTION AREA (inch2) COMPRESSIVE STRENGTH (psi) TYPE OF FRACTURE o p,Q„�"strength speaneaaiore A 6184 7 3/6/07 6.00 96560 28.26 3420 2 6 6184 28 3/27/07 C 6184 28 3/27/07 D 6184 H Hold r Average PSI at 28 days Remarks: Date Received In Lab: 2/28/07 Tested By: MI -IH Reviewed By: 6,14 Compressive Strength 04/01/06 revised 10/01/06 Project No.: 07-056-1 Project: Kohl's Tukwila Location: Native Remarks: Description: Native Classifications - Nat. Moist. = Liquid Limit = NV3 %>3/41n.= 8.0 % COMPACTION TEST REPORT USCS: Curve No.: 6353 MATERIAL DESCRIPTION AASHTO: Sp.G. = 2.7 Plasticity index = NP % < No.200 = 12.5 % Date: 03/02/07 ROCK CORRECTED TEST RESULTS UNCORRECTED Maximum dry density = 131 pcf Optimum moisture = 7 % 129 pcf 7 % 140 130 - 120 L. 90 80 70 Test specification: ASTM D 1557-00 Method C Modified Oversize correction applied to each point 100% SATURATION CURVES FOR SPEC. GRAV. EQUAL TO: 2.8 2.7 2.6 1 0 5 10 15 20 25 30 35 40 Figure Water content, % Hayre McElroy & Associates, LLC .1OISTURE DENSITY TEST DATA Client: Strata, Inc. Project: Kohl's Tukwila Project Number: 07-056-1 Specimen Data Source: Sample No.: 6353 Elev. or Depth: Location: Native Description: Native Liquid Limit: NV3 Date: 03/02/07 Testing Remarks: Percent retained on 3/4 Percent passing No. 200 Sample Length(in./cm.): Plasticity Index: NP USCS Classification: Natural Moisture: AASETO Classification: in. sieve: 8.0 sieve: 12.5 Specific gravity: 2.7 Test Data And Results For Curve 6353 Type of test: ASTM D 1557-00 Method C Modified Mold Dia.: 6.00 in. Hammer Wt.: 10 lb. Drop: 18 in. Layers: five Blows per Layer: 56 133.0 130.5 128.0 125.5 123.0 120.5 V SpG .7 1 5 9 POINT NO WM + WS WM WW+T WD+T TARE MOIST . 1 2 3 22.94 22.13 22.76 12.44 12.44 12.44 5.16 4.13 5.02 4.73 3.98 4.71 0.25 0.47 0.26 9.6 4.3 7.0 MOISTURE 9.0 4.1 6.5 DRY DEN 130.3 126.6 131.1 13 Max dry den= 131 pcf Opt moisture= 7 % Uncorrected Results: ASTM D 4718 Correction Data: Bulk Specific Gravity of Oversize Material = 2.7 Moisture of Oversize Material = 1.5 % Corrections Applied to Every Test Point Max dry den= 129 pcf Opt moisture= 7 % Sayre McElroy & Associates, LLC PERCENT FINER 100 90 80 70 60 50 40 30 20 10 0 w Particle Size Distribution Report • C C at '£ X i) Ft • Ft L J I 1 I I I I 100 10 1 GRAIN SIZE - mm. 01 0.01 0.001 % +3" % Gravel % Sand % Fines 0.0 Coarse Fine 8.0 1 24.0 Coarse Medium Fine Sift Clay _ 15.2 23.2 17.1 12.5 SIEVE SIZE PERCENT FINER SPEC.* PERCENT PASS? (X=NO) 1-1/2" 100.0 1" 94.5 3/4" 92.0 #4 68.0 #10 52.8 #40 29.6 #100 16.1 #200 12.5 (no specification provided) Sample Number: 6353 Location: Native Native PL= NP 085= 11.3790 D30= 0.4372 Cu- USCS= SM Material Description Atterberg Limits LL= NV Coefficients D80= 3.0780 D15= 0.1292 Cc= Classification AASHTO= A -1-b P1=NP 050= 1.6719 D10= Remarks Date: 03/05/2007 Hayre McElroy & Associates, LLC Redmond, WA Client: Strata, Inc. Project: Kohl's Tukwila Project No: 07-056-1 Figure Tested By: MW �� Client: Strata, Inc. Project: Kohl's Tukwila Project Number: 07-056-1 Location: Native Sample Number: 6353 Material Description: Native Date: 03/05/2007 USCS Classification: SM Tested by: MW PL: NP GRAIN SIZE DISTRIBUTION TEST DATA 3/6/2007 LL NV PI: NP AASHTO Classification: A -1-b Post #200 Wash Test Weights (grams): Dry Sample and Tare =1255.50 Tare Wt. = 87.40 Minus #200 from wash = 12.7% Dry Sample Sieve and Tare Tare Opening (grams) (grams) Sine 1425.30 87A0 1-1/2" 1" 3/4" #4 #10 #40 #100 #200 Weight Retained (grams) 1450.80 1543.70 1539.10 1681.60 1378.10 1249.20 1021.20 859.60 Sieve Weight Percent (grams) Finer 1450.80 1470.10 1506.10 1359.60 1175.60 938.10 840.90 812.10 100.0 94.5 92.0 68.0 52.8 29.6 16.1 12.5 71, Cobbles Gravel Sand Fines Coarse Fine Total Coarse Medium Fine Total Silt Clay Total 0.0 8.0 24.0 32.0 15.2 23.2 17.1 55.5 12.5 D10 015 D20 Dao D50 D50 080 085 D90 D95 0.1292 0.2170 0.4372 1.6719 3.0780 8.6741 11.3790 15.8428 26.6222 Fineness Modulus 3.83 Hayre McElroy & Associates, LLC 2757 152nd Avenue NE Redmond, WA 98052 ph:425.869-6750 Tx: 425.869-6761 PROJECT: DATE: CLIENT: COMPRESSIVE STRENGTH DATA REPORT Kohl's #11125 Tukwila February 28, 2007 Strata, Inc N07004A haysemcelroy HMA PROJECT No.: 07-056-1 BLDG PERMIT No.: D06-388 CONTRACTOR: Bayley SPECIFIED STRENGTH: 4000 psi at 28 days SUPPLIER: Stoneway Pour Location: Grade Beams GRID/ELEV: A -H/5.5-10 Cast By: Sampled At. (yd3): Time Batched: Time Sampled Sean Flint 3.00 of 85 11:51am 12:30pm Mix No: Load Size: Samples. Cast 448172 11.00 4 6x12 cylinders yd3 RIAI TESTE t I Concrete: f Grout: :,,:-„rkON F ETE1NFORM4 0 Slump Concrete Temp Cement Content Max. Aggregate Air Content Unit Weight Ticket No. Truck No. Other Water Added On Site: OTHER: 21/4 inches 60 deg. F 4.8 sacks 3/4 Inch 772158 468 ,.k Ibs/ft3 0 glys Masonry: 0 Other. Cement Fine Aggregate Coarse Aggregate Slag Water Admix 1 Admix 2 Admix 3 Other SAT CHS'{ 10,PHT 453 ibs. 1429 lbs. 1943 Ibs. 83 Ibs. 212 Ibs. oz./ oz./ oz./ Authorized By: COMPRESSIVE STRENGTH TEST DATA (ASTM C39, C1231, C780, C1019 SAMPLE No. LAB No. TEST AGE DATE OF TEST AVERAGE DIAMETER MAXIMUM LOAD (lbs) r AVERAGE CROSS SECTION AREA (inch2) COMPRESSIVE STRENGTH (psi) TYPE OF FRACTURE c„�,r�,,�,,,, yam,,, ca A 6166 7 317/07 6.00 111990 28.26 3960 2 B 6186 28 3/28/07 C 6186 28 3/28/07 0 6186 H Hold _ Average PSI at 28 days Remarks: Date Received in Lab: 3/2/07 Compressive strength 04/01/06 revised 10/01/06 Tested By: MHH Reviewed By: 2757 152nd Avenue NE Redmond, WA 98052 ph:425.869-6750 fx: 425.869-6761 COMPRESSIVE STRENGTH DATA REPORT hayaesmcelroy PROJECT: Kohl's #11125 Tukwila HMA PROJECT No.: 07-056-1 DATE: February 28, 2007 BLDG PERMIT No.: D06-388 CLIENT: Strata, Inc N07004A CONTRACTOR: Bayley SPECIFIED STRENGTH: 4000 psi at 28 days SUPPLIER: Stoneway Pour Location: Grade Beams GRID/ELEV: A -H/5.5-10 Cast By: Sean Flint Mix No: Sampled At. (yd3): 36.00 of 85 Load Size: Time Batched: Time Sampled i :04pm 1:45pm Samples. Cast 448172 10.00 4 6x12 cylinders yd3 VNLZ;MA RIALTES,TEP Concrete: Grout: 0 1 R1 TEJNTO NCAnt Slump Concrete Temp Cement Content Max. Aggregate Air Content Unit Weight Ticket No. Trude No. Other 5 inches 60 deg. F 4.8 sacks 3/4 Inch 772271 404 lbs/ft3 Water Added On Site: OTHER: 0 9h3 Masonry: 0 Other. Cement Fine Aggregate Coarse Aggregate Slag Water Admix 1 Admix 2 Admix 3 Other 449 Ibs. 1439 lbs. 1926 Ibs. 80 Ibs. 209 lbs. oz./ oz./ oz./ =5 - Authorized By: COMPRESSIVE STRENGTH TEST DATA (ASTM C39, C1231, C780, C1019 SAMPLE No. LAB No. TEST AGE DATE OF TEST AVERAGE DIAMETER MAXIMUM LOAD (Ibs) AVERAGECROSS SECTION AREA (Inch)) COMPRESSIVE STRENGTH (Psi) TYPE OF FRACTURE (mimed ,�, below spedflcatiw$ A 6187 7 3/7107 6.00 90930 2826 3220 2 B 6187 28 3128/07 C 6187 28 3/28107 D 6187 H Average P8I at 28 days Remarks: Date Received In Lab: 3/2/07 Compressive Strength 04/01/06 revised 10/01/06 Tested By: MHH Reviewed By: &04 2757 152nd Avenue NE Redmond, WA 98052 ph:425.869-6750 fx: 425.869-6761 PROJECT: DATE: CLIENT: COMPRESSIVE STRENGTH em haY 6 relr"`Y DATA REPORT ` " Kohl's #11125 Tukwila February 28, 2007 Strata, Inc N07004A SPECIFIED STRENGTH: 4000 psi at 28 days Pour Location: Grade Beams Cast By: Sean Flint Sampled At. (yd3): 78.00 of 85 Time Batched: Time Sampled 2:40pm 3:15pm HMA PROJECT No.: 07-056-1 BLDG PERMIT No.: D06-388 CONTRACTOR: Bayley SUPPLIER: Stoneway GRID/ELEV: A -H/5.5-10 Mix No: 448172 Load Size: 10.00 yd3 Samples. Cast 4 6x12 cylinders TERtALESTEti' Concrete: 0 Grout: ❑ g,rNCRE1•EINFORMAT10�ry� L - d� Slump Concrete Temp Cement Content Max. Aggregate Air Content Unit Weight Ticket No. Truck No. Other 4112 inches 60 deg. F 4.8 sacks 3/4 inch 772295 402 Ibs/ft3 Water Added On Site: OTHER: 0g/y3 Masonry: 0 Other. Cement Fine Aggregate Coarse Aggregate Slag Water Admix 1 Admix 2 Admix 3 Other 450 Ibs. 1428 Ibs. 1946 lbs. 78 lbs. 210 Ibs. ozJ oz. ozJ Ep: Authorized By: • COMPRESSIVE STRENGTH TEST DATA (ASTM C39, C1231, C780, C1019 SAMPLE No. LAB No. TEST AGE DATE OF TEST AVERAGE DIAMETER MAXIMUM LOAD (Ibs) AVERAGE CROSS SECTION� AREA (Inchz) COMPRESSIVE STRENGTH (Psi) TYPE OF FRACTURE A 6188 7 3/7/07 6.00 90700 28.26 3210 2 B 6188 28 3/28/07 C 6188 28 3/28/07 D 6188 H Average PSI at 28 days Remarks: Date Received In Lab: 3/2/07 Compressive Strength 04/01106 revised 10101/06 Tested By: MHH Reviewed By: 2757 152nd Avenue NE Redmond, WA 98052 ph:425.869-6750 fx: 425.869-6761 COMPRESSIVE STRENGTH DATA REPORT hay[e.mce1 oy PROJECT: Kohl's #11125 Tukwila HMA PROJECT No.: 07-056-1 DATE: February 23, 2007 BLDG PERMIT No.: D06-388 CLIENT: Strata, Inc N07004A CONTRACTOR: Bayley SPECIFIED STRENGTH: 4000 psi at 28 days SUPPLIER: Stoneway Pour Location: column pads/grade beams GRID/ELEV: column pads A F/6.7-9 Cast By: 5 Flint Mix No: Sampled At. (yd3): 10.00 of 40 Load Size: Time Batched: Time Sampled 16:12 17:00 Samples. Cast grade beams A -C-6.7-9 448172 10.00 yd3 4 6x12 cylinders Concrete: Grout ONCRETE rNi ORM, Slump Concrete Temp Cement Content Max. Aggregate Air Content Unit Weight Ticket No. Truck No. Other 2 inches 60 deg. F 4.8 sacks 3/4 inch N/A % N/A Ibs/ft3 770579 407 Masonry: 0 Cement Fine Aggregate Coarse Aggregate Slag Water Admix 1 Admix 2 Admix 3 Other Other: 0 Water Added On Site: 0 g/y3 Authorized By: Stoneway mixer driver added water to Toad with no direction from contractor or inspector. Ticket showed 25 gallons OTHER: allowable on site. COMPRESSIVE STRENGTH TEST DATA (ASTM C39 1231, C780, C1019 SAMPLE No. LAB No. TEST AGE DATE OF TEST r AVERAGE DIAMETER MAXIMUM LOAD (lbs) AVERAGE CROSS SECTION AREA (inch) COMPRESSIVE STRENGTH . (Psi) TYPE OF FRACTURE (remise "strength A 6180 7 3/2/07 6.00 97280 28.26 3440 2 B 6180 28 3/23/07 C 6180 28 3/23/07 D 6180 H Hold Average PSI at 28 days Remarks: Date Received In Lab: 2/26/07 Compressive Strength 04!'01/06 revised 1IN01/06 Tested By: MHH Reviewed By: 2757 152nd Avenue NE Redmond, WA 98052 ph:425.869-6750 fx: 425.869-6761 PROJECT: DATE: CLIENT: COMPRESSIVE STRENGTH DATA REPORT Kohl's #11125 Tukwila February 27, 2007 Strata, Inc NO7004A SPECIFIED STRENGTH: 3000 psi at 28 days Pour Location: footings Cast By: 5 Flint Sampled At. (yd3): 4.00 of 21 Time Batched: Time Sampled 8:53 10:15 HMA PROJECT No.: BLDG PERMIT No.: CONTRACTOR: SUPPLIER: GRID/ELEV: Mix No: Load Size: Samples. Cast hayremcelroy daeao ria to a Ltc 07-056-1 D06-388 Bayley Stoneway B/5.5, C/6, D/6, E/5, EJ6, F/6 & G/6 5500 11.00 4 6x12 cylinders yd3 :..1gRIA-k.TEATED Concrete: 2 Grout 0 Slump Concrete Temp Cement Content Max. Aggregate Air Content Unit Weight Ticket No. Truck No. Other 3 3/4 inches 60 deg. F 5 sacks 3/4 inch N/A % N/A lbs/R3 771452 455 Water Added On Site: OTHER: Og/y3 Masonry: 0 Other: TCH:W GH1S: Cement Fine Aggregate Coarse Aggregate Flyash Water Admix 1 Admix 2 Admix 3 Other 472 1426 1968 lbs. lbs. 235 lbs. lbs. lbs. oz./ ozJ oz. Authorized By: COMPRESSIVE STRENGTH TEST DATA (ASTM C39, C1231, C780, C1019 SAMPLE Na. LAB No. TEST AGE DATE OF TEST AVERAGE DIAMETER MAXIMUM LOAD (lbs) AVERAGE CROSS SECTION AREA (Inch2) COMPRESSIVE STRENGTH (psi) TYPE OF FRACTURE be,. spedficabon) A 6184 7 3/6/07 6.00 96560 28.26 3420 2 B 6184 28 3/27107 J #VALUE! C 6184 28 3/27/07 #VALUEI D 6184 H Hold T Average PSI at 28 days Remarks: Date Received In Lab: 2/28/07 Compressive Strength 64!01106 revised 16/01166 Tested By: Reviewed By: �Vy hayreSmeelroy RECEIVED PR 0 2 2001 c°MMUn►sn,�, Location and Description of instrection !Ron Beckett Project Information HMA Representative Signiors Contract lnfom►ation Date: March 12, 2007 Project Hours . '; : Permit No: COM 2006-00319 Project Name: Kohl's Store #11117 Contract Duration: Project No: 07-056 Reviewed by: a J. McElroy DFR No: 23 Date Reviewed: 3/14107 Project Location: Vancouver, WA Mileage: 210 Client : Strata, Inc. #N07001A Contract Calendar Days Used: — Contractor: L.S. Hendriksen Constr. Inc. Contract Calendar Days Remaining: — orkn ; , Oonditio s - Inspection Type�(s) 1 Coverag�'::' ��` „ Temperature 50 Documents Referenced: Plans & Specs Weather Drizzle IBC Chapter 17: Site Condition Moist Site Equipment See below ti Structural Masonry : ; . rv. Structural SteelJYVeldiri � a Foundation/Soils i;.0 :Light Gauge Framing . [3 Lateral Wood Franrng zt . Batch Plant" Reinforced Gonc Shote ete t3 Post -Tensioned oned Cancee �-� N�1 Fire -Proofing: `� Location and Description of instrection Items requiring correction 0 HMA Inspector Print Name " !Ron Beckett HMA representative on site to perform special inspection of reinforced concrete and to obtain masonry prisms and mortar samples. HMA Representative Signiors Steel inspected for size, shape, grade, laps, clearances, and workmanship. Steel inspected at all interior footings except 6.9, H_7 and J lines. Steel inspected for exterior footings at A; 3.7 to 4.3, A; 6.7 to 7.3, and K; 6 to 7.8. Observed placement of 70 cu. yd3 of Glacier mix #606 into forms for above footings. Obtained one sample of fresh concrete. Ali applicable tests ran and one set of four 6' x 12" cylinders cast. Obtained one mortar sample and cast three 2" x 4" cylinders. Observed construction of 5 masonry prisms. Prisms made per construction standards. Exterior footings listed above checked for compaction with T Probe using approximately 80 lbs of pressure with 2" to 3" of penetration noted. Project Hours . '; : Start Time: 06:30 Finish Time: 17:30 llRcknowledged By Signature To the best of my knowledge, above work and material conform to approved plans, specs, and applicable codes. Items requiring correction 0 HMA Inspector Print Name " !Ron Beckett HMA Representative Signiors Project Hours . '; : Start Time: 06:30 Finish Time: 17:30 llRcknowledged By Signature Page 1 of 1 F DFR 04/01/06 revised 10101!06 hayremcetroy ttc =SPECIAL INSPECTION DAILY REPORT -•:. : .;,, ,- :, '' , — Project Information Contract Information Date: March 09, 2007 Permit No: COM 2006-00319 Project Name: Kohl's Store #11117 Contract Duration: — Project No: 07-056 Reviewed by: J. McElroy DFR No: 22 Date Reviewed: 3/14/07 Project Location: Vancouver, WA Mileage: 340 Client : Strata, Inc. #N07001A Contract Calendar Days Used: — Contractor: L.S. Hendriksen Constr. Inc. Contract Calendar Days Remaining: — Work Conditions . i: '' , : ' -1'j'::,'".:.S:.;.,: .: ' ° nspecticin Type {s)! Coverage Temperature 50 Documents Referenced: Plans & Specs Weather Cloudy IBC Chapter 17: Site Condition Dry Site Equipment See below ° - Structural Masonry ..',.,', -,!..";::: ', , .: , o Structural Steel/Welding' ,: i -', , ' . :.o Foundation/Sails -• .1,.:-:- ]:`,:;,':::"-- - , a Light Gauge Framing ,:: - '- `: - ,' - ' U . . Lateral Wood Framing ': -., ' -,, :ra Batch Plant 1 Reinforced Concrete a ' Shotcrete I d Post -Tensioned Concrete u Fire -Proofing Location and Description of Inspectioii,,, HMA representative on site to obtain cured concrete compressive strength specimens. Specimens were returnec to HMA's laboratory for further curing and compressive strength testing. Reinforcing Steel for interior footing not yet complete. Will inspect reinforcing steel prior to concrete placement or 3/14/07. To the best of my knowledge, above work and material conform to approved plans, specs, and applicable codes. Items requiring correction None 1111111A lnsPeator Print karrie Ron Beckett HMA Representative Signature Project Hours ' Start Time: 06:30 Finish Time: 14:30 Acknowledged By Signature.. Page 1 of 1 F DFR 04/01/06 revised 10/01/06 hayresmcelroy SPECIAL INSPECTION DAILY -REPORT`:` Project Information Contract information Date: March 08, 2007 Permit No: COM 2006-00319 Project Name: Kohl's Store #11117 Contract Duration: — Project No: b7-056 Reviewed by: J. McElroy DFR No: 21 Date Reviewed: 3/14/07 Project Location: Vancouver, WA Mileage: -_ Client : Strata, Inc. #N07001A Contract Calendar Days Used: Contractor. L.S. Hendriksen Constr. Inc. Contract Calendar Days Remaining: iiikork'Conditioils , .... :," ..` ;, ,::; " ; ". , Inspection Type MI Covera' e:. ''' ::-. fa:'` -`:` ,'`,3 %- 6° ;>":' Temperature 50 Documents Referenced: Plans & Specs Weather Cloudy IBC Chapter 17: Site Condition Dry Site Equipment: See below '❑ Structural tructu al Masonry , o Strucfura! SteeilVffeldin © EoundationlSotis . " a .Light Gauge I=ramin 6 S 9 :..v Laterai Woad Framingng - B o Batch Plant e n oncrete°°. ..:;., R orced ©. " Shotcrete":. - si " � :Post Ten orYedC��crete=-`:r.-,: v Fir-Proofinq . � • .. , .Locationand Description of Inspection,,n items requiring "correction None HMA Inspector Print Name _ Ron Beckett HMA representative on site to perform special inspection of reinforced concrete and to obtain samples of fresh concrete. HMA Representative :Signature nspected reinforcing steel for exterior footings at A line 1 to 3.3 and 7.7 to 10, 1 line A to J, J line 1 to 5.1, 5 line .9 to K, K line 5 to 6.1, 6 line H to K, H line 6 to 10, and 10 line A to H. Steel checked for size, shape, grade, laps, placement, and workmanship. Steel found to be in place per approved plans. Observation Hours ." , "" ,.'Time Arrived: 06:30 Two sets of samples of fresh concrete obtained per ACI and IBC standards. One set taken at 20 yd3 and one taken at 75 yd3. All applicable tests ran and 2 sets of 4 each 6" x 12" cylinders cast. Acknowledged By Signature . . Observed placement of 103 yd' of Glacier mix #00606 into forms for exterior footings listed above. Observed compaction by flooding. One area at H-6 for pipe crossing, after water subsided, was T -Probed with 8 bs of pressure and found 3k to 4' of penetration. To the best of my knowledge, above work and material conform to approved plans, specs, and applicable codes. items requiring "correction None HMA Inspector Print Name _ Ron Beckett HMA Representative :Signature Observation Hours ." , "" ,.'Time Arrived: 06:30 Time Departed: 18:30 Acknowledged By Signature . . Page 1 of 1 F DFR 04/01/06 revised 10/01/06 hays e cmFcte troy "Y REPOR :,SPECIAL INSPECTION DAILT':; '_:= Project Information Contract Information Date: March 07, 2007 Permit No: COM 2006-00319 Project Name: Kohl's Store #11117 \Contract Duration: -- Project No: 07-056 Reviewed by: J. McElroy DFR No: 20 Date Reviewed: 3114107 project Location: -Vancouver, WA Mileage: -- Client : Strata, Inc. #N07001A Contract Calendar Days Used: Contractor: L.S. Hendriksen Constr. Inc. Contract Calendar Days Remaining: -- orc Conditions inspection Type (sjt'Cov ra9 Temperature 46 Documents Referenced: Plans & Specs Weather Rain/Cloudy jBC Chapter 17: Site Condition Wet Site Equipment: See below =• ct Structural Mason a Structural SteeNefdin :,FoundationlSoiis -e r , . - ' � : �: �.,© CI ' Light Gauge Fram n a Lateral Wood Framing ', r a Batch Plan a Reinforced nforced Concre ` a S ctcrete te Post -Tensioned Concrete © Fire -Proofing ' ,:Location -and Description of inspection =.9,::">".e•,:.::r.`. HMA representative on site to perform special inspection of footings. r Inspected continuous footings on 10 line A —H. Inspection was performed with T Probe penetration of 2" to 3" liming approximately 80 lbs of pressure. Inspected interior footings at 6; C,D,E,F, and G. 7; C,D,E,F, and G. 8; C,D,E,F, and G. 9; B,C,D,E,F, and G. B; 4.3, 5.5, 6.7, and 7.7. Test performed with T -Probe. Penetration of 2" to 4" using about 80 lbs. of pressure. To the best of my knowledge, above work and material conform to approved plans, specs, and applicable codes. Items requiring correction None a HMA inspector Print Name " -. Ron Beckett kiMA Representative Signature Observation Hours `Time Arrived: 06:30 Time Departed: 16:30 Acknowledged By Signature. Page 1 of 1 F DFR 04/01/06 revised 10/01106 hay&esmcielroy :'.SPECIAL INSPECTION DAILY REPORT " , Project Information Contract Information Date: March 06, 2007 Permit No: COM 2006-00319 Project Name: Kohl's Store #11117 Contract Duration: -- Project No: 07-056 Reviewed by: J. McElroy DFR No: 19 Date Reviewed: 3/14/07 Project Location: Vancouver, WA Mileage: _- Client : Strata, Inc. #N07001A Contract Calendar Days Used: -_ Contractor. L.S. Hendriksen Constr. Inc. Contract Calendar Days Remaining: -- Work Conditions -°.. _ 'z ; " Inspection Type ts)1'Coverage ... • . ' .. °�-° ' `:`' `":. '"� = Temperature 50 Documents Referenced: Plans & Specs Weather ,Sun IBC Chapter 17: Site Condition Dry Site Equipment See below L "Structural Mason ry . [1 Structural'S#eel/Weidln Founda tioNSoils v Light Gau a Framin � "Lateral Wood Framing ©- Batch Pia t r4 } a Reinforced Concrete otcrete © Post Tessio ert Concrete 'a • 5,:.;,, . -• ci Firm-Proofng" .. Locationand Description of inspection ti;: HMA representative on site to perform special inspection on continuous footings and column footings on the interior footings. Observed digging of continuous footings. Tested footings with T Probe and found 2" to 3" penetration with about 80 lbs. of pressure. Footings tested at following locations: H line 6 to 10, K 4.9 to 7.8, H.9 2 to 5, 6 H to K, 5 H.9 toKand 1AtoJ. Tested interior footings at following locations: 2; B,C,D,E,F, and G. 3; C,D,E,F, and G. 3.3; B. 4; C,D,E,F, and G. 5; C,D,E,F, and G. Found 2' to 3" of penetration with about 80 lbs. of pressure. To the best of my knowledge, above work and materials conform to approved plans, specs, and applicable codes. items rewiring correction None MA Inspector Print Name Ron Beckett MA Representative Signature roject Hours . Start Time: 06:30 Finish Time: 16:30 cknowledged By Signature Page 1 of 1 F DFR 04/01/06 revised 10/01/06 hayrernceiroy & associates, Lir SPECIAL• INSPECTION DAILY REPORT ' , ; --, Project information Contract information Date: March 05, 2007 Permit No: COM 2006-00319 Project Name: Kohl's Store #11117 Contract Duration: -- Project No: 07-056 Reviewed by: 1. McElroy DFR No: 18 Date Reviewed: 3/14/07 project Location: Vancouver, WA Mileage: 210 Client : Strata, Inc. fiN07001A Contract Calendar Days Used: -- Contractor L.S. Hendriksen Constr. Inc. Contract Calendar Days Remaining: -- Work Conditions , . ' :' ' ,---; "" , - ' ' inspection Type (s)/COirera e Temperature 45 Documents Referenced: Plans & Specs Weather Cloudy/slight drizzle IBC Chapter 17: Site Condition Wet Site Equipment See below Structural Masonry ', ,--'-' - :, : .: 0 Structural SteeiNifelding : - ' 1 - i: Foundation/Sciiis-;., ;- :. : ;:' : ;7;:".: '; , iu Light Gauge Framing ; ' 7 : ''..• „ .' ' u . Lateral Wood Framing -; , -;-' - - ; ; , o u Batch Plant ; u Reinforced Concrete , , u Shotcreti 13 Post -Tensioned Concrete ' . 0 . Fire -Proofing i. ' -; ' ' .: ; l'• - :.- ,, , , " Location and Description of Inspection HMA representative on site to perform construction observation. Observed contractor placing 1 W crushed rock in parking area. Rock was placed in lifts and compacted with a vibratory drum roller. Testing will take place at a later date by GeoCon. HMA observed performance testing of crushed rock with loaded dump truck. Crushed rock placed ppeared firm and unyielding. Observed cement amending of soil east and north of building pad. Cement placed at 7% per GeoCon. Items requiring correction • .•.,- '---(. GeoCon to test crushed rock compaction at later date. IHMA Inspector Print Naine •„ Ron Beckett HMA Representative signature - . ,- ., project Hours • • Start Time: 07:00 Finish Time: 18:00 Acknowledged By Signature F DER 04/01/06 revised 10/01/06 hayse5mcEe[rey SPECIAL INSPECTION DAILY REPORT: "{m: Project Information Contract Information Date: 03/02/2007 Permit No: COM 2006-00319 Project Name: Kohl's Store #11117 Contract Duration: - Project No: 07-056 Reviewed by: J. McElroy DFR No: 17 Date Reviewed: 3/14/07 Project Location: Vancouver, WA Mileage: 210 Client : Strata, Inc, #N07001A Contract Calendar Days Used: _ Contractor: L.S. Hendriksen Constr. Inc. Contract Calendar Days Remaining: - Work Conditions `_•. "':;:� :% ::: �:: ' . � ... Inspection Type (elf Coverage .. - ... - . .. .. .. ,, Temperature 44 Documents Referenced: Plans & Specs Weather Cloudy/rain IBC Chapter 17: Site Condition Wet Site Equipment: See below o Structura s onry o Structural 5teeliWeldin Foundation/Salta Framing© :, v Light ax�. 9 9' ; v LateralWood Framing,_e.... . '. �:.- � _:.�.;�_:�°�;"�.�:. a Batch Plant a Reinforced Concr°, .n Shote -rete Post -Tensioned Cortcrete :0 FreFroofin� _ , , Location and Description of Inspectioiv. .. ... .- HMA representative on site to perform construction observation. Observed contractor placing 1 1/.' crushed rock in parking area and staging area. Rock was placed in lifts of 6" to 8" and compacted with a vibratory drum roller. Testing to be done by GeoCon at a later date. HMA observed the compaction and performance observations of loaded trucks on the compacted fill. Material placed appeared to be firm and unyielding. Observed cement amending east side of building pad. Soil amended at 7% per GeoCon recommendation. It ems requiring Correction . GeoCon to test crushed rock placed today. THMA Inspector Print Name Ron Beckett HMA Representative Signature Project Hours Start lime: 06:30 Finish Time: 18:00 Acknowledged By Signature Page 1 of 1 F DFR 04/01/06 revised 10/01/06 hays e5mcteiroy SPECIAL INSPECTION DAILY REPORT ":. Project Information Contract Information Date: February 26, 2007 Permit No: a Project Hours Project Name: Kohl's Store #11117 Contract Duration: - Project No: 07-056 Reviewed by: J. McElroy DFR No: 16 Date Reviewed: 3/14/07 Project Location: Vancouver, WA Mileage: 210 Client : Strata, Inc. #N07001A Contract Calendar Days Used: Contractor: L.S. Hendriksen Constr. Inc. Contract Calendar Days Remaining: - Work Conditions" " . -' " .. e.. Inspection Type MI Coverage � Temperature 50 Documents Referenced: Plans & Specs Weather Cloudy IBC Chapter 17: Site Condition Wet Site Equipment: See below 6 " Structural Masonry Structural SteelWeldln f Foundation/Soils u Light Gauge Framing ci , Lateral WoodFraming t` Batch -Plant' ;' Reinforced Conore-'° te o Shotcrete a "" Post -Tensioned coni -a:- b .Fire-Probfire Location and Description of ins ection HMA representative on site to perform construction observation. Observed contractor placing 1 W crushed rock in parking area. Rock was placed in lifts and compacted with a vibratory drum roller. Monitored compaction equipment and loaded trucks to evaluate compaction. Crushed rock placed appeared to meet the firm and unyielding project specifications. Spoils being removed from east side of building in preparation for cement amending. No testing done today by GeoCon. k " �.. .Items requiring correction, :- None HMA Inspector Print Naine Ron Beckett ."" HMA Representative Signature a Project Hours Start Time: 07:00 Finish Time: 17:00 °Acknowledged By Signature Page 1 of 1 F DFR 64/01106 revised 10/01)06 hayr e5mfc�e troyc Y SPECIAL INSPECTION DAILY REPORT; >' Protect Information Contract Information Date: February 23, 2007 Permit No: - Project Name: Kohl's Store #11117 Contract Duration: - Project No: 07-056 Reviewed by: J. McElroy DFR No: 15 Date Reviewed: 2/28/07 Project Location: Vancouver, WA Mileage: 210 Client : Strata, Inc_ #N07001A Contract Calendar Days Used: _ Contractor. L.S. Hendriksen Constr. Inc. Contract Calendar Days Remaining: - work Conditions .., .. f Inspection Type (s) /Coverage : ': Temperature 34 Documents Referenced: Plans & Specs Weather Cloudy/light rain IBC Chapter 17: i Site Condition Wet Site Equipment: See below u StructuralMasonry e ' teel/W !din rr StructuralS e /—Foundation/Soils -F.'rC. ‘ a U ht Gauge Framing' v lateral Wood Framing ❑: BatchPant::. its•- f�F..[� n "o Reinforced Ga trete'- v Shotcrete u #ostTenstonei ozc O' Fire-Rroofi� ,.. - ,..... ,'- 'Location and Description of Inspectio� ... .. -...- . HMA representative on site to perform construction observation as requested by Kohl's. Observed placement of 1 W crushed rock in parking area and entrance road on south side of site. Crushed rock placed in lifts then compacted with a vibratory drum roller. No compaction tests were taken on the crushed rock material that was placed today. Compaction of the crushed rock placed for the parking area will be tested by GeoCon at a later date. Observed preparation of staging area for Sierra Construction. GeoCon representative arrived and performed a proof roll on area just north of pond area. This area was cement amended on 02/22/07 at approximately 4:00 p.m. Area showed some deflection. GeoCon representative Sierra C. recommended letting area heal/cure until 02/26/07. The area will be retested then. i To the best of my knowledge, above work and materials conform to approved plans, specifications, and GeoCon recommendations. F. - Items requiring iri g correction : Retest cement amended area north of pond on 2126/07 HMA inspector Prim Name " ' 1 Ron Beckett HMA Representative Signature Project Hours Start Time: 08:00 Finish Time: 17:30 Acknowledged By Signature Page 1 of 1 F UFR 04/01/06 revised 10/01/06 hayremcelroy ,,°. SPECIAL INSPECTION DAILY REPORT'. - "' :;::. ""'< "- _ ; ;- :°; Project Information Contract information Date: February 20, 2007 Permit No: Project Hours " " Project Name: Kohl's Store #11117 Contract Duration: - Project No: 07-056 Reviewed by: J. McElroy DFR No: 14 Date Reviewed: 2/28/07 Project Location: Vancouver, WA Mileage: 210 Client : Strata, Inc. #N07001A Contract Calendar Days Used: - Contractor. L.S. Hendriksen Constr. Inc. Contract Calendar Days Remaining: - : Work Conditions' " _� r Inspection Type (SI/ Coverage` - , Temperature 48 Documents Referenced: Plans & Specs Weather Cloudy IBC Chapter 17: Site Condition D Site Equipment: See below o " Structural Masonry ia" Structural Steel/VI/Odin 9 " '. � Foundation/Solis Light Gatie Framin © , Lateral Wood Framing € Batch Plant "4<' ,, o Refnfgrcecl Cbncrete� ri - o " Shotcrete" ;. a"m Post-TensiDrelConcrete 0 Fire-Pr+ooitn _ Location -and Description of Inspection : HMA representative on site to perform construction observation at the request of Kohl's. Observed installation of storm sewer pipe between BB5 and BB1, and between DDI and DDI.2. Pipe bedded per plans and specifications. Observed cement amending of East 150' of entrance road on east side of site. Cement placed at 7% per GeoCon recommendation. Observed tilling and compaction process, which appeared to be completed per typical construction standards and GeoCon recommendations. GeoCon representative not onsite today. Attended pre con meeting with Sierra Construction. To the best of my knowledge, above work and materials conform to approved plans, specifications, and GeoCon recommendations. 3 4 Items requiring correction HMA Inspector int Name • . • " • Ron Beckett "HMA Representative Signature Project Hours " " Start Time: 08:00 Finish Time: 18:00 Acknowledged By Signature Page 1 of 1 F DFR 04/01106 revised 10/01/06 hayrenncelroy lit SPECIAL INSPECTION DAILY REPORT Project Information Contract Information Date: February 15, 2007 Permit No: - Project Name: Kohl's Hazel Dell Store #11117 Contract Duration: - Project No: 07-056 Reviewed by: Jim McElroy DFR No: 13 Date Reviewed: 2/20/07 Project Location: Vancouver, WA Revised Duration: - Client: Strata, Inc.111407001A Contract Calendar Days Used: - Contractor L.S. Handrilcsen Constr. Inc. Contract Calendar Days Remaining: - , Work Conditions • -': , : , Inspection Type (s) 1 Coverage Temperature 51 Documents Referenced: Plans & Specs Weather Rain IBC Chapter 17: Site Condition Wet Site Equipment: See below ' u ' StructuralMasonry Structural Steel/Welding ' ' ' v" Foundation/Soils • a 'Light Gauge Flaming :' .1' , u u Lateral Wood Framing:: -'. ' ' - p Batch Plant 0 Reinforced Concrete ;- U Shotdrete a Post-Tenslonad Concrete --:13 Fire-ProofIng-, 0 - ,:-, , , : - • ,:r .,.:, -',- -- ' -;.- : ',-, „., i ,-., - - r Location and Descrip' doh ofiniP eetioit'''I'''' , HMA representative on site to perform construction observation per request of Kohl's. No earthwork today. Observed construction of modular block retaining wall at S.W. comer of site. Native soil subgrade compacted prior to placing base coarse. Crushed rock placed for base coarse, then compacted. Wall being built per typical construction standards. GeoCon representative Sierra Condor on site for 2 hours. To the best of my knov4edge, work completed today conformed to the project plans and specifications. J F DFR 04/01/06 revised 10/01/06 hays eSm3cle troy None Items requiring correction i HMA Inspector Print Name Ron Beckett HMA Representative .Signature << Observation Hours Time Arrived: 07:00 Time Departed: 16:00 Acknowledged By ,Signature' Page 1 of 1 F DFR 04/01/06 revised 10101/06 hays esmFcelroy asoct E" W "SPECIAL I 1NSPF'CTfaNI?A �Y RFPORRT Project Information Contract Information Date: February 13, 2007 Permit No: - Project Name: Kohl's Hazel Dell, Store #11117 Contract Duration: _ Project No: 07-056 Reviewed by: Jim McElroy DFR No: 12 Date Reviewed: 2/20/07 Project Location: Vancouver, WA Revised Duration: - Client : Strata, Inc. #N07001A Contract Calendar Days Used: - Contractor. L.S. Hendriksen Constr. Inc. Contract Calendar Days Remaining: ,''',Work Condition kt" InsPection Type, over! ,ga Ta.: Temperature 50 Documents Referenced: Plans & Specs Weather Cloudy IBC Chapter 17: Site Condition Wet Site Equipment: See below © Structure[ Mason ©. 1 x: Structure[ SteellWe[d n I foundation/soils O Ll ht Gau a Fram[n , `IJ WoodLateraWood Framing - ::; ^,'m B Plan v etch P a t=�:.>,,,:�..,.�,'ti-.: p. Relnfarsed Generate :`9;'� ..�,_,.. Shatc" to ' ,SYS"'�:;">�,:x:::;.>..;:-::.:.;�,�;> i:2 Past-Tensiortedt:aicreie�'�-.::",... ,. ' v re rang Location and .Descn on of lrfs ectro �z-� y'i. e P '��'y HMA representative on site to perform construction observation per request by Kohl's. Observed cement treatment of the fast lift over S.W. comer pond area. Treatment was completed at 5% admixture of cement under the direction of GeoCon representative Sierra Condor. Soil -cement mixture was filled in to a depth of 1 foot then rolled and compacted. Two samples taken by Geo -Con for laboratory testing. Four nuclear densometer tests conducted within storm trenches in south end of site. All tests met or exceeded 95% compaction. To the best of my knowledge, above work was performed per approved plans and specifications. F DFR 04/01/06 mrixd 10/01/06 h ayresm,c�e troy Items requiring correction HMA Inspector Print Name Ron Beckett HMA Representative Signature Observation Hours Time Arrived: 08:00 Time Departed: 16:00 Acknowledged By Signature Page 1 of 1 F DFR 04/01/06 revised 10/01/06 2757 152nd Avenue NE Redmond, WA 98052 ph:425.869-6750 fx: 425.869-6761 COMPRESSIVE STRENGTH DATA REPORT PROJECT: Kohl's #11117 Hazel Dell DATE: March 17, 2007 CLIENT: Strata, Inc NO7001A SPECIFIED STRENGTH: 3500 psi at 28 days Pour Location: 6.9 & 2 Cast By: J Pope Sampled At. (yd3): 20.50 of 380 Time Batched: Time Sampled 6:30 7:16 hayr�-egmcelroy HMA PROJECT No.: 07-056-5 BLDG PERMIT No.: COM 2006-00318 CONTRACTOR: Sierra SUPPLIER: Glacier GRID/ELEV: 1-4 & A -J SOG Mix No: Load Size: Samples. Cast 00741 9.50 4 4x8 cylinders yd3 Concrete: 8 Grout: , , : s NG' NFORMA Slump Concrete Temp Cement Content Max. Aggregate Air Content Unit Weight Ticket No. Truck No. Other 5114 inches 72 deg. F sacks 3/4 inch N/A % N/A Ibs/ft3 31611 716 Water Added On Site: OTHER: 0 g /y3 Masonry: Other. Cement Fine Aggregate Coarse Aggregate Flyash Water Admix 1 WRDA Admix 2 D Set Admix 3 Other 5380 Ibs. 13600 Ibs. 17560 lbs. 0 lbs. 1524 Ibs. 212 oz./ 1088 oz./ oz./ Authorized By: COMPRESSIVE STRENGTH TEST DATA (ASTM C39, C1231, C780, C1019 SAMPLE Na. LAB No. TEST AGE DATE OF TEST AVERAGE DIAMETER MAXIMUM LOAD (Ibs) AVERAGE CROSS SECTION= AREA (Inch2) COMPRESSIVE STRENGTH (psi} TYPE OF FRACTURE "strength below A 6308 7 3124107 4.00 44640 12.56 3550 2 B 6308 28 4/14/07 C 6308 28 4114/07 D 6308 H Hold Average PSI at 28 days Remarks: Date Received In Lab: 3/20/07 Compressive strength 04/01/08 revised 10/01/06 Tested By: MHH Reviewed By: 411 2757 152nd Avenue NE Redmond, WA 98052 ph:425.869-6750 fx: 425.889-6761 COMPRESSIVE STRENGTH DATA REPORT hayremcelray PROJECT: Kohl's #11117 Hazel Dell HMA PROJECT No.: 07-056-5 DATE: March 17, 2007 BLDG PERMIT No.: COM 2006-00318 CLIENT: Strata, Inc NO7001A CONTRACTOR: Sierra SPECIFIED STRENGTH: 3500 psi at 28 days SUPPLIER: Glacier Pour Location: H.5 & 3.7 GRID/ELEV: 1-4 & A -J SOG Cast By: J Pope Mix No: Sampled At. (yd3): 58.50 of 380 Load Size: Time Batched: Time Sampled 7:05 7:44 Concrete: Grout: Samples. Cast 00741 9.50 4 4x8 cylinders yd3 `�+sNi Slump Concrete Temp Cement Content Max. Aggregate Air Content Unit Weight Ticket No. Truck No. Other 5 Inches 69 deg. F sacks 3/4 inch N/A % NIA Ibs/ft3 31620 74 Water Added On Site: OTHER: O g/y3 Masonry: Other. Cement Fine Aggregate Coarse Aggregate Flyash Water Admix 1 WRDA Admix 2 D Set Admix 3 Other 5320 lbs. 13600 lbs. 17560 lbs. 0 lbs. 1516 lbs. 212 oz./ 1056 ozJ oz. Authorized By: COMPRESSIVE STRENGTH TEST DATATM C39, C1231, C780, C1019 SAMPLE No. LAB No. TEST AGE DATE OF TEST AVERAGE DIAMETER MAXIMUM {lbs) AVERAGE CROSS SECTION AREA (inch2) COMPRESSIVE SIRE$ TH TYPE OF FRACTURE below spedficadon) A 6309 7 3/24/07 4.00 44840 12.56 3570 2 B 6309 28 4/14/07 C 6309 28 4/14/07 D 6309 H Hold Average PSI at 28 days , Remarks: Date Received In Lab: 3/20/07 Tested By: MHH Reviewed By: e Compressive Strength 04/01/06 revised 10/01/06 2757 152nd Avenue NE Redmond, WA 98052 ph:425.869-6750 fx: 425.869-6761 COMPRESSIVE STRENGTH DATA REPORT hayM[E1 -9l L9Y PROJECT: Kohl's #11117 Hazel Dell HMA PROJECT No.: 07-056-5 DATE: March 17, 2007 BLDG PERMIT No.: COM 2006-00318 CLIENT: Strata, Inc NO7001A CONTRACTOR: Sierra SPECIFIED STRENGTH: 3500 psi at 28 days SUPPLIER: Glacier Pour Location: 6.9 & 3 GRID/ELEV: 1-4 & A -J SOG Cast By: J Pope Mix No: Sampled At. (yd3): 97.00 of 380 Load Size: Time Batched: Time Sampled 7:30 8:14 Samples. Cast 00741 9.50 4 4x8 cylinders yd3 Concrete: 8 Grout: l CRE NFd �. RMA Slump Concrete Temp Cement Content Max. Aggregate Air Content Unit Weight Ticket No. Truck No. Other 51/2 inches 69 deg. F sacks 3/4 inch N/A % NIA lbs/R3 31628 254 Water Added On Site: OTHER: 0 gly3 Masonry: 8 Other. Cement Fine Aggregate Coarse Aggregate Flyash Water Admix 1 WRDA Admix 2 D Set Admix 3 Other 1 5585 lbs. 14280 lbs. 18540 lbs. 0 lbs_ 1648 lbs. 228 oz. 1120 oz./ oz./ Authorized By: COMPRESSIVE STRENGTH TEST DATA (ASTM C39, C1231, C780, C1019 SAMPLE LAB No. TEST AGE DATE OF TEST AVERAGE DIAMETER MAXIMUM LOAD (lbs) AVERAGE CROSS SECTION AREA (Inch2) COMPRESSIVE STRENGTH (Psl) TYPE OF FRACTURENo. lnxpAred if strength below spacificaBon) A 6310 7 3/24/07 4.00 44160 12.56 3520 2 B 6310 28 4/14/07 C 6310 28 4/14/07 D 6310 H Hold Average PSI at 28 days Remarks: Date Received In Lab: 3/20/07 Compressive Stranger 04!01106 revised 10/01/06 Tested By: MHH Reviewed By: 2757 152nd Avenue NE Redmond, WA 98052 ph:425.869-6750 fx: 425.869-6761 PROJECT: DATE: CLIENT: COMPRESSIVE STRENGTH DATA REPORT Kohl's #11117 Hazel Dell March 17, 2007 Strata, Inc NO7001A SPECIFIED STRENGTH: 3500 psi at 28 days Pour Location: G.5 & 2.5 Cast By: J Pope Sampled At. (yd3): 145.50 of 380 Time Batched: Time Sampled 8:04 8:51 hays esm,cetroy HMA PROJECT No.: 07-056-5 BLDG PERMIT No.: COM 2006-00318 CONTRACTOR: Sierra SUPPLIER: Glacier GRID/ELEV: 1-4 & A -J SOG Mix No: Load Size: Samples. Cast 00741 9.50 4 4x8 cylinders yd3 Concrete: Grout: :7; CLONCRETONFORMATIPOF Slump Concrete Temp Cement Content Max. Aggregate Air Content Unit Weight Ticket No. Truck No. Other 5 inches 71 deg. F sacks 3/4 inch N/A % N/A Ibs/tt3 31641 24 Water Added On Site: OTHER: 0 gh3 Masonry: Other Cement Fine Aggregate Coarse Aggregate Flyash Water Admix 1 WRDA Admix 2 D Set Admix 3 Other 5375 lbs. 13620 lbs. 17460 lbs. 0 lbs. 1500 lbs. 212 oz./ 1056 oz. oz./ Authorized By: COMPRESSIVE STRENGTH TEST DATA (ASTM C39, C1231, C780, C1019 SAMPLE No. LAB No. TEST AGE DATE OF TEST AVERAGE DIAMETER MAXIMUM LOAD LOADSECTION (lbs) AVERAGE CROSS AREA (Inch2) COMPRESSIVE STRENGTH (Psi) TYPE OF FRACTURE p,q„ranai,* th below specification) A 6311 7 3/24/07 4.00 40270 12.56 3210 2 B 6311 28 4/14/07 C 6311 28 4/14107 D 6311 H Hold Average PSI at 28 days Remarks: Date Received In Lab: 3/20/07 Compressive Strength 04/01/06 revised 10/01/06 Tested By: MHH Reviewed By: 544 2757 152nd Avenue NE Redmond, WA 98052 ph:425.869-6750 fx: 425.869-6761 COMPRESSIVE STRENGTH DATA REPORT hayaemce1roy PROJECT: Kohl's #11117 Hazel Dell HMA PROJECT No.: 07-056-5 DATE: March 17, 2007 BLDG PERMIT No.: COM 2006-00318 CLIENT: Strata, Inc NO7001A CONTRACTOR: Sierra SPECIFIED STRENGTH: 3500 psi at 28 days SUPPLIER: Glacier Pour Location: E.5 & 3.5 Cast By: J Pope Sampled At. (yd3): 193.00 of 380 Time Batched: Time Sampled 8:50 9:23 GRID/ELEV: 1-4 & A -J SOG Mix No: Load Size: Samples. Cast 00741 9.50 4 4x8 cylinders yd3 Concrete: Grout: F. RRA. Slump Concrete Temp Cement Content Max. Aggregate Air Content Unit Weight Ticket No. Truck No. Other 5 inches 73 deg. F sacks 3/4 inch N/A % N/A Ibs/ft3 31653 707 Water Added On Site: OTHER: 0g/ Masonry: Other. 8 �.y •WWI Cement Fine Aggregate Coarse Aggregate Flyash Water Admix 1 WRDA Admix 2 D Set Admix 3 Other 5390 lbs. 13660 lbs. 17640 Ibs. 0 Ibs. 1540 Ibs. 212 oz./ 1056 oz./ ozf Authorized By: COMPRESSIVE STRENGTH TEST DATA (ASTM C39, C1231, C780, C1019 SAMPLE No. LAB No. TEST AGE DATE OF TEST AVERAGE DIAMETER MAXIMUM LOAD (Ibs) AVERAGECROSS SECTION AREA (Inch) COMPRESSIVE STRENGTH (psi) TYPE OF FRACTURE thwinod "amigo, below sperirocafioap A 6312 7 3/24/07 4.00 43350 12.56 3450 2 B 6312 28 4/14/07 C 6312 28 4/14/07 D 6312 H Hold Average PSI at 28 days Remarks: Date Received In Lab: 3/20/07 Compressive Strength 04/01/06 revised 10/01/06 Tested By: M H H Reviewed By: 2757 152nd Avenue NE COMPRESSIVE STRENGTH ha YS reamcel�,s«,r0 so. ,,,. Y Redmond, WA 98052 DATA REPORT ph:425.869-6750 fx: 425.869-6761 PROJECT: Kohl's #11117 Hazel Dell DATE: March 17, 2007 CLIENT: Strata, Inc NO7001A SPECIFIED STRENGTH: 3500 psi at 28 days Pour Location: D.5 & 2 Cast By: J Pope Sampled At. (yd3): 242.00 of 380 Time Batched: Time Sampled 9:15 9:57 HMA PROJECT No.: 07-056-5 BLDG PERMIT No.: COM 2006-00318 CONTRACTOR: Sierra SUPPLIER: Glacier GRIDIELEV: 1-4 & A -J SOG Mix No: Load Size: Samples. Cast 00741 10.00 4 4x8 cylinders yd3 Concrete: In Grout: NCRE: E.iNFORI41RAT: 1 Slump Concrete Temp Cement Content Max. Aggregate Air Content Unit Weight Ticket No. Truck No. Other 5 Inches 72 deg. F sacks 3/4 inch N/A % N/A I bs/ft3 31663 731 Water Added On Site: 0 g/y3 OTHER: Masonry: a Other. e�� :�ap=v's%:.:kc$ssr%✓iw a.`s`nr�:>V Cement Fine Aggregate Coarse Aggregate Flyash Water Admix 1 WRDA Admix 2 D Set Admix 3 Other 5695 lbs. 14460 lbs. 18480 lbs. 0 lbs. 1468 lbs. 224 oz./ 1120 oz./ oz./ Authorized By: COMPRESSIVE STRENGTH TEST DATA (ASTM C39, C1231, C780, C1019 SAMPLE No. LAB No. TEST AGE DATE OF TEST AVERAGE DIAMETER MAXIMUM LOAD (lbs AVERAGE CROSS SECTION AREA (inchs) COMPRESSIVE STRENGTH si (A ) TYPE OF FRACTURE (Milked �„�„°", °°''01M b0") A 6313 7 3/24/07 4.00 45000 12.56 3580 2 B 6313 28 4/14/07 C 6313 28 4/14/07 D 6313 H Hold W Average P$I at 28 days Remarks: Date Received In Lab: 3/20/07 Tested By: MHH Reviewed By: Compressive strength 04101106 revised 10101106 2757 152nd Avenue NE Redmond, WA 98052 ph:425.869-6750 fx: 425.869-6761 COMPRESSIVE STRENGTH hayresmctelroy DATA REPORT PROJECT: Kohl's #11117 Hazel Dell HMA PROJECT No.: 07-056-5 DATE: March 17, 2007 BLDG PERMIT No.: COM 2006-00318 CLIENT: Strata, Inc NO7001A CONTRACTOR: Sierra SPECIFIED STRENGTH: 3500 psi at 28 days SUPPLIER: Glacier Pour Location: C.5 & 3 GRID/ELEV: 1-4 & A -J SOG Cast By: J Pope Mix No: Sampled At. (yd3): 289.50 of 380 Load Size: Time Batched: Time Sampled 10:00 10:30 Samples. Cast 00741 9.50 4 4x8 cylinders yd3 Concrete: Grout: 8 NFORMA. , Slump Concrete Temp Cement Content Max. Aggregate Air Content Unit Weight Ticket No. Truck No. Other 5 inches 66 deg. F sacks 3/4 Inch N/A % N/A Ibs/ft3 31674 78 Water Added On Site: OTHER: 0 g/y3 Masonry: El Other: EIG Cement Fine Aggregate Coarse Aggregate Flyash Water Admix 1 WRDA Admix 2 D Set Admix 3 Other 5380 lbs. 13680 Ibs. 17620 Ibs. 0 Ibs. 1448 lbs. 212 oz. 1052 oz./ oz./ efi Authorized By: COMPRESSIVE STRENGTH TEST DATA [ASTM C39, C1231, C780, C1019 SAMPLE No. LAB No. TEST AGE DATE OF TEST AVERAGE DIAMETER MAXIMUM LOAD (Ibs) AVERAGE CROSS SECTION AREA (Inch) COMPRESSIVE STRENGTH (PSI) TYPE OF FRACTURE (required debwspeddcadon) A 6314 7 3/24/07 4.00 42980 12.56 3420 2 B 6314 28 4/14/07 C 6314 28 4/14/07 D 6314 H Hold Average P i M 28 days Remarks: Date Received In Lab: 3/20/07 Compressive Strength 04/01/06 revised 10/01106 Tested By: MHH Reviewed By: 2757152nd Avenue NE COMPRESSIVE STRENGTH hayaexmc,eLroy Redmond, WA 98052 DATA REPORT ph:425.869-6750 fx: 425.869-8761 PROJECT: Kohl's #11117 Hazel Dell HMA PROJECT No.: 07-056-5 DATE: March 17, 2007 BLDG PERMIT No.: COM 2006-00318 CLIENT: Strata, Inc NO7001A CONTRACTOR: Sierra SPECIFIED STRENGTH: 3500 _ psi at 28 days SUPPLIER: Glacier Pour Location: B & 2.5 GRIDIELEV: 1-4 & A -J SOG Cast By: J Pope Mix No: Sampled At. (yd3): 347.50 of 380 Load Size: Time Batched: Time Sampled 10:58 11:14 Samples. Cast 00741 9.50 4 4x8 cylinders yd3 Concrete: Grout: Slump Concrete Temp Cement Content Max. Aggregate Air Content Unit Weight Ticket No. Truck No. Other 5 inches 69 deg. F sacks 3/4 inch N/A % N/A Ibs/ft3 31683 731 Water Added On Site: OTHER: 0 g/y3 Masonry: Other. Cement Fine Aggregate Coarse Aggregate Flyash Water Admix 1 WRDA Admix 2 D Set Admix 3 Other 52700 Ibs. 13700 Ibs. 17680 Ibs. 0 lbs. 1456 lbs. 212 oz. 1056 oz./ oz. Authorized By: COMPRESSIVE STRENGTH TEST DATA (ASTM C39, C1231, C780, C1019 SAMPLE No. LAB No. TEST AGE DATE TEST AVERAGE DIAMETER MAXIMUM LOAD (Ibs) AVERAGECOMPRESSIVE CROSS SECTION AREA (Inch*) STRENGTH {psi) TYPE OF FRACTURE (required Vs e„gp, spedficaikrni A 6315 7 3/24107 4.00 40930 12.56 3260 2 B 6315 28 4/14/07 C 6315 28 4/14/07 D 6315 H Hold Average P$1 at 28 days Remarks: Date Received In Lab: 3/20/07 Tested By: MHH Reviewed By: 40 Compressive Strength 04101!06 revised 10!01!06 2757 152nd Avenue NE Redmond, WA 98052 ph:425.869-6750 fx: 425.869-6761 COMPRESSIVE STRENGTH hayremcell,;0y DATA REPORT PROJECT: Kohl's #11117 Hazel Dell HMA PROJECT No.: 07-056-5 DATE: March 17, 2007 BLDG PERMIT No.: COM 2006-00318 CLIENT: Strata, Inc NO7001A CONTRACTOR: Sierra SPECIFIED STRENGTH: 3500 psi at 28 days SUPPLIER: Glacier Pour Location: A.5 & 2.3 GRID/ELEV: 1-4 & A -J SOG Cast By: J Pope Mix No: Sampled At. (yd3): 385.50 of 405 Load Size: Time Batched: Time Sampled 10:54 11:43 Samples. Cast 00741 9.50 4 4x8 cylinders yd3 ,TER1A1.,'Maim Concrete: El Grout INCRETE ...ORMA (C?N v Fq Slump Concrete Temp Cement Content Max. Aggregate Air Content Unit Weight Ticket No. Truck No. Other 5 inches 70 deg. F sacks 3/4 inch N/A % WA lbs/R3 31692 125 Water Added On Site: OTHER: O g /y3 Masonry: In Other. Cement Fine Aggregate Coarse Aggregate Flyash Water Admix 1 WRDA Admix 2 D Set Admix 3 Other 5320 lbs. 13640 lbs. 17520 lbs. 0 lbs. 1484 lbs. 216 oz./ 1088 oz./ oz. Authorized By: COMPRESSIVE STRENGTH TEST DATA (ASTM C39, C1231, C780, C1019 SAMPLE No. LAB No. TEST AGE DATE OF TEST J AVERAGE DIAMETER MAXIMUM LOAD (lbs) AVERAGE CROSS SECTION AREA (inch2) COMPRESSIVE STRENGTH (psi) TYPE OF FRACTURE r,�,�,�,,,�, °o," don) A 6316 7 3/24/07 4.00 44790 12.56 3570 2 B 6316 28 4/14/07 C 6316 28 4/14/07 D 6316 4 3/21/07 4.00 36280 12.56 2890 2 Average PSI at 28 days Remarks: Date Received In Lab: 3120/07 Compressive Strength 04/01/06 revised 10/01/06 Tested By: MHH Reviewed By: 2757 152nd Avenue NE Redmond, WA 98052 ph:425.869-8750 fx: 425.869-6761 PROJECT: DATE: CLIENT: GROUT COMPRESSIVE h ayr emFce L roy STRENGTH DATA REPORT Kohl's #11117 Hazel Dell March 13, 2007 Strata, Inc NO7001A SPECIFIED STRENGTH: 2000 psi at 28 days Pour Location: CMU exterior wall Cast By: R Beckett Sampled At. (yd3): 5.00 of Time Batched: Time Sampled 6:35 7:40 HMA PROJECT No.: 07-056-5 BLDG PERMIT No.: COM 2006-00318 CONTRACTOR: Sierra SUPPLIER: Glaceir GRID/ELEV: A.5; 10 Mix No: 885 Load Size: 10.00 Samples. Cast 4 3x6 prisms yd3 Concrete: ❑ Grout: ry• ' CONCRETE;IN a. Slump flowable inches Concrete Temp 58 deg. F Cement Content 7.5 sacks Max. Aggregate inch Air Content Unit Weight Ibslft3 Ticket No. Truck No. Other Water Added On Site: 0 gly3 OTHER: No batch weights given Masonry: 0 Other: Cement Fine Aggregate Coarse Aggregate Flyash Water Admix 1 Admix 2 Admix 3 Other lbs. lbs. lbs. lbs. lbs. oz./ oz./ ozJ Authorized By: COMPRESSIVE STRENGTH TEST DATA {ASTM C39, C1231, C780, C1019 SAMPLE No. LAB No. TEST AGE DATE OF TEST AVERAGE LENGTH AVERAGE WIDTH MAXIMUM LOAD (lbs) AVERAGE CROSS SECTION LxW AREA (Inch2) 4. COMPRESSIVE STRENGTH (psi) A 6284 7 3/20/07 3.31 3.35 24940 6.66 3740 B 6284 28 4/10/07 C 6284 28 4/10/07 D 6284 H Hold Average PSI at 28 days Remarks: Date Received In Lab: 3116107 Grout Compressive Strength 04/01/06 revised 10101/06 Tested By: MHH Reviewed By: 2757 152nd Avenue NE Redmond, WA 98052 ph:425.869-6750 ix: 425.869.6761 COMPRESSIVE STRENGTH DATA REPORT hayae=m.celt oy PROJECT: Kohl's #11117 Hazel Dell HMA PROJECT No.: 07-056-5 DATE: March 12, 2007 BLDG PERMIT No.: COM 2006-00318 CLIENT: Strata, Inc NO7001A CONTRACTOR: Sierra SPECIFIED STRENGTH: 3000 psi at 28 days SUPPLIER: Glacier Pour Location: interior & exterior footings GRID/ELEV: A; 4 Cast By: R Beckett Mix No: Sampled At. (yd3): 10.00 of 70 Load Size: Time Batched: Time Sampled 8:10 9:15 Samples. Cast 00606 10.00 4 6x12 cylinders yd3 TERiA TTESTE€ivw Concrete: Grout: Slump Concrete Temp Cement Content Max. Aggregate Air Content Unit Weight Ticket No. Truck No. Other s �~ 4 1/4 Inches 58 deg. F sacks 1 1/2 Inch N/A % N/A Ibsftt3 871891 629 Water Added On Site: OTHER: 0gly3 Masonry: Other. Cement Fine Aggregate Coarse Aggregate Flyash Water Admix 1 WRDA 64 Admix 2 Admix 3 Other 467 lbs. 1814 lbs. 1720 lbs. lbs. 128 lbs. 18.8 oz./ oz./ oz.1 Authorized By: COMPRESSIVE STRENGTH TEST DATA (ASTM C39, C1231, C780, C1019 SAMPLE No. LAB Na. TEST AGE DATEMAXIMUM OF TEST AVERAGE DIAMETER LOAD (lbs) AVERAGE CROSS SECTION s AREA (inch) COMPRESSIVE STRENGTH (Psi) TYPE OF FRACTURE r A 6281 7 3/19/07 6.00 83900 28.26 2970 2 B 6281 28 4/9/07 C 6281 28 4/9/07 r D 6281 H Hold Average P I at 28 days Remarks: Date Received In Lab: 3/15/07 Tested By: MHN Reviewed By: (t ' Compressive Slrongth 04/01/06 revised 10/01/06 2757 152nd Avenue NE Redmond, WA 98052 ph:425.869-6750 fx: 425.869-6761 PROJECT: DATE: CLIENT: COMPRESSIVE STRENGTH DATA REPORT Kohl's #11117 Hazel Dell March 15, 2007 Strata, Inc NO7001A SPECIFIED STRENGTH: 3500 psi at 28 days Pour Location: SOG Cast By: R Beckett Sampled At. (yd3): 310.00 of 340 Time Batched: Time Sampled 10:00 10:45 hay[ esmcelroy HMA PROJECT No.: 07-056-5 BLDG PERMIT No.: COM 2006-00318 CONTRACTOR: Sierra SUPPLIER: Glaceir GRIDIELEV: 6;B Mix No: Load Size: Samples. Cast 00741 10.00 4 4x8 cylinders yd3 Concrete: 8 Grout: 7e0NGRVEINt R ti4 Q Slump Concrete Temp Cement Content Max. Aggregate Air Content Unit Weight Ticket No. Truck No. Other 5 inches 68 deg. F 6 sacks 1 inch N/A % N/A Ibs/ft3 Water Added On Site: OTHER: 0 gh►3 Masonry: Other Cement Fine Aggregate Coarse Aggregate Flyash Water Admix 1 . WRDA 64 Admix 2 D -SET 200 Admix 3 Other 563 lbs. 1428 lbs. 1850 Ibs. Ibs. 175 Ibs. 22.4 oz./ 54.4 oz. oz./ Authorized By: COMPRESSIVE STRENGTH TEST DATA (ASTM C39, C1231, C780, C1019 SAMPLE LAB No. TEST AGE DATE OF TEST AVERAGE DIAMETER MAXIMUM LOAD (lbs) AVERAGE CROSS SECTION AREA (inch) COMPRESSIVE STRENGTH (psi) TYPE OF FRACTURENo. ftequkerillstrengtO below spedhooffool A 6261 7 3/22/07 B 6261 28 4/12/07 C 6261 28 4/12/07 D 6261 4 3/19/07 4.00 40220 12.56 3200 2 Average PSI at 28 days Remarks: Date Received In Lab: 3/16107 Tested By: MHH Reviewed By: ' 14 Compressive Strength 04/01/16 revised 10/01/06 2757 152nd Avenue NE Redmond, WA 98052 ph:425.869-6750 fx: 425.869-6761 PROJECT: DATE: CLIENT: COMPRESSIVE STRENGTH DATA REPORT Kohl's #11117 Hazel Dell March 14, 2007 Strata, Inc NO7001A SPECIFIED STRENGTH: 3000 psi at 28 days Pour Location: footings Cast By: R Beckett Sampled At. (yd3): 5.00 of 20 Time Batched: Time Sampled 2:45 3:15 haySesm,celroy HMA PROJECT No.: 07-056-5 BLDG PERMIT No.: COM 2006-00318 CONTRACTOR: Sierra SUPPLIER: Glacier GRID/ELEV: H line H.7 & H.9 lines Mix No: Load Size: Samples. Cast 00606 9.50 4 4x8 cylinders yd3 Concrete: El Grout TE1NF(AMA Slump Concrete Temp Cement Content Max. Aggregate Air Content Unit Weight Ticket No. Truck No. Other 5 inches 59 deg. F 5 sacks 1 112 inch N/A % N/A ibs/ft3 872066 127 Water Added On Site: OTHER: 0gf Masonry: Other: e Cement Fine Aggregate Coarse Aggregate Flyash Water Admix 1 WRDA 64 Admix 2 Admix 3 Other 463 1514 1251 lbs. lbs. 134 Ibs. lbs. Ibs. 18.5 oz./ oz./ oz./ :.Y Authorized By: COMPRESSIVE STRENGTH TEST DATA (ASTM C39, C1231, C780, C1019 SAMPLE No. LAB No. TEST AGE DATE OF TEST AVERAGE DIAMETER MAXIMUM LOAD (Ibs) AVERAGE CROSS SECTION AREA (Inch) COMPRESSIVE STRENGTH (Psi) TYPE OF FRACTURE , ," B� A 6283 7 3/21/07 6.00 90140 28.26 3190 2 B 6283 28 4/11/07 C 6283 28 4/11/07 D 6283 H Hold Average PS at 28 days Remarks: Date Received in Lab: 3/16/07 Tested By: TRB Reviewed By: Cj . Compressive Strength 04101/06 revised 10/01/06 2757 152nd Avenue NE Redmond. WA 98052 ph:425.869-6750 fx: 425.889-6761 PROJECT: DATE: CLIENT: COMPRESSIVE STRENGTH DATA REPORT Kohl's #11117 Hazel Dell March 15, 2007 Strata, Inc NO7001A SPECIFIED STRENGTH: 4000 psi at 28 days Pour Location: SOG 5.6 to 10 A -F.8 Cast By: R Beckett Sampled At. (yd3): 15.00 of 20 Time Batched: Time Sampled 6:35 7:15 HMA PROJECT No.: BLDG PERMIT No.: CONTRACTOR: SUPPLIER: GRIDIELEV: Mix No: Load Size: Samples. Cast hays esmcelroy 07-056-5 COM 2006-00318 Sierra Glacier F;10 00741 10.00 4 4x8 cylinders yd3 Concrete: Grout: , ;ONCEE;INFORMATIO :`.`:. Slump Concrete Temp Cement Content Max. Aggregate Air Content Unit Weight Ticket No. Truck No. Other 5 inches 68 deg. F 6 sacks 1 inch N/A % N/A lbs/ft3 872074 290 Water Added On Site: OTHER: 0 gI Masonry: Other: Cement Fine Aggregate Coarse Aggregate Flyash Water Admix 1 Admix 2 Admix 3 Other WRDA 64 Non Chlor VEIP:14W :raga: lbs. Ibs. Ibs. lbs. 184 lbs. 22.8 oz./ 57.6 oz./ oz. 560 1414 1850 Authorized By: COMPRESSIVE STRENGTH TEST DATA ASTM C39, C1231, C780, C1019 SAMPLE No. LAB No. TEST AGE DATE OF TEST AVERAGE DIAMETER MAXIMUM LOAD (Ms) AVERAGE CROSS SECTION AREA (Inch2) COMPRESSIVE STRENGTH (Psi) TYPE OF FRACTURE {1eeStalf � A 6262 7 3/22107 4.00 58710 12.56 4670 2 B 6262 28 4/12/07 C 6262 28 4/12/07 D 6262 H Hold t , Average PSI at 26 days Remarks: Date Received In Lab: 3/16107 Compressive Strength 04/01/06 revised 10/01/06 Tested By: MHH Reviewed By: r i 2757 152nd Avenue NE Redmond, WA 98052 ph:425.869-6750 fx: 425.869-6761 PROJECT: DATE: CLIENT: COMPRESSIVE STRENGTH DATA REPORT Kohl's #11117 Hazel Dell March 15, 2007 Strata, Inc NO7001A SPECIFIED STRENGTH: 4000 psi at 28 days Pour Location: SOG 5.6-10 A F.8 Cast By: R Beckett Sampled At. (yd3): 72.00 of Time Batched: Time Sampled 7:25 8:10 HMA PROJECT No.: hayrem=cetoy 07-056-5 BLDG PERMIT No.: COM 2006-00318 CONTRACTOR: Sierra SUPPLIER: Glacier GRID/ELEV: 9.5; C Mix No: Load Size: Samples. Cast 00741 10.00 4 4x8 cylinders yd3 Concrete: Grout: asp v ONCRETE IINFOR.MATI 7 Slump Concrete Temp Cement Content Max. Aggregate Air Content Unit Weight Ticket No. Truck No. Other 5 65 6 1 N/A N/A inches deg. F sacks inch Ibsfft3 Water Added On Site: OTHER: 0 g/y3 Masonry: Other. Cement Fine Aggregate Coarse Aggregate Flyash Water Admix 1 Admix 2 Admix 3 Other WRDA 64 Non Chlor 561 1416 1836 179 22.4 54.4 lbs. lbs. lbs. lbs. lbs. oz./ oz./ oz. Authorized By: COMPRESSIVE STRENGTH TEST DATA (ASTM C39, C1231, C780, C1019 SAMPLE No. LAB No. TEST AGE DATE OF TEST AVERAGE DIAMETER MAXIMUM LOAD (lbs) AVERAGE CROSS SECTION SECTION AREA (Inch)below COMPRESSIVE TYPE OF FRACTURE F Rrn Spectficatior0 A 6263 7 3/22/07 4.00 48780 12.56 3880 2 B 6263 28 4/12/07 _ C 6263 28 4/12/07 D 6263 H Hold Average PSI at 28 days Remarks: Date Received in Lab: 3/16/07 Compressive Strength 0410106 revised 10/01/06 Tested By: MHH Reviewed By: 2757152nd Avenue NE COMPRESSIVE STRENGTH hayremce1roy Redmond, WA 98052 DATA REPORT ph:425.869-6750 fx: 425.869-6761 PROJECT: Kohl's #11117 Hazel Dell HMA PROJECT No.: 07-056-5 DATE: March 15, 2007 BLDG PERMIT No.: COM 2006-00318 CLIENT: Strata, Inc NO7001A CONTRACTOR: Sierra SPECIFIED STRENGTH: 4000 psi at 28 days SUPPLIER: Glacier Pour Location: SOG 5.6-10 A -F.8 GRID/ELEV: 8.5;C Cast By: R Beckett Mix No: Sampled At. (yd3): 125.00 of Load Size: Time Batched: Time Sampled 7:55 8:30 Concrete: B Grout: 8 Samples. Cast 00741 10.00 4 4x8 cylinders yd3 CONCRiETE)NEOI:tMA11ON `° Slump Concrete Temp Cement Content Max. Aggregate Air Content Unit Weight Ticket No. Truck No. Other 5 inches 65 deg. F 6 sacks 1 inch N/A N/A Ibs/ft3 872094 403 Water Added On Site: OTHER: O gly3 Masonry: Other. Cement Fine Aggregate Coarse Aggregate Flyash Water Admix 1 WRDA 64 Admix 2 Non Chlor Admix 3 Other 559 1410 1850 lbs. Ibs. lbs. Ibs. 178 Ibs. 22.4 oz./ 54.4 oz./ oz. Authorized By: COMPRESSIVE STRENGTH TEST DATA (ASTM C39, C1231, C780, C1019 SAMPLE No. LAB No. TEST AGE DATE OF TEST AVERAGE DIAMETER MAXIMUM LOAD LOAD (lbs) AVERAGE CROSS AREA (Inch2) COMPRESSIVE STRENGTH (psi) TYPE OF FRACTURE below speciffrabo4 A 6264 7 3/22/07 4.00 52420 12.56 4170 2 B 6264 28 4112107 C 6264 28 4/12/07 D 6264 H Hold . Average PSI at 28 days Remarks: Date Received In Lab: 3/16/07 Compressive strength 04101/06 revised 10/01/06 Tested By: MIH Reviewed By: 2757 152nd Avenue NE FZedmond, WA 98052 ph:425.869-6750 fx: 425.869-6761 COMPRESSIVE STRENGTH DATA REPORT hay8emceLroy PROJECT: Kohl's #11117 Hazel Dell HMA PROJECT No.: 07-056-5 DATE: March 15, 2007 BLDG PERMIT No.: COM 2006-00318 CLIENT: Strata, Inc NO7001A CONTRACTOR: Sierra SPECIFIED STRENGTH: 4000 psi at 28 days SUPPLIER: Glacier Pour Location: SOG 5.6-10 A -F.8 GRID/ELEV: 7;E Cast By: R Beckett Mix No: 00741 Sampled At. (yd3): 168.00 of Load Size: 10.00 Time Batched: Time Sampled 8:10 :55 Samples. Cast 4 4x8 cylinders yd3 Concrete: Grout: NG(ii TTE INr R.. AT$ Slump Concrete Temp Cement Content Max. Aggregate Air Content Unit Weight Ticket No. Truck No. Other 5 inches 64 deg. F 5.7 sacks 1 inch N/A % N/A lbs/ft3 872098 716 Water Added On Site: OTHER: Masonry: Other: Cement Fine Aggregate Coarse Aggregate Flyash Water Admix 1 WRDA 64 Admix 2 D -SET Admix 3 Other 533 1344 1772 Ibs. Ibs. lbs. lbs. 169 Ibs. 21.2 oz./ 51.2 oz./ oz./ Authorized By: COMPRESSIVE STRENGTH TEST DATA (ASTM C39, C1231, C780, C1019 SAMPLE No. LAB No. TEST AGE DATE OF TEST AVERAGE DIAMETER MAXIMUM LOAD (Is) AVERAG E CROSS SECTION AREA (inch2) COMPRESSIVE STRENGTH (psl) TYPE OF FRACTUR E ( n trength below specification) A 6265 7 3/22/07 4.00. 51690 12.56 4120 2 B 6265 28 4/12107 C 6265 28 4/12/07 D 6265 H Hold Average PSI at 28 days Remarks: Date Received In Lab: 3/16/07 Tested By: MHH Reviewed By: i N 2757 152nd Avenue NE Redmond, WA 98052 ph:425.869-6750 fx: 425.869-6761 PROJECT: DATE: CLIENT: COMPRESSIVE STRENGTH DATA REPORT Kohl's #11117 Hazel Dell March 15, 2007 Strata, Inc NO7001A SPECIFIED STRENGTH: 3500 psi at 28 days Pour Location: SOG Cast By: R Beckett Sampled At. (yd3): 210.00 of 340 Time Batched: Time Sampled 8:50 9:30 hayaemcelroy HMA PROJECT No.: 07-056-5 BLDG PERMIT No.: COM 2006-00318 CONTRACTOR: Sierra SUPPLIER: Glaceir GRI DIELEV: Mix No: Load Size: Samples. Cast 7;F 00741 10.00 yd3 4 4x8 cylinders 4-% Concrete: Grout: a «' Slump Concrete Temp Cement Content Max. Aggregate Air Content Unit Weight Ticket No. Truck No. Other 41/2 inches 67 deg. F 6 sacks 1 inch N/A % N/A Ibsfft3 872105 290 Water Added On Site: OTHER: 0g/ye Masonry: Other: ..4,,A,A!MiwELORM Cement Fine Aggregate Coarse Aggregate Flyash Water Admix 1 WRDA 64 Admix 2 D -SET 200 Admix 3 Other 562 lbs. 1428 lbs. 1850 Ibs. Ibs. 164 lbs. 22.4 oz./ 54.4 oz./ ozJ •• -� Authorized By: COMPRESSIVE STRENGTH TEST DATA (ASTM C39, C1231, C780, C1019 SAMPLE No. LAB No. TEST AGE DATE OF TEST AVERAGE DIAMETER MAXIMUM LOAD (Ibs) AVERAGE CROSS SECTlON AREA (Inch) COMPRESSIVE STRENGTH (Psi)Oswald ' TYPE OF FRACTURE 1, strength n A 6266 7 3/22/07 4.00 50950 12.56 4060 2 B 6266 28 4/12/07 C 6266 28 4/12/07 D 6266 H Hold Average PSI at 28 days Remarks: Date Received In Lab: 3/16/07 Tested By: MHH Reviewed By: q i11 Compressive Strength 04/01/06 revised 10/01/06 2757 152nd Avenue NE Redmond, WA 98052 ph:425.869-6750 fx: 425.869-6761 PROJECT: DATE: CLIENT: COMPRESSIVE STRENGTH DATA REPORT Kohl's #11117 Hazel Dell March 15, 2007 Strata, Inc NO7001A SPECIFIED STRENGTH: 3500 psi at 28 days Pour Location: SOG Cast By: R Beckett Sampled At. (yd3): 270.00 of 340 Time Batched: Time Sampled 9:40 10:20 hayaem,ceEt 9y HMA PROJECT No.: 07-056-5 BLDG PERMIT No.: COM 2006-00318 CONTRACTOR: Sierra SUPPLIER: Glaceir GRID/ELEV: 6.5; A Mix No: Load Size: Samples. Cast 00741 10.00 4 4x8 cylinders yd3 Concrete: Grout: . c9 T - Ml�ti Slump Concrete Temp Cement Content Max. Aggregate Air Content Unit Weight Ticket No. Truck No. Other 4 3/4 inches 67 deg. F 6 sacks 1 inch N/A % N/A Ibs/ft3 872118 135 Water Added On Site: OTHER: O g/y3 Masonry: Other. Cement Fine Aggregate Coarse Aggregate Flyash Water Admix 1 WRDA 64 Admix 2 D -SET 200 Admix 3 Other 565 1418 1850 Ibs. Ibs. Ibs. lbs_ 177 Ibs. 22.4 oz. 57.6 oz./ oz./ Authorized By: COMPRESSIVE STRENGTH TEST DATA (ASTM C39, C1231, C780, C1019 SAMPLE No. LAB No. TEST AGE DATE OF TEST AVERAGE DIAMETER MAXIMUM LOAD (lbs) AVERAGE CROSS SECTION x AREA (inch2) COMPRESSIVE STRENGTH (psi) TYPE OF FRACTURE ban,� re� A 6267 7 3/22/07 4.00 54350 12.56 4330 2 B 6267 28 4/12/07 C 6267 28 4/12/07 D 6267 H Hold Average PSI at 28 days Remarks: Date Received In Lab: 3/16/07 Compressive Strength 04/01/06 revised 10701/06 Tested By: MHH Reviewed By: iq�4 2757 152nd Avenue NE Redmond, WA 98052 ph:425.869-6750 fx: 425.869-6761 PROJECT: DATE: CLIENT: COMPRESSIVE STRENGTH hayresm,ceiroy DATA REPORT Kohl's #11117 Hazel Dell March 14, 2007 Strata, Inc NO7001A SPECIFIED STRENGTH: 4000 psi at 28 days Pour Location: stemwall Cast By: R Beckett Sampled At. (yd3):. 5.00 of 20 Time Batched: Time Sampled 1:40 2:15 HMA PROJECT No.: 07-056-5 BLDG PERMIT No.: COM 2006-00318 CONTRACTOR: Sierra SUPPLIER: Glacier GRID/ELEV: 6; H to K H; 6 to 7.8 Mix No: Load Size: Samples. Cast 00741 10.00 4 6x12 cylinders yd3 Concrete: Grout: .':NCR>E't'E tif Slump Concrete Temp Cement Content Max. Aggregate Air Content Unit Weight Ticket No. Truck No. Other 5 inches 60 deg. F sacks 1 inch N/A % N/A lbs/ft3 872059 227 Water Added On Site: 0g/y3 OTHER: No batch weights given Masonry: Other: Cement Fine Aggregate Coarse Aggregate Flyash Water Admix 1 Admix 2 Admix 3 Other lbs. lbs. lbs. lbs. lbs. oz./ oz./ ozJ Authorized By: COMPRESSIVE STRENGTH TEST DATA (ASTM C39, C1231, C780, C1019 SAMPLE No. LAB No. TEST AGE DATE OF TEST AVERAGE DIAMETER MAXIMUM LOAD (lbs) AVERAGE CROSS SECTION AREA (inch) COMPRESSIVE STRENGTH (psi) 1 TYPE OF FRACTURE tgth specification) A 6282 7 3/21/07 6.00 100510 28.26 3560 2 B 6282 28 4/11/07 C 6282 28 4/11/07 D 6282 H _ Hold W Average P31 at 28 days 1 Remarks: Date Received In Lab: 3/16107 Compressive Strength 04/01!06 revised 10/01/08 Tested By: TRB Reviewed By: 2757 152nd Avenue NE Redmond, WA 98052 ph:425.869-6750 tx: 425.869-6761 COMPRESSIVE STRENGTH DATA REPORT hayLegmcelroy PROJECT: Kohl's #11117 Hazel Dell HMA PROJECT No.: 07-056-5 DATE: March 8, 2007 BLDG PERMIT No.: COM 2006-00318 CLIENT: Strata, Inc NO7001A CONTRACTOR: Sierra Construction SPECIFIED STRENGTH: 3000 psi at 28 days SUPPLIER: Glacier Pour Location: exterior footings GRID/ELEV: footings 6.5; 10 Cast By: R Beckett Mix No: Sampled At. (yd3): 75.00 of 103 Load Size: Time Batched: Time Sampled 10:55 12:35 Samples. Cast 00606 9.50 yd3 4 6"x12" cylinders Concrete: Grout: Slump Concrete Temp Cement Content Max. Aggregate Air Content Unit Weight Ticket No. Truck No. Other 4 inches 60 deg. F 5 sacks 1 112 Inch N/A % N/A lbs/ft3 871832 53 Water Added On Site: OTHER: O gly3 Masonry: Other: Cement Fine Aggregate Coarse Aggregate Flyash Water Admix 1 WRDA 64 Admix 2 Admix 3 Other 468 Ibs. 1522 lbs. 1617 Ibs. 0 lbs. 218 Ibs. 18.5 oz./ oz./ oz./ Authorized By: COMPRESSIVE STRENGTH TEST DATA (ASTM C39, C1231, C780, C1019 SAMPLE No. LAB No. TEST AGE DATE OF TEST AVERAGE DIAMETER MAXIMUM LOAD (lbs) AVERAGE CROSS SECTION s AREA (inch) COMPRESSIVE STRENGTH (Psi) TYPE OF FRACTURE (required ue,gth belowspadfieatio) A 6233 7 3/15/07 6.00 57190 28.26 2020 2 B 6233 28 4/5/07 C 6233 28 4/5/07 D 6233 H Hold Average PSI at 28 days Remarks: Date Received In Lab: 3/9/07 Compressive Strength 04/01!06 revised 10)01/06 Tested By: MHH Reviewed By: 2757 152nd Avenue NE Redmond, WA 98052 ph:425,869-6750 fx: 425.869-6761 PROJECT: DATE: CLIENT: COMPRESSIVE STRENGTH DATA REPORT Kohl's #11117 Hazel Dell March 8, 2007 Strata, Inc NO7001A SPECIFIED STRENGTH: 3000 psi at 28 days Pour Location: exterior footings Cast By: R Beckett Sampled At. (yd3): 20.00 of 103 Time Batched: Time Sampled 8:30 9:25 HMA PROJECT No.: BLDG PERMIT No.: CONTRACTOR: SUPPLIER: GRID/ELEV: Mix No: Load Size: Samples. Cast hayae=mcelroy 07-056-5 COM 2006-00318 Sierra Construction Glacier footings A:2 00606 10.00 yd3 4 6"x12" cylinders Concrete: Grout „7.7,7:00 CMTBINEORMA Slump Concrete Temp Cement Content Max. Aggregate Air Content Unit Weight Ticket No. Truck No. Other 41/4 inches 59 deg. F 5 sacks 1 1/2 inch N/A % N/A I bs/ft3 871812 256 Water Added On Site: OTHER: 0 gly3 Masonry: Other. e 40 VO. Cement Fine Aggregate Coarse Aggregate Flyash Water Admix 1 WRDA 64 Admix 2 Admix 3 Other 473 1514 1727 0 217 18.8 lbs. lbs. lbs. lbs. lbs. ozf oz./ oz. Authorized By: COMPRESSIVE STRENGTH TEST DATA (ASTM C39, C1231, C780, C1019 SAMPLE LAB No. TEST AGE DATE OF TEST AVERAGE DIAMETER MAXIMUM LOAD (lbs) AVERAGE CROSS SECTION AREA (Inch2) COMPRESSIVE STRENGTH (psi) ME OF FRACTURENo. (regukDd 'strength A 6232 7 3/15/07 6.00 51770 28.26 1830 2 B 6232 28 4/5/07 C 6232 28 4/5/07 D 6232 H Hold 1_ Average PSI at 28 days Remarks: Date Received In Lab: 3/9/07 Compressive Strength 04/01/06 revised 10/01106 Tested By: MHH Reviewed By: - 7 M 2757 152nd Avenue NE Redmond, WA 98052 ph:425.869-6750 !x: 425.869-6761 PROJECT: DATE: CLIENT: COMPRESSIVE STRENGTH DATA REPORT Kohl's #11125 Tukwila February 23, 2007 Strata, Inc N07004A SPECIFIED STRENGTH: 3000 psi at 28 days Pour Location: footings Cast By: S Flint Sampled At. (yd3): 44.00 of 52 Time Batched: Time Sampled 15:20 16:45 RECEW�n 'ttdyb a m,c t roy 'BAR 0 7 2007 OliAMUNITy DEVELOPMENT HMA PROJECT No.: 07-056-1 BLDG PERMIT No.: D06-388 CONTRACTOR: Bayley SUPPLIER: Stoneway GRID/ELEV: J -H / 2-7.5 Mix No: Load Size: Samples. Cast 5000 11.00 4 6x12 cylinders yd3 Concrete: 0 Grout: 0 °CONCRETEI;NCORM TI x. Slump Concrete Temp Cement Content Max. Aggregate Air Content Unit Weight Ticket No. Truck No. Other 4 1/2 inches 61 deg. F 5 sacks 3/4 Inch N/A % N/A Ibs/f13 770503 457 Wim.,.. Water Added On Site: 0 g/y3 OTHER: Masonry: 0 Other. 0 Cement Fine Aggregate Coarse Aggregate Flyash Water Admix 1 Admix 2 Admix 3 Other 468 lbs. 1425 Ibs. 1968 Ibs. lbs. 230 Ibs. oz./ oz./ oz./ Authorized By: COMPRESSIVE STRENGTH TEST DATA (ASTM C39, C1231, CT80, C1019 SAMPLE No. LAB No. TEST AGE DATE OF TEST AVERAGE DIAMETER MAXIMUM LOAD (Ibs AVERAGE CROSS SECTIONz AREA (Inch) COMPRESSIVE STRENGTH (Psi) TYPE OF FRACTURE f7°4'iredY'°ingth °e`"" spectilcafronj A 6179 7 3/2/07 6.00 119610 28.26 4230 2 B 6179 28 3/23107 C 6179 28 3/23/07 _ D 6179 H Hold i Average PSI at 28 days Remarks: Date Received In Lab: 2126/07 Compressive Strength 04/01106 revised 10/01106 Tested By: MHH Reviewed By: 2757152nd Avenue NE COMPRESSIVE STRENGTH hay6emceLroy Redmond, WA 98052 DATA REPORT ph:425.869-6750 fx: 425.869-6761 PROJECT: Kohl's #11125 Tukwila HMA PROJECT No.: 07-056-1 DATE: February 23, 2007 BLDG PERMIT No.: D06-388 CLIENT: Strata, Inc N07004A CONTRACTOR: Bayley SPECIFIED STRENGTH: 3000 psi at 28 days SUPPLIER: Stoneway Pour Location: footings GRID/ELEV: J -H / 2-7.5 Cast By: 5 Flint Mix No: Sampled At (yd3): 3.00 of Load Size: Time Batched: Time Sampled 13:33 14:15 Samples. Cast 5500 11.00 4 6x12 cylinders yd3 Concrete: Grout Slump Concrete Temp Cement Content Max. Aggregate Air Content Unit Weight Ticket No. Truck No. Other 3 inches 65 deg. F 5 sacks 3/4 Inch NIA % WA Ibs/ft3 770480 446 Water Added On Site: OTHER: 0g/y3 Masonry: Other. 34, Cement Fine Aggregate Coarse Aggregate Flyash Water Admix 1 Admix 2 Admix 3 Other 470 1470 1907 Ibs. Ibs. Ibs. Ibs. 241 lbs. oz./ oz./ oz. Authorized By: COMPRESSIVE STRENGTH TEST DATA (ASTM C39, C1231, C780, C1019 SAMPLE No. LAB No. TEST AGE DATE OF TEST AVERAGE DIAMETER MAXIMUM LOAD (Ibs)AREA AVERAGE CROSS SECTION (Inch2) COMPRESSIVE STRENGTH (psi) TYPE OF FRACTURE stangth ,,,, "` A 6178 7 3/2/07 6.00 86130 28.26 3050 2 B 6178 28 3/23/07 C 6178 28 3/23/07 D 6178 H Hold Average PSI at 28 ays , Remarks: Date Received In Lab: 2/26/07 Compressive sb'englh 04101106 revised 10/01108 Tested By: MHH Reviewed By: 2757 152nd Avenue NE Redmond, WA 98052 ph:425.869-6750 fx: 425.869-6761 PROJECT: DATE: CLIENT: SPECIFIED STRENGTH: Pour Location: Cast By: Sampled At. (yd3): Time Batched: Time Sampled COMPRESSIVE STRENGTH DATA REPORT Kohl's #11125 Tukwila February 23, 2007 Strata, Inc N07004A 4000 psi at 28 days column pads/grade beams S Flint 33.00 of 40 16:44 18:00 HMA PROJECT No.: BLDG PERMIT No.: CONTRACTOR: SUPPLIER: GRID/ELEV: Mix No: Load Size: Samples. Cast hay�ezm.ceLi oy 07-056-1 D06-388 Bayley Stoneway column pads A -F/6.7-9 grade beams A -C-6.7-9 448172 10.00 4 6x12 cylinders yd3 Concrete: [] Grout: 0 NFORM Slump Concrete Temp Cement Content Max. Aggregate Air Content Unit Weight Ticket No. Truck No. Other_ 41/2 inches 60 deg. F 4.8 sacks 3/4 inch N/A % N/A Ibs/ft3 770586 457 Water Added On Site: OTHER: 0g y3 Masonry: ❑ Other. 0 Cement Fine Aggregate Coarse Aggregate Slag Water Admix 1 Admix 2 Admix 3 Other 447 lbs. 1431 lbs. 1946 lbs. 84 lbs. 210 lbs. oz./ oz./ oz./ 41, Authorized By: COMPRESSIVE STRENGTH TEST DATA (ASTM C39, C1231, C780, C1019 SAMPLE No. LAB No. TEST AGE DATE OF TEST AVERAGE DIAMETER MAXIMUM LOAD (fbs}AREA AVERAGE CROSS SECTION (Inch=) COMPRESSIVE STRENGTH (psi) TYPE OF FRACTURE /bearer 7°°" r'°d , 'Strength , A 6181 7 3/2/07 6.00 139780 28.26 4950 2 B 6181 28 3/23/07 C 6181 28 3/23/07 D 6181 H Hold Average P l at 28 days Remarks: Date Received In Lab: 2/26/07 Compresshe Strength 04!01106 revised 10/01/06 Tested By: MHH Reviewed By: 2757 152nd Avenue NE Redmond, WA 98052 ph:425.869-6750 fx: 425.869-6761 COMPRESSIVE STRENGTH DATA REPORT hayaemcelroy PROJECT: Kohl's #11125 Tukwila HMA PROJECT No.: 07-056-1 DATE: February 21, 2007 BLDG PERMIT No.: DOG -388 CLIENT: Strata, Inc N07004A CONTRACTOR: Bayley SPECIFIED STRENGTH: 3000 psi at 28 days SUPPLIER: Stoneway Pour Location: Footings GRID/ELEV: A -J/1 & J/1-2 Cast By: S Flint Mix No: Sampled At. (yd3): 15.00 of 53 Load Size: Time Batched: Time Sampled 13:06 13:45 Samples. Cast 5000-a 9.00 4 6x12 cylinders yd3 Concrete: Grout: 0 Slump Concrete Temp Cement Content Max. Aggregate Air Content Unit Weight Ticket No. Truck No. Other 6 inches 62 deg. F 5 sacks 3/4 inch N/A % N/A Ibs/ft3 769218 410 Water Added On Site: OTHER: 0 g/y3 Masonry: ❑ Other: "G ;fie Cement Fine Aggregate Coarse Aggregate Flyash Water Admix 1 ADVA Admix 2 Admix 3 Other 471 1424 1965 Ibs. Ibs. Ibs. lbs. 229 Ibs. 9.33 oz./ oz./ oz./ Authorized By: COMPRESSIVE STRENGTH TEST DATA (ASTM C39, C1231, C780, C1019 SAMPLE No. LAB No. TEST AGE DATE OF TEST AVERAGE DIAMETER MAXIMUM LOAD (Ibs)AREA AVERAGE CROSS SECTION (Inch2) COMPRESSIVE STRENGTH (ps1} TYPE OF FRACTURE A 6161C 7 2/28/07 6.00 106350 28.26 3760 2 B 6161C 28 3/21107 C 6161C 28 3/21/07 D 6161C H Hold . 1 Average PSI at 28 days , Remarks: Date Received In Lab: 2/22107 Compressive Strength 04/01/06 revised t0/0t106 Tested By: MHH Reviewed By: 41,1 2757 152nd Avenue NE Redmond, WA 98052 ph:425.669-6750 ix 425.869-6761 COMPRESSIVE STRENGTH DATA REPORT PROJECT: Kohl's #11125 Tukwila DATE: February 21, 2007 CLIENT: Strata, Inc N07004A SPECIFIED STRENGTH: 3000 psi at 28 days Pour Location: Footings Cast By: S Flint Sampled At. (yd3): 33.00 of 53 14:03 14:45 Time Batched: Time Sampled hay6esm;ce11:oy HMA PROJECT No.: 07-056-1 BLDG PERMIT No.: DOG -388 CONTRACTOR: Bayley SUPPLIER: Stoneway GRIDIELEV: A -J11 & J11-2 Mix No: Load Size: Samples. Cast 5000 11.00 4 8x12 cylinders yd3 Concrete: 2 Grout: ,1oNcRETEiNFoRtviwori Slump 31/4 inches Concrete Temp 60 deg. F Cement Content Max. Aggregate Air Content Unit Weight Ticket No. Truck No. Other 5 sacks 3/4 Inch N/A % NIA Ibs/1t3 769296 448 Water Added On Site: OTHER 0 gh Masonry: ❑ Other Cement Fine Aggregate Coarse Aggregate Flyash Water Admix 1 Admix 2 Admix 3 Other 470 lbs. 1424 Ibs. 1968 lbs. Ibs. 225 lbs. oz./ oz./ oz./ Authorized By: COMPRESSIVE STRENGTH TEST DATA (ASTM C39, C1231, C780, C1019 SAMPLE No. LAB Na TEST AGE DATE OF TEST AVERAGE DIAMETER MPXJMUM LOAD (lbs) AVERAGE CROSS SECTIONs AREA (inch2) COMPRESSIVE STRENGTH (Psi) TYPE OF FRACTURE neem, specification) A 6162 7 2128/07 6.00 81450 28.26 2880 2 B 6162 28 3/21/07 C 6162 28 3/21/07 D 6162 H Hold _ , _ ,_ Average FSI at 28 days , Remarks: Date Received In Lab: 2/22/07 Goslipressive Strei&9th 04101108 revised 10/01108 Tested By: MHH Reviewed By: 2757 152nd Avenue NE Redmond, WA 98052 ph:425.869-6750 fx: 425.869-6761 PROJECT: DATE: CLIENT: COMPRESSIVE STRENGTH DATA REPORT Kohl's #11125 Tukwila February 20, 2007 Strata, Inc N07004A SPECIFIED STRENGTH: 3000 psi at 28 days Pour Location: perimeter footings Cast By: S Flint Sampled At. (yd3): 5.00 of Time Batched: Time Sampled 10:58 11:30 hayrem,celi-oy HMA PROJECT No.: 07-056-1 BLDG PERMIT No.: DOG -388 CONTRACTOR: Bayley SUPPLIER: Stoneway GRID/ELEV: A -B.3/1-10, A -G.5/10 Mix No: Load Size: Samples. Cast 5000 11.00 4 6x12 cylinders yd3 Concrete: [] Grout: CQ "C 0 Slump Concrete Temp Cement Content Max. Aggregate Air Content Unit Weight Ticket No. Truck No. Other 2 112 Inches 61 deg. F 5 sacks 3/4 inch 768448 430 Ibs/ft3 Water Added On Site: OTHER: 0 gh3 Masonry: 0 Other: 0 Cement Fine Aggregate Coarse Aggregate Flyash Water Admix 1 Admix 2 Admix 3 Other 468 Ibs. 1424 Ibs. 1966 Ibs. Ibs. 235 Ibs. oz./ oz./ oz./ Authorized By: COMPRESSIVE STRENGTH TEST DATA (ASTM C39, C1231, C780, C1019 SAMPLE No. LAB No. TEST AGE DATE OF TEST AVERAGE DIAMETER MAXIMUM LOAD Ibs (lin) AVERAGE CROSS SECTION AREA (inch) COMPRESSIVE STRENGTH (Psi) TYPE OF FRACTURE (wired ff strength eeawspearrcauom A 6167 7 2/27107 6.00 91510 28.26 3240 2 B 6167 28 3120/07 C 6167 28 3/20/07 D 6167 H Hold Average PSI at 28 days Remarks: Date Received In Lab: 2121/07 Compressive Strength 04/01106 revised 10/01/08 Tested By: MHH Reviewed By: m 2757 152nd Avenue NE Redmond, WA 98052 ph:425.869-6750 fx 425.869-6761 PROJECT: DATE: CLIENT: COMPRESSIVE STRENGTH DATA REPORT Kohl's #11125 Tukwila February 20, 2007 Strata, Inc N07004A SPECIFIED STRENGTH: 3000 psi at 28 days Pour Location: perimeter footings Cast By: S Flint Sampled At. (yd3): 35.00 of Time Batched: Time Sampled 11:47 12:30 hay6em+ce1i oy HMA PROJECT No.: 07-056-1 BLDG PERMIT No.: DOG -388 CONTRACTOR: Bayley SUPPLIER: Stoneway GRIDIELEV: A -B.311-10, A-6.5110 Mix No: Load Size: Samples. Cast 5500 11.00 4 6x12 cylinders yd3 Concrete: 0 Grout: 0 INMTEINFoRMA Slump Concrete Temp Cement Content Max. Aggregate Air Content Unit Weight Ticket No. Truck No. Other• a -p 3112 Inches 58 deg. F 5 sacks 3/4 inch Ibslft3 768496 445 Water Added On Site: OTHER: 0g1y3 Masonry: 0 Other. faFw.�w� 0 Cement Fine Aggregate Coarse Aggregate Flyash Water Admix 1 Admix 2 Admix 3 Other 474 1423 1970 lbs. lbs. lbs. lbs. 228 lbs. oz./ oz. ozJ Authorized By: COMPRESSIVE STRENGTH TEST DATA (ASTM C39, C1231, C780, C1019 SAMPLE No. LAB No. TEST AGE DATE OF TEST AVERAGE DIAMETER MAXIMUM LOAD (Ibs) AVERAGE SECTION AREA (inch2) COMPRESSIVE STRENGTH STRENGTH (Psi) TYPE OF FRACTURE rx,rm below speagicatorti A 6168 7 2/27/07 6.00 68880 28.26 2440 2 B 6168 28 3/20/07 C 6168 28 3120107 D 6168 H Hold Average PSI at 28 days Remarks: Date Received In Lab: 2/21/07 Tested By: MHH Reviewed By: 4 14 Compressive Strength 04!01106 revised 10/01!08 hayremcelroy & associates. tic SPECIAL INSPECTION DAILY REPORT Project Information Contract Information Date: 3-1-07 Permit No: D06-388 Project Name: Kohl's #11125 -Tukwila Contract Duration: -- Project No: 07-056-1 Reviewed by: ime: 07:30 DFR No: 014 Date Reviewed: Project Location: 17150 South Center Parkway Mileage: Client : Strata, N07004A Contract Calendar Days Used: -- Contractor: Bayley Calendar Days Remaining: -- Work Conditions Inspection Type (s) 1 Coverage Temperature 40 deg F Documents Referenced: Approved Plans and Specifications Weather Mostly Cloudy Site Condition Dry Site Equipment Cl Structural Masonry 0 Structural SteeIlWelding e Foundation/Soils 13 Light Gauge Framing ' D ' Lateral Wood Framing o Batch Plant ' _ w.; 1 Reinforced Concrete `` ❑ Shotcrete C - Post -Tensioned Concrete o . fire -Proofing :- Location and Description of Inspection Inspected installation of 12 #6 grade beam to column pad dowels via the epoxy method. All holes were drilled to 6" minimum depth and cleaned using compressed air and a nylon brush. Epoxy used was Simpson A T expiration date 10-2007. An adequate amount of epoxy was used to completely encapsulate the bar for its full embedded depth. Locations -- 4 dowels @ D/8 and 8 dowels @D/9 Performed T -probe inspection on column pad footings. Testing identified a firm and unyielding base with probe penetration of less than 1 '/": Locations — D to 1/3 to 5 Attended weekly progress meeting at Bayley job trailer. SOG that was scheduled to be placed on 3-2-07 has been postponed due to weather. Re -steel placement for SOG is nearly complete. Utility trench for site power is ready to be backfilled. Approximately 4" of sand was placed over top of power wires. Obtained sample for proctor determination of native material that will be used for trench backfill. Nuclear densometer gauge testing will be performed during backfilling tomorrow to verify compaction. To the best of my knowledge, work inspected was completed in general conformance with the project plans, specifications, and applicable building codes. .- items requiring correction . None HMA Inspector Print Name Sean lint HMA Representative Signature l .21 Project Hours S(a ime: 07:30 Finish Time: 14:30 Acknowledged By Signature Page 1 of 1 F DFR 04/01/06 revised 10/01/06 hayae$m;celroyaocates, Ito ECIALINSPECT1ON DAILY REPORT Project Information Contract Information Date: i- - ZS - ©-?- Permit No: DO <- - 35 Project Name:1� p ` �v 1�� 1 �� I Contract Duration: Acknowledged By Signature Project No: O 9. - O 5 6- j Reviewed by: DFR No: lel Date Reviewed: Project Location: I1r5p�5y14 rn-6, pkijit4 Revised Duration: Client : i'�a� (51-..t. Contract Calendar Days Used: Contractor: 1361, 10, Contract Calendar Days Remaining ,Work Condtttans ,, : ,: .:.' . ., :..,:: � , . , , .. _ inspection Type t);):.Co rage .. «>_�`"�,;� %ar,e ra Temperatureif ' Documents Referenced: Weather C,L:c9 v IBC Chapter 17: Site Condition s, Site Equipment: EsL �zay'..x.,, .,., ,.. ., .. -, ,,�'7,:a.' ry :..^ , :-. n structural Mason :.'-�'.:.:__ ".;: � .. ❑ - _ Struciura# SteeflWeld�ng '=:: `�' ifs {" ii ht aauge TaminS "..oLight. ❑ . Lateral Wood ',Raining Bat .-r =�S°::F - ,^ .N,uyv�a• "�„Si:t€;rr: "i^a: �. m:�r-. .Q ant^%^.'.,°, Reiriffltced Concrete:;';.. ©YShatcrele = Post-TensionedConcr ". Fire�roo�n9 % . Location and Description of Ins ectiori'^ete'se I .L(4.511e c eft ye,- 5 -keel 0,,,„4 .4.0,o1 eve e. -Jr -t t-et4 a en t AV 6eclft4 , 4/I {tee. -s -ted was it 0,ccovota�ce 0 f- vitt' t e ,'a. ec.( /o it 5, &I 4-e f"c. J d F f3 5- tyJC 3 ,f- p en ; SC0 t Z k/er5 eiot6Pel i> kA I (9t41 o JAj en 177.�cGavr,`e-a 11 5r9 1 idL-÷-e-cd . f c4e1/4 OP `7 C-kiZ 51-i/Zi.sni l ct,Gf a 05 • L oG e•M o tit 5 (!/ gem-, 0'15 j / �) / Al/ 0 � 6 er/' 5 /14 5r S 'n /0 e.k6P13 1 S e. 17io4,C..e 0 2,, 2 Z-3 -o-i ,44 is ! ii„„e„ wtj, `Tti�2. /0 ,vrz,*I [.b. e7.- 1,6a,vi P_v. l's l f v ar6 ow. J ve-s+- e1 I1714.s*JIA-f-fvM i s iow 4,frIatv U.A91.• .tems'requiring Correction ' ee -HMA Inspeiitor �r�� •t��m � ,ter, r HMA Representative Signature - ' ; observation Hours :.< ': -"; ime Arrived: 6. ; 3o ,¢m Time Departed: 3; 3/) Acknowledged By Signature Page 1 of h ayremcetroy & associates tic ••,• - ' :%•;r41-.7. $ Tio:N.-ztAw-rr Project Information Contract Information Date: Z._ - -2-1' - Permit No: oh. / (el 4 - , U a r - flaAAt) f) ea Project Name: ko1,1 ---ru kw, I cv Contract Duration: c...c.A.pc, (.; i7) 7 Project No: 07-05-6)1 Reviewed by: s • (..orovtAvtlec-044 E /5- 7 iti-j5- DFR No: Date Reviewed: Project Location: -I i 3/ 5-0 cic,,1(-446.6.,,z4-6,,-. pkw. Revised Duration: fve..--+-e-el -f (0 luv 3, ?).-7 -6%$\--tv , qe,-- ,e-e_i 34) ak j2'_cc.hpWoupd Client : A n ,IT 1'5 / _51- (ioeir, ± Contract Calendar Days Used: Contractor: Dot- 6,,!-. Contrad Calendar Days Rernaining: ,-5;,,F,.:- ' =6.--6, ;6,6 T . ., , 'i , -,:r. :-i:;ve'tve-:e47trawqfag;'ArrwivRr,,,tmi A' 17_ WOAVOn`ditiOioNagWtZia!,,444,414:1D Temperature 6 ' Documents Referenced: (%, fe-xli.c.'" IBC Chapter 17: Weather Site Condition 6'0 -Site Equipment: 0 Batch Plant 6i.4;6,.''.'45o'44.i6:s,i u Shotcrete g-044144#Concrete 14%4 tf9ACi; -,.V..-1-4;tk ',' .•,, tk Structural,1ZMasonry',..",,,,,,4,-7,,'..=''.'.,:,1v, rOptur41,5t001/We_din aVndab0rlq61$ L,ght‘U e,Frarnm 04 , OP- .Framing :, g ir,E* WiLiTSK 7Z,:;',6Ea ec 6.CtiO..611:-AltaVJUK,5V IF1,10t,;,Ti?,.p,m-;4.4g,A.Za; MA . eprntatve Obei-vtto Hours ime Arrived: /61)AtAi Time Departed: (9 r?0,4g..1 Page 1 of ay? te._-, +(2 if link ' 4o1I -Fe Si- I/1._, POI/ et -2 I u uvi 4-) oh. / (el 4 - , U a r - flaAAt) f) ea c-nviA, elcP tif”le)c,LIA • 5-e. 0( vk d c...c.A.pc, (.; i7) 7 s • (..orovtAvtlec-044 E /5- 7 iti-j5- 1.06r_e_c.;+--ed 0 ttApi 6.0-4,f Ef efe— fr ic,tceor7et - i--- fve..--+-e-el -f (0 luv 3, ?).-7 -6%$\--tv , qe,-- ,e-e_i 34) ak j2'_cc.hpWoupd ifeaA, Ic4fri /1 to4-c-,-1 I 9-r -7,--k - # 5 -ileo Ltiel 5.1 1 lo I4 i piac-tyl 0 ici (,1,01-8-c (5,/,,ii- frri -OciA ck.1.41 c,c4 r 114 e_4914 Sol i acCre_ci , A' 17_ 1,r9(.c4701 5 .; 15/51 7:,/( D76 ./5-, g/ 7 F IF1,10t,;,Ti?,.p,m-;4.4g,A.Za; MA . eprntatve Obei-vtto Hours ime Arrived: /61)AtAi Time Departed: (9 r?0,4g..1 Page 1 of hayrerncetroy & associats. tray :FEclIAL INSPECTION DAILY REPORT :-,,--; Project Information Contract Information Date: February 26, 2007 Permit No: DOG -388 Project Name: Kohl's #11125 -Tukwila Contract Duration: -- Project No: 07-056-1 09:00 Reviewed by: J. McElroy DFR No: 11 Date Reviewed: 2/27/07 Project Location: 17220 South Center Parkway Mileage: 34 Client : Strata, N07004A Contract Calendar Days Used: -- Contractor. Bailey Calendar Days Remaining: -- • Work Conditions- -r- 7 , - ',.-: - I: '.." —,' : ': ;: - -: : `, Inspection Type is) 1 Coverage Temperature 45 degrees F Documents Referenced: Approved Plans and Specifications Weather Clear Site Condition Dry Site Equipment CI '-Structural Masonry .- ' '"- ,:: , '' : '"- : o Structural Steel/Welding - - .. :' . ' ' ' ' :,. :e: . :Foundation/Solis 1 - : - .....,. „ _:.. , ,o Light Gauge Framing .,. , - . ,. .- ..., E1 , , a Lateral Wood Framing - ' -, ' 7 , .•ii - Batch Plant '6 Reinforced Concrete a Shotcrete.:',,.„:,. , -a Post -Tensioned Cencre © : Fire -Proofing Locatiori and Description of Inspection On site to perform soil testing for column pad footings. T -probe testing identified a firm and unyielding base for bearing in accordance with project requirements. Location: 13/5.5 & C,D,E,F & G16 To the best of my knowledge, work inspected was competed in general conformance with the project plans, specifications, and applicable building codes. Items requiring correction'. None i, HMA Inspector Print Name - - : Sean Flint HMA Representative.signature ....,-,.. .. , ,' , ,;.Project Houre -,,', ".--,---. ;.,..- -..1,i-:', , ',_:-"T Start Time: 09:00 Finish Time: 13:00 Acknowledged By .Signature'. -J Page 1 of 1 F DER 04/01/06 revised 10/01/06 hayre�m,cel.royatts. tic f ... .... - :` SPECIALINSPECTION DAILY REPORT-. Project Information Contract Information Date: February 26, 2007 Permit No: DOG -388 Project Name: Kohl's #11125 -Tukwila Contract Duration: -- Project No: 07-056-1 Reviewed by: J. McElroy DFR No: 11 Date Reviewed: 2/27/07 Project Location: 17220 South Center Parkway Mileage: 34 Client : Strata, N07004A Contract Calendar Days Used: -- Contractor. Bailey Calendar Days Remaining: -- Work Conditloins`...... . Inspection -Type (s)1 Coverage . n°,' ' .):. . Temperature 45 degrees F Documents Referenced: Approved Plans and Specifications Weather Clear Site Condition Dry Site Equipment: r.[.'-'6 Structural Masan Structural 5teellWe ding1 ;�:F undatloSoiis O Light Gau/eFramln E17, D Lateral Wood Framing a`PnBatch -= :Re•inforced Con= cre >;-"'__' �✓�w��'�"i:.�., ;,�?;=.:P: .;:,>';,a�y:':e�a,:%:tE.§°.'°�j:..:,`, Shotcrete "- ra PostTens oned Cetec ;stiger" Prong' nInspection' .,. ;� � � Loca#lon and Description of Inspect ori .::�.,E�„ F � . , ,�� e , ........_ On site to perform soil testing for column pad footings. T -probe testing identified a firm and unyielding base for bearing in accordance with project requirements. Location: B15.5 & C,D,E,F & G/6 To the best of my knowledge, work inspected was competed in general conformance with the project plans, specifications, and applicable building codes. ......,,.... ... .... �elrs g orrectlon None HMAInspector Print Name Sean Flint HMA Representative Signature Project, Hours = '.:: " ;". Start Time: 09:00 Finish Time: 13:00 'Acknowledged By, Signature. Page 1 of 1 F DFR 04/01/06 revised 10/01106 hayresmclelrey :SPECIAL&as INSPECTION QAfLY-REPQRT:`:,'�`;':-`���.;,.q. Project Information Contract information Date: February 23, 2007 Permit No: DOG -388 Project Name: Kohl's #11125 -Tukwila Contract Duration: — Start Time: Project No: 07-056-1 Reviewed by: J. McElroy DFR No: 10 Date Reviewed: 2/26/07 Project Location: 17220 South Center Parkway Mileage: 34 Client : Strata, N07004A Contract Calendar Days Used: .._ Contractor: Bailey Calendar Days Remaining: -- Work Cond ons inspection T e s /Coverage Temperature 40 degrees F Documents Referenced: Approved Plans and Specifications Weather Clear Site Condition DrySite Equipment: on g., ::C! . 5tructurat Mas ry 0 Structural SieellWe din ,f7... FoundatloNSaits : `. - _.. _ . '..., ' - :....'. 0 Light Gauge framing :o Lateral Wood Framing .. � ".i.fr'•.,..::.: >a'.<(;.frV::av�f "4 ;et `E'-.b'r.'° Batch Plant n 1 ,f Re nfalcad CooncP's, Shafcrete- v " Post -Tensioned Concrete' °;r,=. .-.: , M' E==_� ;• -�. � ;.' ,rj ;Etre=Proofing ;, �;; "' 'fru zv.:,..::i. '.Sm:': r. FFF -Location and Description of Incron FT . L rl its a �.,-:��,,,4:" �_"�..;�`° =ar�;� . ,�3w On site to perform soil testing on column pad footings and grade beams. T -probe testing identified firm and unyielding bearing subgrade with probe penetration Tess than 1 -inch. Location: Pad footings and grade beams. Inspected re -steel and concrete placement for footings and grade beams. Re -steel was per approved plans. A total of 52 yds3 of mix #5000 was placed in perimeter footings. A total of 40 yds3 of mix #448172 was placed in column pad footings and grade beams. Concrete was mechanically consolidated. See Daily Concrete Compression Form for slump, temperature, and other related information. Locations: Mix #5000 — J/2-6, J-HI6 & H/6-7.5. Mix #448172 column pads A/7.3, B/6.7, 7.7 & 9, C/7,8, & 9 Grade beams A -C/6-7-9 To the best of my knowledge, work inspected was competed in general conformance with the project plans, specifications, and applicable building codes. r.'._. ✓ .. . , items r`equiring correction None NNIA inspector ant Naive ' Sean Flint Y HMA Representative Signattire ;:, .., 9 "Project Hours '_.;" ' „:: .a -° Start Time: 07:00 Finish Time: 18:30 ;. Acknowledged By ; Signature ,. Page 1 of 1 F DFR 04/01/06 revised 10/01/06 hayremcetroy i,c . . SPEC1AL INSPECTION DAILY REPORT :'::',P _. ' • '',"-zz:::;'7,-f,•75i-,' ,,,,, Project Information Contract Information Date: February 22, 2007 Permit No: DOG -388 Project Name: Kohl's #11125 -Tukwila Contract Duration: — Project No: 07-056-1 Reviewed by: J. McElroy DFR No: 09 Date Reviewed: 2/26/07 Project Location: 17220 South Center Parkway Mileage: 34 Client: Strata, N07004A Contract Calendar Days Used: -- Contractor: Bailey Calendar Days Remaining: — LWork Conditions . ', , ''','-'-,1, ' ,,, ' -- inspection Type (s) / Coverage:"'! -442-::-',_",;_;' Temperature 50 degrees F Documents Referenced: Approved Plans and Specifications Weather Clear Site Condition Dry Site Equipment: d; Structural Masonry .'. ,''' ';',.:• - ,. : ID Structural SteelNyelding t • Foundation/Solis ] , • '''' 4- — °- - - -t-ci Light Gauge Framing - '-`,, , in Lateral Weed Framing "- , ;',. ' LI Batch. Mark - 0 Reinforced Concrete • _ 0, ' Shotcrete, . 0 Post -Tensioned Concrete ' 0 Fire -Proofing Location and Description of Inspection On site to perform soil testing. T -probe testing identified a firm and unyielding subgrade with firm and non - yielding bearing. Area on G-Iine from H to J and J line from 5.9 to 7 had soft, saturated soil over firm bearing soil. Scraped away to firm bearing soil. Crushed rock will also be used to finalize grade in these areas. Location: J/5-8, footings E of J/5-8, H -J16 and H/6-10, E & F/7.8 & 9. To the best of my knowledge, work inspected was competed in general conformance with the project plans, specifications, and applicable building codes. Items requiring correction • ' --, "::,:'".•-''' '':". -:,.....-', SS ; None ',MA Inspector :Print Name Sean Flint '.- HMA Representative Signature - Project Hours . ' '—•. ' Start Time: 08:00 Finish Time: 16:00 Acknowledged By Signature age 1 0 F DFR 04/01/06 revised 10/01/06 hayremcelloy & associaes. tic RECEIVED 'MAR 0 1 20071 PECIALiNSPECTION DAILY REPORT Pro ect Information N Contract Information Date: February 20, 2007 Solicitation No: Project Name: Kohl's #11125 -Tukwila Contract Duration: Project No: 07-056-1 Reviewed by: : : DFR No: 8 Date Reviewed: 15:00 Project Location: 17220 South Center Parkway Revised Duration: Client : Strata, N07004A Contract Calendar Days Used: Contractor: Ba 1 Calendar Days Remaining: Work Conditions — - -, ,tc.;, - .: lns .ectIon T . e s / Covera' e Tem • erature 45 d - Drees F Documents Referenced: A. • roved Plans: Weather Li • ht rain Site Condition Good Site El ui•ment: a ' Structural Masonry o Structural Steel/Welding :: : 1 Foundation/Soils , :, . -'.'''-; ! 6 z Light Gauge framing , . : --'. -, o. Lateral Wood Frarnin'o u: Batch Plant '..e Reinforced Concrete o Shotcrete o ' Post -Tensioned Concrete :, Fire -Proofing Location and Description of Inspection Performed T -probe testing for perimeter footings. Testing identified a firm and unyielding sub grade and having a bearing capacity of greater than 3000psf. Locations: G.5 — J / 1 & J / 1 -5 Inspected reinforcing steel and concrete placement. All reinforcing steel was in accordance with approved plans including correcting all deficiencies noted on 02-19-07. Placed a total of 75 sq yds of Stoneway mix #5000. Cast 2 sets of 4 6"x1 2° strength specimens. Locations: Perimeter footings A —G.5 / 10, A — AA.5 / 1-10 Planters —3 planters AA — BB / 1 -9 ftems requiring correction .,.'1,1MA inspector- Pririt Name Sean Flint r HMA Representative, Signature . Observation Hours ' ' : : Time Arrived: 07:00 Time Departed: 15:00 '. Acknowledged By signature , , !::: Page 1 of 1 F DFR 04/01/06 revised 10/01/06 hayremcelsoy & associates. tic SPECIAL INSPEC11QN DAILY. REPO Project information Sean Flint Contract InformatioNAR Date: February 16, 2007 HMA Representative Signature Solicitation No: 0 1 1007 Project Name: Kohl's #11125 -Tukwila Observation Hours - ' -„ . , Contract Duration: r.‘..... COMMUNiTY .‘vci_urigmENT Project No: 07-056-1 Acknowledged By Signature Reviewed by: DFR No: 7 Date Reviewed: Project Location: 17220 South Center Parkway Revised Duration: Client : Strata, N07004A Contract Calendar Days Used: Contractor: Bayley Calendar Days Remaining: Work Conditions -. ' --'''' `, ' Inspection Type (S)1 Coverage Temperature 46 degrees F Documents Referenced: Approved Plans: Weather Light rain Site Condition Good Site Equipment 13 Structural Masonry . : :; 2 = . .: : D Structural Steel/We dlng1- ,; :- -, - v : Foundation/Soils !':- :, :' ,'.= ti ; Light Gauge Framing .;' . , ,:, s, .. CI Lateral Wood Framing ' - ,' ,,,; :::,. , ' r/ Batch Plant i Reinforced Concrete , El Shotcrete 'Ei Pott-Tenilaned Concrete a ., .Fire -Proofing • 1ocation:and.Detcription of Inspection!Ti'=",;:°;:k4A,Ik,',;,;.*-4:1,-,=,'.'.!4:ill.Z.M&Sir4=4;n:R1 On site to perform soil testing for footings. T -probe testing revealed a firm and unyielding sub grade with bearing capacity greater than 3000psf. Location: F — G.5 /1 Inspected resteel for wall footings. Will re -inspect prior to concrete placement. Location: A — G / 10 L !terns ri3quiring correction Maintain 3" clearance to all reinforcing cast against earth, slab dowel bars need to be raised so they will be centered in SOG and missing a-11 2 dowels for footing to grade beam connections. HMAinspicttir Print Name - Sean Flint HMA Representative Signature Observation Hours - ' -„ . , Time Arrived: 09:15 Time Departed: 10:00 Acknowledged By Signature Page 1 of 1 F DFR 04/01/06 revised /0/01/05 hayresm�clelroy RE SPECIAL INSPECTION DAILY REPORT'; . . Project Information Contract Information I� L) 1 1001, Date: February 16, 2007 Permit No: Project Name: Kohl's #11125 -Tukwila Contract Duration: DEVE OJPrel yr Project No: 07-056-1 Reviewed by: Jim McElroy DFR No: 6 Date Reviewed: 2/20/07 Project Location: 17220 South Center Parkway Revised Duration: .` Client : Strata, N07004A Contract Calendar Days Used: Contractor: Bailey Calendar Days Remaining: Work Conditions . inspection Type (s)1 Coverage <,,. � a :n Temperature 54 degrees F Documents Referenced: Approved Plans Weather Overcast Site Condition Good Site Equipment: rat Masonry © St ructu Maso © ;'Structural Steel/Welding, i Foundation/Soils O Light Gauge Framing LateralWood Framing'.Fire-Proofing Batch Plant Slab-On-Gt�delConcrete� Stiertgtih�`n"°q�,�.:,,,:�:a.r.;.F:... Shotcrete o .Post -Tensioned Concrete Location and Description of inspection' 08:30 Onsite to perform soils inspection. Area noted under items requiring correction on 02/15/07 was over - excavated. A Targe piece (approximately 12° diameter) of decomposed wood was discovered just below soil surface. Wood and soft soil were removed down to firm bearing soil, approximately 2 feet down. Excavation was backfilled with crushed rock in 2 -foot lifts and compacted with excavator bucket. Bearing inspected by T probing and found to be firm and unyielding. Also T -probed footings excavated since last visit and found the areas listed below to be firm and unyielding. Location: B/1 (retest) & D -F/1 Also inspected reinforcing steel for CMU planter wall footings and found them to be per approved plans. Location: AA-BB/8-9 items requiring correction None HMA inspector "Print -Name Sean Flint ; HMA Representative Signature Observation Hours . ; "_." =':: ' �' °� `'; Time Arrived: 08:30 Time Departed: 12:30 ` Acknowledged By. Signature : ". .` Page 1 of 1 F DFR 04/01/06 revised 10/01/06 hayremcelroy & associaten., [lc RECEIVED 1MAR 01 2007 1:,.15PECIAL INSPECTION DAILY R Project Information Contract Information—vao man - Date: February 15, 2007 Permit No: Project Hours . , ,.-,., Project Name: Kohl's #11125 -Tukwila Contract Duration: Project No: 07-056-1 Reviewed by: Jim McElroy DFR No: 05 Date Reviewed: 2/20/07 Project Location: 17220 South Center Parkway Revised Duration: Client : Strata, N07004A Contract Calendar Days Used: Contractor Bailey Calendar Days Remaining: Work Conditions lneriectIon Type (s)1 Coverage Temperature 56 degrees F Documents Referenced: Approved Plans Weather Overcast Site Condition Dry Site Equipment: o '; Structural Masonry .,, z : ..-' ' o _."- Structural SteeiNifeldini ' I Foundation/Soils .. -. , .., .. 4.,, a - -, Light Gauge Framing ,- , 6 Lateral Wood Framing ..-''..-, n ' 0 Batch Plant ' i!e . Slab-On-Grade/Concrete Strength , °. ShotCrete 0 ' a : Post -Tensioned Concrete 0 - , Fire -Proofing ';-Locatlon and Description of Inspection Onsite to perform soils testing for bearing for footings. T -probe testing of footings excavated today revealed firm and unyielding sub grade with one exception, see below. Area tested on 02-14-07 found to be deficient was excavated and backfilled with crushed rock. Testing of this area revealed a firm and unyielding sub grade condition. Locations: A/1-3.3, A -D/1 retest at G/10 Forming of footings has begun and installation of re -steel is now underway. Contractor has notified me of plans for a concrete pre -construction meeting for Monday February 19, 2007. Excavation for footing at Bit revealed a decomposed tree root system. Root system and adjacent soil are very soft and will need to be over -excavated and backfilled with suitable materiaL HMA Inspector Riot Nime - , - Sean Flint ..:,,HMA Representative Signature Project Hours . , ,.-,., Start: 12:30 Finish: 16:30 Acknowledged By .igrrature: Page 1 of 1 F DFR 04/01/06 revised 10/01/06 hayremcelroy & associaoss, ilt RECEIVED ECIAL. NSPECTION DAILY REPORT Project Information Contract Information commu —4 , Onsite to perform soil inspection. T -probe testing of bearing for footings and plumbing trenches identified firm and unyielding subgrade with one exception, see below. At this time placement and compaction of crushed surface top course material is nearly complete. Locations: footings tested - A -H/10 & N3.7-10. Plumbing trenches approximately G/3-5 & g-8 and 31J -G. In some areas water is collecting in excavations. The water appears to be draining from the aggregate rock base and granular sub -base into the footing excavations. Discussed situation with Bailey Construction, and they responded that they will pump the excavations dry prior to final inspection and concrete placement Will monitor these areas closely for deterioration of bearing capacity. Date: February 14, 2007 Permit No: -- ilEvriogilgr Project Name: Kohl's #11125 -Tukwila Contract Duration: — Time Departed: Project No: 07-056-1 Reviewed by: J. McElroy DFR No: 04 Date Reviewed: 2115/07 Project Location: 17220 South Center Parkway Revised Duration: -- Client : Strata, Inc., Project N07004A Contract Calendar Days Used: -- Contractor Bailey Construction Calendar Days Remaining: - Work Conditions ' ' . ° ", '-''...°.` ''' ,-, .: - ' ° -- :". : Inspection Type (sj 1 Coverage Temperature 48 degrees F Documents Referenced: Approved Plans and specs Weather Overcast Site Condition Dry Site Equipment: „ o ° Structural Masonry -,.;--;,.f .:, , u Structural Steel/WeldIng7, ° . ' .!, .. Foundation/Soils- ;,.. '; --.-- •-,- ,- io - Light Gauge Framing ,` --; _ cf. : Lateral Wood Framing ':- , ' - o Batch Plant',';',','-`' -,,,,,',";,i":,-,'.-';:q•'-°=';- - ' - . n G Co Slab-On-rade/nctee Strength t , ' . _, n Shotcrete • ..- ',- •• ,,-,' •-••-.'''-• =: - ',- -,'".-- — a -Post.Tensoned Concrete . , . a Fire -Proofing ' , y, DescriptionLocation and of lnspection items requiring correction 12' section of footing excavation was found to not meet specified firm and unyielding bearing. Contractor will over excavate and backfill with crushed rock. Will retest area once completed. .HMA IniPector 'Print Name Sean Flint Onsite to perform soil inspection. T -probe testing of bearing for footings and plumbing trenches identified firm and unyielding subgrade with one exception, see below. At this time placement and compaction of crushed surface top course material is nearly complete. Locations: footings tested - A -H/10 & N3.7-10. Plumbing trenches approximately G/3-5 & g-8 and 31J -G. In some areas water is collecting in excavations. The water appears to be draining from the aggregate rock base and granular sub -base into the footing excavations. Discussed situation with Bailey Construction, and they responded that they will pump the excavations dry prior to final inspection and concrete placement Will monitor these areas closely for deterioration of bearing capacity. HMA Representative Signature Observation Hours. Time Arrived: items requiring correction 12' section of footing excavation was found to not meet specified firm and unyielding bearing. Contractor will over excavate and backfill with crushed rock. Will retest area once completed. .HMA IniPector 'Print Name Sean Flint HMA Representative Signature Observation Hours. Time Arrived: 09:00 Time Departed: 11:45 Acknowledged By Signature Page 1 of 1 F DFR 04101106 revised 10/01/06 h a y r e sm,cie l roy Receven ;:SPECIAL IN4PECTION DAILY REPORT %, ;'- ;, .' , : _ :WU( Project Information Contract Information Date: February 13, 2007 Permit No: ire -- pCoUNr Project Name: Kohl's #11152 -Tukwila Contract Duration: — Project No: 07-056-1 Reviewed by: J. McElroy DFR No: 03 Date Reviewed: 2/14/07 Project Location: 17220 South Center Parkway Revised Duration: -- Client : Strata, Project NO7004A Contract Calendar Days Used: -- Contractor Bailey Construction Calendar Days Remaining: 3 Work Condttlons `_ - - nspect n Tyne O1 Coverage`','I'''-',':,:, ' . Temperature 52 degrees F Documents Referenced: Approved Plans and Specs Weather Sunny Site Condition Dry Site Equipment: ,. MasonryBatchPlant Q ' Structural�.:-.:.,'..-:.�,�: ` ;; ;,;, ❑ Structural SteeUWeldin i=oundatioitlSoils n Light Gauge Framin _ <3 y to in �:.:•..:. '.:..: ..:.. .... ei ; Lateral Wood Framing ` o o Slab-On-Grade/Concrete :Strep `fl Shotcr'ete" 6 Post-Tensiane3d :Conerete:�;;. o , re ng`� - Fi-Praoff -. . Location and Description of Inspectlon '=x Onsite to inspect placement and compaction of crushed surfacing top course (CSTC) material for building pad. Top 4' layer has been placed and compacted with roller. 3' penetration with T probe achieved throughout due to granular nature of CSTC; however, very firm bearing immediately beneath crushed surfacing top course. Excavation for footings is to begin February 14, 2007. Work completed on site was observed to be in general conformance with the project plans and specifications. Items requiring correction ::HMA inspector `Print Name : Gilliam Gilvary 3 HMA Representative Signature .... ,.' ;' Observation Hours ' ... . ' Time Arrived: 14:00 Time Departed: 16:30 s Acknowledged By Signature Page 1 of 1 F DFR 04/01/06 revised 10/01!06 hayremcelroy a si,,c;stes. [lc RECEIV ' ' ,1, ,.SPECIAL INSPECTION DAILY REPORT -T, -""'1.,''i'T:',,',-,•1:-.:,i-'-,,,,-,,,,L.i, Project Information Contract informa I 20n1'.. t 44AR 0 1 Date: February 12, 2007 Permit No: -- coMMUNITY Project Name: Kohl's #11152 -Tukwila Contract Duration: -- DEVELOPMENT Project No: 07-056-1 Reviewed by: J. McElroy DFR No: 02 Date Reviewed: 2-13-07 Project Location: 17220 South Center Parkway Revised Duration: -- Client : Strata, Project N07004A Contract Calendar Days Used: -- Contractor Bailey Construction Calendar Days Remaining: -- Work Conditions : - , ° - -, ',, '.-°:,.' :, ,'- inspection Type {01 Coverage Temperature 52 52 degrees F Documents Referenced: Approved Plans: Weather Sunny Site Condition Good Site Equipment: O.: Structural Masonry ' : : :::. , ' -. "; i '' 1:, : , '', riStructural SteellWelding'° : : : °: l'-' ,',,....,'-,"': .-, 1 ' :Foundation/Soils '-, : ; °]: ' ; '::: - ° : ::!-'- °,:-:,, u,: - Light Gauge Framing ,,-, ,. ,' ': ° , -. . ;:2- ':, , .,° , a Lateral wand Framing ' ; ..:. -. , ,.. - ..: -1.: . : °- , n . ; 'u Bitch Plant .o SlabbrirGrade/Cenareto Strength- - , ..... ' p , Shotaretii : n post -Tensioned Concrete :, - o Fire -Proofing Location and Description Of Inspection?,',', Onsite to inspect installation and compaction of CSTC material and to obtain sample of same. At this time, material is being placed but has yet to be compacted. No activity occurring while present at site. HMA will return to the site on 2-13-07 to observe compaction of CSTS and coordinate with earthworks subcontractor. Jim McElroy of HMA received Bailey Construction's submittal for ICON 5/8 -inch minus CSTC. The submittal was reviewed for conformance with project specifications and accepted without corrections. A bulk sample of the CSTC was sampled on site and retumed to our laboratory for grain size conformance testing. . .. Items requiring correction None HMA inspector Print Name Sean Flint :HMA Representative Signature .=,. Observation tIonrs .- •'•, ' ,,i.-."= , Time Arrived: 13:30 Time Departed: 14:00 --, Acknowledged By 'Signature Page 1 of 1 F DFR 04101/06 revised 10/01/06 hayre5mcel.roy RECEIVED ►� 0,1 2001 ..; SPECIAL INSPECTION DAILY REPO RT:":=`= " $` rr;; Project Information Contract Information LOPMENT Date: February 06, 2007 Solicitation No: Project Name: Kohl's #11125 -Tukwila Contract Duration: Project No: 07-056-1 Reviewed by: a 4 DFR No: 1 Date Reviewed: 0 Z , i Or 07" Project Location: 17220 South Center Parkway Revised Duration: Client : Kohl's Contract Calendar Days Used: Contractor: Calendar Days Remaining: Work Conditions inspection .Type (s)1".Coverage :': ; :< ,,:, E ,.••,._ s,,;,•. € _3a,"; Temperature 50 degrees F Documents Referenced: Approved Plans: Weather Partly cloudy Site Condition Good Site Equipment: ..,,v.Struct M „".. �yyu� 'c a Q 4 Structural SteelUWeldin n " y ... " . Found StiQti�$Otl3 .:.. :."" . p:': > :• �. " -t'. ; : "..;:,"' Light GaugeFraming., ... .. . ©: ; ,.. ' .... ..Post-TensionedCoincrete rr � Lateral - Wood Framing , � . _ o 'Batch Plant' e $3%5= 1.3f• D Slab-On-GradefCOriCCete Stf ..g�.s"" Rl�v``s•°rz' ` ` a`if" , S 5 `.f 0 I[! otcrete, Fire -Proofs ;�:.." ;:x•-.. 3< o�., .;:� a g . ' Location and Description of Inspection ,... '��� ��� -,,:`�-=�r-���":-,a'�, >,."�,....,..� Visited site to inspect building pad. One foot of washed rock was placed over 3112' of structural fill. T probe testing of pad indicated a firm and unyielding sub grade. Jim McElroy was also on site for inspection. .: items requiring correction_ ..,HMA Inspector Print Name Sean Flint HMA Representative -Signature Observation Hours Time Arrived: 10:00 Time Departed: 11:00 Acknowledged By .Signature Page 1 of 1 F DFR 04101/06 revised 10/01106 PERCENT FINER 100 90 80 70 60 50 40 30 20 10 0 m es Particle Size Distribution Report n.- J 0 g 17, I I I I I I 100 10 1 GRAIN SIZE - mm. 01 0.01 0.001 % +3 % Gravel % Sand % Fines Coarse Fine Coarse Medium Fine Silt Clay 0.0 0.0 47.6 25.4 12.9 8.7 5.4 ' SIEVE SIZE PERCENT FINER SPEC.' PERCENT PASS? (X=NO) 3/4" 100.0 112" 98.5 #4 52.4 #20 19.4 #40 14.1 #100 8.4 #200 5.4 (no specification provided) Sample Number: 6332 Material Description Crushed surface top course 5/8" Atterberg Limits P L= NP LL= NV PI= Coefficients D 85= 8.7278 D60= 5.5143 D30= 2.3798 D15= 0.4792 Cu= 26.20 Cc= 4.88 Classification USCS= GP -GM AASHTO= A -1-a Remarks D50= 4.5158 D10= 0.2104 RECEIVED Date: 02/13/07 Hayre McElroy & Associates, LLC Redmond, WA Client: Strata, Inc. Project: Kohl's Tukwila Project No: 07-056-1 MAR 0 1 2007 CONITY DEVELOPMENT T Figure Tested By: MH R44-- GRAIN SIZE DISTRIBUTION TEST DATA Client: Strata, Inc. Project: Kohl's Tukwila Project Number: 07-056-1 Sample Number: 6332 Material Description: Crushed surface top course 5/8" Date: 02/13/07 PL: NP USCS Classification: GP -GM Tested by: MH LL• NV AASHTO Classification: A -1-a RECEIVED 2/14/2007 MAR 0 1 2001i COMMUNITY DEVELOPMENT Post #200 Wash Test Weights (grams): Dry Sample and Tare = 3079.30 Tare Wt 617.70 Minus #200 from wash = 4.0% Dry Sample Sieve and Tare Tare Opening (grams) (grams) Sim 3181.70 617.70 3/4" 1/2" #4 #20 #40 #100 #200 Weight Retained (grams) 1506.20 1459.50 2542.40 1913.30 1074.80 986.20 888.80 Sieve Weight Percent (grams) Finer 1506.20 1420.50 1359.80 1069.30 938.10 840.90 811.40 100.0 98.5 52.4 19.4 14.1 8.4 5.4 Cobbles Gravel Sand Fines Coarse Fine Total Coarse Medium Fine Total Silt Clay Total 0.0 0.0 47.6 47.6 25.4 12.9 8.7 47.0 5.4 D10 0f5 D20 D30 D50 D60 DtiO 085 D90 095 0.2104 0.4792 0.9227 2.3798 4.5158 5.5143 7.9157 8.7278 9.7282 11.1032 Fineness Modulus Cu Cc 4.70 26.20 4.88 Hayre McElroy & Associates, LLC 2004 Washington State Nonresidential Energy Code Compliance Form Project Summary PRJ-SUN! 2004 Washington stale Nonresidential Energy Code Compliance Forms Revised May 2005 Project Info Project Address Tukwila, NA Date 10/11/2006 For Building Department Use FILE COP e tin Applicant Name: Kohl ' s Department ',tore Applicant Address: NS6 W 17000 Ridgewood Drive, Menomonee Falls, WI 530 Applicant Phone: (262) 703-7000 PPrr-of REVIEWED FOR CODE COMPLIANCE "k— AINFinewco ft -2 roar K1/.—..P..— City Of Tukwila BUILDING DIVISION CIVED YOFTt 1LP OCT 16 2006 PERMIT CENTER 413GIo-SSS 7::ZE 2004 Washington State Nonresidential Energy Code Compliance Form Lighting Summary LTG -SUM 2004 Washington State Nonresidential Energy Code Compliance Forms Revised May 2005 Project InfoTukwila, Project Address �, Date ' 10/11/2006 Area in ftAllowed For Building Department Use Sheat el -whole store Applicant Name: Kohl's Department store Applicant Address: N56 w 17000 Ridgewood Drive, Menomonee Falls, WI 5305 Applicant Phone: (262) 703-7000 Project Description 76.0 ❑ Plans Included requirements. 113 New Building ❑ Addition ❑ Alteration Refer to WSEC Section 1513 for controls and commissioning Compliance Option 0 Prescriptive 0 Lighting Power Allowance 0 Systems Analysis (See Qualification Checklist (over). Indicate Prescriptive & LPA spaces clearly on plans.) Alteration Exceptions (check appropriate box - sec. 1132.3) ❑ No changes are being made to the lighting ❑ Less than 60% of the fixtures new, installed wattage not increased, & space use not changed. Maximum Allowed Lighting Wattage (Interior Location (floor/room no.) Occupancy Description Allowed Watts per ft2 " Area in ftAllowed x Area Sheat el -whole store Retail 1.50 90000.0 135000.0 76.0 988.0 Sales Floor Type C- 2x2 2 lamp u -tube troffer 53 51.0 2703.0 Stock Rooms Type F -2x2 2 lamp U-tube troffer 3 51.0 153.0 " From Table 15-1 (over) - document all exceptions on form LTG -LPA Total Allowed Watts 135000.0 Proposed Lighting Wattage (Interior) Notes: 1. Use manufacturers listed maximum input wattage. For hard -wired ballasts only, the default table in the NREC Technical Reference Manual may also be used 2. Include exit lights unless less than 5 watts per fixture. 3. List all fixtures. For exempt lighting, not exception and leave Watts/Fixture blank. Location (floor/room no.) Fixture Description Number of Fixtures Watts/ Fixture Watts Proposed Sales Floor Type A -2x4 3 lamp troffer 638 76.0 48488.0 Sales Floor Type 13-2x4 3 lamp troffer night light 13 76.0 988.0 Sales Floor Type C- 2x2 2 lamp u -tube troffer 53 51.0 2703.0 Stock Rooms Type F -2x2 2 lamp U-tube troffer 3 51.0 153.0 Stock/office Type G- 2:4 3 lamp U-tube troffer 53 76.0 4028.0 Offices Type a- 2x4 3 lamp troffer night light 1 76.0 76.0 Restrooms/fittinType W Floureacent Down light 7 46 13.0 598.0 Storage/Maze./ Type Le - B' four lamp industrial fluorescent Sales 148 101.0 14948.0 Storage/Mez1. Type LBS - 6' foUr lamp industrial fluorescent, side me 8 101.0 808.0 Sales Floor Type L6 - 6' four lamp strip 75 78.0 5850.0 Sales/Storage Type L4- 4' two lamp strip 46 51.0 2346.0 Mezzanine Type L45- 4' two lamp strip -side mounted 12 r 51.0 612.0 Sales floor Type L3- 3' two lamp strip 73 39.0 2847.0 Sales floor Type M -adjustable downlight, Incandescent 32 75.0 2400.0 Stairs Type P-4' wall Breoket, 2 lamp 3 51.0 153.0 Offices Type R-4' Wraparound, 3 lamp 2 76.0 152.0 Sales Floor Track Fixture (Exempt, Table 15-1 Note 010 206 Sales Floor Type TB -Track fixture (Exempt, Table 15-1 Note #10) 40 Sales Floor Type 02 -Wall wash (2) 14W T5 5 34.0 170.0 Sales Floor Type Q4 -Wall Wash (2) 26W T5 33 64.0 2112.0 Sales Floor Type T -Down Light (1) 100W M6 30 142.0 4260.0 Throughout (Exit sign (Exempt: Below 5 Watts per fixture) 1 51..0 51.0 2004 Washington State Nonresidential Energy Code Compliance Form Total Proposed Watts may not exceed Total Allowed Watts for Interior Total Proposed Watts Maximum Allowed Lighting Wattage (Exterior 93743.0 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) Type V -175W Metal Halide Wall Mount 0.2 W1ft2 210.0 1680.0 Covered Parking (reflective paint) Type U -70W Metal Halide Downlight 2 0.3 Wlft 95.0 1900.0 Open Parking Type 6- 70W Metal Halide Wall Mount 0.2 W/ft2 95.0 y Outdoor Areas Type ar- 400W Metal Halide Ground 'mounted flood 0.2 W/ft2 461.0 1844.0 Bldg. (by facade)' 6564.0 0.25 W/ft2 Bldg. (by perim)' 7.5 W/ff 1291.0 9682.5 1. Choose either the facade area or the perimeter method, but not both) Total Allowed Watts 9682 .5 . r�� unw�co VVILl4 imw-■unto uaua�w �n�y, Proposed Lighting Wattage (Exterior) the default table in the NREC Technical Reference Manual may also be used. Location Fixture Description Number of Fixtures Watts/ Fixture Watts Proposed Exterior Type V -175W Metal Halide Wall Mount 8 210.0 1680.0 Exterior Type U -70W Metal Halide Downlight 20 95.0 1900.0 Exterior Type 6- 70W Metal Halide Wall Mount 12 95.0 1140.0 Exterior Type ar- 400W Metal Halide Ground 'mounted flood 4 461.0 1844.0 Total Proposed Watts may not exceed Total Allowed Watts for Exterior Total Proposed Watts 6564.0 2004 Washington State Nonresidential Energy Code Compliance Form Lighting Summary (back) LTG -SUM 2004 Washington Stale Nonresidential Energy Code Compliance Forms Revised May 2005 Prescriptive Spaces Occupancy: 0 Warehouses, storage areas or aircraft storage hangers 0 Other QualilifiiChecklist ficationFixtures: 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. ugbog (Section 1521) 0 Check if all fixtures are ballasted and at least 95%* of fixtures are either: 1. Fluorescent fixtures which a) are non -lensed. b) have 1 or 2 two lamps 0) have 5-60 watt T-1, T-2, T-4, T-5, T-6, T-8 lamps. d) have hard -wired electronic dimming ballasts. Screw-in compact fluorescent fixtures do not qualify. 2. Metal Halide with a) reflector b) ceramic MH lamps <= 150w c) electronic ballasts * - Exit and LED lights can be excluded from count if < 5 watts/fixture. TABLE 15-1 Unit Liihting Power Allowance (LPA Use' LPA` (Wlsf) Use' LPA` (w/sf) Painting, welding, carpentry, machine shops 2.3 Office buildings, office/administrative areas in facilities of other use types (including but not limited to schools hospitals, institutions, museums, banks, churches)d,r, 11 1.0 Barber shops beauty shops 2.0 Police and fire station? 1.0 Hotel banquet/conference/exhibition hall''' 2.0 Atria (atriums) 1.0 Laboratories 1.8 Assembly spaces°, auditoriums, gymnasia°, heaters 1.0 Aircraft repair hangars 1.5 Group R-1 common areas 1.0 Cafeterias, fast food establishments' 1.5 Process plants 1.0 Factories, workshops, handiingareas 1.5 Restaurants/bars' 1.0 Gas stations, auto repair shops 1.5 Locker and/or shower facilities 0.8 Institutions 1.5 Warehouses", storage areas 0.5 Libraries° 1.5 Aircraft storage hangars 0.4 Nursing homes and hotel/motel guest rooms 1.5 Retail1°, retail banking 1.5 Wholesale stores (pallet rack shelving) 1.5 Parking garages (see exterior lighting) Section 1532 Mall concourses 1.4 Schools buildings (Group E occupancy only), school classrooms, day care centers 1.35 Plans Submitted for Common Areas OnlyT Laundries 1.2 Main floor building lobbies' (except mall concourses) 1.2 Medical Offices, Clinics' 1.2 Common areas, corridors, toilet facilities and washrooms, elevator lobbies 0.8 Footnotes for Table 45-1 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) See Section 1532 for exterior lighting. 7) For conference rooms and offices less than 150ft2 with full height partitions, a Unit Lighting Power Allowance of 1.20 w/ft2 may be used. 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, provided that the display window is separated from the retail space by walls or at least three -quarter -height partitions (transparent or opaque). and lighting for free-standing display where the lighting moves with the display are exempt. An additional 1.5 w/ft2 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 LED, 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. 12) Medical and clinical offices include those facilities which, although not providing overnight patient care, do provide medical, dental, or psychological examination and treatment. These spaces include, but are not limited to , laboratories and treatment centers. 2004 Washington State Nonresidential Energy Code Compliance Form Lighting Power Allowance Adjustments 2004 Washington Slate Nonresidential Energy Code Compliance Forms Project Address Tukwila, WA Date LTG -LPA Revised May 2005 10/11/2006 Use this form if you are claiming any ceiling height adjustments for your Lighting Power Allowances for interior lighting. The Occupancy Description should agree with the "Use" listed on Code Table 15-1. Identify the appropriate Ceiling Height Limit (9 feet, 12 feet or 20 feet) on which the adjustment is based. The Adjusted LPA is calculated from this number and from the Allowed Watts per f9. Carry the Adjusted LPA to the corresponding "Allowed Watts per ft2" location on LTG -SUM. Adjusted Li hting Power Allowances (Interior) Location (floor/room no.) Occupancy Description Allowed Ceiling Height Watts per ft2 `" for this room Ceiling Height limit Adjusted LPA for this exception** Watts per ft2 ** From Table 15-1 based on exceptions listed in footnotes 2004 Washington State Nonresidential Energy Code Compliance Form Lighting Permit Plans Checklist 2004 Washington State Nonresidential Energy Code Compfance Forms LTG -CHK Revised May 2005 Project Address Tukwila, ►rP. !Date 10/11/2006 The following information is necessary to check a lighting permit application for compliance with the lighting requ'rements 2004 Washington State Nonresidential Energy Code. in the Applicability (yes, no, n.a.) Code Section Component Information Required Location on Plans Building Department Notes LIGHTING CONTROLS (Section 1513) yes 1513.1 --'Local control/access Schedule with type, indicate locations El yea 1513.2 Area controls Maximum limit per switch ES n.a. 1513.3 Daylight zone control Schedule with type and features, indicate locations vertical glazing Indicate vertical glazing on plans overhead glazing Indicate overhead glazing on plans yea 1513.4 Display/exhib/special Indicate separate controls E2 E3 r 1513.5 Exterior shut-off Schedule with type and features, indicate location yes (a) timer w/backup Indicate location (b) photocell. Indicate location IE3,E4yes E4 1513.6 inter. auto shut-off Indicate location yee 1513.6.1 (a) Occup. sensors Schedule with type and locations El _ yee 1513.6.2 (b) auto. switches Schedule with type and features (back-up, override capability); Indicate size of zone on plans El yea 1513.7 Commissioning Indicate requirements for lighting controls commissioning El yes Lighting Sum. Form Completed and attached. Schedule with fixture types, lamps, ballasts, watts per fixture E4 n. a . I 1437 Elec motor efficiency I MECH-MOT or Equipment Schedule with hp, rpm, efficiency I If "no" is circled for any question, provide explanation: 2004 Washin ton State Nonresidential Ener• Code Com•iiance Form • Lighting Permit Plans Checklist 2004 Washington Stale Nonresidential Energy Code Compliance Forms LTG -CHK Revised May 2005 Lighting - General Requirements 1513 Lighting Controls. Lighting, including exempt lighting in Section 1512, shall comply with this section. Where occupancy sensors are cited, they shall have the features listed in Section 1513.6.1. Where automatic time switches are cited, they shall have the features listed in Section 1513.6.2. 1513.1 Local Control and Accessibility: Each space, enclosed by walls or ceiling -height partitions, shall be provided with lighting controls located within that space. The lighting controls, whether one or more, shall be capable of turning off all lights within the space. The controls shall be readily accessible, at the point of entry/exit, to personnel occupying or using the space. EXCEPTIONS: The following lighting controls may be centralized in remote locations: 1. Lighting controls for spaces which must be used as a whole. 2. Automatic controls. 3. Controls requiring trained operators. 4. Controls for safety hazards and security. 1513.2 Area Controls: The maximum lighting power that may be controlled from a single switch or automatic control shall not exceed that which is provided by a twenty ampere circuit loaded to not more than eighty percent. A master control may be installed provided the individual switches retain their capability to function independently. Circuit breakers may not be used as the sole means of switching. EXCEPTIONS: 1. Industrial or manufacturing process areas, as may be required for production. 2. Areas less than five percent of footprint for footprints over 100,000 square feet. 1513.3 Daylight Zone Control: All daylighted zones, as defined in Chapter 2, both under overhead glazing and adjacent to vertical glazing, shall be provided with individual controls, or daylight -or occupant -sensing automatic controls, which control the lights independent of general area lighting. Contiguous daylight zones adjacent to vertical glazing are allowed to be controlled by a single controlling device provided that they do not include zones facing more than two adjacent cardinal orientations (i.e. north, east, south, west). Daylight zones under overhead glazing more than 15 feet from the perimeter shall be controlled separately from daylight zones adjacent to vertical glazing. EXCEPTION: Daylight spaces enclosed by walls or ceiling height partitions and containing 2 or fewer light fixtures are not required to have a separate switch for general area lighting. 1513.4 Display, Exhibition, and Specialty Lighting Controls: All display, exhibition, or specialty lighting shall be controlled independently of general area lighting. 1513.5 Automatic Shut -Off Controls, Exterior: Exterior lighting not intended for 24-hour continuous use shall be automatically switched by timer, photocell, or a combination of timer and photocell. Automatic time switches must also have program back-up capabilities, which prevent the loss of program and time settings for at least 10 hours, if power is interrupted. 1513.6 Automatic Shut -Off Controls, Interior: Buildings greater than 5,000 sq. ft. and all school classrooms shall be equipped with separate automatic controls to shut off the lighting during unoccupied hours. Within these buildings, all office areas less than 300 ft2 enclosed by walls or ceiling - height partitions, and all meeting and conference rooms, and all school classrooms, shall be equipped with occupancy sensors that comply Section 1513.6.1. For other spaces, automatic controls may be an occupancy sensor, time switch, or other device capable of automatically shutting off lighting. EXCEPTIONS: 1. Areas that must be continuously illuminated (e.g., 24-hour convenience stores), or illuminated in a manner requiring manual operation of the lighting. 2. Emergency lighting systems. 3. Switching for industrial or manufacturing process facilities as may be required for production. 4. Hospitals and laboratory spaces. 5. Areas in which medical or dental tasks are performed are exempt from the occupancy sensor requirement. 1513.6.1 Occupancy Sensors: Occupancy sensors shall be capable of automatically turning off all the lights in an area, no more than 30 minutes after the area has been vacated. Light fixtures controlled by occupancy sensors shall have a wall - mounted, manual switch capable of turning off lights when the space is occupied. 1513.6.2 Automatic Time Switches: Automatic time switches shall have a minimum 7 day clock and be capable of being set for 7 different day types per week and incorporate an automatic holiday "shut-off" feature, which turns off all loads for at least 24 hours and then resumes normally scheduled operations. Automatic time switches shall also have program back-up capabilities, which prevent the loss of program and time settings for at least 10 hours, if power is interrupted. Automatic time switches shall incorporate an over -ride switching device which: a) is readily accessible; b) is located so that a person using the device can see the lights or the areas controlled by the switch, or so that the area being illuminated is annunciated; and c) is manually operated; d) allows the lighting to remain on for no more than two hours when an over -ride is initiated; and e) controls an area not exceeding 5,000 square feet or 5 percent of footprint for footprints over 100,000 square feet, whichever is greater. 1513.7 Commissioning Requirements: For lighting controls which include daylight or occupant sensing automatic controls, automatic shut-off controls, occupancy sensors, or automatic time switches, the lighting controls shall be tested to ensure that control devices, components, equipment and systems are calibrated, adjusted and operate in accordance with approved plans and specifications. Sequences of operation shall be functionally tested to ensure they operate in accordance with approved plans and specifications. A complete report of test procedures and results shall be prepared and filed with the owner. Drawing notes shall require commissioning in accordance with this paragraph. 2004 Washington State Nonresidential Energy Code Compliance Form Envelope Summary. Climate Zone 1 ENV -SUM 2004 Washington State Nonresidential Energy Code Compliance Forms Revised May 2005 Project Info Project Address xonws - TuKW1LA Date 10/11/2006 Total Glazing Area Electronic version: these values are automatically taken from ENV -UA -1. (rough opening) Gross Exterior (vertical & overhd) divided by Wall Area times 100 equals % Glazing For Building Department Use TUKWILA, ssk Applicant Name: Eoar..s DXPARTtoxrT mons, xwc. Applicant Address: x56 W17000 RXDGEw000 DR, MENOMINEE seas, wI Appiicant Phone: (262)703-7000 Project Description Q New Building ❑ Addition ❑ Alteration ❑ Change of Use Compliance Option Prescriptive ❑ Component Performance ❑ Systems 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 wails. Total Glazing Area Electronic version: these values are automatically taken from ENV -UA -1. (rough opening) Gross Exterior (vertical & overhd) divided by Wall Area times 100 equals % Glazing 1193.0 ÷ 34701.0 X 100 = 3.4% Concrete/Masonry Option Q yes Check here if using this option and if project meets all requirements for the Concrete/Masonry Option. See iFlowchart (over) for qualifications. Enter requirements for each qualifying Decision assembly below. Envelope Requirements (enter values as applicable) Fully heated/cooled space Minimum Insulation R -values Roofs Over Attic U -factor 30.0 All Other Roofs Studded Wall 21.0 Opaque Wails' 19.0 Below Grade Walls 19.0 Floors Over Unconditioned Space 19.0 Slabs -on -Grade 10.0 Radiant Floors 10.0 Maximum U -factors Opaque Doors 0.600 Vertical Glazing 0.550 Overhead Glazing 0.700 Maximum SHGC (or SC) Vertical/Overhead Glazing [ 0.450 Semi -heated space 2 Minimum Insulation R -values Roofs Over Semi -Heated Spaces2 21.0 1. Assemes with metal framing must comply with overall U -factors 2. Refer to Section 1310 for qualifications and requirements bli Notes: Opaque Concrete/Masonry Wall Requirements Wall Maximum U -factor is 0.15 (R5.7 continuous ins) CMU block walls with insulated cores comply If project qualifies for Concrete/Masonry Option, list walls with HC >_ 9.0 Btu/W*9F below (other walls must meet Opaque Wall requirements). Use descriptions and values from Table 10-9 in the Code. Wall Description (including insulation R -value & position) U -factor Concrete Tilt -Up ball 0.106 Studded Wall 0.100 2004 Washington State Nonresidential Energy Code Compliance Form Envelope Summary (back) Climate Zone 1 ENV -SUM 2004 Washington State Nonresidential Energy Code Compliance Farms Revised May 2005 Decision Flowchart for Prescriptive Option Use this flowchart to determine if project qualifies for the optional Prescriptive Option. If not, either the Component Performance or Systems Analysis Options must be used. 1302 Space Beat Type: For the purpose of determining building envelope requirements, the rorlowing Iwo categories Comprise all space heating types: Otter: MI other space heating systems Including gat, solid fuel, dl, and propene space heating systems and those systems listed in the exception to electric resistance. (continued at right) Atl Insulation Installed? Below Grd Wall (ext) Below Grd Wall (oth) Roof Over Attic All Other Roof Raised Floor Slab -On -Grade Radiant Floor Opaque Door R-10 R-19 R-30 R-21 R-19 R-10 R-10 11-0.60 C START Electric Resistance: Space heating solemn which use electric resistance elements as the primary heating system including baseboard, radiant, and forced air units where the total electric resistance heat capacity exceeds 1.0 Wrll' of the gross conditioned floor area. Exception: Heat pumps and terminal electric resistance heating in variable air volume distribution systems Yes • Mass Wall Insulation Req. Mass Wall U0.151R5.7ci CMU Block Ins. Cores Wood Frame R19 Metal Framed R19 No Yes Yes Glazing Criteria Met? Glazing Vert 01-1 Area % UVaI UVal SHGC 0-30% 0.55 0.70 0.45 30.45% 0.45 0.80 0.40 >45% Not Allowed No Yes • f All Insulation Installed? Below Grd Wall (ext) Below Grd Wall (oth) Roof Over Attic All Other Roof Raised Floor Slab -On -Grade Radiant Floor Opaque Door Wood Metal R-10 R-10 R-19 U-0.082 R-38 U-0.031 R-30 U-0.034 R-30 U-0.029 R-10 R-40 R-10 R-10 11-0.80 11-0,00 Mass Wall insulation Req. Mass Wa1I U0.151R5.7ci CMU Block Ins. Cores Wood Frame R19 Metal Framed 110.062 Glazing Criteria Met? Glazing Vert OH Area % UVaI UVaI SHGC 0-30% 0.40 0.80 0.40 >30 Not Allowed Prescriptive Path Allowed Component Performance or Systems Analysis Required Concrete/Masonry Option* Wall Heat Capacity (HC) Assembly Description Assy.Tag HC" Area (sf) HC x Area Totalsl Area weighted HC: divide total of (HC x area) by Total Area if the area weighted heat capacity (HC) of the total above grade wall is a minimum of 9.0, the Concrete Masonry Option may be used. "For framed walls, assume HC=1.0 unless calculations are provided; for all other walls, use Section 1009. MAY -30-2007 15:45 From:LARSON BINKLEY 9133832831 To:2064313665 FiN,u. OS3o.o47 Envelope UA Calculations Kohl's Deportrnont Store -Tukwila, WA 05130/2007 P.1/1 RECEIVED MAY 3 0 200? Total Area 123701 Proposed Total UA shall not exceed Target Total UA Proposed Total Area shall equal Target Total Area 123701 IO * David frset 3boti (, - Fx 2.O 6- 93/- 3 665 gri..a 6iec2. 4 ti Ps FA -1c 242_-703- 7/u5 je,4 Cmr ),— ;' 1-170- t‘:4 -1c £t/f --1761 Proposed (3.4T% Glazing) U -factor Area UA Target (30% Glazing) U -factor Area UA Ve"�{ii' cal Glazing _ 0.480 1025 492,0 0.550 10324.5 567$.5 0.880 168 147.8 Opaque Doors 0.600 286 171.8 0.500 256 171.6 Other Roofs 0.042 89000 3738.0 0.048 69000 4004.0 R24 continuous Opaque Walls 0.154 33222 5116.2 0.053 24090.5 1276.8 R6.5 continuous Total UA 9865.6'"0.9 Total Area 123701 Proposed Total UA shall not exceed Target Total UA Proposed Total Area shall equal Target Total Area 123701 IO * David frset 3boti (, - Fx 2.O 6- 93/- 3 665 gri..a 6iec2. 4 ti Ps FA -1c 242_-703- 7/u5 je,4 Cmr ),— ;' 1-170- t‘:4 -1c £t/f --1761 2004 Washington State Nonresidential Energy Code Compliance Form Envelo•e UA Calculations Climate Zonel ENV -UA 2004 Weshingtan State Nonresrdentiel Energy Code Comp/ono Form Revised May 2005 Project Address KOHL'S - TUKWILA Date 10/11/2006 Space Heat Type 0 Electric resistance 0 All other Giazing�Area as % gross exterior wall area Concretasonry Option 3.4%c Prop. 45.0% Max.Target 0 Yes 0 No For Building Department Use Notes: If glazing are b xceeds maximum allowed in Table, then calculate adjusted areas on back (over). Building Compo nt List components by : sembly ID & page # ' Proposed UA Target UA U -factor x Area (A) = UA (U x A) U -factor x Area (A) = UA (U x A) Ts 'g 3 U= 0.870 Plan ID A3 . WINDOWS 0.480 1025.0 492.0 0.550 1193.0 656.2 U= 1.140 Plan ID A31 8S DOOR U= Plan ID: U= Plan ID: U= Plan ID: U= Plan ID: U= Plan 10: 0.880 168.0 147.8 Glazing % Electric - - sist. Other Heating 0-30% 0 0 0.55 >30.45% see ' .te above 0.45 Overhead Glazing 1 0 a IIt r U= Plan ID: 0. .0 U= Plan ID: U= Pian ID: Ug Plan ID: Glazi, • % Electric Resist. Other Heating • 40% 0.6 0.7 0.45% see note above 0.6 . O U= Plan ID: U= Plan ID: U= Plan ID: U= Pian ID: 0.700 s e oG U= 0.600 Plan ID A30 DOOR SCHEDULE U= Plan ID: U= Plan ID: 0.600 286.6 171.6 0.600 286.0 171.6 Electric Resist. Other Heating 0.60 0.60 e L a R=24.0 Plan ID TP0 IROWMHRANE ROW R= Plan 10: R= Plan ID: 0.042 89000.0 3738.0 0.036 89000.0 3204.0 Electric Resist. Other Heating 0.031 0.036 ill R= Plan ID: R= Plan ID: R= Plan ID: 0.046 Electric Resist. Other Heating 0.034 0.046 IA m m Fr m R=19.0 Plan ID CONCR=TE TILT -UP WALL R=19.0 Plan ID 8TUD WALL, R.; Plan ID: R= Plan ID: R= Plan ID: R= Plan ID: R= Plan ID: "Note: sum of Taraet Areas here s . uld eaual 0.104 22412.0 2330.8 0.1-r 10810.0 1081.0 Taraet Ooaaue Wall Area (see backl 0.046 22412.0 1031.0 0.046 10810.0 497.3 ** Electric Resist. Other Heating Frame- ' 0.062 0.062 Frame -Mt 0.062 0.109 Mass War 0.15 0.15 ++ see ma- . wall Criteria m 0 c, R= Plan ID: R= Plan ID: R= Plan ID: Note: if insulated to level uired for opaque walls, list above with opaque walls Elect Resist. Other Heating Int Ins 0. t . 0.062 Ext Ins 0.0 0.07 L R= Plan ID: Plan I R= PiaD: R= - = n ID: 0.056 Electric Rests 0.029 Other Heating 0.056 m � a a R= 0.1 Plan ID Slab -on -grads R= Plan ID: R= Plan ID: Plan ID: 0.100 89000.0 8900.0 0 540 89000.0 48060.0 Electric Resist. Other eating F=Q.54 F=0. (see Table 13-1 for radiant floor values) 'For CMU walls, indicate core insulation material. Totals' 212701.0 16861.3 To comply: 1) Proposed Total UR shall not exceed Target Total UA. 2) Proposed Total Area shall equal Target Total Area. i4. s Totals 212701.0 53620.0 p ;41 LO !� rLf/� � f`- f �G� O(// cL7e{ c 1 ge6 2004 Washington State Nonresidential Enemy Code Compliance Form Climate Zone 1 ENV-SHGC 2004 Washington State Nonresidential Energy Code Compliance Forms Revised May 2005 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 •ng 5 ID:A31 widows Tempered ID: ID: ID: ID: ID: 0.450 1025.0 461.3 0.450 1193.0 536.9 Glazing % Electric Resist. Other Heating 0-30% 0.4 0.45 >30-45% not allowed 0.4 `Note: Manufacturer's SC may be used in lieu of SHGC. Totals 1025.0 461.3 Totals 1193.0 536.9 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. Proposed Areas: Numbered values are used In calculations below. Roofs over Attics Other Roofs Walls Glazing Area Opaque Areal Groes Exterior Wall Area 34701.0 OG - OG= VG= 1193.0 89000.0 33222.0 x Max Glazing Area (Table 13-1) 45.09 100 Maximum Target Glazing Area 15615.5 1 Target OG Area in Roofs over Attics Target 00 Area In Other Roofs Max OG Remaining 15615.5 Roofs over Attics Other Roofs Walls II lesser 15615.5 15615.5 Proposed Opaque Area 69000.0 Proposed Opaque Area 33222.0 Proposed OG Area Proposed VG Area 1193.0 — 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. ij lesser 15615.5 Note: OG = overhead glazing VG - vertical glazing Target VG Area 1193.0 Target OG Area`r' Target Opaque Area Target VG Area 1193.0 89000.0 Target Opaque Area 33222.0 For Target OG's, the lesser values are used both here and below. Target Areas OK 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 calcufat$ons above. 2004 Washington State Nonresidential Energy Code Compliance Form Building Permit Plans Checklist ENV -CHK 2004 Washington State Nonresidential Energy Code Compliance Forme Revised May 2005 Project Address KOHL'S - TUKWILA Date 10/11/2006 The following information is necessary to check a building permit application for compliance with the building envelope requirements in the Washington State Nonresidential Energy Code. Applicability (yes, no, n.a.) Code Section Component Information Required Location on Plans Building Department Notes GENERAL REQUIREMENTS (Sections 1301-1314 If "no" Is shown for any question, provide explanation: 1301 Scope Unconditioned spaces identified on plans if allowed yes 1302 Space heat type: If "Other", indicate on plans that electric resistance heat is not allowed Spec. n .a. 1310.2 Semi -heated spaces Semi -heated spaces identified on plans if allowed 1311 Insulation yes 1311.1 Insul. installation Indicate densities and clearances yea 1311.2 Roof /ceiling insul. Indicate R -value on roof sections for attics and other roofs; Indicate clearances for attic insulation; Indicate baffles if eave vents installed; indicate face stapling of faced baits A5 yes 1311.3 Wall insulation Indicate R -value on wall sections; Indicate face stapling of faced batts; Indicate above grade exterior insulation is protected; Indicate loose -fill core Insulation for masonry walls as necess; Indicate heat capacity of masonry walls if masonry option Is used F73; A5 n.a. 1311.4 Floor insulation Indicate R -value on floor sections; Indicate substantial contact with surface; Indicate supports not more than 24" o.c.; Indicate that insulation does not block airflow through foundation vents lyes 1311.5 I Slab -on -grade floor Indicate R -value on wall section or foundation detail; Indicate slab insulation extends down vertically 24" from top; indicate above grade exterior Insulation Is protected A5 ..a. 1311.8 'Radiant floor Indicate R -value on wall section or foundation detail; Indicate slab Insulation extends down vertically 36" from the top; Indicate above grade exterior insulation Is protected; Indicate Insulation also under entire slab where rep'd. by Official yea 1312 Glazing and doors Provide calculation of glazing area (including both vertical vertical and overhead) as percent of gross wall area spec • yea 1312.1 U -factors Indicate glazing and door U -factors on glazing and door schedule (provide area -weighted calculations as necessary); Indicate if values are NFRC or default, if values are default then specify frame type, glazing layers, gapwidth, low -e coatings, gas fillings Spec. yes 1312.2 SHGC & SC Indicate glazing solar heat gain coefficient or shading coefficient on glazing schedule (provide area -weighted calculations as necessary) spec. 1313 Moisture control yes 1313.1 Vapor retarders Indicate vapor retarders on warm side A5 yes 1313.2 Roof/ceiling vap.ret. Indicate vapor retarder on roof section; Indicate vap. retard. with sealed seams for non -wood strut. A5 yes 1313.3 Wall vapor retarder Indicate vapor retarder on wall section A5 n.a. 1313.4 Floor vapor retarder Indicate vapor retarder on floor section n • a. 1313.5 Crawl space vap. ret. Indicate six mil black polyethylene overlapped 12" on ground 1314 Air leakage Yes 1314.1 Bldg. envel. sealing Indicate sealing, caulking, gasketing, end weatherstripping spec • yes 1314.2 Glazing/door sealing Indicate weatherstripping apes • yes 1314.3 Assent. as duds indicate sealing, caulking and gasketing sPoc • PRESCRIPTIVEICOMPONENT PERFORMANCE (Sections 1320-23 or 1330-34) yes Envelope Sum. Form !Completed and attached. Provide component performance worksheet If necessary Attach • If "no" Is shown for any question, provide explanation: 2004 Washington State Nonresidential Energy Code Compliance Form Building Permit, Plans Checklist ENV -CHK 2004 waiihirgton State Nonresidential Energy Code Compliance Forma Revised May 2005 Envelope - General Requirements 1311 Insulation 1311.1 Installation Requirements: Ati insulation materials shall be installed according to the manufacturer's instructions to achieve proper densities, maintain clearances, and maintain uniform R -values. To the maximum extent possible, insulation shall extend over the ful component area to the intended R - value. 1311.2 Roof/Calling insulation: Open -blown or poured loose - fill insulation may be used in attic spaces where the slope ct the ceiling is not more than 3/12 and there is at least thirty inches of Gear distance from the top of the bottom chord of the truss or ceiling joist to the underside of the sheathing at the roof ridge. When eave vents are installed, baffling of the vent openings shal be provided so as to deflect the incoming air above the surface of the insulation. Where lighting fixtures are recessed into a suspended or exposed grid ceiling, the roof/ceiling assembly shal be insulated in a location other than directly on the suspended ceiing Exception: Type IC rated recessed lighting fixtures. Where installed in wood framing, faced batt insulation shall be face stapled. 1311.3 Wall Insulation: Exterior wall cavities isolated during framing shall be fully insulated to the levels of the surrounding walls. When installed in wood framing, faced batt insulation shall be face stapled. Above grade exterior insulation shall be protected. 1311.4 Floor Insulation: Floor insulation shal be installed in a permanent manner in substantial contact with the surface being insulated. Insulation supports shall be installed so spacing is not more than twenty-four inches on center. Installed insulation shall not block the airflow through foundation vents. 1311.5 Slab -On -Grade Floor: Slab -on -grade insulation installed inside the foundation wal shall extend downward from the top of the slab a minimum distance of twenty-four inches or to the top of the footing, whichever is less. Insulation instaited outside the foundation shall extend downward a minimum of twenty-four inches or to the frostiine, whichever is greater. Above grade insulation shall be protected. Exception: For monolithic slabs, the insulation shall extend downward from the top of the slab to the bottom of the footing. 1311.6 Radiant Floors (on or belowgrade): Slab -on -grade insulation shall extend downward from the top of the slab a minimum distance of thirty-six inches or downward b the top of the footing and horizontal for an aggregate of not less than thirty-six inches. If required by the building official where soil conditions warrant such insulation, the entire area of a radiant floor shall be thermaly isolated from the soil. Where a sol gas control system is provided below the radiant floor, which results in Increased convective flow below the radiant floor, the radiant floor shall be thermaly isolated from the sub floor gravel layer. 1312 Glazing and Doors 1312.1 Standard Procedure for Determination of Glazing and Door U -Factors: U -factors for glazing and doors shall be determined, certified and labeled in accordance with Standard RS -31 by a certified independent agency licensed by the National Fenestration Rating Council (NFRC). Compliance shall be based on the Residential or the Nonresidential Model Size. Product samples used for U -factor determinations shall be production tine units or representative of units as purchased by the consumer or contractor. Unlabeled glazing and doors shall be assigned the default LI -factor in Section 2006. 1312.2 Solar Heat Gain Coefficient and Shading Coefficient: Solar Heat Gain Coefficient (SHGC), shall be determined, certified and labeled in accordance with the National Fenestration Rating Council (NFRC) Standard by a certified, independent agency, icensed by the NFRC. Exception: Shading coefficients (SC) shall be an acceptable alternate for compliance with solar heat gain coefficient requirements. Shading coeffidents for glazing shall betaken from Chapter 27 of Standard RS -27 or from the manufacturer's test data. 1313 Moisture Control 1313.1 Vapor Retarders: Vapor retarders shall be installed on the warm side (ii winter) of insulation as required by this section. Exception: Vapor retarder installed with not more than 1/3 of the nominal R value between it and the conditioned space. 1313.2 Roof/CeilingAssemblies: Roof/ceiling assemblies where the ventilation space above the insulation is less than an average of twelve inches shall be provided with a vapor retarder. Roof/celing assemblies without a vented airspace, where neither the roof deck nor the roof structure are made of wood, shall provide a continuous vapor retarder with taped seams. Exception: Vapor retarders need not be provided where all of the insulation is installed between the roof membrane and the structural roof deck. 1313.3 Walls: Walls separating conditioned space from unconditioned space shall be provided with a vapor retarder. 1313.4 Floors: Floors separating conditioned space from unconditioned space shall be provided with a vapor retarder. 1313.5 Crawl Spaces: A ground cover of six mil (0.005 inch thick) black polyethylene or approved equal shall be laid over the ground within crawl spaces. The ground cover shall be overlapped twelve inches minimum at the joints and shall extend to the foundation wall Exception: The ground cover may be omitted in crawl spaces if the crawl space has a concrete slab floor with a minimum thickness of three and one-half itches. 1314 Air Leakage 1314.1 Building Envelope: The requirements of this section shall apply to building elements separating conditioned from unconditioned spaces. Exterior joints around windows and doorframes, openings between walls and foundation, between walls and roof and wall panels; openings at penetrations d utility services through walls, floors, and roofs; and all other openings in the building envelope shall be sealed, caulked, gasketed, or weatherstripped to limit air leakage. 1314.2 Glazing and Doors: Doors and operable glazing separating conditioned from unconditioned space shall be weatherstripped. Fixed windows shall be tight fitting with glass retained by stops with sealant or caulking all around. Exception: Openings that are required to be fire resistant 1314.3 Building Assemblies Used as Ducts or Plenums: Building assemblies used as duds or plenums shall be sealed, caulked, and gasketed to lint air leakage. 2004 Washington State Nonresidential Energy Code Compliance Form LMechanical. Summa MECH-SUM 2004 Washington Slate Nonresidential Energy Code Compliance Forms Revised May 2005 Project Info 'Project Address KOHL'S Date 10/11/2006 Equip. ID Brand Name' For Building Dept. Use Capacity2 Btulh MANILA, NA Applicant Name: KOHL'S DEPARTMENT STORES, INC. Applicant Address: N56 x17000 RIDGEWOOD DR, UEMICMCNEE FALLS, WI Applicant Phone: (262)703-7000 Project Description Briefly describe mechanical system type and features. 0 Indudes Plans Include documentation requiring compliance with commissioning requirements, Section 1416. Compliance Option QQ Simple System 0 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. Brand Name Cooling Equipment Schedule Equip. ID Brand Name' Model No.1 Capacity2 Btulh Total CFM OSA CFM or Econo? SEER or EER IPLV3 Location RTU1-8 CARRIER 4886024 225000 7500 ECONO 11.20 12.40 RETAIL RTU9 CARRIER 4880014 170000 ^ 4500 ECONO 11.80 13.20 oFFice 100000 1555 85-5 120000 205000 0.830 0.35 0.13 cs EMPLOYEE LOUNGE I 1 — - Heating Equipment Schedule Equip. ID Brand Name Model No.' Capacity2 Btu/ft Total CFM OSA dm or Econo? Input Btuh Output Btuh Efficiency' Rav1-5 CARRIER 4880024 225000 7500 ECONO 250000 205000 0.820 RTU9 CARRIER 4683014 225000 4500 ECONO 250000 205000 0.820 051 REZNOR UDAP125 100000 1555 85-5 120000 205000 0.830 0.35 0.13 cs EMPLOYEE LOUNGE I 1 — - Fan Equipment Schedule Equip. ID Brand Name' Model No.1 CFM SP1 HP/BHP Flow Control' Location of Service RF -1 GREENEECK G -121-A 1400 0.50 0.25 cs TOILET ROCK EF -2,4 GREENSECX CSP -A 1050 900 0.28 cs IRP ROp.UsEcuRITY EF -3 GREENSECK CSP -A 510 400 0.21 CS CASH Root`s 85-5 GREENSECiC G -95-D r 650 0.35 0.13 cs EMPLOYEE LOUNGE I 'If available. 2 As tested according to Table 14-1A through 14-1G. 9 If required. 4 COP, HSPF, Combustion Efficiency, or AFUE, as applicable. 5 Fiow control types: variable air volume(VAV), constant volume (CV), or variable speed (VS). 2004 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? ❑ Split system? ❑ Air cooled? ❑ Packaged sys? ❑ <20,000 Btuh? II Economizer included? 'If Heating Only: 0 <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. ( START Heating Only No Heating/Cowling or Cooling Only CSectionReference 1421 Yes — Yes*. No Ye Yes Yes— Reference Section 1423 1' Simple System —` Allowed (section 1420) Yes Use Complex Systems (section 1430) Complex Systems Refer to MECH-COMP Mechanical Complex Systems for assistance in determining which Complex Systems requirements are applicable to this project. 2004 Washington State Nonresidential Energy Code Compliance Form Mechanical Permit Plans Checklist MECH-CHK 2004 Washington Blah Nonreedenoal Emma, Cada Complhnae Fo ni Revised Miry 2005 Protect Address Date 10/11/2006 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) CttOns 744U- 1411 Equipment performance n.a. 1411.4 Pkg. elec. htg.& cg. List heat pumps on schedule ' yes 1411.1 Minimum efficiency Equipment schedule with type, capacity, efficiency 142 yes 1411.1 Combustion htg. indicate intermittent ignition, flue/draft damper & jacket loss M1 1412 HVAC controls yes 1412.1 Temperature zones Indicate locations on plans NI Heater Efficiency ria 1412.2 Deadband control Indicate 5 degree deadband minimum Mi Pool heater controls n . a . 1412.3 Humidity control Indicate humidistat 1454 Pool covers yes 1412.4 Automatic setback indicate thermostat with night setback and 7 diff. day types Mi Pools 90+ degrees yea 1412.4.1 Dampers Indicate damper location and auto. controls & max. leakage Mi n . a . 1412.4.2 Optimum Start Indicate optimum start controls D.A. 1412.5 Heat pump control indicate microprocessor on thermostat schedule yea 1412.6 Combustion htg. Indicate modulating or staged control 142 yea 1412.7 Balancing indicate balancing features on plans M2 yea yea 1422 Thermostat interlock Indicate thermostat interlock on plans Mi is - yes 1423 Economizers Equipment schedule 142 1413 Air economizers yes 1413.1 Air Eoono Operation Indicate 100% capability on schedule 142 n.a. 1413.1 Wtr Econo Operation Indicate 100% capacity at 45 degF db & 40 deg F wb n. A. 1413.2 Water Eoono Doc indicate clg bad & water econoe & clg tower performance ye■ 1413.3 Integrated operation Indicate capability for partial cooling 'Ml n. e . 1413.4 Humidification Indicate direct evap or tog atomization w/ air economizer 1414 Ducting systems yes 1414.1 Duct sealing indicate sealing necessary 142 yea 1414.2 Duct insulation Indicate R -value of insulation on duct 142 yes 1415.1 Piping insulation Indicate R -value of insulation on piping M2 L 1416 Completion Requirements yes 1416,1&2 Drawings & Manuals Indicate requirement for record drawings and operation docs. 142 yea 1416.3.2 Air Balancing Indicate air system balance requirements M2 DO 1416.3.3 Hydronic Balancing Indicate hydirinic system balance requirements yea 1416.4 Commissioning Indicate requirements for commissioning and prelim. Report M2 yes 1424 Separate air sys. Indicate separate systems on plans 142 yea Mechanical Summary Form input/output, Completed and attached. Equipment schedule with types, efficiency, cfm, hp, economizer M2 CttOns 744U- no is circled for any question, provide explanation: 14440 Service water htg. 1441 Elec. water heater 'Indicate R-10 insulation under tank ' 1442 Shut-off controls indicate automatic shut-off 1443 Pipe Insulation Indicate R -value of insulation on piping 1452 Heat Pump COP Indicate minimum COP of 4.0 1452 Heater Efficiency Indicate pool heater efficiency 1453 Pool heater controls Indicate switch and 65 degree control 1454 Pool covers Indicate vapor retardant cover 1454 Pools 90+ degrees Indicate R-12 pool cover no is circled for any question, provide explanation: 2004 Washington State Nonresidential Energy Code Compliance Form Mechanical Permit Plans Checklist MECH-CHK Revised May 2005 I device 2004 Washington Stele Nonresidential Energy Code Compliance Farms 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 14-10, 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 ail -fired forced air furnaces with input ratings ? 225,000 Btufh (65 kW) shalt 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 furnaces with input ratings >_ 225,000 Btulh (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 furnished by the equipment manufacturer. 1411,3 Combination Space and Service Water Heating: For combination space and service water healers with a principal function of providing space heat, the Combined Annual Efficiency (CAEI 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 healing 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 healing and cooling energy 10 Me 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 humidlatat shall be provided. 1412.4 Setback and Shut -Off: HVAC systems shell 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 alternate 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 selpoint. 2. Equipment with full load demands of 2 kW (6,826 Btulh) 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 Inanmotorized) dampers are acceptable in buildings less than 3 stories in height. 4. Gravity (nonmalorized) 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 shalt 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 selpoint and the amount of time prior to scheduled occupancy. 1412.6 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 Btulh shall have modulating or staged combustion control. Exceptions' 1. Boilers, 2. Radiant Heaters. 1412.7 Balancing: Each air supply outlet or air or water [ermine shall have a means for balancing, including but not limited to, dampers, temperature and pressure test connections and balancing valves_ 1413Air 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 load calculations, except for the outside temperatures Exception: Water economizers using air-cooled heat rejection equipment may use a 358F dry-bulb outside air temperature for this calculation. This exception is limited 10 a maximum of 29 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 fult 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 Btulh and use nonintegrated economizer controls that preclude simultaneous operation of the economizer and mechanical cooling. 2. Water-cooled water chillers with waterside economizer. 1413.4 Humidification: If an air economizer is required on a cooling system for which humidification equipment is to be provided to maintain minimum indoor humidity levels, then the humidifier shalt be of the adiabatic type (direct evaporative media or fog atomization type). Exceptions: 1_ Health care facilities where WAC 246-320-525 allows only steam injection humidifiers in ductwork downstream of final filters. 1412.6 Combustion Heating Equipment Controls. Combustion heating equipment with a capacity over 225,000 Btulh shall have modulating or staged combustion control. 2. Systems with water economizer 3. 100% outside air systems with no provisions for air recirculation to the central supply fan_ 4. Nonadiabatic humidifiers cumulatively serving no more than 10% of a building's air economizer capacity as measured in cfm. This refers to the system cfm serving rooms with stand alone or duct mounted humidifiers. 1414 Ducting Systems 1414.1 Sealing: Ductwork which is designed to operate et pressures above 1/2 inch water column static pressure shall be sealed in accordance with Standard RS -18. Extent of sealing required is as fotiows: 1. Static pressure: 1/2 inch to 2 inches; seal transverse Joints. 2. Static pressure: 2 inches to 3 inches; seal all transverse joints end 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 es 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_ Otheroutside 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 shalt 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. 1416 Piping Systems 1415.1 Insulation: Piping shall be thermally Insulated in accordance with Tabie 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.) 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 healing 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 healing and cooling energy 10 Me 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 humidlatat shall be provided. 1412.4 Setback and Shut -Off: HVAC systems shell 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 alternate 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 selpoint. 2. Equipment with full load demands of 2 kW (6,826 Btulh) 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 Inanmotorized) dampers are acceptable in buildings less than 3 stories in height. 4. Gravity (nonmalorized) 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 shalt 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 selpoint and the amount of time prior to scheduled occupancy. 1412.6 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 Btulh shall have modulating or staged combustion control. Exceptions' 1. Boilers, 2. Radiant Heaters. 1412.7 Balancing: Each air supply outlet or air or water [ermine shall have a means for balancing, including but not limited to, dampers, temperature and pressure test connections and balancing valves_ 1413Air 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 load calculations, except for the outside temperatures Exception: Water economizers using air-cooled heat rejection equipment may use a 358F dry-bulb outside air temperature for this calculation. This exception is limited 10 a maximum of 29 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 fult 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 Btulh and use nonintegrated economizer controls that preclude simultaneous operation of the economizer and mechanical cooling. 2. Water-cooled water chillers with waterside economizer. 1413.4 Humidification: If an air economizer is required on a cooling system for which humidification equipment is to be provided to maintain minimum indoor humidity levels, then the humidifier shalt be of the adiabatic type (direct evaporative media or fog atomization type). Exceptions: 1_ Health care facilities where WAC 246-320-525 allows only steam injection humidifiers in ductwork downstream of final filters. 1412.6 Combustion Heating Equipment Controls. Combustion heating equipment with a capacity over 225,000 Btulh shall have modulating or staged combustion control. 2. Systems with water economizer 3. 100% outside air systems with no provisions for air recirculation to the central supply fan_ 4. Nonadiabatic humidifiers cumulatively serving no more than 10% of a building's air economizer capacity as measured in cfm. This refers to the system cfm serving rooms with stand alone or duct mounted humidifiers. 1414 Ducting Systems 1414.1 Sealing: Ductwork which is designed to operate et pressures above 1/2 inch water column static pressure shall be sealed in accordance with Standard RS -18. Extent of sealing required is as fotiows: 1. Static pressure: 1/2 inch to 2 inches; seal transverse Joints. 2. Static pressure: 2 inches to 3 inches; seal all transverse joints end 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 es 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_ Otheroutside 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 shalt 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. 1416 Piping Systems 1415.1 Insulation: Piping shall be thermally Insulated in accordance with Tabie 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.) MAY -25-2007 17:09 From:LARSON BINKLEY 9133832831 To:2064313665 P.1'7 LARSON BINKLEY FAX Cover Sheet me -me Date: May 25.2007 ro: Dave Langan company: Fax: 206431-3665 Pages: 7 Subject Energy Forms From: Ross Waters Senders Phone: (913) 383-6813 Sender's Fac (913) 383-2831 Project Kohl's - Tukwila, WA LBI No: 01200676.09 D urgent Cpmmenb: o For Review 0 Please Reply Attached are the 2004 Washington State Nonresidential Energy Code Compliance Form for the above referenced project. Please don't hesitate to contact this office with any questions you may have. �s rgS,r.L i5:1/1Boa 1-15 S 111524.8ipred Comram s Ferns *OIs Lom CC: Larson N+ra,y, Inc. 063 College SwO., Supe 400 Dreriond Par. KS 657.1 1.1542 T 913:483 201 r 913 383 283J Ireser+Mnklimeonn MAY -25-8007 17:09 From:LARSON BINKLEY 9133832831 2004 Washington State Nonreeidenti21I energy Cocle Compliance Form To:2064313665 P.2,7 Envelope Summary Climate Zone 1 ENV -SUM ?.Oen we.hanp.e . plate eronfeM.b xr Emmy, Coen Gori./.ne• ro,ms Resew MI 2005 Project Info Rro)eCtAddreaa y ,.s . rs,t, Date 5%28%2001 Total Glazing Area Electronic version: these values ere automatically token from eNV4UA-1. Ja Gross Exterior ecopening) divided by llAr a limes 100 equals % Glazing For Building Department Use Mau, in AppIIcantName: 1coiiL.S DSlaltsTIe r STORES. INC. Applleant AW r0SS: mos trona stxoete000 D14, sGNpfotIEE rALLe. in Applicant mono: (2621?03.7000 Project Description 0 New OuItt:Mg 0 Addition 0 Alteration 0 Change of Use Compliance Option Proeripttve Component Performance (See Decision Flowchart (over) for qualifieatinno) 0 Systems AnalySIS Space Heat Type 0 EieptrIc resistance () All other (see *rot for doCr.ilion3) GlazingArea Calculation Now Below grade waves may es Included to the((rough Gross Ertertor WAN Ara* if they pre Insulated ie the level required for opaque was. Total Glazing Area Electronic version: these values ere automatically token from eNV4UA-1. Ja Gross Exterior ecopening) divided by llAr a limes 100 equals % Glazing 1193.0 + 3 4 7 01.0 X100 = 3 .4 % e/M �Y 0 Ption Concrete/Masonry O yes Check here if u6IM this ootion and ff prosect melts sii requirements for iM ConwrrcMaeenry Option. See 0eeiiion Piero/Chartlover) far Qualifications. enter requirements for spat qualifying no 0suerribly baso... Envelope Requirarnantm (anter values as applicator') - Fully Ifeated/cool.d Apace Minimum 'mutation R-volu06 Roofs Over Attic 30,0 All Other Roofs 21.0 Opaque Waltol 19.0 Below Grade Walls19.0 ;loom OvarUnconditioned SPaoo 10.0 Stabs•on.Grade 10.0 Radiant Floors 20.0 Maximum 1J-foctare Opaque. Doors ' 0- 600 Vertical Glazing 0.550 Overhead Glazing 0.700 Mar+m(url SWGC (or SC) VeNGall0verhead Glazing I 0.450 Sona -heated spacial Minimum :ovulation R veyluea Roofs Ower Semi.Hest.d Spaoos2 1 . Aasemblioli with metal treming must comp y wan overall U -fa tors 2. Refer to Soction 1310 For qualifications and requirements 2/ .0 Notes: Opaque Concrete/anasonry Wail Requirements was Maximum u -tactor is 0.15 (R5.7 continuous ins) CMU crock walls won Insulated Cores comply If project qual7fies for Conorcto/Maeonry Option, net waits with HHC k 9.0 Stu)fttoF below Luther walls must meet Opaque Wail requirements). Use descriptions and values from Table 10-9 in the Code. Wall Dascription U•factor (including inaulo6on R-vehud 8 position) Concrete tilt -lap ra1.1-A6.5 int ars 0.123 6/1.41 acs 4/19/ 20D MAY -25-2007 17:09 From:LARSON BINKLEY 9133832831 To:2064313665 2004 Washington State Nonresidential Energy Code Compliance Form P.3,7 Envelope Summary (back) Climate Zone 1 ENV -SUM LOVA WagNrlytWrl Stats Nonresreanbat tneepv gone Comosanca Rams Reviser Mny 7005 Decision Flowchart for Prescriptive Option Use this flnwrhorl k) determine if project quallfles for the optional Preecriphve Option. If not, either the Component Performance or Systems Analy&is Options must be used. 1302 5p7e0 Heat Typo:Fro trio surprise or determining building envelope WY,ki.n,�f.4, Ym f .a.wi..y ow. m.Myrrrws rrrrwp :en w1 wren hpri.up weir Ot ell Ail other soeae riesling eyelame inch,ning gen, mild h,rl pI. non propane apace nooang Drctomo ono sumo *promo woo in the eauwlivrr W rllectric rrAiRence lcanrnued at NM) All Insulation installed', Below Ord Wall (ext) R-10 Below am Won (nth) R-10 Roof Over Altic R..9f1 All Omer Roof 11-21 Raised Floor R.19 31aD-On-Grano R-10 Radiant Floor R-10 Opaque Door U-0.60 Miss Wali Catena OIC? (-) Yes Mass Wan insuioliou Mcq. Mase INN! UO.1 blR5.7ci emu Brook In Corea yeS-- 3Mood Frame R t 9 Metal Framed R19 LV bore Grace Wall Rig Yes No START 4 Electric Resistance Nest') [aiaxrn9 criteria MCt? Miming Van OH Area % Wel Uval sHt;t: 0-30% 0.55 0 70 0 45 30.45% 0.45 0.60 0.40 ,43% Not Allowed No Concrete/Masonry Option" Electric Rsuletsnce: Space heating syswns *tech ch use eYxtrik renatenoe drmpr,t, ev the Dorsey hN11n9 eyeeom inoh ung soeewerd, +.0:001, anD lured air +nit%whore gee low electric resisiance neat cepaaly exceeds 1.0 love oe Ine gross wnaisonen Boar area. Eeeeptbn: wept sumps and lr'mirlal amine resistance heating in variable elr wlwirr. rlixirihution eysteml. Ye All insulation Inatiiled? Wood Metal Below Grd Wan text) R-10 it -so Below Gro Wall tolh) R-19 U-0.062 Roof OvnrAtt.i R-35 U-0.091 All Other Roof R-30 U-0.054 WOW! Floor H-30 U-0.029 Slab -On -Grade R-10 R-10 Radiant rioor R.io R-10 s Are poor u-0.eo Ye& WaII R Mass ' Sapwood. or N Criteria OK? .062 m (below) Yes Yes Cilavng Cmena Met? Yes,— °mow yen off area % Wet UVal SHCC 0-30% 0.40 0 00 0.40 270 Not Allowed Yea No yca atPrescriptive Path Allowed 4 Component Performance ► or f Systems Analysis Required icy (HC) Mass Wall Insulation Rae Miss Wall u0.15645 CMU Brock Ina Corps Woo0 Frame R19 Metal Premed Un 002 No Assembly DesrAptIon Assy.Tag MC"' area (50 MC x Area Trawl, Area weighted HO. divide wet or (HC a erre) by Total rued •1f the area weighted heal capacity (HC) of the toted eaovc grade wall is a minimum of 9.0. we Concrete Masonry Option may bo used. "For framed walls. assume HC0.0 unless calculations are provided: for ail other walls, use Section 1009. MAY -30-2007 13:58 From:LARSON BINKLEY 9133832831 To:2064313665 P.111 Envelope UA Calculations Kohl's Department Store -Tukwila, WA 05/30/2007 a 410 044 Lei zo6- t3/ 3665 ccgrrIAC 2441'$ 1,62-- ?u3 --1 Urj s-osi rys - 14 14- - - 76 Total Area 123701 Proposed Total UA shall not exceed Target Tota' UA Proposed Total Area shall equal Target Total Area 123701 Proposed (3.4% Glazing) U -factor Area UA_ Target (30% Glazing) U -factor Area UA Veitical Glazing 0.480 1025 492.0 0.550 10324.5 5678 5 0.880 168 147.8 Opaque Doors 0.600 260 171.6 0.800 288 171.8 Other Roofs 0.042 89000 3738.0 0.046 89000 4094.0 Opaque Walls 0123 22412 2756.7 0.053 24090.5 1276.6 0.053 10810 572.9 'rot& UA 7078.0 11220,9 Total Area 123701 Proposed Total UA shall not exceed Target Tota' UA Proposed Total Area shall equal Target Total Area 123701 MAY -25-2007 17:09 From:LARSON OINKLEY 9133832831 To:2064313665 2004 Washington State Nonresidential Energy Code Compliancy Form P. 4/7 Envelope UA Calculations Climate Zonel ENV -UA 700e we:Mncoon Sate Norm dontio Envoy Gado commence Forma Revi-.cd Moy 2005 Projoct Ad0ress xoas, a - tvtorXL b Dato 5/25/200, Space Heat Type 0 ElectrtC reSIStanCe Q$ All other Glazing Area as °/° gross exterior wall area 3.9 % Prop. 45.04 Max.Targat Concrete/Masonry Option Q Yes d No For Building Dcpertment Use NOM! If glazing area exceed maximum Snowed In Table. then CaICUlatc adjusted areas on back (Over). Building Component Usi nnmponanIS 4y amorally ID 6 page # Proposed UA U.tactor x Area (A) it UA (u x Al Target UA Ufaetor x Area (A) a UA (U K A) rU= 0 1 3 tv U.-0.970 Pian ID 1.31 Wr=aooira U=1.140 Pian ID x31 azASS DOOR Plan ID: U= Plan ID: Us Pian ID: U•' Pran ID: U. Plan ID: 0.400 1025.0 492.0 0.090 168.0 147.0 0.090 1103.0 656.2 doling % Electric Resist. Other Heating 040% 0.40 0.55 >30-45% ,see note above 045 11/ i q U= Plan ID: U. Plan ID: U= Plan ID: V= Plan'D: / 0.700 r Glaring % Electric Resist. Other Heating 0-30% 010.7 '10-45% s C note above 0.6 1 6 8 r O U= Plan ID. U= Plan ID: U= Plan ID: u= Plan ID: 0.700 l § Us 0.600 Ptan ID A30 DOOR Srm-ntn.r U= Plan ID: U = Pian ID: . 600 296.0 171.6 0.600 266.0 171.6 Electric Resist. Other Heating 0.60 0.60 „ _, g y4 V R = Plan ID: Re Plan ID: iia Plan ID: 0.036 Electric ReSISt. Other Healing 0.031 0.03E g cl R=24.0 Plan ID rvo MIDISKANN Ra Plan ID: R= Plan ID: 0.042 8901'.0 3738.0 0.046 89000.0 4094.0 J Electric Resist. Other Heating 0.034 0.046 Opaque Wal s• R= 8 ,1 Plan ID eatIcR2TE SIL=-uP WALL R-19.0 Plan ID e•rrm W 1•T. R= Plan ID; R= Plan ID: R■ Plan ID:a Ra Plan ID: R., Plan ID:. % "Note: sum of Target Ar as hero should equal 0.123 22412.0 2756.7 0.053 10610.0 572.9 �• (./ Tarpet Op a Wa a ( 0.150 22412.0 3361.0 0.109 10810.0 1178.3 6,• Electric Resist. other Hearing Frame -tad 0.062 0.062 Frame.Mtc 0.062 0.109 Mess Wall" 0.15 0.15 +i -see mass wall Criteria 0 3 R= Plan I Rc P iD: R= Ian ID: Note: if sulated to levels reoulred for opaque walls, list above with opaque walls 0.070 Electric Resist. Other Heating ins 0.002 0.062 Ex s 0.07 0.07 0 Ra Plan ID: R Plan ID: a Plan ID: R= Plan ID: e • 6 Electric Resit. Olhar Hooting 0.029 0.056 3 a P' Cr R: Plan ID: R= Pian ID: R:- Pion ID. Ra Plan ID: 0.540 '• eIectrie Resist. Otnar Heating F20.94 F.0.54 see Mable 13-1 for radiant ilber values) 'For CMU walls. Indicate core Insulation material. Totals 123701.0 7979.0 Totals 223701.0 9461 . 6 TO comply: 11 Proposer, Total UA shall not oxcoed Target Total UA. 2) Proposed Total Area shall equal Target Tots' Ares. MAY -25-2007 17:10 From:LARSON BINKLEY 9133832831 To:206431366S 2004 Washington State Nonresidential Energy Code Comphioncc Form P.5/7 Climate Zone 1 ENV-SHGC 2004 waerwrtdton dale Norresloenaei Energy Coat ComoIlence roam& Revsed MAy 90(r,. Glazing List components by essembly ID &page # Proposed SHGC SHGC' x Area (A) = SHGC: w A Target SHGC SHGC x Area (A) = SHGC s A ~�ID:Ay: ,.. wuluwt.. r:r+ui,.o;rt:a, ID: 0.450 1025.0 451.3 0.450 1143 0 536. g Glazing 76 eleeetriC Reslst. Omer Heating .� ID: 0-09: 0.4 0.46 `-° c.9 ID: '30-45% not allowed 0.4 ID: ID: 'Note: Manufacturer's SC may be used in Iiou of SHGC. Totals 1025.0 461.3 Totals 1193.0 536.9 For compliance: proposed total $HGG x A shall not exceed Target Iota! SHOO x A NOTE: Since 1997 SHOO compliance for vortical end overhead glazing is allowed at be calculated togelller. Target Area Adjustment Calculations 11 me Irr1Al tenuu,,I VI y4r4ir.11 mein ;IN n 1. td pne•,,;e. exterior wall arse (calculated on CNv-SUM1) exceeds Inv irituumum allowed in Table 13-1, 11UOrr Ulis liJIVVIJIiWI IIIVUt VV 6UD1IIitIC0 USO 1119 Moulting arena In m* Tltrglet UA arta 5HGC Oal4u1a6°ns abovo. Cluing Area Opaque Area Gross exterior wail Area Propo6ed Araaa. Numaeri0 valued' go w vow In uult:ttlurinno Orpow Roofs over Attics Dthar lioofa Walls OG. OC= VG= 1193.0 0000.0 33222.0 34701.0 15615.5 Roofs over Attica Olhor Roofs Wags x Max Giving Area (Tibia 13.1) 45.01. 100 Target OC AMA .n Frpofa OVar AI1IC• Q kisser 15615.3 Max OG Remainin 16615.5 Masintnrn Target tr''ratiin9 Arca = 1 15615.:( Tar9ot 00 Area i.. Oto vv. Rook Prupesvd Opaque Area $14006.9 Proposed 00 Area 11 lesser 15615.5 Trope:, OG ArnoJ Note. OG « ovoe..,,d Blaring VG = vertical yluzing Tamer vc Area 3193.0 1 argee Opaque Area 99000.0 12.4t+er.nrl 4.4114111141. Arm 0,0p! 0'.01 VG ANN:, Togioe v0 Mao Target Opaque Aro , + 1193.0 1 ... 1 1193.0 I= 1 33222.0 1 Nate. n taws Is more won one type of was, the Target VG Area may bo dislribufcd among them. and *V(a'ripla Torun,' Opaque Areas found. II tho Target Ar000 for Opoquo Woao Ilotod on the from muot equal Ino total Ooloulotod Kora. 1 33222.0 l rerTarpat OG's, liar linear values are used boat sero and below. ITerpel Areas OK I �... Target values In eroded boxes 0111 t.*11d in IM *prtlirahle Tarpel UA calculatiof.& on Ow IrurIL. Tnrgol VG AMC ono Total Twrpm OG Amo nm Mon r.ApA :n tl.. ♦.Ol.oable l argot 81100 calculation soave. MAY -25-2007 17:10 From:LARS©N BINKLEY 9133832831 To:2064313665 2004 Washington State Nonresidential Energy Code Compliance Form P.6'7 Building Permit Plans Checklist ENV -CHK ax.4 rvpenengttre Moto reonrooidanaol anergy Cede Campronee poem sed May 2D05 Project Address doeL's - Tu1t1rSLA _rate building permit application for compIianna with the building envelope 3/25/200? requirements in The following information is necessary to check 8 the Washington State Nonresidelnlial Energy Code. Applicability (yes. no. n.a.) r CodaI Section Component - 7 Information Required Lot tion I on Plans Building DepaMlent rdotea GENERAL REQUIREMENTS (Sections 1301-1314) 1301 £. Unconditioned • -tea Identified on • tans if allowed a 13U1 *pace neat type: It "Other". irKlil;alC On pions that electric rea13tdnCe heat is not allowed spec. a•..w• 1A1n.2 Rnmi-nontrti *peens eeri i-hedt!d Cpsees identifte 0 on_gianS .I drlpwe0 1311 Insulerien Y0 s 1311.1 (Maul arwtatlabon Indicate densities and clearances yea 1311 2 Roof /ceding IoSul, Indicate R -value On roof sections io, attics and elher roofs; IndiaMP aleiarenaoe rpt paw 4eesvl i(ion: Indicate belles H *eve vents Installed: ntscate face moping of %%Lev Nitta A.5 yea 1311.3 Was insulation Indicate R -value on wall sections, IndiCtite lace stapling of faced beds; Indicate above Alda exterior insulehon r4 prQ1EOWu, Indicate ioosefill Coro insulation for masonry walls ea rlexd'oa; Indicate neat e:ip n.1y al rni190ny walla if masonry opt1nn is used 1'73; Indicate R -value on1 oor sections; Indicate substantial Canted wall surfed; inCliernct spoons not more than 20 o.c.: Indicate then Insolation does not plots airflow tnrouph foundation vents AS n , a , 1311.4 Floor insulation Vies 1311.6 ISlabon-grade floor Indicate R-vrrltie on w0II section or foundation detail; Indicate slab Insulation extends: down vertically 9a" bum tap: Indicate above grade extolior insulation is protnnted AO n. a . i311,tl Radiant fluor Indeerain R-vyltr5 pn wall ooGuon 0r foundation detail: Indicate slab InstilaIlon extends down vsrpcally 30' kiln tree tap; Indicate above grade exterior inoululiun is protected: I iLiit:ate insulation also under entire. Klan wnera rood. by Officio yes 1312 Ctazing and drlgr; Piuvitlu calculation of glazing area flnctudlrtg both vertical vorti4Al And overhand) as percent of stress wolf area spec. yes 1312.1 U -factors Indicate glazino and door U -tactors on giving and door n :litdoiu (provide aro*-weighted catculaoons as necessary); lndlcsie If values are NFRC or default. if values are delaull then Sweitily hence type. glazing layers, gapwlchtt. low -e neePnvaa_ons fellings t3rec. yoo 1312.2 SHGC & SC Indicate waxing solar heat gain coefficient or shading costiicierll on glazing schretule farovide arca-weighted calculations e5 necessary) Spee. 1313 Moisture control _ y^^ 1313-1 vapor falereard (indicate vapor retarders on warm slideMIPMEMMMIN Two 1313.2 kooffteiring rap.rsr. Indicate vupiu { owroor 00 rear ecCGon: Indicate vee. rr.Iard Mtn sealed seams for non -wood stn„Ic. eiti yes 13133 13.4 was vapor re order door vapor retarder Indicate vapor retarder on wed section Inolcate vapor retarder on Noor section n • a n.a, 1315.8 Crawl space vtip. fol. Ibldicaan till mil black polyethylene Overlapped 12- on ground ��- 1314 Air ICakaao yea Ysa 1311.1 Bldg. envoi. waling Indiooto Gaoling. mean% %g, err mpt.rVJ, one en olhoralrippirrg . 13142 (1loringldoor coaling Indicate wearhe+.rAprilng SP&C. yea 1314 3 AssamDas oucw Inchoate searing. counting ane gasketing Spew. PRESCRIPTIVE/COMPONENT PERFORMANCE (Sections 1320-23 or 1330.34) you grrvesope Sum Form Comic= and attacneo. Provide Component performance worksheet if necessary Attach If "no' is shown for any quasuen. provide scolanationr MAY -25-2007 17:10 From:LARSON BINKLEY 9133832831 2004 Woohin nn State Nonresidential Erie, To:2064313665 Code Compllanco Fonio P.7,7 Building Permit Plans Checklist ENV -CHK 90d Woaningien Sam Nen.ppMWi tnorpy OM. Ownpiynq; Forms Aruiznn Mov 2005 Envelope - General Requirements 1311 Insulation 1311.1 Installation Requirements; Ai in$ulaGun materials shall bo installed 9oaordIng 10 the manufacturers instructions to oohicvc properdoniltie9, maintain cicarartzea, and maintain uniform R.valuers. Tn the maximum extent possible, In9Uation shalt extend over the full component area to the intender) R- 1 1311.2 Roof/Ceiling Insulation: 0gan-down or poured loose - fill insulation may be used in erne sped where the slope of the ceiling is not more than 3/12 and there Is at least tnlrty inches of clean distance from the top of the bottom chord of the truss or ceiling joist to the underside Of the sheathing at the roof ridge. When Dave vents are intellect, barn rig of Ine vent openings shall be provided 50 as to deflect Ihtt incomino air above the surface of the insulation. Where lighting fixtures are recessed into a euseureied or exposed grid ceiling. the roof/ceiling xeaambty shag be insulated in 0 locution other than directly On pre Suspended t:e111np, Crxception: type IC rated recessed lighting exturos. Where installed in wood framiri , faced batt insulation shall bo face stapled 1311,3 Wail Insuletion: Exterior wall cavities isolated during frerning shad be fully insulated 10 the levels of the surrounding walls. When installed in wood tram ing, faced batt insulation snail be race stapled. Above grade anterior iroulotion *hall be peuteeted, 1311.4 Floor Insulation: Floor insulation shalt by inegalted in a permanent manner in substantial contact with the surface being insuated. Insulation supports shell be installed so SDacin0 is not more than twenty-four inehea un cruder. Installed Insulation shall not block the airflow through foundation vents. 1311.6 SIeb.On.Crede Floor: Slab-on-grede insulation installed inside the foundation wall shell extend downward morn the top of the slab a minimum d$teince of twenty.four inches er to the top d the footing, whin ,ver is Iib, ineuletion installed outside the foundation shall extend downward a minimum d twenty -tour Inches onto the froze ne, W' lGhever is greater. Above grade ireuletion shall be protected. Exception: For monolithic dabs, the insulation shall attend downward from the top of the slab to the bottom of lhs footing. 1311.6 Radiant moors fon or below grade): Slab•on-grade insulation shalt extend downward from the toe of this slab a minimum disbnoe of thirty -sits inch= cr downwalre to the top di the footing and horizontal for an aggregate of riot iris Than thirty-six inches. If required by ina belting OfflCiSl where soil conditions warrant such insulation. the entire area of a radlantf door shall be thermaly isolated from the acid Where a soi gas control system as prevIdted below the radiant floor, whiten resat= in increased convective flow below the radiant floor, the radiant floor shall be thermally isolated from the sub -floor grovel layer. 1312 GlazIng and Doors 1312.1 Standard Procedure for Determination of QIasing and Door U -Factors: U.factors for glazirg and doors shall ha determined, certified and labeled in accordance with Standard R6-31 by a certified indapondant ogcncy licensed by the National Fenestration Rating Council (NFRC). Compliance shall be based on the Residential or the Nonresidential Model Size. Product samples used for la -factor determinations shall be production Ina units or representative of units as purchased by the cortsumo-or contractor. Unlabeled glazing and doors shall be assigned the default U -factor in Section 200& 13122 Solar Heat Gain Coefficient and Shading Coefficient: Solar Host Gain Coefficient (SHGC), shall be determined, certified and Inhaled in accordance with the National Fenestration Rating Council (NFRC) Standard by a Certified, lnooperwent agency, licensed by tho NFRC. Exception; Shading c:Uef iiclents ($C) Shall DC an acceptable alternate for compliance with solar heal gain uoefficient requirements. Shading eoetftdents for glazing oho!! betaken from Chapter 27 of Standard RS -27 or from the manufacturers test data 1313 Moisture Control 1313.1 Vapor Retarders: Vapor retarders strait be installed on the warn, vide (in winter) of insulation an required by this section Exception: Vapor retarder installed with not more than 1/3 or the nominal R -value between It end the Condltioned space. 1313.2 RooflCeiling Assemblies: Roof/casing assemblies where the venulaliar space above the insulation is lass than en average of twelve inches shall be provided with a vapor retarder Roof/ceiling a99emblie3 without a vented airspace, where neither the root' Deck riortne roof structure are made of wood, shall provide a continuous vapor retarder with taped Aesrrt5 Exception: Vapor retarders need not he provided where all Of the insulation is installed between tho roof membrane and the structural roof deck 1313.3 Wails:Walls Renaming conditioned space from unconditioned space shot' bo provided with a vapor reteroer. 1313.4 Floors: Floors separating conditioned space from unconditioned space shall be provided with a vapor retarder. 1313.5 Crawl Spaces: Agrotertd cover of six mil (0.000 inch thick) black polyethylene or approved count shell be laid over the ground within irawl spaces. The ground covor shall be overlapped twelve inches minimum at the joints art shall extend to the foundation wail Exception: Thr' ground cover may be omitted in Crawl spaces if the Crawl space has a Concrete slab floor with a minimum tee -Aram" of three and one-half inches. 1314 Air Leakage 1314.1 Building Envelope: The requirements of this section shall apply to building elements separating conditioned from unconditioned spaces. Exterior joints around windows and doorframes. openings between walls and foundation, between walls and rod and wap psr.era; openings at penetrations d utility services through walls, &lora, and roofs; and all other openings In ins Ourlong envelope shall De sealed, caulkal, ga sketed, or weatherstrioord to limit air leakage 1314.2 Glazing and Doors: Doors and operable glazing arloaratlrfg condtioned from unconditioned space shall be weatherstripped. Fixed windows shall be tight fitting with glass retained by steps with sealant or caull4ng all around, Exception: Openings that are required to be fire rousts nt. 1314.3 Building Assemblies Ueod as Dunt, or Plenums: BulidIng assemblies used as degas or plenums shall be sealed. caulked, and gasketed to limit air leaacage. 61di / ce44d % joy Supplemental Structural Design Calc a#ions For: ( A New Kohl's Store Tukwila, WA Developed By: Kohl's Department Stores, Inc. N56 WI7000 Ridgewood Dr. Menomonee Falls, WI 53051 Calculations Prepared By: Ambrose Engineering, Inc. W66 N215 Commerce Ct. Suite 100 Cedarburg, WI 53012 Ph: 262.377-7602 Fax: 262-377-4868 Job #06-392 May 23, 2007 Pae -511 Ambrose Engineering, Inc. Units system: English File name: S:ti2006dwg106-392 KDS #11152 - Tukwila, Wa CALCS ONLYII+CaIcs1RAM100-392 ceiling bradng.adv Company Address: W66 N215 Commerce Ct. Suite 100, Cedarburg, WI 53012 Y Z� X Tx=v tin] Tx O[In] • Rr=otw [a Yx=o2e0169 [�n] Current Date: 5/22/2007 3:39 PM Tx -0 [In] / // AMBROSE t'J" ate 1 EN(..~'.iNEERiN��`..t, INC. Job: KnI,1 Arc .. % -..1:53.(-7-;)- \10,4i$ 3�3(-! ? tiro l rk G,�'iy - i \, U ,,t, � E ,�_ ,�.-,3, r.k' ' a r � �k4;-- r :eri-s., \-, , j , .,Q.46.6Nimo6fLo ( ,e.:DA, .\ ,r T.sliY0 1.1 ICIaioy Fr t' 1 k r3 r>lt '41,54 9rr c r �• pK-y W; S �- r+�'.y ,ion- r red ' 0;/4., . (')(!t) -11;. (1>.\.4,)-) 163P1 t64 Its f cPLirickfmts) Oct' f FF "jvoi t3zmES L('! \ J t t' r.rAke. i t77L •6 r' Ci'.:.+. - C174.7-V0l— FILE copy Pe Tr!!!: No. Structural Design -Calculations REVIEWED CODE MPLIAN E rivftromoco f8 `LOOS Ct'�D DIVISION lUkwl la BALDING For: A New Kohl's Store Tukwila, WA Developed By: Kohl's Department Stores, Inc. N56 W17000 Ridgewood Dr. Menomonee Falls, WI 53051 Calculations Prepared By: Ambrose Engineering, Inc. W66 N215 Commerce Ct. Suite 100 Cedarburg, WI 53012 Ph: 262-377-7602 Fax: 2624774868 Job #06-392 October 12, 2006 Store Type: 2F -BL -TU Prototype 18 792p?r Ory, �1 H r RECEIVED 0. % ti' REID I c —vs# RECEIVED CINfwT►Iv JJ OCT 16 7006 PERMMtiT CENTER 1Xkr31$ A New Kohl's Prototype Store Tukwila, WA STRUCTURAL CALCULATION INDEX: Design Criteria DC1 Design Loads DLI DL -.4 Foundations & Columns F1 toND Walls W 1 to Mezzanine Framing M1 to TAItti Roof Framing R1 to K35. Lateral Design L1 to 1-11 Miscellaneous MS 1 to jun,, DESIGN CRITERIA: Building Code: Design Soil Pressure: Concrete: Reinforcing Steel: Structural Steel: Light Gauge Studs: Steel Joists & Girders: A New Kohl's Prototype Store Tukwila, WA 2003 IBC (International Building Code) 3,000 psf (Geotechnical Report) f c = 3,000 (28 -day) — footings, block core fill, strap footings f c = 4,000 (28 -day) — walls, slabs, toppings, grade beams A615-60 (Fy = 60,000 psi) #4 & larger A615-40 (Fy = 40,000 psi) #3 & smaller ASTM A36 (Fy = 36 ksi) Misc. steel, angles, plates ASTM A500 Gr. B or C (Fy = 46 ksi) HSS tubes ASTM A572 or ASTM A992 (Fy = 50 ksi min.) Wide flange shapes A446 Gr. D (Fy = 50 ksi) 16 gauge and heavier A611 Gr. C (Fy = 33 ksi) 18 gauge and 20 gauge (by manufacturer per Steel Joist Institute) A New Kohl's Prototype Store Tukwila, WA DESIGN LOADS: ROOF LOADS (NON -BALLASTED) WIND LOADS TPO 1.25 Basic Wind Speed (3 second gust) 85 mph Insulation 2.00 Exposure C Perlite 1.00 MWFRS Design Pressure 17 psf typical Metal Deck 1.75 Importance Factor 1.0 Steel Joists 3.50 ' Sprinklers (filled) 1.50 SEISMIC LOADS Mechanical / Misc. 3.00 Ceiling 1.00 - SDs = 0.800 SDI = 0.734 DL 15.00 psf Importance Factor 1.0 LL 20.00 psf + drift J TL 35.00 psf Lateral Force Resisting System: Load bearing special reinforced concrete shear MEZZANINE FLOOR LOADS walls R=5.5,52=2.5, HL = 160, Cd = 5.0 4" Conc. Slab 36.75 Metal Deck 1.75 Steel Framing 7.50 Ceiling 1.00 Mechanical / Misc. 3.00 DL 50.00 psf LL 125.00 psf TL I75.00 psf Design Category Site Class D E MapQuest: Maps Minkler Blvd & Andover Park W Tukwila WA 98188 US Notes: ? a S161stSi $ 164th St S 187ith St;.S.l6 et qui Page 1 of 1 0.. cto . ono dn s163d11 0 Pt cas $ $1 72nd St $ 172nd Pt g i ttod i'i S1.75th St S t79111 St 140 N 411 0 21106 UapQuest, Inc, All rights reserved. Use MOM Subject to License/Copyright cope ete PT N Corporate pr .fid.. -1404014 ....< Midland Dar Tritand ar S 180th St Ssgde ark 0 OfJ C)r4i1L 9; i<B1 st St C200;$ NAVT =Q This map is informational only. No representation is made or warranty given as to Its content. User assumes all risk of use. MapQuest and its suppliers assume no responsibility for any loss or delay resulting from such use. http://www. map quest.com/maps/print.adp?mapdata=p5kgyoo6yZlg9bg8QzrzK9vXvYKu3... 9/11/2006 MapQuest: Maps Minkler Blvd & Andover Park W Tukwila WA 98188 US Notes: 1 North PJ Port Madise." ibkI ankim,vitct;,, ' ciiIVsI*jG :RaningblY - eroWlif Bainbridge Island Tiwytatt 6vtga Sgt Ertio 9-1 0 7 • •••' west IMikeiy„t„ /am Bremerion --°"``-•••'°1` <y, vkeist siattif Port Orcha tit • ',CS'. • 0, " .1•Jr• 1, -L,ParkWOOd Southworth puritt ...• "Barm4; Colv°sSoaatd 1:1 foragaria ' • Normandy Park 0$61te tley tophinie0136sFeet .s0. • ••••,-, Lisabioca • • P - A . DeS Moines M °CI r r tit Be' Caeterwood 00 mo ac G,g kikw„. .;• • Maria • F!. _Fon Nisquatly Das Pin v, Arleta 6. Page 1 of 1 fx3 good • . • .1,..' '• , . ' , -,.•••--bitiiiow$-Arondolor , -1 *•i-0 - Land ',''''*---4 ' Redmond i4 J4krri1111 Ot• Stehottor r • .1:1 ors /•4.,0311‘.„„_ --Carnation Stnmmshlibutoont 141110 • crOgiiOadi • ,,e,Y 4 °MY, • --NoWpart Ha 1.0q - • - ti,,• • , 041.114 Coa111414''' Mounta(if CII^L 4sia;!ave0041141ght st 21:12 Cityck74". ta atttsfe? HIil " Valle LJe 'triton tow'14cjflt ia keighie — ..! - Tecorna rcrest... •textglai;d , "GP6 ' •C'f'rr I! !Oaiiitou litteintalt0- —,0 Dame Dmn „ AA/Worms*, „ 0 Itanalri . 0 Kerrielar. rude Bareesitie covoi,otoo-, Outliern WynacD TP4tHirl'c: t414.piftnan4 oniett ittv_sv ,c,mbereHaiid` Newaukurt • ace 541ishan !. •••-•- •",•'-'1';'"t 2006 MipOuest. Inc,: C 2006 Tele Atlas.- / All rights reserved. Use Subject to License/Copyright This map is informational only. No representation is made or warranty given as to its content. User assumes all risk of use. MapQuest and its suppliers assume no responsibility for any loss or delay resulting from such use. 11,, Piere 0 4- Vitiaie - Wabash 189 ' , • -I) ,,,.. osii.., eta- -." -Enumclaw http://www.mapquest.comimaps/print.adp?mapdata=p5kgyoo6yZIq9bg8QzrzK9vXvYKu3... 9/11/2006 MapQuest: Maps Page 1 of 1 #44 Minkler Blvd & Andover Park W Tukwila WA 98188 US Notes: , 4°S-qtiorn • Courtenay -\::,!:4° .H. Weii'vnc 4 .... .., --- PortAlbvrni: iiOtiiSI!.a:. Nanaltni", ,, -"ItkO',..:'' puk.Y.' ' *set .'9K(14-- °Ilan ,.....h. t.•_.,,,„,,,, •o,f- , .,-• North COwialitti„'V''„ 13001ffeid, -...0 , -- Port R4nfr4r Nosh Boy Lo Push ancouver. eningliaj" coriereto.1',4-: (311Ps 10 Ro'ckpqff SW e,1/4es, 'sequin) fAulafte0 krriorido„parklmatic,: Haquiarr> - 13,0km , 13004. Pentittoh6 • Printeron ..`-citiverpkonstgari Falls osuypas Jaiov$11:\ rlipubno — . 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MapQuest and its suppliers assume no responsibility for any loss or delay resulting from such use. http://www.mapquest.com/maps/print.adp?mapdata=p5kgyoo6yZIObg8QzrzK9vXvYKu3... 9/11/2006 0 - 90.21101 • ItiNkl3d/NGIA31:11,1Vid VOA 0311403d I, ! .1„ 1, 1 . 1 1 ! 4; --i7 I I I I ria_ 1 1 r ____41 I I r 1 -H- -0 eTh 3 a.. eet-M4‘.6.3••••-e-na...evam, Ambrose Engineering, Inc. W66 N215 Commerce Ct. Suite 100 53012 P: 262-377-7602 F: 262-377-4868 Title : Kohl's Department Stores Deenr: MB Description : Tukwila, WA Scope : Job # 06-392 Date: 3:07AM, 13 OCT 06 Rev: 580008 I User. KW -0804188, Ver 5.8.0, 1-Der.2003 • (01983-2003 ENERCALC Engineering Software Steel Column Page 1 06-392_Calcs.ecw:ADOL COLUMNS Description C-1 (mezz col,le=9.67') Mezz Area - Pmax=120k e=1.0(4.1 d) General Information Code Ref: AISC 9th ASD, 1997 UBC, 2003 IBC, 2003 NFPA 5000 Steel Section HSS7X7X114 Column Height 10.333 ft End Fixity Pin -Pin Live & Short Tern Loads Combined LLoads Fy Duration Factor Elastic Modulus X -X Unbraced Y -Y Unbraced 48.00 ksi 1.330 29,000.00 ksi 9.667 ft 9.667 ft X -X Sidesway : Y -Y Sidesway : Kxx Kyy Restrained Restrained 1.000 1.000 Axial Load... Dead Load 27.00 k Live Load 93.00 k Short Term Load k Ecc. for X -X Axis Moments Ecc. for Y -Y Axis Moments 0.000 in 0.700 in Section : HSS7X7X1/4, height = 10.33ft, Axial Loads: 01 = 27.00, LL = 93.00, ST= 0.00k, 9.67ft, Y -Y = 9.67ft Dead Unbraced Lengths: X -X Combined Stress Ratios AISC Formula H1 - 1 AISC Formula Hi - 2 AISC Formula 1-11 - 3 0.2173 0.2100 Live DL + LL 0.7659 0.9996 0.7235 0.9335 Column Design OK Ecc. = 0.000in DL + ST + (LL if Chosen) 0.7422 0.7019 XX Axis : Fa calc'd per Ea. E2.1, K*LIr < Cc YY Axis : Fa calc'd Der_En. E2-1, K*Lfr < Cc Stresses Allowable & Actual Stresses Fa : Allowable fa : Actual Fb:xx : Allow IF3.11 fb : xx Actual Fb:yy : Allow [F3.1] fb : yy Actual Dead • 23.70 ksi 4.38 ksi Live 23.70 ksi 15.07 ksi 27.60 ksi 27.60 ksi 0.00 ksi 0.00 ksi 27.60 ksi 1.42 ksi 27.60 ksi 4.89 ksi DL + LL 23.70 ksi 19.45 ksi 27.60 ksi 0.00 ksi 27.60 ksi 6.32 ksi DL Short 31.52 ksi 19.45 ksi 36.71 ksi 0.00 ksi 36.71 ksi 6.32 ksi Analysis Values F'ex : DL+LL F'ey : DL+LL F'ex : DL+LL+ST F'ey : DL+LL+ST Max X -X Axis Deflection 83,632 psi 83,632 psi 111,231 psi 111,231 psi 0.000 in at Cm:x DL+LL 0.60 Cm:y DL+LL 0.60 Cm:x DL+LL+ST 0.60 Cm:y DL+LL+ST 0.60 0.000 ft Max Y -Y Axis Deflection Cb:x DL+LL Cb:y DL+LL Cb:x DL+LL+ST Cb:y DL+LL+ST -0.061 in at 1.00 1.00 1.00 1.00 5.993 ft Ambrose Engineering, Inc. W66 N215 Commerce Ct. Suite 100 53012 P: 262-377-7602 F: 262-377-4868 Title : Kohl's Department Stores Job # 06-392 Dsgnr: MB Date: 3:07AM, 13 OCT 06 Description : Tukwila, WA Scope : Rev: 580008 User. KW -0604188, Ver 5.8.0, 1 -Dec -2003 (c)1983-2003 ENERCALC Engineering Software Steel Column Page 1 06-392_calcs.ecwADDL COLUMNS Description C-2 (mezz col,le=9.67') Mezz Area - Pmax=155k a=1.0(0.1d) General Information Code Ref: AISC 9th ASD, 1997 UBC, 2003 IBC, 2003 NFPA 5000 Steel Section HSS7X7X5116 Column Height 10.333 ft End Fixity Pin -Pin Live & Short Term Loads Combined Fy Duration Factor Elastic Modulus X -X Unbraced Y -Y Unbraced 46.00 ksi 1.330 29,000.00 ksi 9.667 ft 9.667 ft X -X Sidesway : Y -Y Sidesway : Kxx Kyy Restrained Restrained 1.000 1.000 Loads Axial Load... Dead Load Live Load Short Term Load Summary 27.00 k 128.00 k k Ecc. for X -X Axis Moments Ecc. for Y -Y Axis Moments 0.000 in 0.450 in Column Design OK Section : HSS7X7X5116, Height = 10.33ft, Axial Loads: DL = 27.00, LL = 128.00, ST = 0.00k, Ecc. = 0.000in Unbraced Lengths: X -X = 9.67ft, Y -Y = 9.67ft Combined Stress Ratios AISC Formula H1 - 1 AISC Formula H1 - 2 AISC Formula H1 - 3 Dead Live DL + LL 0.1677 0.8117 0.9899 0.1564 0.7415 0.8979 DL + ST + (LL if Chosen) 0.7370 0.6751 XX Axis : Fa calc'd per Ed. E2-1, K*LIr < Cc YY Axis : Fa calc'd per Eq. E2-1, K*Ur < Cc 1 Stresses Allowable & Actual Stresses Fa : Allowable fa : Actual Fb:xx : Allow [F3.1] fb : xx Actual Fb:yy : Allow [F3.1 ] fb : yy Actual Analysis Values Dead 23.65 ksi 3.56 ksi 27.60 ksi 0.00 ksi 27.60 ksi 0.76 ksi Live 23.65 ksi 16.86 ksi 27.60 ksi 0.00 ksi 27.60 ksi 3.60 ksi DL+LL 23.65 ksi 20.42 ksi 27.60 ksi 0.00 ksi 27.60 ksi 4.36 ksi DL + Short 31.45 ksi 20.42 ksi 36.71 ksi 0.00 ksi 36.71 ksi 4.36 ksi F'ex : DL+LL F'ey : DL+LL F'ex : DL+LL+ST F'ey : DL+LL+ST Max X -X Axis Deflection 82,021 psi 82,021 psi 109,088 psi Cm:x DL+LL Cm:y DL+LL Cm:x DL+LL+ST 0.60 0.60 0.60 109,088 psi Cm:y DL+LL+ST 0.60 0.000 in at 0.000 ft Max Y -Y Axis Deflection Cb:x DL+LL 1.00 Cb:y DL+LL 1.00 Cb:x DL+LL+ST 1.00 Cb:y DL+LL+ST 1.00 -0.042 in at 5.993 ft Ambrose Engineering, Inc. W66 N215 Commerce Ct Suite 100 53012 P: 262-377-7602 F: 262-377-4868 Title : Kohl's Department Stores Job # 06-392 Dsgnr: MB Date: 3:07AM, 13 OCT 06 Description : Tukwila, WA Scope : Rev: 5e0008 User. KW -0604188, Ver 5.8,0, 1 -Dec -2003 (c)1983-2003 ENERCALC Engineering Software Steel Column P1 Page 1 06392_cak:s.ecw.ADOL COLUMNS Description C-3 mezz col, Ie=9.67) Mezz Area - Pmax=96k e=1.0(0.1 d) General Information Code Ref: AISC 9th ASD, 1997 UBC, 2003 IBC, 2003 NFPA 5000 Steel Section HSS6X6X1/4 Column Height 10.333 ft End Fixity Pin -Pin Live & Short Term Loads Combined Loads Fy Duration Factor Elastic Modulus X -X Unbraced Y -Y Unbraced 46.00 ksi 1.330 29,000.00 ksi 9.667 ft 9.667 ft X -X Sidesway : Y -Y Sidesway Kxx Kyy Restrained Restrained 1.000 1.000 Axial Load... Dead Load Live Load Short Term Load 27.00 k 69.00 k k Ecc. for X -X Axis Moments Ecc. for Y -Y Axis Moments 0.000 in 0.600 in Summary Section : HSS6X6X1/4, Height = 10.33ft, Axial Loads: Unbraced Lengths: X -X = Combined Stress Ratios AISC Formula H1 - 1 AISC Formula HI - 2 AISC Formula H1 - 3 9.67ft, Y -Y = 9.67ft Dead 0.2669 0.2482 DL = 27.00, LL = 69.00, ST = 0.00k, Live 0.6996 0.6343 DL + L 0.9939 0.8825 Ecc. = Column Design OK 0.000in DL + ST + (LL if Chosen) 0.7335 0.6636 XX Axis : Fa calc'd per Eq. E2-1, K*Ut' < Cc VY ,- ' • F - calc'd er Eq. E24 K*Ur < Cc Allowable & Actual Stresses Fa : Allowable fa : Actual Fb: oc : Allow [F3.1] fb : xx Actual Fb:yy : Allow [F3.1] fb : yy Actual Dead 22.74 ksi 5.15 ksi Live 22.74 ksi 13.17 ksi 27.60 ksi 27.60 ksi 0.00 ksi 0.00 ksi 27,60 ksi 27.60 ksi 1,70 ksi 4.34 ksi DL+LL 22.74 ksi 18.32 ksi 27.60 ksi 0.00 ksi 27.60 ksi Analysis Values F'ex : DL+LL F'ey : DL+LL F'ex : DL+LL+ST Fey : DL+LL+ST Max X -X Axis Deflection 60,568 psi 60,568 psi 80,555 psi 80,555 psi 0.000 in at Cm:x DL+LL 0.60 Cm:y DL+LL 0.60 Cm:x DL+LL+ST 0.60 Cmy DL+LL+ST 0.60 0.000 ft Max Y -Y Axis Deflection 6.04 ksi DL + Short 30.24 ksi 18.32 ksi 36.71 ksi 0.00 ksi 36.71 ksi 6.04 ksi Cb:x DL+LL Cb:y DL+LL Cb:x DL+LL+ST Cb:y DL+LL+ST -0.068 in at 1.00 1.00 1.00 1.00 5.993 ft Ambrose Engineering, Inc, W66 N215 Commerce Ct. Suite 100 53012 P: 262.377-7602 F: 262-377-4868 Title : Kohl's Department Stores Job # 06-392 Dsgnr: MB Date: 3:07AM, 13 OCT 06 Description : Tukwila, WA Scope : fs. r Rev: 580008 I User. KW -0604188, Ver 5.8.0, 1 -Deo -2003 (c)1983-2003 ENERCALC Engineering Software Steel Column Page 1 08-392 calcs.ecw..ADDL COLUMNS Description C-4 (mezz col,le=9.67') Mezz Area - Pmax=72k e=1.0(0.1d) General Information Code Ref: AISC 9th ASD, 1997 UBC, 2003 IBC, 2003 NFPA 5000 Steel Section HSS5X5X114 Column Height 10.333 ft End Fixity Pin -Pin Live & Short Term Loads Combined Fy Duration Factor Elastic Modulus X -X Unbraced Y -Y Unbraced 46.00 ksi 1.330 29,000.00 ksi 9.667 ft 9.667 ft X -X Sidesway : Y -Y Sidesway : Kxx Kyy Restrained Restrained 1.000 1.000 Loads Axial Load... Dead Load Live Load Short Term Load Summary 27.00 k 45.00 k k Ecc. for X -X Axis Moments Ecc. for Y -Y Axis Moments 0.000 in 0.500 in Section : HSS5X5X114, Height = 10.33ft, Axial Loads: DL = 27.00, LL = 45.00, ST = Unbraced Lengths: X -X = 9.67ft, Y -Y = 9.67ft Combined Stress Ratios Dead AISC Formula H1 - 1 0.3493 AISC Formula H1 - 2 0.3038 AISC Formula H1 - 3 Column Design OK 0.00k, Ecc. = 0.000in Live DL + LL 0.5944 0.9929 0.5063 0.8102 DL + ST + (LL if Chosen) 0.7242 0.6091 XX Axis : Fa calc'd per Eq. E2-1, K"Llr < Cc YY Axis : Fa calc'd per Ea. E2.1. K`Llr < Cc Stresses Allowable & Actual Stresses Fa : Allowable fa : Actual Fb:xx : Allow [F3.1] fb:xxActual Fb:yy : Allow [F3.1] fb : yy Actual Dead 21.26 ksi 6.28 ksi 27.60 ksi 0.00 ksi 27.60 ksi 2.11 ksi Live 21.26 ksi 10.47 ksi 27.60 ksi 0.00 ksi 27.60 ksi Analysis Values F'ex : DL+LL Fey : DL+LL F'ex : DL+LL+ST F'ey : DL+LL+ST Max X -X Axis Deflection 3.51 ksi DL+LL 21.26 ksi 16.74 ksi 27.60 ksi 0.00 ksi 27.60 ksi 5.62 ksi DL + Short 28.28 ksi 16.74 ksi 36.71 ksi 0.00 ksi 36.71 ksi 5.62 ksi 41,291 psi 41,291 psi 54,917 psi Cm:x DL+LL Cm:y DL+LL Cm:x DL+LL+ST 0.60 0.60 0.60 54,917 psi Cm:y DL+LL+ST 0.60 0.000 in at 0.000 ft Max Y -Y Axis Deflection Cb:x DL+LL Cb:y DL+LL Cb:x DL+LL+ST Cb:y DL+LL+ST -0.077 in at 1.00 1.00 1.00 1.00 5.993 ft Ambrose Engineering, Inc. W66 N215 Commerce Ct. Suite 100 53012 P: 262-377.7602 F: 262.377-4868 Title : Kohl's Department Stores Job # 06-392 Dsgnr: MB Date: 3:07AM, 13 OCT 06 Description : Tukwila, WA Scope : ev: 580008 User KW -0604188. ver 5.8.0, 1 -Dec -2003 (c)1983.2003 ENERCALC Engineering Software Description C-1 (full ht col,le=11.0') Mezz Area - Pmax=115k e=1.0(0.1d) Steel Column Page 1 0&392 celcs.ecw:ADDL COLUMNS General information Steel Section HSS7X7X1I4 Column Height 28.417 ft End Fixity Pin -Pin Live & Short Term Loads Combined Fy Duration Factor Elastic Modulus X -X Unbraced Y -Y Unbraced Code Ref: RISC 9th ASD, 1997 UBC, 2003 IBC, 2003 NFPA 5000 �. . 46.00 ksi 1.330 29,000.00 ksi 11.000 ft 11.000 ft Loads X -X Sidesway : Restrained Y -Y Sidesway : Restrained Kxx Kyy 1.000 1.000 Axial Load... Dead Load Live Load Short Term Load 46.00 k 69.00 k k Ecc. for X -X Axis Moments Ecc. for Y -Y Axis Moments 0.000 in 0.700 in Section : HSS7X7X1l4, Height = 28.42ft, Axial Loads: DL = 46.00, LL = 69.00, ST = 0.00k, Unbraced Lengths: X -X = Combined Stress Ratios AISC Formula H1 - 1 AISC Formula H1 - 2 AISC Formula H1 - 3 11.00ft, Y -Y = 11.00ft Dead 0.3844 0.3578 Live DL + LL 0.5828 0.9971 0.5368 0.8946 Column Design OK Ecc. = 0.000in DL + ST + (LL if Chosen] 0.7370 0.6726 XX Axis : Fa calc'd per Eq. E2.1, K*Llr < Cc YY Axis : Fa calc'd per Ea. E2.1. K*Llr < Cc Stresses Allowable & Actual Stresses Fa : Allowable fa : Actual Fb:xx : Allow [F3.1] fb : xx Actual Fb:yy : Allow [F3.1] fb : yy Actual Dead 22.95 ksi 7.46 ksi 27.60 ksi 0.00 ksi 27.60 ksi 2.42 ksi Live DL + LL 22.95 ksi 22.95 ksi 11.18 ksi 18.64 ksi 27.60 ksi 0.00 ksi 27.60 ksi 3.63 ksi 27.60 ksi 0.00 ksi 27.60 ksi 6.05 ksi DL + Short 30.52 ksi 18.64 ksi 36.71 ksi 0.00 ksi 36.71 ksi 6.05 ksi Analysis Values F'ex : DL+LL Fey : DL+LL F'ex : DL+LL+ST F'ey : DL+LL+ST Max X -X Axis Deflection 64,591 psi 64,591 psi 85,906 psi 85,906 psi 0.000 in Cm:x DL+LL 0.60 Cm:y DL+LL 0.60 Cm:x DL+LL+ST 0.60 Cm:y DL+LL+ST 0.60 at 0.000 ft Max Y -Y Axis Deflection Cb:x DL+LL Cb:y DL+LL Cb:x DL+LL+ST Cb:y DL+LL+ST -0.445 in at 1.00 1.00 1.00 1.00 16.482 ft Ambrose Engineering, Inc. W66 N215 Commerce Ct. Suite 100 53012 P: 262-377-7602 F: 262-377-4868 Title : Kohl's Department Stores Job # 06-392 Dsgnr: MB Date: 3:07AM, 13 OCT 06 Description : Tukwila, WA Scope : Rev: 580008 User. KW -0604188, Ver 5.8.0, 1 -Dec -2003 (c)1983-2003 ENERCALC Engineering Software Steel Column Page 1 08-392 calcs.ecw:ADDL COLUMNS Description C-9 (full ht co[,Ie=17.67') Mezz Area - Pmax=128k e=1.0(0.1d) General Information Code Ref: AISC 9th ASD, 1997 UBC, 2003 IBC, 2003 NFPA 5000 Steel Section HSS7X7X3/8 Column Height 29.333 ft End Fixity Pin -Pin Live & Short Term Loads Combined Fy Duration Factor Elastic Modulus X -X Unbraced Y -Y Unbraced 46.00 ksi 1.330 29,000.00 ksi 17.667 ft 17.667 ft I Loads X -X Sidesway : Y -Y Sidesway : Kxx Kyy Restrained Restrained 1.000 1.000 Axial Load... Dead Load Live Load Short Term Load 46.00 k 82.00 k k Ecc. for X -X Axis Moments Ecc. for Y -Y Axis Moments 0.000 in 0.590 in Section : HSS7X7X3i8, Height = 29.33ft, Axial Loads: DL = 46.00, LL = 82.00, ST = 0.00k, Unbraced Lengths: X -X = 17.67ft, Y -Y = 17.67ft Combined Stress Ratios AISC Formula H1 - 1 AISC Formula H1 - 2 AISC Formula HI - 3 Dead 0.3206 0.2387 Live 0.5907 0.4255 DL + LL 0.9966 0.6641 Column Design OK Ecc. = 0.000in DL + ST + (LL if Chosen) 0.7061 0.4993 XX Axis : Fa calc'd per Eq. E2-1, K*L/r < Cc YY Axis : Fa caic'd per Ea. E2-1, K*LIr < Cc Stresses Allowable & Actual Stresses Fa : Allowable fa : Actual Fb:xx : Allow [F3.1j fb : xx Actual Fb:yy : Allow [F3.11 fb : yy Actual Dead 18.30 ksi 5.13 ksi 27.60 ksi 0.00 ksi 27.60 ksi 1.46 ksi Live 18.30 ksi 9.14 ksi 27.60 ksi 0.00 ksi 27.60 ksi 2.60 ksi DL + LL 18.30 ksi 14.27 ksi 27.60 ksi 0.00 ksi 27.60 ksi 4.06 ksi DL + Short 24.34 ksi 14.27 ksi Analysis Values F'ex : DL LL Fey: DL+LL F'ex : DL+LL+ST Fey : DL+LL+ST Max X -X Axis Deflection 36.71 ksi 0.00 ksi 36.71 ksi 4.06 ksi 24,076 psi 24,076 psi 32,021 psi 32,021 psi 0.000 in at Cm:x DL+LL Cm:y DL+LL Cm:x DL+LL+ST Cm:y DL+LL+ST 0.60 0.60 0.60 0.60 0.000 ft Max Y -Y Axis Deflection Cb:x DL+LL Cb:y DL+LL Cb:x DL+LL+ST Cb:y DL+LL+ST -0.318 in at 1.00 1.00 1.00 1.00 17.013 ft Ambrose Engineering, Inc. W66 N215 Commerce Ct. Suite 100 53012 P: 262-377-7602 F: 262-377-4868 Title : Kohl's Department Stores Job # 06-392 Dsgnr: MB Date: 3:07AM, 13 OCT 06 Description : Tukwila, WA Scope : Rev. 580068 User KW -0604188, Ver 5.8.0, 1-Dec.2003 (c)1983-2003 ENERCALC Engineering Software Steel Column Page 1 06-392_02lles.eew: COLUMNS Description C-2 (full ht col,le=11.0') Mezz Area - Pmax=144k e=1.0(0.1d) General Information Code Ref: AISC 9th ASD, 1997 UBC, 2003 IBC, 2003 NFPA 5000 Steel Section HSS7X7X5116 Fy Duration Factor Column Height 28.417 ft Elastin Modulus End Fixity Pin -Pin X -X Unbraced Live & Short Term Loads Combined Y -Y Unbraced 46.00 ksi X -X Sidesway : Restrained 1.330 Y -Y Sidesway : Restrained 29,000.00 ksi 11.000 ft 11.000 ft !tot Kyy 1.000 1.000 Loads Axial Load... Dead Load Live Load Short Term Load 46.00 k 98.00 k k Ecc. for X -X Axis Moments Ecc. for Y Y Axis Moments 0.000 in 0.600 in Summary Section : HSS7X7X5/16, Height = 28.42ft, Axial Loads: DL = 46.00, LL 98.00, ST = 0.00k, Unbraced Lengths: X -X = 11.00ft, Y -Y = 11.00ft Combined Stress Ratios Dead AISC Formula H1 -1 0,3063 AISC Formula Ht - 2 0,2821 AISC Formula H1 - 3 Live DL + L 0.6645 0.9966 0.6010 0.8831 Column Design OK Ecc. = 0.000in DL + ST + (LL if Chosen) 0.7372 0.6640 XX Axis : Fa calc'd per Ea. E2.1, K*LIr < Cc YY Axis : Fa calc'd per Eq. E2-1, K*LJr < Cc Stresses Allowable & Actual Stresses Fa : Allowable fa : Actual Fb:xx : Allow [F3.1] fb : xx Actual Fb:yy : Allow [F3.1] fb : yy Actual Dead 22.89 ksi 6.06 ksi 27.60 ksi 0.00 ksi 27.60 ksi 1.73 ksi Live 22.89 ksi 12.91 ksi 27.60 ksi 0.00 ksi 27.60 ksi 3.68 ksi DL + LL 22.89 ksi 18.97 ksi 27.60 ksi 0.00 ksi 27.60 ksi 5.40 ksi DL + Short 30.44 ksi 18.97 ksi 36.71 ksi 0.00 ksi 36.71 ksi 5.40 ksi Analysis Values F'ex : OL+LL F'ey : DL+LL F'ex : DL+LL+ST F'ey : DL+LL+ST Max X -X Axis Deflection 63,347 psi 63,347 psi 84,251 psi 84,251 psi 0.000 in Cm:x DL+LL 0.60 Cm:y DL+LL 0.60 Cm:x DL+LL+ST 0.60 Cm:y DL+LL+ST 0.60 at 0.000 ft Max Y -Y Axis Deflection Cb:x DL+LL Cb:y DL+LL Cb:x DL+LL+ST Cb:y DL+LL+ST -0.396 in at 1.00 1.00 1.00 1.00 16.482 ft Rev: 580008 Uses" KW -0604188, Ver s.8.o, 1-0ec-2003 Steel Column ()19832ooa ENERCALC Engineering Software Ambrose Engineering, Inc. W66 N215 Commerce Ct. Suite 100 53012 P: 262-377-7602 F: 262-377.4868 Title : Kohl's Department Stores Job # 06-392 Dsgnr: MB Date: 3:07AM, 13 OCT 06 Description : Tukwila, WA Scope: Page 1 06392_ca lc s. ecw: C OL U MN S Description C-3 (full ht col,Ie=11.0') Mezz Area - Pmax=73k e=2.5(0.1d) General information Code Ref: AISC 9th ASD, 1997 UBC, 2003 IBC, 2003 NFPA 5000 Steel Section HSS6X6X1I4 Column Height 28.417 ft End Fixity Pin -Pin Live & Short Term Loads Combined Fy Duration Factor Elastic Modulus X -X Unbraced Y -Y Unbraced 46.00 ksi 1.330 29,000.00 ksi 11.000 ft 11.000 ft X -X Sidesway : Y -Y Sidesway : Kxx Kyy Restrained Restrained 1.000 • 1.000 Loads ft, Axial Load... Dead Load Live Load Short Term Load 17.00 k 56.00 k k Ecc. for X -X Axis Moments Ecc. for Y -Y Axis Moments Section : HSS6X6X1/4, Height = 28.42ft, Axial Loads: DL = 17.00, LL = 56.00, ST = 0.00k, Unbraced Lengths: X -X = 11.00ft, Y -Y = 11.00ft Dead Combined Stress Ratios AISC Formula H1 - 1 AISC Formula H1 - 2 AISC Formula H1 - 3 0.2457 Live DL + LL 0.7386 0.9947 0.7062 0.9206 0.000 in 1.500 in Column Design OK Ecc. = 0.000in DL + ST + (LL if Chosen) 0.7225 0.6922 XX Axis : Fa calc'd Der Ea. E2-1, K*LIr < Cc YY Axis : Fa calc'd Der Eg. E2.1, K*Lir < Cc Stresses Allowable & Actual Stresses Fa : Allowable fa : Actual Fb:xx : Allow [F3.1] fb : xx Actual Fb:yy : Allow [F3.1] fb : yy Actual [Analysis Values F'ex : DL+LL F'ey : DL+LL F'ex : DL+LL+ST F'ey : DL+LL+ST Max X -X Axis Deflection Dead 21.79 ksi 3.24 ksi Live 21.79 ksi 10.69 ksi 27.60 ksi 27.60 ksi 0.00 ksi 0.00 ksi 27.60 ksi 2.67 ksi 27.60 ksi 8.81 ksi DL+LL 21.79 ksi 13.93 ksi 27.60 ksi 0.00 ksi 27.60 ksi 11.48 ksi DL + Short 28.98 ksi 13.93 ksi 36.71 ksi 0.00 ksi 36.71 ksi 11.48 ksi 46,778 psi 46,778 psi 62,214 psi 62,214 psi 0.000 in Cm:x DL+LL 0.60 Cm:y DL+LL 0.60 Cm:x DL+LL+ST 0.60 Cm:y DL+LL+ST 0.60 at 0.000 ft Max Y -Y Axis Deflection Cb:x DL+LL Cb:y DL+LL Cb:x DL+LL+ST Cb:y DL+LL+ST -0.985 in at 1.00 1.00 1.00 1.00 16.482 ft Ambrose Engineering, Inc. W66 N215 Commerce Ct. Suite 100 53012 P: 262.377-7602 F: 262-377.4868 Title : Kohl's Department Stores Job # 06-392 Dsgnr: MB Date: 3:07AM, 13 OCT 06 Description : Tukwila, WA Scope : Rev: 580008 User. KW -0804188, Ver 5.8.0, 1 -Dec -2003 ic)1983-2003 ENERCALC Engineering Software Steel Column no Page 1 06-392 calcs.ecw:COLUMI' S gy Description C-1 Grid B (JB 120'-101 Main Roof - Pmax=75k General Information Code Ref: AISC 9th ASO, 1997 UBC, 2003 IBC, 2003 NFPA 5000 Steel Section HSS7X7X114 Fy Duration Factor Column Height 21.000 ft End Fixity Pin -Pin Live & Short Term Loads Combined Elastic Modulus X -X Unbraced Y -Y Unbraced 46.00 ksi 1.330 29,000.00 ksi 20.333 ft 20,833 11 X -X Sidesway : Y -Y Sidesway : Kxx Kyy Restrained Restrained 1.000 1.000 Loads Axial Load... Dead Load Live Load Short Term Load 25.00 k 50.00 k k Ecc. forX-X Axis Moments Ecc. for Y -Y Axis Moments Section : HSS7X7X1I4, Height = 21.00ft, Axial Loads: DL = 25.00, LL = 50.00, ST = 0.00k, Unbraced Lengths: X -X = 20.83ft, Y -Y = 20.33ft Combined Stress Ratios AISC Formula H1 -1 AISC Formula H1 - 2 AISC Formula HI - 3 Dead 0.2880 0.1945 Live DL + LL 0.6034 0.9952 0.3890 0.5834 0.000 in 0.700 in Column Design OK Ecc. = 0.000in DL + ST +I'LL if Chosen) 0.6925 0.4387 XX Axis : Fa calc'd per Ea. E2.1, K*Ur < Cc _YY Axis •_calc'd.per Eq. E2-1, K*I.Jr < Cc Stresses Allowable & Actual Stresses Fa : Allowable fa : Actual Fb:xx ; Allow [F3.1] fb : xx Actual Fb:yy : Allow 1F3.1] fb : yy Actual Dead 16.10 ksi 4.05 ksi 27.60 ksi 0.00 ksi 27.60 ksi 1.32 ksi IVe 16.10 ksi 8.10 ksi 27.60 ksi 0.00 ksi 27.60 ksi Analysis Values F'ex : DL+LL F'ey : DL+LL F'ex : DL+LL+ST Fey : DL+LL+ST Max X -X Axis Deflection 2.63 ksi DL + LL 16.10 ksi 12.16 ksi 27.60 ksi 0.00 ksi 27.60 ksi 3.95 ksi DL + Short 21.42 ksi 12.16 ksi 36.71 ksi 0.00 ksi 36.71 ksi 3.95 ksi 18,007 psi 18,904 psi 23,950 psi 25,142 psi 0.000 in Cm:x DL+LL 0.60 Cm:y DL+LL 0.60 Cm:x DL+LL+ST 0.60 Cm:y DL+LL+ST 0.60 at 0.000 ft Max Y -Y Axis Deflection Cb:x DL+LL Cb:y DL+LL Cb:x DL+LL+ST Cb:y DL+LL+ST -0.159 in at 1.00 1.00 1.00 1.00 12.180 ft Ambrose Engineering, Inc. W66 N215 Commerce Ct. Suite 100 53012 1:1; 262-377-7602 F: 262-377-4868 Title : Kohl's Department Stores Job # 06-392 Dsgnr: MB Date: 3:07AM, 13 OCT 06 Description : Tukwila, WA Scope : Rev 580008 User KW -0604188, Ver 5.8.0,1 -Dec -2003 (01953-2003 ENERCALC Engineering Software Steel Column Page 1 06.392_cal cs. scw: C OL U MNS Description C-2 Grid B (JB 12(Y-10") Main Roof - Pmax=91k General Information Code Ref: AISC 9th ASD, 1997 UBC, 2003 IBC, 2003 NFPA 5000 Steel Section HSS7X7X5/16 Column Height 21.000 ft End Fixity Pin -Pin Live & Short Term Loads Combined Fy Duration Factor Elastic Modulus X -X Unbraced Y -Y Unbraced 46.00 ksi 1.330 29,000.00 ksi 20,333 ft 20.833 ft X -X Sidesway : Y -Y Sidesway : Kxx Kyy Restrained Restrained 1.000 1.000 [Loads Axial Load... Dead Load Live Load Short Term Load 25.00 k 66.00 k k Ecc. for X -X Axis Moments Ecc. for Y -Y Axis Moments Section : HSS7X7X5/16, Height = 21.00ft, Axial Loads: DL = 25.00, LL = 66.00, ST = 0.00k, Unbraced Lengths: X -X = 20.83ft, Y -Y = 20.33ft Combined Stress Ratios Dead Live DL + LL AISC Formula H1 - 1 AISC Formula H1 - 2 AISC Formula H1 - 3 0.2356 0.6639 0.9973 0.1590 0.4197 0.5786 0.000 in 0.700 in Column Design OK Ecc. = 0.000in DL + ST +ILL if Chosen) 0.6923 0.4351 XX Axis : Fa calc'd per Ea. E2.1, K*Lir < Cc YY Axis : Fa cafc'd per Ea. E2.1, K*LIr < Cc Stresses Allowable & Actual Stresses Fa : Allowable fa : Actual Fb:xx : Allow [F3.1] fb : xx Actual Fb:yy : Allow [F3.1] fb : yy Actual Dead 15.94 ksi 3.29 ksi 27.60 ksi 0.00 ksi 27.60 ksi 1.09 ksi Live 15.94 ksi 8.70 ksi 27.60 ksi 0.00 ksi 27.60 ksi 2.89 ksi DL+LL 15.94 ksi 11.99 ksi 27.60 ksi 0.00 ksi 27.60 ksi 3.98 ksi DL + Short 21.20 ksi 11.99 ksi 36.71 ksi 0.00 ksi 36.71 ksi 3.98 ksi Analysis Values F'ex : DL+LL F'ey : DL+LL F'ex : DL+LL+ST Fey : DL+LL+ST Max X -X Axis Deflection 17,661 psi 18,540 psi 23,489 psi Cm:x DL+LL Cm:y DL+LL Cm:x DL+LL+ST 0.60 0.60 0.60 24,658 psi Cm:y DL+LL+ST 0.60 0.000 in at 0.000 ft Max Y -Y Axis Deflection Cb:x DL+LL Cb:y DL+LL Cb:x DL+LL+ST Cb:y DL+LL+ST -0.160 in at 1.00 1.00 1.00 1.00 12.180 ft Ambrose Engineering, Inc. W66 N215 Commerce Ct. Suite 100 53012 P: 262-377-7602 F: 262-377-4868 Title : Kohl's Department Stores Job # 06-392 Dsgnr: MB Date: 3:07AM, 13 OCT 06 Description : Tukwila, WA Scope : Rev: 580008 User. KW -0004188, Ver5.8.0, 1 -Dec -2003 Steel Column (01983-2003 ENERCALC Engineering Software Page 1 06.392 caics.ecw:COLUMNS Description C-1 Grid C (JB 119'-10") Main Roof - Pmax=79k General Information Code Ref: AISC 9th ASD, 1997 UBC, 2003 IBC, 2003 NFPA 5000 Steel Section HSS7X7X114 Column Height 20.000 ft End Fixity Pin -Pin Live & Short Term Loads Combined Fy Duration Factor Elastic Modulus X -X Unbraced Y -Y Unbraced 46.00 ksi 1.330 29,000.00 ksi 19.333 ft 19.633 ft X -X Sidesway : Y Y Sidesway : Kxx Kyy Restrained Restrained 1.000 1.000 Loads Axial Load... Dead Load Live Load Short Term Load Summary Section : HSS7X7X1/4, Height = 20.00ft, Axial Loads: DL = 21.00, LL = 58.00, ST = 19.83ft, Y -Y = 19.33ft Dead 21.00 k 58.00 k k Ecc. for X -X Axis Moments Ecc. for Y -Y Axis Moments Unbraced Lengths: X -X = Combined Stress Ratios AISC Formula H1 -1 AISC Formula H1 -2 AISC Formula H1 - 3 0.2300 0.1634 Live 0.6766 0.4512 0.000 in 0.700 in 0.00k, Ecc. = DL + LL 0.9906 0.6146 Column Design OK 0.000in DL + ST + (LL if Chosen) 0.6954 0.4621 XX Axis : Fa calc'd Der En. E2-1, K*L r < Cc YY Axis : Fa calc'd Der Eq. E2-1. K*LJr < Cc Stresses Allowable & Actual Stresses Fa : Allowable fa : Actual Fb:xx : Allow [F3.1] fb : xx Actual Fb:yy : Allow [F3.1] fb : yy Actual Dead 16.90 ksi 3.40 ksi Live 16.90 ksi 9.40 ksi 27.60 ksi 27.60 ksi 0.00 ksi 0.00 ksi 27.60 ksi 1.11 ksi 27.60 ksi 3.05 ksi DL + LL 16.90 ksi 12.80 ksi 27.60 ksi 0.00 ksi 27.60 ksi 4.16 ksi DL Short 22.48 ksi 12.80 ksi 36.71 ksi 0.00 ksi 36.71 ksi 4.16 ksi Analysis Values F'ex : OL+LL F'ey : DL+LL F'ex : DL+LL+ST F'ey : DL+LL+ST Max X -X Axis Deflection 19,869 psi 20,910 psi 26,426 psi 27.811 psi 0.000 in at Cm:x DL+LL Cm:y DL+LL Cm:x DL+LL+ST Cm:y DL+LL+ST 0.60 0.60 0.60 0.60 0.000 ft Max Y -Y Axis Deflection Cb:x DL+LL Cb:y DL+LL Cb:x DL+LL+ST Cb:y DL+LL+ST -0.152 in at 1.00 1.00 1.00 1.00 11.600 ft Ambrose Engineering, Inc. W66 N215 Commerce Ct. Suite 100 53012 P: 262-377-7602 F: 262-377-4868 Title : Kohl's Department Stores Dsgnr: MB Description : Tukwila, WA Scope : Job # 06-392 Date: 3:07AM, 13 OCT 06 Rev: 580008 User. KW-0604?88, Ver 5.8.0, 1 -Deo -2003 (0)1983-2003 ENERCALC Engineenng Software Steel Column Page 1 06-392 calcs.eve COLUMNS Description C-3 Grid C (JB 119'-10") Main Roof - Pmax=55k General Information Mar Code Ref: AISC 9th ASD, 1997 UBC, 2003 IBC, 2003 NFPA 5000 Steel Section HSS6X6X1l4 Column Height 20.000 ft End Fixity Pin -Pin Live & Short Term Loads Combined Fy Duration Factor Elastic Modulus X -X Unbraced Y -Y Unbraced 46.00 ksi 1.330 29,000.00 ksi 19.333 ft 19.833 ft X -X Sidesway : Y -Y Sidesway : Kxx Kyy Restrained Restrained 1.000 1.000 Loads Axial Load... Dead Load Live Load Short Term Load 16.00 k 39.00 k k Ecc. for X -X Axis Moments Ecc. for Y -Y Axis Moments 0.000 in 0.600 in Column Design OK Section : HSS6X6X1l4, Height = 20.00ft, Axial Loads: DL= 16.00, LL = 39.00, ST = 0.00k, Ecc. = 0.000in Unbraced Lengths: X -X = 19.83ft, Y -Y = 19.33ft Combined Stress Ratios AISC Formula H1 - 1 AISC Formula H1 -2 AISC Formula H1 - 3 Dead Live DL + LL 0.2453 0.6360 0.9941 0.1471 0.3585 0.5056 DL + ST + (LL if Chosen) 0.6813 0.3802 XX Axis : Fa caie'd per Eq. E2-1, K"Ur < Cc YY Axis : Fa caie'd per Eq. E2.1, K*Ur < Cc Stresses Allowable & Actual Stresses Fa : Allowable fa : Actual Fb:xx : Allow [F3.1] fb : xx Actual Fb:yy : Allow [F3.1] fb : yy Actual Dead 14.01 ksi 3.05 ksi 27.60 ksi 0.00 ksl 27.60 ksi 1.01 ksi Live DL + LL DL + Short 14.01 ksi 14.01 ksi 7.44 ksi 10.50 ksi 27.60 ksi 27.60 ksi 0.00 ksi 0.00 ksi 27.60 ksi 27.60 ksi 2.45 ksi 3.46 ksi 18.64 ksi 10.50 ksi 36.71 ksi 0.00 ksi 36.71 ksi 3.46 ksi [ Analysis Values sr.e.,,o-:Fol:.Imo . C -E -Cra MW -W. F'ex : DL+LL Fey : DL+LL F'ex : DL+LL+ST F'ey : DL+LL+ST Max X -X Axis Deflection 14,390 psi 15,143 psi 19,138 psi 20,141 psi 0.000 in at Cm:x DL+LL 0.60 Cm:y DL+LL 0,60 Cm:x DL+LL+ST 0.60 Cm:y DL+LL+ST 0.60 0.000 ft Max Y -Y Axis Deflection Cb:x DL+LL Cb:y DL+LL Cb:x DL+LL+ST Cb:y DL+LL+ST -0.147 in at 1.00 1.00 1.00 1.00 11.600 ft Ambrose Engineering, Inc. W66 N215 Commerce Ct. Suite 100 53012 P: 262-377-7602 F: 262-377-4868 Title : Kohl's Department Stores Job # 06-392 Dsgnr: MB Date: 3:07AM, 13 OCT 06 Description : Tukwila, WA Scope : I Rev: 580008 User. Kw -0804188, Ver 5.8.0, 1 -Dec -2003 LC01983-2003 ENERCALC Engineering Software Steel Column Tf9 Page 1 06-392_calcs. eow: COLUM NS Description C-1 Grid D (JB 119'-3") Main Roof - Pmax=82k Genera! Information Steel Section Code Ref: AISC 9th ASD, 1997 UBC, 2003 IBC, 2003 NFPA 5000 HSS7X7X114 Column Height 19.417 ft End Fixity Pin -Pin Live & Short Term Loads Combined Loads Fy Duration Factor Elastic Modulus X -X Unbraced Y -Y Unbraced 46.00 ksi 1.330 29,000.00 ksi 18.750 ft 19.250 ft X -X Sidesway : Y -Y Sidesway K)oc Kyy Restrained Restrained 1.000 1.000 Axial Load... Dead Load Live Load Short Term Load 21.00 k 61.00 k k Ecc. forX-X Axis Moments Ecc. for Y -Y Axis Moments 0.000 in 0.700 in Summary Section : HSS7X7X1/4, Height = 19.42ft, Axial Loads: DL = 21.00, LL = 61.00, ST = 0.00k, Unbraced Lengths: X -X = 19.25ft, Y Y = 18.75ft Combined Stress Ratios Dead Live DL + LL AISC Formula H1 - 1 0.2244 0.6952 0.9988 AISC Formula H1 - 2 0.1634 0.4745 0.6379 AISC Formula H1 - 3 Column Design OK Ecc. = 0.000in DL + $T + (LL if Chosen) 0.7037 0.4796 XX Axis : Fa calc'd Der Ea. E2-1, K*Lir < Cc YY Axis : Fa caic'd per Ea. E2-1, K`Lfr < Cc Stresses Allowable & Actual Stresses Fa : Allowable fa : Actual Fb:xx : Allow [F3.1j fb : xx Actual Fb:yy : Allow (F3.1] fb : yy Actual Dead 17.36 ksi 3.40 ksi Live 17.36 ksi 9.69 ksi 27.60 ksi 27.60 ksi 0.00 ksi 0.00 ksi 27.60 ksi 1.11 ksi Analysis Values F'ex : DL+LL Fey : DL+LL F'ex : DL+LL+ST Fey : DL+LL+ST Max X -X Axis Deflection 27.60 ksi 3.21 ksi DL+LL 17.36 ksi 13.29 ksi 27.60 ksi 0.00 ksi 27.60 ksi 4.32 ksi DL + Short 23.09 ksi 13.29 ksi 36.71 ksi 0.00 ksi 36.71 ksi 4.32 ksi 21,091 psi 22,231 psi 28,051 psi 29,567 psi 0.000 in at Cm:x DL+LL 0.60 Cm:y DL+LL 0.60 Cm:x DL+LL+ST 0.60 Cm:y DL+LL+ST 0.60 0.000 ft Max Y -Y Axis Deflection Cb:x DL+LL Cb:y DL+LL Cb:x DL+LL+ST Cb:y DL+LL+ST -0.148 in at 1.00 1.00 1.00 1.00 11.262 ft Ambrose Engineering, Inc. W66 1215 Commerce Ct. Suite 100 53012 P: 262-377-7602 F: 262-377-4868 Title : Kohl's Department Stores Dsgnr. MB Description : Tukwila, WA Scope : Job # 06-392 Date: 3:07AM, 13 OCT 06 Rev: 580008 User. KW -0804188, Ver 5.80, 1 -Deo -2003 {c}1983-2003 ENERCALC Engineering Software Steel Column Page 1 06-392_ talcs. eay. C 0L U M N S Description C-3 Grid D (JB 119'-3") Main Roof - Pmax=57k 1 General Information Steel Section Code Ref: AISC 9th ASO, 1997 UBC, 2003 IBC, 2003 NFPA 5000 HSS6X6X114 Column Height 19.417 ft End Fixity Pin -Pin Live & Short Term Loads Combined Fy Duration Factor Elastic Modulus X -X Unbraced Y -Y Unbraced 46.00 ksi 1.330 29,000.00 ksi 18.750 ft 19.250 ft X -X Sidesway : Y -Y Sidesway : Kxx Kyy Restrained Restrained 1.000 1.000 Loads Axial Load... Dead Load 16.00 k Live Load 41.00 k Short Term Load k Summary Ecc. for X -X Axis Moments Ecc. for Y -Y Axis Moments 0.000 in 0.600 in Section : HSS6X6X1/4, Height = 19.42ft, Axial Loads: DL = 16.00, LL = 41.00, ST = 0.00k, Unbraced Lengths: X -X = 19.25ft, ¥-Y = 18.75ft Dead 0.2360 0.1471 Combined Stress Ratios AISC Forrnula H1 -1 AISC Formula H1 - 2 AISC Formula H1 - 3 Live DL + LL 0.6447 0.9849 0.3769 0.5240 Column Design OK Ecc. = 0.000in DL + ST + (LL if Chosen) 0.6790 0.3940 XX Axis : Fa calc'd per Ea. E2-1, K*Lir < Cc YY Axis : Fa calc'd per Eq. E2-1, K*Ur < Cc Stresses Allowable & Actual Stresses Fa : Allowable fa : Actual Fb:xx : Allow [F3.11 fb : xx Actual Fb:yy : Allow [F3.1] fb : yy Actual Dead 14.61 ksi 3.05 ksi Live_ 14.61 ksi 7.82 ksi 27.60 ksi 27.60 ksi 0.00 ksi 0.00 ksi 27.60 ksi 1.01 ksi Analysis Values F'ex : DL+LL F'ey : DL+LL F'ex : DL+LL+ST F'ey : DL+LL+ST Max X -X Axis Deflection 27.60 ksi 2.58 ksi DL + LL 14.61 ksi 10.88 ksi 27.60 ksi 0.00 ksi 27.60 ksi 3.58 ksi DL + Short 19.43 ksi 10.88 ksi 36.71 ksi 0.00 ksi 36.71 ksi 3.58 ksi 15,274 psi 16,100 psi 20,315 psi 21,413 psi 0.000 in at Cm:x DL+LL 0.60 Cmy DL+LL 0.60 Cm:x DL+LL+ST 0.60 Cm:y DL+LL+ST 0.60 0.000 ft Max Y -Y Axis Deflection Cb:x DL+LL Cb:y DL+LL Cb:x DL+LL+ST Cb:y DL+LL+ST -0.144 in at 1.00 1.00 1.00 1.00 11.262 ft Ambrose Engineering, Inc. W66 N215 Commerce Ct. Suite 100 53012 P: 262-377-7602 F: 262-377-4868 fit Title : Kohl's Department Stores Dsgnr: MB Description : Tukwila, WA Scope : Rev: 580008 User. KW.0604188, Ver 5.8.0, 1 -Dec -2003 Steel Column (c}1983-2003 ENERCALC Engineering Software Job # 06-392 Date: 3:07AM, 13 OCT 06 Page 1 ki 06.392 calcs.ea .COLUMNS Description C-1 Grid E (JB 118'-4") Main Roof - Pmax=86k General information Code Ref: AISC 9th ASD, 1997 UBC, 2003 IBC, 2003 NFPA 5000 Steel Section FISS7X7X414 Fy Duration Factor Elastic Modulus X X Unbraced Y -Y Unbraced Column Height 18.500 ft End Fixity Pin -Pin Live & Short Term Loads Combined 46.00 ksi 1.330 29,000.00 ksi 17.833 ft 18.333 ft X -X Stdesway Y -Y Sidesway : Kxx Kyy Restrained Restrained 1.000 1.000 [Loads Axial Load... Dead Load Live Load Short Term Load 21.00 k 65.00 k k Ecc. for X -X Axis Moments Ecc. for Y -Y Axis Moments Section : HSS7X7X1/4, Height = 18.50ft, Axial Loads: DL = 21.00, LL = 65.00, ST = 0.00k, Unbraced Lengths: X -X = 18.33ft, Y -Y = 17.83ft Combined Stress Ratios AISC Formula H1 - 1 AISC Formula H1 - 2 NSC Formula H1 -3 Dead 0.2163 0.1634 Live DL + LL 0.7135 0.9991 0.5056 0.6690 0.000 in 0.700 in Column Design OK Ecc. = 0.000in DL + ST + (LL if Chosen) 0.7092 0.5030 XX Axis : Fa calc'd per Eq, E2-1, K*Ur < Cc YY Axis : Fa calc'd per Ea. E2-1. K*Ur < Cc Stresses Allowable & Actual Stresses Fa Allowable fa : Actual Fb;xx : Allow [F3.11 tb : xx Actual Fb:yy : Allow [F3.1) fb : yy Actual Analysis Values Dead 18.06 ksi 3.40 ksi 27.60 ksi 0.00 ksi 27.60 ksi 1.11 ksi Live DL + LL 18.06 ksi 18.06 ksi 10.53 ksi 13.94 ksl 27.60 ksi 27.60 ksi 0.00 ksi 0.00 ksi 27.60 ksi 27.60 ksi 3.42 ksi 4.53 ksi DL + Short 24.02 ksi 13.94 ksi 36.71 ksi 0.00 ksi 36.71 ksi 4.53 ksi F'ex : DL+LL F'ey : DL+LL F'ex : DL+LL+ST F'ey : DL+LL+ST Max X -X Axis Deflection 23,254 psi 24,576 psi 30,927 psi 32,686 psi 0.000 in Cm:x DL+LL Cm:y DL+LL 0.60 Cm:x DL+LL+ST 0.60 Cm:y DL+LL+ST 0.60 at 0.000 ft Max Y -Y Axis Deflection 0.60 Cb:x DL+LL Cb:y DL+LL Cb:x DL+LL+ST Cb:y DL+LL+ST -0.141 in at 1.00 1.00 1.00 1.00 10.730 ft Ambrose Engineering, Inc. W66 N215 Commerce Ct. Suite 100 53012 P: 262-377-7602 F: 262-377-4868 Title : Kohl's Department Stores Dsgnr: MB Description : Tukwila, WA Scope : Rev. 560008 User. KW -0604188, Ver 5.8.0, 1 -Dec -2003 (c11883-2003 ENERCALC Engineering Software Steel Column Job # 06-392 Date: 3:07AM, 13 OCT 06 Page 1 06-392_calcs. acw:COLUMNS Description C-3 Grid E {JB 118'4") Main Roof - Pmax=61k General Information Code Ref: AISC 9th ASD, 1997 UBC, 2003 IBC, 2003 NFPA 5000 Steel Section HSS6X6X1/4 Column Height 18.500 ft End Fixity Pin -Pin Live & Short Term Loads Combined Loads Fy Duration Factor Elastic Modulus X -X Unbraced Y -Y Unbraced 46.00 ksi 1.330 29,000.00 ksi 17.833 ft 18.333 ft X -X Sidesway : Y -Y Sidesway : 1Goc Kyy Restrained Restrained 1.000 1.000 Axial Load... Dead Load Live Load Short Term Load 16.00 k 45.00 k k Ecc. for X -X Axis Moments Ecc. for Y -Y Axis Moments Section : HSS6X6X114, Height = 18.50ft, Axial Loads: DL = 16.00, LL = 45.00, ST = 0.00k, Unbraced Lengths: X -X = 18.33ft, Y -Y = 17.83ft Combined Stress Ratios Dead Live AISC Formula H1 -1 0.2232 0.6723 AISC Formula H1 -2 0.1471 0.4137 AISC Formula H1 - 3 DL+LL 0.9912 0.5608 0.000 in 0.600 in Column Design OK Ecc. = 0.000in DL + ST + (LL if Chosenl 0.6874 0.4216 XX Axis : Fa calc'd Der Eq. E2-1. K*LIr < Cc YY Axis : Fa calc'd per Eq. E2.1, K'LIr < Cc Stresses Allowable & Actual Stresses Fa : Allowable fa : Actual Fb:oc:Allow [F3.1] fb : xx Actual Fb:yy : Allow [F3.1] fb : yy Actual Analysis Values Dead 15.52 ksi 3.05 ksi 27.60 ksi 0.00 ksi 27.60 ksi 1.01 ksi Liv , DL + LL DL + Short 15.52 ksi 15.52 ksi 20.64 ksi 8.59 ksi 11.64 ksi 11.64 ksi 27.60 ksi 0.00 ksi 27.60 ksi 2.83 ksi 27.60 ksi 0.00 ksi 27.60 ksi 3.84 ksi 36.71 ksi 0.00 ksi 36.71 ksi 3.64 ksi F'ex : DL+LL F'ey : DL+LL F'ex : DL+LL+ST F'ey ; DL+LL+ST Max X -X Axis Deflection 16,841 psi 17,798 psi 22,398 psi 23,672 psi 0.000 in at Cm:x DL+LL Cm:y DL+LL Cm:x DL+LL+ST 0.60 0.60 0.60 Cm:y DL+LL+ST 0.60 0.000 ft Max Y -Y Axis Deflection Cb:x DL+LL Cb:y DL+LL Cb:x DL+LL+ST Cb:y DL+LL+ST -0.140 in at 1.00 1.00 1.00 1.00 10.730 fl Ambrose Engineering, Inc. W66 N215 Commerce Ct. Suite 100 53012 Scope: P: 262-377-7602 F: 262-377.4868 Title : Kohl's Department Stores Dsgnr: MB Description : Tukwila, WA Rev: 580008 User. KW -0604158, Ver 5.8.0 1 -De -2003 Steel Column (01983-2003 ENERCALC Engineering Software Job # 06-392 Date: 3:07AM, 13 OCT 06 Page 1 06 392_c a l cs. ecorC O L U M N S Description C-1 Grid F (JB 117'-9") Main Roof - Pmax=88k General Information Code Ref: AISC 9th ASD, 1997 UBC, 200318C, 2003 NFPA 5000 Steel Section HSS7X7X114 Fy Duration Factor Elastic Modulus X -X Unbraced Y -Y Unbraced Column Height 17.917 ft End Fixity Pin -Pin Live & Short Term Loads Combined 46.00 ksi 1.330 29,000.00 ksi 17.250 ft 17.750 ft Loads X -X Sidesway Y Y Sidesway : Kxx Kyy Restrained Restrained 1.000 1.000 Axial Load... Dead Load Live Load Short Term Load 21.00 k 67.00 k k Ecc. for X -X Axis Moments Ecc. for Y -Y Axis Moments 0.000 in 0.700 in Summary Section : HSS7X7X1/4, Height = 17.92ft, Axial Loads: DL = 21.00, LL = 67.00, ST = 0.00k, Unbraced Lengths: X -X = 17.75ft, Y Y = 17.25ft Combined Stress Ratios AMSC Formula H1 - 1 AMSC Formula Hi - 2 AISC Formula H1 - 3 Dead 0.2116 0.1634 Live DL + LL 0.7178 0.9914 0.5212 0.6846 Column Design OK Ecc. = 0.000in DL + ST + (LL if Chosen) 0.7077 0.5147 XX Axis : Fa calc'd per Eq. E2-1, Mir < Cc YY Axis : Fa calc'd per Eq. E2-1. K'Lfr < Cc Stresses Allowable & Actual Stresses Fa : Allowable fa : Actual Fb:xx : Allow [F3.1] fb : xx Actual Fb:yy : Allow [F3.11 fb : yy Actual Dead 18.50 ksi 3.40 ksi 27.60 ksi 0.00 ksi 27.60 ksi 1.11 ksi Or Live 18.50 ksi 10.86 ksi 27.60 ksi 0.00 ksi 27.60 ksi 3.53 ksi DL LL 18.50 ksi 14.26 ksi 27.60 ksi 0.00 ksi 27.60 ksi 4.63 ksi DL +Short 24.60 ksi 14.26 ksi 36.71 ksi 0.00 ksi 36.71 ksi 4.63 ksi IAnalysis Values F'ex : DL+LL F'ey : DL+LL F'ex : DL+LL+ST F'ey : DL+LL+ST Max XX Axis Deflection 24,806 psi 26,265 psi 32,992 psi 34,933 psi 0.000 in Cm:x DL+LL 0.60 Cm:y DL+LL 0.60 Cm:x DL+LL+ST 0.60 Cm:y DL+LL+ST 0.60 at 0.000 ft Max Y -Y Axis Deflection Cb:x DL+LL Cb:y DL+LL Cb:x DL+LL+ST Cb:y DL+LL+ST -0.135 in at 1.00 1.00 1.00 1.00 10.392 ft Ambrose Engineering, Inc. W66 N215 Commerce Ct. Suite 100 53012 P: 262-377-7602 F: 262-377-4868 Title : Kohl's Department Stores Job # 06-392 Dsgnr: MB Date: 3:07AM, 13 OCT 06 Description : Tukwila, WA Scope : Rev. 584008 User KW -0604188, Ver5.6.0, 1•De-2003 (c)1883-2003 ENERCALC Engineering Software Steel Column Page 1 06-392_ca Ics. ecw: C OL.0 MN S Description C-3 Grid F (JB 117'-9") Main Roof - Pmax=63k General Information HSSSX6X71'4 Fy Duration Factor Elastic Modulus X -X Unbraced Y -Y Unbraced Column Height 17.917 ft End Fixity Pin -Pin Live & Short Term Loads Combined Loads Code Ref: AISC 9th ASD, 1997 UBC, 2003 IBC, 2003 NFPA 5000 46.00 ksi 1.330 29,000.00 ksi 17,250 ft 17.750 ft X -X Sidesway : Y -Y Sidesway : Kxx Kyy Restrained Restrained 1.000 1.000 Axial Load... Dead Load Live Load Short Term Load 16.00 k 47.00 k k ACHIM Ecc. for X -X Axis Moments Ecc. for Y -Y Axis Moments Section : HSS6X6X1/4, Height = 17.92ft, Axial Loads: DL = 16.00, LL = 47.00, ST = 0.00k, Unbraced Lengths: X -X = 17.75ft, Y -Y = 17.25ft Combined Stress Ratios Dead AISC Formula H1 -1 0.2159 AISC Formula H1 - 2 0.1471 AISC Formula H1 - 3 Live DL + LL 0.6793 0.9817 0.4321 0.5792 0.000 in 0.600 in Column Design OK Ecc. = 0.000in IDL + ST + (LL if Chosen) 0.6855 0.4355 XX Axis : Fa calc'd per Ea. E2-1, K*LIr < Cc YY Axis : Fa calc'd Der Ea. E2.1, K*Ur < Cc Stresses Allowable & Actual Stresses Fa : Allowable fa : Actual Fb:xx : Allow [F3.1] fb : xx Actual Fb:yy : Allow jF3.11 fb : yy Actual Dead 16.08 ksi 3.05 ksi 27.60 ksi 0.00 ksi 27.60 ksi 1.01 ksi Analysis Values Live 16.08 ksi 16.08 ksi 8.97 ksi 12.02 ksi DL + LL DL 27.60 ksi 27.60 ksi 0.00 ksi 0.00 ksi 27.60 ksi 27.60 ksi 2.96 ksi 3.96 ksi Short 21.39 ksi 12.02 ksi 36.71 ksi 0.00 ksi 36.71 ksi 3.96 ksi F'ex : DL+LL Fey: DL+LL F'ex : DL+LL+ST Fey: DL+LL+ST Max XX Axis Deflection 17,965 psi 19,022 psi 23,893 psi 25,299 psi 0.000 in at Cm:x DL+LL 0.60 Cm:y DL+LL 0.60 Cm:x DL+LL+ST 0.60 Cm:y DL+LL+ST 0.60 0.000 ft Max Y -Y Axis Deflection Cb:x DL+LL Cb:y DL+LL Cb:x DL+LL+ST Cb:y DL+LL+ST -0.135 in at 1.00 1.00 1.00 1.00 10.392 fl Ambrose Engineering, Inc. W66 N215 Commerce Ct. Suite 100 53012 P: 262-377-7602 F: 262-377-4868 Title : Kohl's Department Stores Job # 06-392 Dsgnr: MB Date: 3:07AM, 13 OCT 06 Description : Tukwila, WA Scope : 1 Rev 580008 i User KW -0604188, Ver 5.8.0, 1 -Ds -2003 (01983-2003 ENERCALC Engineering Software Steel Column Page 1 06-392 _ca cs. ecw: C OL O M N S Description C-1 Grid G (JB 116'-10") Main Roof - Pmax=92k ynr General Information Code Ref: MSC 9th ASD, 1997 UBC, 2003 IBC, 2003 NFPA 5000 Steel Section HSS7X7X1I4 Column Height 17.000 ft End Fixity Pin -Pin Live & Short Term Loads Combined Fy Duration Factor Elastic Modulus X -X Unbraced Y -Y Unbraced 46.00 ksi 1.330 29,000.00 ksi 16.333 ft 16.833 ft X -X Sidesway : Y -Y Sidesway : K)o: Kyy Loads Restrained Restrained 1.000 1.000 Axial Load... Dead Load Live Load Short Term Load 25.00 k 67.00 k k Ecc_ for X -X Axis Moments Ecc. for Y -Y Axis Moments 0.000 in 0.700 in Column Design OK Section : HSS7X7XI I4, Height = 17.00ft, Axial Loads: DL = 25.00, LL = 67.00, ST = 0.00k, Ecc. = 0.000in Unbraced Lengths: X -X = 16.83ft, Y -Y = 16.33ft Combined Stress Ratios Dead AISC Formula H1 - 1 0.2446 AISC Formula H1 -2 0.1945 AISC Formula H1 - 3 Live DL + LL 0.6884 0.9924 0.5212 0.7157 DL + ST + (LL if Chosen) 0.7132 0.5381 XX Axis : Fa calc'd per Eq. E2.1, K*Ur < Cc YY Axis : Fa calc'd per Eq. E2-1, K*Ur < Cc Stresses Allowable &Actual Stresses Fa : Allowable fa : Actual Fb:xx : Allow [F3.1] fb : xx Actual Fb:yy : Allow [F3,1] fb : yy Actual Dead 19.16 ksi 4.05 ksi 27.60 ksi 0.00 ksi 27.60 ksi 1.32 ksi Live 19.16 ksi 10.86 ksi 27.60 ksi 0.00 ksi 27.60 ksi 3.53 ksi DL + LL 19.16 ksi 14.91 ksi 27.60 ksi 0.00 ksi 27.60 ksi 4.84 ksi DL + Short 25.49 ksi 14.91 ksi 36.71 ksi 0.00 ksi 36.71 ksi 4.84 ksi Analysis Values F'ex : DL+LL F'ey : DL+LL F'ex : DL+LL+ST F'ey : DL+LL+ST Max X -X Axis Deflection 27,582 psi 29,297 psi 36,685 psi 38,965 psi 0.000 in at Cm:x DL+LL Cm:y DL+LL 0.60 Cm:x DL+LL+ST 0.60 Cm:y DL+LL+ST 0.60 0,000 ft Max Y -Y Axis Deflection 0 60 or: Cb:x DL+LL Cb:y DL+LL Cb:x DL+LL+ST Cb:y DL+LL+ST -0.127 in at 1.00 1.00 1.00 1.00 9.860 ft Ambrose Engineering, Inc. W66 N215 Commerce Ct. Suite 100 53012 Scope: P: 262-377-7602 F: 262-377-4868 Title : Kohl's Department Stores Job # 06-392 Dsgnr: MB Date: 3:07AM, 13 OCT 06 Description : Tukwila, WA i Rev'. 580008 User. KW -0604188, Ver 5.8.0, 1 -Dee -2003 (01983-2003 EMERCALC Engineering Software Steel Column Page 1 06-392_ce Ic8. ecw CO LU M N S Description C-3 Grid G (JB 116'-10") Main Roof - Pmax=67k General Information Code Ref: AISC 9th ASD, 1997 UBC, 2003 IBC, 2003 NFPA 5000 Steel Section HSS6X6X114 Column Height 17.000 ft End Fixity Pin -Pin Live & Short Term Loads Combined Fy Duration Factor Elastic Modulus X -X Unbraced Y -Y Unbraced 46.00 ksi 1.330 29,000.00 ksi 16.333 ft 16.833 ft ILoads Axial Load... Dead Load Live Load Short Term Load X -X Sidesway : Y -Y Sidesway : Kxx Kyy Restrained Restrained 1.000 1.000 19.00 k 48.00 k k Ecc. for X -X Axis Moments Ecc. for Y -Y Axis Moments 0.000 in 0.600 in Summary Section : HSS6X6X14, Height = 17.00ft, Axial Loads: DL = 19.00, LL = 48.00, ST = 0.00k, Unbraced Lengths: X -X = 16.83ft, Y -Y = 16.33ft Combined Stress Ratios AISC Formula H1 - 1 AISC Formula H1 - 2 AISC Formula H1 - 3 Dead 0.2453 0.1747 Live DL + LL 0.6560 0.9850 0.4413 0.6159 Column Design OK Ecc. = 0.000in DL + ST + (LL if Chosen) 0.6932 0.4631 XX Axis : Fa calc'd per Eq. E2.1, K*L r < Cc YY Axis : Fa cafc'd per Ea. E2.1, K*Llr < Cc Stresses Allowable & Actual Stresses Fa : Allowable fa : Actual Fb:xx : Allow [F3.1] fb : xx Actual Fb:yy : Allow 1F3.1] fb : yy Actual Dead 16.95 ksi 3.63 ksi 27.60 ksi 0.00 ksi 27.60 ksl 1.19 ksi Live 16.95 ksi 9.16 ksi 27.60 ksi 0.00 ksi 27.60 ksi 3.02 ksi DL + LL 16.95 ksi 12.79 ksi 27.60 ksi 0.00 ksi 27.60 ksi 4.21 ksi DL + Short 22.54 ksi 12.79 ksi 36.71 ksi 0.00 ksi 36.71 ksi 4.21 ksi [-Analysis Values F'ex : DL+LL F'ey: DL+LL F'ex : DL+LL+ST Fey : DL+LL+ST Max X -X Axis Deflection 19,976 psi 21,217 psi 26,568 psi 28,219 psi 0.000 in at Cm:x DL+LL 0.60 Crn:y DL+LL 0.60 Cm:x DL+LL+ST 0.60 Cmy DL+LL+ST 0.60 0.000 ft Max Y -Y Axis Deflection Cb:x DL+LL Cb:y DL+LL Cb:x DL+LL+ST Cb:y DL+LL+ST -0.129 in at 1.00 1.00 1.00 1.00 9.860 ft AMBROSE ENGINEERING, INC. Job: Page^ • Job #: Date: By: Checked: F 7 3 60 0 V ` v 0 d ss. t" 14,1 k CS k_ SSCti � 1lrl�!y tt r16d�jt� �sYsT� lY11 �J l�` k ( '['-;;C" OF` I 4: Ambrose Engineering, Inc. W66 N215 Commerce Ct, Suite 100 53012 P: 262-377-7602 F: 262-377-4868 Title : Kohl's Department Stores Job # 06-392 Dsgnr: MB Date: 3:07AM, 13 OCT 06 Description : Tukwila, WA Scope : Rev: 580000 User kw-matt58, votes!), 1 -De. -2003 (c)1983.2003 ENERCALC Engineering Software Square Footing Design Page 1 06.392_calcs.ecw: FOOTIN GS Description F-1 3`-0"x3'-0" P=25.5k (3000psf) General Information Code Ref: ACI 318-02, 1997 UBC, 2003 IBC, 2003 NFPA 5000 Dead Load Live Load Short Term Load Seismic Zone Overburden Weight Concrete Weight LL & ST Loads Combine Load Duration Factor Column Dimension 11.000 k 14.500 k 0.000 k 0 0.000 psf 145.00 pcf 1.330 7.00 in Footing Dimension 3.000 ft Thickness 10.00 in #of Bars 3 Bar Size 4 Rebar Cover 3.000 fc 3,000.0 psi Fy 60,000.0 psi Allowable Soil Bearing 3,000.00 psf Note: Load factoring supports 2003 IBC and 2003 NFPA 5000 by virtue of their references to ACI 318-02 for concrete design. Factoring of entered loads to ultimate loads within this program is according to ACI 318-02 C.2 Reinforcing Rebar Requirement Actual Rebar "d" depth used 200/Fy As Req'd by Analysis Min. Reinf % to Req'd 6.750 in 0.0033 0.0014 in2 0.0019 % As to USE per foot of Width Total As Req'd Min Allow % Reinf 0.216 in2 0.648 in2 0.0018 3.00ft square x 10.0in thick with 3- #4 bars Max. Static Soil Pressure 2,954.17 psf Allow Static Soil Pressure 3,000.00 psf Max. Short Term Soil Pressure AIIow Short Term Soil Pressure Mu : Actual Mn' Phi : Capacity 2,954.17 psi 3,990.00 psf 3.37 5.90 Specified Rebar < Min. Required ! Vu : Actual One -Way 36.83 psi Vn*Phi : Allow One -Way 93.11 psi Vu : Actual Two -Way 95.64 psi Vn'Phi : Allow Two -Way 186.23 psi Alternate Rebar Selections... 4 # 4's 3 # 5's 2 # 6's 2 # 7's 1 # 8's 1 # 9's 1 # 10's Ambrose Engineering, Inc. W66 N215 Commerce Ct. Suite 100 53012 P: 262-377-7602 F: 262-377-4868 Title : Kohl's Department Stores Job # 06-392 Dsgnr: MB Date: 3:07AM, 13 OCT 06 Description : Tukwila, WA Scope : n12 Rev: 580000 User. KW -0804188, Ver5.8.0, 1 -Dec -2003 0y1963-2003 ENERCALC Engineering Software Square Footing Design Page 1 06-392_calcs.ecw: FOOTINGS Description F-2 4' -0"x4' -O" P=45.5k (3000pst) General Information Code Ref: AC; 318-02, 1997 UBC, 2003 IBC, 2003 NFPA 5000 Dead Load Live Load Short Term Load Seismic Zone Overburden Weight Concrete Weight LL & ST Loads Combine Load Duration Factor Column Dimension 19.500 k 26.000 k 0.000 k 0 0.000 psf 145.00 pcf 1.330 9.00 in Footing Dimension 4.000 ft Thickness 12.00 in #of Bars 4 Bar Size 5 Rebar Cover 3.000 fc 3,000.0 psi Fy 60,000.0 psi Allowable Soil Bearing 3,000.00 psf Note: Load factoring supports 2003 IBC and 2003 NFPA 5000 by virtue of their references to ACI 318-02 for concrete design. Factoring of entered loads to ultimate loads within this program is according to ACI 318-02 0.2 Reinforcing Rebar Requirement Actual Rebar "d" depth used 200/Fy As Req'd by Analysis Min. Reinf % to Req'd 8.688 in 0.0033 0.0015 in2 0.0021 % As to USE per foot of Width Total As Req'd Min Allow % Reinf 0.259 in2 1.037 in2 0.0018 4.00ft square x 12,0in thick with 4- #5 bars Max. Static Soil Pressure Allow Static Soil Pressure Max. Short Term Soil Pressure AIIow Short Term Soil Pressure 2,988.75 psf 3,000.00 psf 2,988.75 psf 3,990.00 psf Mu : Actual 6.17 Mn * Phi : Capacity 11.69 Footing OK Vu : Actual One -Way 40.38 psi Vn*Phi : Allow One -Way 93.11 psi Vu : Actual Two -Way 105.10 psi Vn*Phi : Allow Two -Way 186.23 psi Alternate Rebar Selections... 6 # 4's 4 # 5's 3 # 6's 2 # 7's 2 # 8's 2 # 9's 1 # 10's Ambrose Engineering, Inc. W66 N215 Commerce Ct. Suite 100 53012 P: 262-377-7602 F: 262-377-4868 Rev: 580000 User KW -0604188, Ver5.8.0, 1 -Dec -2003 (c}1983-2003 ENERCALC Engineering Software Title : Kohl's Department Stores Dsgnr: MB Description : Tukwila, WA Scope: Job # 06-392 Date: 3:07AM, 13 OCT 06 Square Footing Design Page 1 06-392 calcs.ecw FOOTINGS Description F-3 4'-6"x4'-6" P=57.5k (3000psf) General Information Code Ref: ACI 318-02, 1997 UBC, 2003 IBC, 2003 NFPA 5000 Dead Load Live Load Short Term Load Seismic Zone Overburden Weight Concrete Weight LL & ST Loads Combine Load Duration Factor Column Dimension 24.500 k 33.000 k 0.000 k 0 0.000 psf 145.00 pcf 1.330 9.00 in Footing Dimension 4.500 ft Thickness 12.00 in # of Bars 4 Bar Size 5 Rebar Cover 3.000 Pc 3,000.0 psi Fy 60,000.0 psi Allowable Soil Bearing 3,000.00 psf Note: Load factoring supports 2003 IBC and 2003 NFPA 5000 by virtue of their references to ACl 318-02 for concrete design. Factoring of entered loads to ultimate loads within this program is according to ACI 318-02 C.2 Reinforcing Rebar Requirement Actual Rebar "d" depth used 200/Fy As Req'd by Analysis Min. Reinf % to Req'd 8.688 in 0,0033 0.0021 in2 0.0027 % 4.50ft square x 12.0in thick with 4- #5 bars Max. Static Soil Pressure Allow Static Soil Pressure Max. Short Term Soil Pressure Allow Short Term Soil Pressure 2,984.51 psf 3,000.00 psf 2,984,51 psf 3,990.00 psf Mu : Actual 8.20 Mn * Phi : Capacity 10,44 As to USE per foot of Width Total As Req'd Min Allow % Reinf 0.286 in2 1.287 in2 0.0018 Specified Rebar < Min. Required l Vu : Actual One -Way Vn*Phi : Allow One -Way Vu : Actual Two -Way Vn*Phi : Allow Two -Way Altemate Rebar Selections... 7 # 4's 5 # 5's 3 # 8's 3 # 7's 2 # 8's 2 # 9's 2 # 10's 51.53 psi 93.11 psi 137.27 psi 186.23 psi Ambrose Engineering, Inc. W66 N215 Commerce Ct. Suite 100 53012 P: 262-377-7602 F: 262-377-4868 Title : Kohl's Department Stores Job # 06-392 Dsgnr: MB Date: 3:07AM, 13 OCT 06 Description : Tukwila, WA Scope : Rev: 580000 User. KW -0604188, Ver 5.8.0, 1 -Dec -2003 (0)1983-2003 ENERCALC Engineering Software Square Footing Design Page 1 06-392_ra i s s. a cw F QO T S N G S Description F-4 5'-0"x5'-0" P -71.0k (3000psf) General Information Code Ref: ACI 318-02, 1997 UBC, 2003 IBC, 2003 NFPA 5000 Dead Load Live Load Short Term Load Seismic Zone Overburden Weight Concrete Weight LL & ST Loads Combine Load Duration Factor Column Dimension 30.500 k 40.500 k 0.000 k 0 0.000 psf 145.00 pcf 1.330 9.00 in Footing Dimension 5.000 ft Thickness 12.00 in # of Bars 5 Bar Size 5 Rebar Cover 3.000 fc 3,000.0 psi Fy 60,000.0 psi Allowable Soil Bearing 3,000.00 psf Note: Load factoring supports 2003 IBC and 2003 NFPA 5000 by virtue of their references to ACI 318-02 for concrete design. Factoring of entered loads to ultimate loads within this program is according to ACI 318-02 C.2 0.6 o Reinforcing Rebar Requirement Actual Rebar "d" depth used 2001Fy As Req'd by Analysis Min. Reinf % to Req'd Summary 8.688 in 0.0033 0.0027 in2 0.0033 % As to USE per foot of Width Total As Req'd Min AIIow % Reinf 0.348 in2 1.738 in2 0.0018 5.00ft square x 12.0in thick with 5- #5 bars Max. Static Soil Pressure Allow Static Soil Pressure Max. Short Term Soil Pressure Allow Short Term Soil Pressure 2,985.00 psf 3,000.00 psf 2,985.00 psf 3,990.00 psf Mu : Actual 10.53 Mn * Phi : Capacity 11.69 Specified Rebar < Min. Required ! Vu : Actual One -Way Vn*Phi : Allow One -Way Vu : Actual Two -Way Vn*Phi : Allow Two -Way Alternate Rebar Selections... 9 # 4's 6 # 5's 4 # 6's 3 #7's 3 #8's 2 #9's 2 #10's 62.69 psi 93.11 psi 173.26 psi 186.23 psi Rev: 580000 User. KW -0804188, Ver 5.8.0, 1-0eo-2003 Square Footing Design (01983-2003 ENERCALC Engineering Software Ambrose Engineering, Inc. W66 N215 Commerce Ct. Suite 100 53012 P: 262-377-7602 F: 262-377-4868 Title : Kohl's Department Stores Dsgnr: MS Description : Tukwila, WA Scope : Job # 06-392 Date: 3:07AM, 13 OCT 06 Page 1 06-392_cale2.. acw: FOOTNHGS Description F-5 5' -6"x5' -6'r P=85.5k (3000psf) General Information Dead Load Live Load Short Term Load Seismic Zone Overburden Weight Concrete Weight LL & ST Loads Combine Load Duration Factor Column Dimension Essagme 36.500 k 49.000 k 0.000 k 0 0.000 psf 145.00 pcf 1,330 Code Ref: ACI 318-02, 1997 UBC, 2003 IBC, 2003 NFPA 5000 Footing Dimension 5.500 ft Thickness 13.00 in # of Bars 6 Bar Size 5 Rebar Cover 3.000 f e 3,000.0 psi Fy 60,000.0 psi 9.00 in Allowable Soil Bearing 3,000.00 psf Note: Load factoring supports 2003 IBC and 2003 NFPA 5000 by virtue of their references to ACI 318-02 for concrete design. Factoring of entered loads to ultimate Toads within this program is according to ACI 318-02 C.2 Reinforcing Rebar Requirement Actual Rebar "d" depth used 200/Fy As Req'd by Analysis Min. Reinf % to Req'd 9.688 in 0.0033 0.0027 in2 0.0033 % As to USE per foot of Width Total As Req'd Min Allow % Reinf 0.388 in2 2.131 in2 0.0018 Summary 5.50ft square x 13.0in thick with 6- #5 bars Max. Static Soil Pressure Allow Static Soil Pressure Max. Short Term Soil Pressure Allow Short Term Soil Pressure Mu : Actual Mn ` Phi : Capacity 2,983.53 psf 3,000.00 psf 2,983.53 psf 3,990.00 psf 13.15 14.24 Specified Rebar < Min. Required ! Vu : Actual One -Way Vn`Phi : AIIow One -Way Vu : Actual Two -Way Vn"Phi : AIIow Two -Way Alternate Rebar Selections... 11 # 4's 7 # 5's 5 # 6's 4 # 7's 3 # 8's 3 # 9's 2 # 10's 62.88 psi 93.11 psi 179.17 psi 186.23 psi Ambrose Engineering, Inc. W66 N215 Commerce Ct. Suite 100 53012 P: 262-377-7602 F: 262-377-4868 Title : Kohl's Department Stores Job # 06-392 Dsgnr: MB Date: 3:07AM, 13 OCT 06 Description : Tukwila, WA Scope : Rev: 580000 User ION -0604188, Ver5.8.0, 1 -Dec -2003 (c)1963-2003 ENERCALC Engineering Software Square Footing Design Description F-6 6'-0"x6'-0" P=101.5k (3000psf) Page 1 0$-392_ce Ics. acw: F D QT I N G S MEMMEM General Information Dead Load 43.500 k Live Load 58.000 k Short Term Load 0.000 k Seismic Zone 0 Overburden Weight 0.000 psf Concrete Weight 145.00 pcf Code Ref: ACI 318-02, 1997 UBC, 2003 IBC, 2003 NFPA 5000 LL & ST Loads Combine Load Duration Factor Column Dimension 1.330 10.00 in Footing Dimension Thickness # of Bars Bar Size Rebar Cover fc Fy Allowable Soil Bearing 6.000 ft 14.00 in 7 5 3.000 3,000.0 psi 60,000.0 psi 3,000.00 psf Note: Load factoring supports 2003 IBC and 2003 NFPA 5000 by virtue of their references to ACI 318-02 for concrete design. Factoring of entered Toads to ultimate Toads within this program is according to AC! 318-02 C.2 I Reinforcing Rebar Requirement Actual Rebar "d" depth used 200/Fy As Req'd by Analysis Min. Reinf % to Req'd 10.688 in 0.0033 0.0026 in2 0.0033 % As to USE per foot of Width Total As Req'd Min AIIow % Reinf 0.428 in2 2.565 in2 0.0018 6.00ft square x 14.0in thick with 7- #5 bars Max. Static Soil Pressure Allow Static Soil Pressure Max. Short Term Soil Pressure Allow Short Term Soil Pressure Mu : Actual Mn * Phi : Capacity 2,988.61 psf 3,000.00 psf 2,988.61 psf 3,990.00 psf 15.57 16.82 Specified Rebar < Min. Required ! Vu : Actual One -Way Vn*Phi : Allow One -Way Vu : Actual Two -Way Vn*Phi : AIIow Two -Way Alternate Rebar Selections... 13 # 4's 9 # 5's 6 # 6's 5 # 7's 4 # 8's 3 # 9's 3 # 10's 61.60 psi 93.11 psi 174.31 psi 186.23 psi Ambrose Engineering, Inc. W66 N215 Commerce Ct. Suite 100 53012 P: 262-377-7602 F: 262-377-4868 Rev: 580000 User Kw -0804188, Ver 5.6.0, 1•Dec 2003 (01883-2003 ENERCALC Engineering Software Title : Kohl's Department Stores Job # 06-392 Dsgnr: MB Date: 3:07AM, 13 OCT 06 Description : Tukwila, WA Scope : Square Footing Design Page 1 06-382_calcs.ecw FOOTINGS Description F-7 6'-6"x6'-6" P=118.0! (3000psf) General Information Dead Load Live Load Short Term Load Seismic Zone Overburden Weight Concrete Weight LL & ST Loads Combine Load Duration Factor Column Dimension 38.500 k 79.500 k 0.000 k 0 0.000 psf 145.00 pcf 1.330 10.00 In Code Ref ACI 318-02, 1997 UBC, 2003 IBC, 2003 NFPA 5000 Footing Dimension 6.500 pft Thickness 16.00 in #of Bars 8 Bar Size 5 Rebar Cover 3.000 fc 3,000.0 psi Fy 60,000.0 psi Allowable Soil Bearing 3,000.00 psf Note: Load factoring supports 2003 IBC and 2003 NFPA 5000 by virtue of their references to ACI 318-02 for concrete design. Factoring of entered loads to ultimate Toads within this program is according to ACI 318-02 C.2 Reinforcing Rebar Requirement Actual Rebar "d" depth used 200/Fy As Req'd by Analysis Min. Reinf % to Req'd 6.50ft square x 16.0in thick Max. Static Soil Pressure Allow Static Soil Pressure Max. Short Term Soil Pressure Allow Short Term Soil Pressure Mu : Actual Mn * Phi : Capacity 12.688 in 0.0033 0.0023 in2 0.0030 % with 8- #5 bars 2,986.23 psf 3,000.00 psf 2,986.23 psf 3,990.00 psf 19.05 21.14 As to USE per foot of Width Total As Req'd Min Allow % Reinf 0.456 int 2.962 in2 0.0018 Specified Rebar < Min. Required ! Vu : Actual One -Way Vn*Phi : Allow One -Way Vu : Actual Two -Way Vn Phi : Allow Two -Way Altemate Rebar Selections... 15 # 4's 10 # 5's 7 # S's 5 # 7's 4 # 8's 3 # 9's 3 # 10's 55.35 psi 93.11 psi 159.39 psi 186.23 psi Ambrose Engineering, Inc. W66 N215 Commerce Ct. Suite 100 53012 P: 262-377-7602 F: 262-377-4868 Title : Kohl's Department Stores Job # 06-392 Dsgnr: MB Date: 3:07AM, 13 OCT 06 Description : Tukwila, WA Scope : I Rev, 580000 User. KW -0604188r Ver5.8.0, 1 -Dec -2003 Square Footing Design (41983-2003 ENERCALC Engineering Software Page 1 08-392 calcs.ecw.FOOTINGS Description F-8 T-0"xT-0" P=136.5k (3000psf) 1 General Information Code Ref: ACI 318-02, 1997 UBC, 2003 IBC, 2003 NFPA 5000 Dead Load Live Load Short Term Load Seismic Zone Overburden Weight Concrete Weight LL & ST Loads Combine Load Duration Factor Column Dimension 44.500 k 92.000 k 0.000 k 0 0.000 psf 145.00 pcf 1.330 10.00 in Footing Dimension 7.000 ft Thickness 17.00 in # of Bars 9 Bar Size 5 Rebar Cover 3.000 f'c 3,000.0 psi Fy 60,000.0 psi Allowable Soil Bearing 3,000.00 psf Note: Load factoring supports 2003 IBC and 2003 NFPA 5000 by virtue of their references to ACI 318-02 for concrete design. Factoring of entered loads to ultimate loads within this program is according to ACI 318-02 C.2 Reinforcing Rebar Requirement Actual Rebar "d" depth used 200/Fy As Req'd by Analysis Reinf % to Req'd 13.688 in 0.0033 0.0023 in2 0.0031 % As to USE per foot of Width Total As Req'd Min Allow % Reinf 0.501 in2 3.508 in2 0.0018 �,l)r,flhr�i� 7.00ft square x 17.0in thick with 9- #5 bars Max. Static Soil Pressure Allow Static Soil Pressure Max. Short Term Soil Pressure Allow Short Term Soil Pressure Mu : Actual Mn * Phi : Capacity 2,991.13 psf 3,000.00 psf 2,991.13 psf 3,990.00 psf 22.58 23.85 Specified Rebar < Min. Required Vu : Actual One -Way Vn*Phi : Allow One -Way Vu : Actual Two -Way Vn`Phi : Allow Two -Way Alternate Rebar Selections... 18 # 4's 12 # 5's 8 # 6's 6 # 7's 5 # 8's 4 # 9's 3 # 10's 56.19 psi 93.11 psi 165.23 psi 186.23 psi Ambrose Engineering, Inc. W66 N215 Commerce Ct. Suite 100 53012 P: 262-377-7602 F: 262-377-4868 Title : Kohl's Department Stores Job # 06-392 Dsgnr: MB Date: 3:07AM, 13 OCT 06 Description : Tukwila, WA Scope : Rev: 680000 User KW -0604188, Ver 8, A -Dec -2003 (01983-2003 ENERCA<_C Engineering Software F-9 8'-0"x8'-0 P=176.0k (3000psf) Description Square Footing Design Page 1 06-392_wlcs.ecw FOOTINGS General Information Dead Load Live Load Short Term Load Code Ref: ACI 318-02, 1997 UBC, 2003 IBC, 2003 NFPA 5000 57.000 k 119.000 k 0.000 k Seismic Zone 0 Overburden Weight 0.000 psf Concrete Weight 145.00 pcf LL & ST Loads Combine Load Duration Factor Column Dimension Footing Dimension Thickness # of Bars Bar Size Rebar Cover fc Fy 8.000 ft 19.00 in 9 6 3.000 3,000.0 psi 60,000.0 psi 1.330 10.00 in Allowable Soil Bearing 3,000.00 psf Note: Load factoring supports 2003 IBC and 2003 NFPA 5000 by virtue of their references to ACI 318-02 for concrete design. Factoring of entered loads to ultimate loads within this program is according to ACI 318-02 C.2 Reinforcing Rebar Requirement Actual Rebar "d" depth used 200/Fy As Req'd by Analysis Min. Reinf % to Req'd Summary 15.625 in 0.0033 0.0024 in2 0.0032 % As to USE per foot of Width Total As Req'd Min Allow % Reinf i 0.591 in2 4.726 in2 0.0018 8.00ft square x 19.0in thick Max. Static Soil Pressure Allow Static Soil Pressure Max. Short Term Soil Pressure Allow Short Term Soil Pressure Mu : Actual Mn * Phi : Capacity with 9- #6 bars 2,979.58 psf 3,000.00 psf 2,979.58 psf 3,990.00 psf 30.36 33.72 Specified Rebar < Min. Required I Vu : Actual One -Way Vn`Phi : Allow One -Way Vu : Actual Two -Way Vn'Phi : Allow Two -Way Alternate Rebar Selections... 24 # 4's 16 # 5's 11 # 6's 8 # 7's 6 # 8's 5 # 9's 4 # 10's 57.54 psi 93.11 psi 175.52 psi 186.23 psi Ambrose Engineering, Inc. W66 N215 Commerce Ct Suite 100 53012 P: 262-377-7602 F: 262-377-4868 Title : Kohl's Department Stores Dsgnr: MB Description : Gateway Footings Scope : Job # Date: 12:44PM, 11 OCT 06 J Rev: 586001 LUser. Kw -0804188, Ver5.a.L7, 1 -Dec -2003 (c)1983.2003 ENERC4LC Engineering Software General Footing Analysis & Design Page 1 gateway footings.ear.Calwfations Description Fla(3000psf) 90MPH Exp. C T.O.F. = 98'-0" D+Wz j General Information Allowable Soil Bearing Short Term Increase Seismic Zone Code Ref: ACI 318-02, 1997 UBC, 2003 IBC, 2003 NFPA 5000 Live & Short Term Combined fc Fy Concrete Weight Overburden Weight 3,000.0 psf 1.000 3,000.0 psi 60,000.0 psi 145.00 pcf 215.00 psf Dimensions... Width along X -X Axis Length along Y -Y Axis Footing Thickness Col Dim. Along X X Axis Col Dim. Along Y -Y Axis Base Pedestal Height Min Steel % Rebar Center To Edge Distance 13.000 ft 10.000 ft 12.00 in 24.50 in 55.00 in 30.500 in 0.0014 3.31 in [Loads Applied Vertical Load... Dead Load Live Load Short Term Load Applied Moments... Dead Load Live Load Short Term Applied Shears... Dead Load Live Load Short Term ekld�AiE9RP�F. � Sia'C 16.300 k k Creates Rotation about ¥-Y Axis (pressures @ left & right) k -ft k -ft k -ft Creates Rotation about YY Axis (pressures @ left & right) k k k ...ecc along X-X.Axis 26.500 in ...ecc along Y -Y Axis 0.000 in Creates Rotation about X -X Axis (pressures @ top & bot) k -ft k -ft 175.000 k -ft Creates Rotation about X -X Axis (pressures @ top & bot) k k 9.700 k Caution: Y(short)ecc>Widt 13.00ft x 10.00ft Footing, 12.Oin Thick, w/ Column Support 24.50 x 55.00in x 30.5in high Max Soil Pressure Allowable "X' Ecc, of Resultant '7' Ecc, of Resultant X -X Min. Stability Ratio Y -Y Min. Stability Ratio DL+LL DL+LL+ST 624.2 1,884.7 psf 3,000.0 3,000.0 psf 6.693 in 6.693 in 0.000 in 38.927 in 1.541 1.500 :1 No Overturning Max Mu Required Steel Area Shear Stresses.... 1 -Way 2 -Way Actual Allowable 4.428 k -ft per ft 0.259 in2 per ft Vu Vn ' Phi 21.485 93.113 psi 13.022 183.219 psi Footing Design Shear Forces ACI C-1 ACI C-2 ACI C-3 Two -Way Shear 13.02 psi 7.84 psi 6.72 psi One -Way Shears,.. Vu @ Left 7.72 psi 4.99 psi 4.27 psi Vu @ Right 6.03 psi 2.93 psi 2.51 psi Vu @Top 3.11 psi 21.48 psi 18.42 psi Vu @ Bottom 3.11 psi -7.20 psi -6.17 psi Moments ACI C-1 ACI C-2 ACI C-3 Mu @ Left 2.36 k -ft 1.08 k -ft 0.93 k -ft Mu @ Right 1.83 k -ft 1.19 k -ft 1.02 k -ft Mu @ Top 0.70 k -ft 4.43 k -ft 3.80 k -ft Mu @ Bottom 0.70 k -ft -1.39 k -ft -1.19 k -ft Vn ; Phi 183.22 psi 93.11 psi 93.11 psi 93.11 psi 93.11 psi Ru/Phi AsReo'd 34.8 psi 0.26 in2 per ft 26.9 psi 0.26 in2 perft 65.2 psi 0.26 in2 per ft 20.4 psi -0.26 in2 perft Rev 580001 (e)1983-2003 ENERCALC Engineering Software Ambrose Engineering, Inc. W66 N215 Commerce Ct. Suite 100 53012 P: 262-377-7602 F: 262-377-4868 Title : Kohl's Department Stores Job # Dsgnr: MB Date: 12:44PM, 11 OCT 06 Description : Gateway Footings• Scope : User. KW -0604168, Ver 5.8.0, 1 -Dec -2003 General Footing Analysis & Design Page 2 gateway footings.eew:Calculatsons Description F-f1:(3000psf) 90MPH Exp. C T.O.F. = 98'-0" D+Wz Soil Pressure Summary Service Load Soil Pressures Left Right DL + LL 368.64 624.23 DL + LL + ST 368.64 624.23 Factored Load Soli Pressures ACI Eq. C-1 516.10 AC1 Eq. C-2 366.39 ACI Eq. C-3 314.05 873.93 620.42 531.79 Top 496.44 1,884.67 695.01 1,873.16 1,605.57 Bottom 496.44 psf 0.00 psf 695.01 psf 0.00 psf 0.00 psf ACI Factors (per ACI 318-02, applied internally to entered loads) ACI C-1 & C-2 DL ACI C-1 & C-2 LL ACI C-1 & C-2 ST ....seismic = ST ": 1.400 ACI C-2 Group Factor 1.700 ACI C-3 Dead Load Factor 1.600 ACI C-3 Short Term Factor 1.000 Used in AC1 C-2 & C-3 0.750 0.900 1.300 Add "I "1.4" Factor or Seismic Add"I "0.9" Factor for Seismic 1.400 0.900 hli l -1'l4-Cr A BROSE ENGINEERING, INC. Job: Page: Job #: Date: By: Checked: ii 1'7; f, C..1 °a13 C1-=‘, 's ky • 3.0 1.15c 19- •3.o (LD 6.0 z i a- 3 Mfr A 646 I6 L/ 3f*) x P_ 6:75 Vci- Ambrose Engineering, Inc. W66 N215 Commerce Ct. Suite 100 53012 P: 262-377-7602 F: 262-377-4868 { Title : Kohl's Department Stores Job # 06-392 Dsgnr: MB Date: 3:06AM, 13 OCT 06 Description : Tukwila, WA Scope : Rev: 580009 User KW -0604188, Ver5.8.0, 1 -Dec -2003 Concrete Rectangular & Tee Beam Design (e}1983-2003 ENERCALC Engineering Software Description Wall Footing General Information Page 1 06-392 calcs.ecwF00T1NGS Code Ref: ACI 318-02, 1997 UBC, 2003 IBC, 2003 NFPA 5000 Span Depth Width Beam Weight Added Internally 4,1 10.00 ft 16.000 in 24.000 in fc Fy Concrete Wt. Seismic Zone End Fixity 3,000 psi 60,000 psi 145.0 pcf 4 Pinned -Pinned Live Load acts with Short Term Reinforcing Rebar @ Center of Beam... Count Size 'd' from Top #1 3 7 12.69in Load Factoring Rebar #1 Left End of Beam... Count Size 'd' from Top 3 7 2.38 in Rebar Right End of Beam... Count Size 'd' from Top #1 3 7 2.38 in Note: Load factoring supports 2003 IBC and 2003 NFPA 5000 by virtue of their references to ACI 318-02 for concrete design. Factoring of entered loads to ultimate loads within this program is according to ACI 318-02 C.2 Uniform Loads Dead Load #1 3.045 k Summary Live Load 0.835 k Short Term k Start 0.000 ft End 10.000 ft Span = 10.00ft, Width= 24.D0in Depth = 16.00in Maximum Moment : Mu 77.80 k -ft Allowable Moment : Mn"phi 95.60 k -ft Maximum Shear : Vu 30.12 k Allowable Shear : Vn'phi 76.55 k Shear Stirrups... Stirrup Area @ Section 0.440 int Region 0.000 1,667 3.333 Max. Spacing 6.344 6.344 Not Req'd Max Vu 30.123 20.912 10.456 Beam Design OK Maximum Deflection -0.0858 in Max Reaction Left Max Reaction @ Right 5.000 Not Req'd 10.207 6.667 Not Req'd 10.207 21.33 k 21.33 k 8.333 6.344 20.663 10.000 ft 6.344 in 29.874 k Bending & Shear Force Summary Bending... Center © Left End Right End Shear... Left End Right End Nln`Phl 95.60 k -ft 10.59 k -ft 10.59 k -ft Vn*Phl 76.55 k 76.55 k Mu, Eq. C-1 77.80 k -ft 0.00 k -ft 0.00 k -ft Vu, Eq. 30.12 k 29.87 k Mu, Eq. C-2 74;67 kit 0.00 k -ft 0.00 k -ft Vu, Eq. 28.91 k 28.67 k Mu, Eq. C-3 38.61 k -ft 0.00 k -ft 0.00 k -ft Vu, Eq. C- 14.95 k 14.82 k Deflection Deflections... DL+[Bm Wt) DL+LL+[Bm WI] DL + LL + ST + [Bm Wt) Reactions... DL + [Bm Wt]] DL + LL + [Bm Wtj DL + LL + ST + [Bm Wt] . Upward 0.0000 in at 0.0000 In at 0.0000 in at Left 17.158 k 21.333 k 21.333 k 0.0000 ft 0.0000 ft 0.0000 ft i Right 17.158 k 21.333 k 21.333 k Downward . -0.0470 in at 5.0000ft -0.0858 in at 5.0000ft -0.0858 in at 5.0000ft Ambrose Engineering, Inc. W66 N215 Commerce Ct. Suite 100 53012 P: 262-377-7602 F: 262-377-4868 Title : Kohl's Department Stores Job # 06-392 Dsgnr: MB Date: 3:06AM, 13 OCT 06 Description : Tukwila, WA Scope : F-36 Rev: 580009 User. Kw.0604188, Ver 5.8.0, 1 -Dec -2003 Concrete Rectangular & Tee Beam Design (01983-2003 ENERCALC Engineering Software Page 2 06-392 calca.ecw.FOOTINGS Description Wall Footing Section Analysis Evaluate Moment Capacity... X : Neutral Axis a = beta'Xneutral Compression in Concrete Sum [Steel comp. forces] Tension in Reinforcing Find Max As for Ductile Failure... X -Balanced Xmax = Xbal * 0.75 a -max = beta * Xbal Compression in Concrete Sum [Steel Comp Forces] Total Compressive Force AS Max = Tot Force / Fy Actual Tension As Center 2.075 in 1.764 in 107.941 k 0.000 k -108.000 k 7.509 in 5.632 in 6.383 in 292.972 k 0.000 k 292.972 k 4.883 in2 1.800 OK Left End 1.565 in 1.330 in 81.411 k 0.000 k -81.052 k 1.406 in 1.054 in 1.195 in 54.840 k 0.000 k 54,840 k 0.914 in2 0.000 OK Right End 1.565 in 1.330 in 81.411 k 0.000 k -81.052 k 1.4056 in 1.054 in 1.195 in 54.840 k 0.000 k 54.840 k 0.914 in2 0.000 OK Additional Deflection Calcs Neutral Axis Igross lcracked Elastic Modulus Fr = 7.5•fc^.5 Z:Cracking Z:cracking > 175: No Good! Eff. Flange Width 3.570 in 8,192.00 in4 1,754.06 in4 3,122.0 ksi 410.792 psi 218.327 k/in 24.00 in Mcr Ms:Max DL + LL R1 = (Ms:DL+LL)/Mcr Ms:Max DL+LL+ST R2 = (Ms:DL+LL+ST)/Mcr l:eff... Ms(DL+LL) l:eff-.. Ms(DL+LL+ST) 35.05 k -ft 53.33 k -ft 0.657 53.33 k -ft 0.657 3,582.044 in4 3,582.044 in4 ACI Factors (per ACI 318-02, applied internally to entered loads) ACI C-1 & C-2 DL ACI C-1 & C-2 LL ACI C-1 & C-2 ST ....seismic = ST* : 1.400 1.700 1.700 1.100 ACI C-2 Group Factor ACI C-3 Dead Load Factor ACI C-3 Short Term Factor 0.750 0.900 1.300 Add"I "1.4" Factor for Seismic Add"I "0.9" Factor for Seismic 1.400 0.900 Ambrose Engineering, Inc. W66 N215 Commerce Ct. Suite 100 53012 P: 262-377-7602 F: 262-377-4868 37 Title : Kohl's Department Stores Job # 06-392 Dsgnr: MB Date: 3:06AM, 13 OCT 06 Description : Tukwila, WA Scope : r Rev 580009 i U KW -05a4188, Ver 8.8.a, 1 -De -2003 Concrete Rectangular & Tee Beam Design (c)1983-2003 ENERCALC Engineering Software Page 1 o8-3g2_cafcs, ecw POOTrNGS Description Wall Footing @ Mezz Walls General Information Code Ref: ACI 318-02, 1997 UBC, 2003 IBC, 2003 NFPA 5000 Span Depth Width Beam Weight Added Internally 10.00 ft 16.000 in 24.000 in Reinforcing fc Fy Concrete Wt. Seismic Zone End Fixity Live Load acts with 3,000 psi 60,000 psi 145.0 pcf 4 Pinned -Pinned Short Term Rebar 4 Center of Beam... Count Size 'd' from Top 3 7 12.691n #1 Rebar @ Left End of Beam... Count Size 'd' from Top #1 3 7 2.38 in Load Factoring Rebar n Right End of Beam... Count Size 'd' from Top #1 3 7 2.38 in Note: Load factoring supports 2003 IBC and 2003 NFPA 5000 by virtue of their references to ACI 318-02 for concrete design. Factoring of entered Toads to ultimate Toads within this program is according to ACI 318-02 C.2 Uniform Loads Dead Load 3.375 k Live Load 0.450 k Short Term k Span = 10.00ft, Width= 24.00in Depth = 16.00in Maximum Moment : Mu 75.39 k -ft Allowable Moment: Mn*phi 95.60 k -ft Maximum Shear : Vu 29.19 k Allowable Shear : Vn•phi 76.55 k Shear Stirrups... Stirrup Area @ Section 0.440 in2 Region 0.000 1.667 3.333 Max. Spacing 6.344 6.344 Not Req'd Max Vu 29.192 20.265 10.133 Maximum Deflection Max Reaction © Left Max Reaction @ Right 5.000 Not Req'd 9.891 6.667 Not Req'd 9.891 Start 0.000 ft End 10.000 ft Beam Design OK -0.0831 in 21.06 k 21.06 k 8.333 6.344 20.024 10.000 ft 6.344 in 28.950 k Bending & Shear Force Summary Bending... © Center © Left End Right End Shear... t Left End @ Right End Deflection Mn•Phi 95.60 k -ft 10.59 k -ft 10.59 k -ft Vn"Phi 76.55 k 76.55 k Mu, Eq. C-1 75.39 k -ft 0.00 k -ft 0.00 k -ft Vu, Eq. C-' 29.19 k 28.95 k Mu, Eq. C-2 73.70 k -ft 0.00 k -ft 0.00 k -ft Vu, Eq. C -S 28.54 k 28.30 k Mu, Eq. C-3 42.32 k -ft 0.00 k -ft 0.00 k -ft Vu, Eq. C-: 16.39 k 16.25 k Deflections... DL + [Bm Wt] DL + LL + jBm Wt] DL + LL + ST + [Bm Wt] Reactions... DL + [Bm Wt]] DL + LL + [Bm Wt] DL + LL + ST + [Bm Wt] Upward 0.0000 in at 0.0000 in at 0.0000 in at (D Left 18.808 k 21.058 k 21.058 k 0.0000 ft 0.0000 ft 0.0000 ft Right 18.808 k 21.058 k 21.058 k . Downward -0.0613 in at -0.0831 in at -0.0831 in at 5.0000ft 5.0000 ft 5.0000ft Ambrose Engineering, Inc. W66 N215 Commerce Ct. Suite 100 53012 P: 262-377-7602 F: 262-377-4868 Title : Kohl's Department Stores Dsgnr: MB Description : Tukwila, WA Scope : Job # 06-392 Date: 3:06AM, 13 OCT 06 f132 Rev: 580009 i User. KW -0604188, Ver 5.8.4, 1 -Dec -2003 Concrete Rectangular & Tee Beam Design (c)1983-2003 ENERCALC Engineering Software Page 2 06-392_catcs. ecw: FO QTI NG S Description Wall Footing © Mezz Walls Section Analysis Evaluate Moment Capacity... X : Neutral Axis a = beta * Xneutral Compression in Concrete Sum [Steel comp. forces] Tension in Reinforcing Find Max As for Ductile Failure... X -Balanced Xmax = Xbal * 0.75 a -max = beta *Xbal Compression in Concrete Sum [Steel Comp Forces] Total Compressive Force AS Max = Tot Force 1 Fy Actual Tension As Additional Deflection Calcs Neutral Axis !gross (cracked Elastic Modulus Fr=7.5*fc^.5 Z:Cracking Z:cracking >175 : No Good! Eff. Flange Width Center 2.075 in 1.764 in 107.941 k 0.000 k -108.000 k 7.509 in 5.632 in 6.383 in 292.972 k 0.000 k 292.972 k 4.883 in2 1.800 OK Left End 1.565 in 1.330 in 81.411 k 0.000 k -81.052 k 1.406 in 1.054 in 1.195 in 54.840 k 0.000 k 54.840 k 0.914 in2 0.000 OK Right End 1.565 in 1.330 in 81.411 k 0.000 k -81.052 k 1.4056 in 1.054 in 1.195 in 54.840 k 0.000 k 54.840 k 0.914 in2 0.000 OK 3.570 in 8,192.00 in4 1,754.06 in4 3,122.0 ksi 410.792 psi 215.513 kiln 24.00 in Mcr Ms:Max DL + LL R1 = (Ms:DL+LL)/Mcr Ms:Max DL+LL+ST R2 = (Ms:DL+LL+ST)/Mcr 1:eff... Ms(DL+LL) I:eff... Ms(DL+LL+ST) 35.05 k -ft 52.65 k -ft 0.666 52.65 k -ft 0.666 3,654.598 in4 3,654.598 in4 ACI Factors (per ACI 318-02, applied internally to entered loads) ACI C-1 & C-2 DL ACI C-1 & C-2 LL ACI C-1 & C-2 ST ....seismic = ST*: 1.400 1.700 1.700 1.100 ACI C-2 Group Factor ACI C-3 Dead Load Factor ACI C-3 Short Term Factor 0.750 0.900 1.300 Add'7 "1.4" Factor for Seismic 1.400 Add"I "0.9" Factor for Seismic 0.900 Ambrose Engineering, Inc. W66 N215 Commerce Ct. Suite 100 53012 P: 262-377-7602 F: 262-377-4868 Title : Kohl's Department Stores Job # 06-392 Dsgnr: MB Date: 3:O6AM, 13 OCT 06 Description : Tukwila, WA Scope : f-31 Rev: 5&0009 User Kw -0604188, Ver$.s.0, i -Dec -2003 Concrete Rectangular & Tee Beam Design (cj19B3-2003 ENERCALC Engineenng Software Page 1 06-392 calcs.ecwFOOTINGS Description Wall Footing @ Mezz Back Wall General Information fter aPbSrdR'�wiW Span Depth Width Beam Weight Added internally Reinforcing 10.00 ft 24.000 in 30.000 in Code Ref: ACI 318-02, 1997 UBC, 2003 IBC, 2003 NFPA 5000 fc Fy Concrete Wt. Seismic Zone End Fixity Live Load acts with Short Term 3,000 psi 60,000 psi 145.0 pcf 4 Pinned -Pinned Rebar @ Center of Beam... Rebar @ Left End of Beam... Count Size 'd' from Top Count Size 'd' from Top #1 3 7 20.56 in I Load Factoring #1 3 7 2.38 in Rebar @ Right End of Beam... Count Size 'd' from Top #1 3 7 2.38 in Note: Load factoring supports 2003 IBC and 2003 NFPA 5000 by virtue of their references to ACJ 318-02 for concrete design. Factoring of entered loads to ultimate loads within this program is according to ACI 318-02 C.2 Uniform Loads Dead Load 4.315 k #1 Live Load 2.100 k Span=10.00ft, Width= 30.00in Depth = 24.00in Maximum Moment : Mu 132.82 k -ft Allowable Moment : Mn*phi 160.80 k -ft 51.43 k 104.64 k Maximum Shear : Vu Allowable Shear : Vn*phi Shear Stirrups... Stirrup Area @ Section Region Max. Spacing Max Vu 0.440 in2 0.000 1.667 10.282 10.282 51.430 51.430 Short Term k Start 0.000 ft End 10.000 ft Beam Design OK Maximum Deflection -0.0149 in Max Reaction Left Max Reaction @ Right 3.333 5.000 Not Req'd Not Req'd 17.852 17.427 6.667 Not Req'd 17,427 35.70 k 35.70 k 8.333 10.282 51.005 10.000 ft 10.282 in 51.005 k [Bending & Shear Force Summary Bending... 2 Center ▪ Left End @ Right End Shear... @ Left End @ Right End M rePhi 160.80 k -ft 12.83 k -ft 12.83 k -ft Vn*Phi 104.64 k 104.64 k Deflection Deflections... Mu, Eq. C-1 132.82 k -ft 0.00 k -ft 0.00 k -ft Vu, Eq. C-` 51.43 k 51.00 k Mu, Eq. C-2 124.95 k -ft 0.00 k -ft 0.00 k -ft Vu, Eq. 48.38 k 47.98 k Mu, Eq. C-3 56.70 k -ft 0.00 k -ft 0.00 k -ft Vu, Eq. 21.95 k 21.77 k . Upward DL + [Bm Wt] 0.0000 in at DL + LL + [Bm Wt] 0.0000 in at DL + LL + ST + [Bm Wt] 0.0000 in at Reactions... Left DL + [Bm Wt]] 25.200 k DL + LL + [Bm Wt] 35.700 k DL + LL + ST + [Bm Wt] 35.700 k 0.0000 ft 0.0000 ft 0.0000 ft @ Right 25.200 k 35.700 k 35.700 k . Downward . -0.0105 in at 5.0000ft -0.0149 in at 5.0000ft -0.0149 in at 5.0000ft Ambrose Engineering, Inc. W66 N215 Commerce Ct. Suite 100 53012 P: 262-377-7602 F: 262-377-4868 Rev. 580009 User. KW -0604188, Var5.8.0, 1 -Dee -2003 Concrete Rectangular (c)1983-2003 ENERCALC Engineering Software Title : Kohl's Department Stores Job # 06-392 Dsgnr: MB Date: 3:06AM, 13 OCT 06 Description : Tukwila, WA Scope : & Tee Beam Design Page 2 08392 ealcs.ecw.FOOTINGS Description Wall Footing © Mezz Back Wall Section Analysis Evaluate Moment Capacity... X : Neutral Axis a = beta * Xneutral Compression in Concrete Sum [Steel comp. forces] Tension in Reinforcing Find Max As for Ductile Failure... X -Balanced Xmax = Xbal * 0.75 a -max = beta ' Xbal Compression in Concrete Sum [Steel Comp Forces] Total Compressive Force AS Max = Tot Force / Fy Actual Tension As Center 1.660 in 1.411 in 107.941 k 0.000 k -108.000 k 12.170 in 9.127 in 10.344 in 593.513 k 0.000 k 593.513 k 9.892 in2 1.800 OK Left End 1.475 in 1.254 in 95.912 k 0.000 k -95.553 k 1.406 in 1.054 in 1.195 in 68.550 k 0.000 k 68.550 k 1.142 in2 0.000 OK Right End 1.475 in 1.254 in 95.912 k 0.000 k -95.553 k 1.4056 in 1.054 in 1.195 in 68.550 k 0.000 k 68.550 k 1.142 in2 0.000 OK Additional Deflection Calcs Neutral Axis Igross !cracked Elastic Modulus Fr=7.5'fc".5 Z:Cracking Z:cracking 175: No Good! Eff. Flange Width 4.265 in 34,560.00 in4 5,217.06 in4 3,122.0 ksi 410.792 psi 225.690 kfin 30.00 in Mcr Ms:Max DL + LL R1 = (Ms:DL+LL)/Mcr Ms:Max DL+LL+ST R2 = (Ms:DL+LL+ST)/Mcr l:eff... Ms(DL+LL) I:eff... Ms(DL+LL+ST) 98.59 k -ft 89.25 k -ft 1.105 89.25 k -ft 1.105 34,560.000 in4 34,560.000 in4 ACU Factors (per ACI 318-02, applied ACI C-1 & C-2 DL ACI C-1 & C-2 LL ACI C-1 & C-2 ST ....seismic = ST' : internally to entered loads) 1.400 ACI C-2 Group Factor 1.700 ACL C-3 Dead Load Factor 1.700 ACI C-3 Short Term Factor 1.100 0.750 Add"I "1.4" Factor or Seismic 0.900 Add"I "0.9" Factor for Seismic 1.300 1.400 0.900 p 6 0- 4p j r 1-1 ROSE\2006dwg\06-392 KDS 11152 Tukwila, WA\Arch and DownloadA2006-10-11 Arch Coord Set*11152-ELEV 2006- uJ 0 cc u_ uJ cc 0 up' Ambrose Engineering, Inc. W66 N215 Commerce Ct. Suite 100 53012 P: 262-377-7602 F: 262-377-4868 Title : Kohl's Department Stores Dsgnr: MB Description : Tukwila, WA Scope : Rev. 580000 User. !CW -06041$8, Ver 5.8.0, 1 -Dec -2O03 (c)1983-2003 ENERCALC Engineering Software Tilt -Up Wall Panel Design Job # 06-392 Date: 3:07AM, 13 OCT 06 Page 1 06-392 calcs.ecwTU PANELS Description WP -1 Front Wall-21'-8"125'-10"-D+Lr+E r General Information Code Ref: ACI 318-02, 1997 UBC, 2003 IBC, 2003 NFPA 5000 I Loads Clear Height Parapet Height Thickness Bar Size Bar Spacing Bar Depth Min Defl. Ratio Concrete Weight 21.667 ft 4.167 ft 7.250 in 5 16.000 in 3.250 in 180.0 145.00 pcf fc Fy Phi Width 4,000.0 psi 60,000.0 psi 0.900 12.000 in Seismic Zone Min Vert Steel % Min Horiz Steel % Wall Seismic Factor Parapet Seismic Factor LL & ST Together Using: UBC Sec. 1914.8 method...Exact, Non -Iterated Parapet Weight Counteracts Middle 1 0.0020 0.0012 0.2280 0.2280 Note: Lateral Loads Wind Load Point Load ...height ...load type Lateral Load ...distance to top ...distance to bot ...load type 22.500 psf Ibs ft Wind #/ft ft ft Wind Vertical Loads Uniform DL Uniform LL ...eccentricity Concentric DL Concentric LL Seismic "I" Magnifier Wind "I" Magnifier 285.00 #/ft 375.00 #/ft 5.875 in lbs Ibs 1.000 1.000 Load factoring supports 2003 1BC and 2003 NFPA 5000 by virtue of their references to ACI 318-02 for concrete design. Factoring of entered loads to ultimate loads within this program is according to ACI 318-02 C.2 1 Wall Analysis Basic Defl w/o P -Delta Basic M w/o P -Delta Moment Excess of Mcr Max. P -Delta Deflection Max P -Delta Moment Maximum Allow Vertical Bar Spacing Maximum AIIow Horizontal Bar Spacing 8 For Factored Load Stresses Seismic Wind 0.078 15,011.6 0.0 5.598 27,068.0 18.000 in 18.000 in 0.084 in 16,266.1 ink 0.0 in-# 5.598 in 28,334.2 in-# For Service Load Seismic 0.078 14,977.0 0.0 0.078 18,393.4 Parapet Bar Spacing Req'd : SEISMIC Parapet Bar Spacing Req'd : WIND Deflections Wind 0.086 in 16,616.2 in-# 0.0 ink 0.086 in 20,032.8 in-# 18.000 in 18.000 in 21.67ft clear height, 4.17ft parapet, 7.25in thick with #5 Using: UBC Sec. 1914.8 method...Exact, Non -Iterated Factored Load Bending : Wind Load Governs Maximum Iterated Moment : Mu 28,334.20 in-# Moment Capacity 43,523.98 in-# Mn * Phi : Moment Capacity Applied: Mu @ Mid -Span Applied: Mu @ Top of Wall Max Iterated Service Load Deflection Actual Deflection Ratio Actual Reinforcing Percentage UBC AIIow. As % = 0.6 * RhoBal Actual Axial Stress : (Pw + Po ) / Ag Allowable Axial Stress = 0.04 * fc Wall Design OK bars at 16.00in on center, d= 3.25in, fc = 4,000.0psi, Service Load Deflection : Wind Load Governs Maximum Iterated Deflection 0.086 in Deflection Limit 1.444 in Seismic Wind 44,252.03 in4 43,523.98 in-# 27,068.00 in-# 28,334.20 in-# 6,595.98 in-# 6,191.66 in-# 0.08 in 0.09 in 3,352 : 1 3,028 : 1 0.0060 0.0060 0.0171 0.0171 22.69 psi 22.69 psi 160.00 psi 160.00 psi Ambrose Engineering, Inc. W66 N215 Commerce Ct. Suite 100 53012 P: 262-377-7602 F: 262-377.4868 Title : Kohl's Department Stores Job # 06-392 Dsgnr: MB Date: 3:07AM, 13 OCT 06 Description : Tukwila, WA Scope : Rev: 590000 User. KW -060418e, Ver 5.8.0, 1 -Dec -2003 (01983.2003 ENERCALC Engineering Software Tilt -Up Wall Panel Design Page 2 O6392_caFcs.ecwTU PANELS Description WP -1 Front Wall-21'-8"125'-10"-D+Lr+E Analysis Data E n=Es1Ec Fr Multiplier for sgrt(fc) Ht / Thk Ratio Values for Mn Calculation... As:eff= [Pu:tot + AsFyl/Fy a : (AsFy + Pu)/(.85 fc b) c=a/.85 Igross (cracked I-eff (ACI methods only) Phi: Capacity Reduction Mn= As:eff Fy(d-a/2) - Pu (WaIIThk/2-Bar Depth) 3,604,996.5 psi 8.04 5.000 35.86 Sgross Mcr=S"Fr Fr = Rho: Bar Reinf Pct Seismic 0.268 in 0.395 in 0.464 in 381.078 in4 17.16 in4 0.00 in4 0.900 49,168.93 in4 Additional Values 105.125 in3 33,243.4 in-# 316.23 psi 0.0285 Wind 0.268 in 0.395 in 0.464 in 381.08 in4 17.16 in4 0.00 in4 0.900 48,359.98 in-# Loads used for analysis Walt Weight Wall Wt * Wall Seismic Factor Wall Wt * Parapet Seismic Factor Service Applied Axial Load Service Wt Max Mom Total Service Axial Loads 87.604 psf 19.974 psf 19.974 psf 660.00 #/ft 1,314.11 #/ft 1,974.11 #/ft Factored Loads Apptied Axial Load Lateral Wall Weight Total Lateral Loads Seismic Wind ACI Factors (per ACI 318-02, applied internally to entered Toads) 777.37 777.37 #/ft 1,379.81 1,379.81 #/ft 2,157.19 2,157.19 #/ft ACI C-1 & C-2 DL ACI C-1 & C-2 LL ACI C-1 & C-2 ST ....seismic = ST * : 1.400 1.700 1.300 1.000 ACI C-2 Group Factor ACI C-3 Dead Load Factor ACI C-3 Short Term Factor 0.750 0.900 1.600 Add"I "1.4" Factor for Seismic Add"I "0.9" Factor for Seismic 1.400 0.900 Ambrose Engineering, Inc. W66 N215 Commerce Ct. Suite 100 53012 P: 262-377-7602 F: 262-377-4868 Rev: 580000 User KW -0604188, Ver 5.8.0, 1 -Dec -2003 (0/983-2003 ENERCALC Engineering Software Title : Kohl's Department Stores Dsgnr: MB Description : Tukwila, WA Scope : Job # 06-392 Date: 3:07AM, 13 OCT 06 1.701 Tilt -Up Wall Panel Design Page 1 06392 rakcs.ecw:TU PANELS Description WP -1 Front Wall-21'-8"125'-10"-D+Lr+W(100,Exp C,Z5-) General Information Clear Height Parapet Height Thickness Bar Size Bar Spacing Bar Depth Min Defl. Ratio Concrete Weight Code Ref: ACI 318-02, 1997 UBC, 2003 IBC, 2003 NFPA 5000 21.667 ft 4.167 ft 7.250 in 5 16.000 in 3.250 in 180.0 145.00 pcf fc Fy Phi Width 4,000.0 psi 60,000.0 psi 0.900 12.000 in Seismic Zone Min Vert Steel % Min Horiz Steel % Wall Seismic Factor Parapet Seismic Factor LL 8 ST Together Using: UBC Sec. 1914.8 method...Exact, Non -Iterated Parapet Weight Counteracts Middle 1 0.0020 0.0012 0.0000 0.0000 1 Loads Note: Lateral Loads Wind Load Point Load ...height ...load type Lateral Load ...distance to top ...distance to bat ...load type 22.500 psf lbs ft Wind #/ft ft ft Wind Vertical Loads Uniform DL Uniform LL ...eccentricity Concentric DL Concentric LL Seismic "I" Magnifier Wind "I" Magnifier 285.00 #/ft 375.00 #/ft 5.875 in lbs lbs 1.000 1,000 Load factoring supports 2003 IBC and 2003 NFPA 5000 by virtue of their references to AC1 318-02 for concrete design. Factoring of entered loads to ultimate loads within this program is according to ACI 318-02 C.2 Wall Analysis Basic Defl w/o P -Delta Basic M w/o P -Delta Moment Excess of Mcr Max. P -Delta Deflection Max P -Delta Moment Maximum Allow Vertical Bar Spacing Maximum Allow Horizontal Bar Spacing Summary For Factored Load Stresses Seismic Wind 0.000 0.102 in 0.0 19,808.9 in-# 0.0 0.0 in-# 0.000 5.598 in 0.0 31,883.3 in-# For Service Load Deflections Seismic 0.000 0.0 0.0 0.000 31,883.3 18.000 in Parapet Bar Spacing Req'd : SEISMIC 18.000 in Parapet Bar Spacing Req'd : WIND Wind 0.086 in 16,616.2 in-# 0.0 in # 0.086 in 20,032.8 in-# 18.000 in 18.000 in Wall Design OK 21.67ft clear height, 4.17ft parapet, 7.25in thick with #5 bars at 16.00in on center, d= 3.25in, fc = 4,000.0psi, Using: UBC Sec. 1914.8 method...Exact, Non -Iterated Factored Load Bending : Wind Load Governs Maximum Iterated Moment : Mu 31,883.29 in-# 0.086 in Moment Capacity 43,523.98 in-# 1.444 in Service Load Deflection : Wind Load Governs Maximum Iterated Deflection Deflection Limit Seismic Wind 44,252.03 in-# 43,523.98 in-# 0.00 in-# 31,883.29 in-# 0.00 in-# 7,214.79 in-lt 0.00 in 0.09 in 0 : 1 3,028 : 1 0.0060 0.0060 0.0171 0.0171 Mn * Phi : Moment Capacity Applied: Mu @ Mid -Span Applied: Mu @ Top of Wall Max Iterated Service Load Deflection Actual Deflection Ratio Actual Reinforcing Percentage UBC Allow. As % = 0.6 ' RhoBal Actual Axial Stress : (Pw + Po ) / Ag Allowable Axial Stress = 0.04 *fc 22.69 psi 160.00 psi 22.69 psi 160.00 psi Ambrose Engineering, Inc. W66 N215 Commerce Ct. Suite 100 53012 P: 262-377-7602 F: 262-377-4868 Rev: 580000 User KW -0604186, Ver 5.8.0, 1 -Dec -2003 (e)1983-2003 ENERCALC Engineering Software Title : Kohl's Department Stores Job # 06-392 Dsgnr: MB Date: 3:O7AM, 13 OCT 06 Description : Tukwila, WA Scope : Tilt -Up Wall Panel Design Page 2 06-392_cafcs.ecw:TU PANELS Description WP -1 Front Wall-211-8725'40"-D+Lr+W(100,Exp C,Z5-) F Analysis Data mazgumamtERE E n = Es 1 Ec Fr Multiplier for sqrt(fc) Ht / Thk Ratio Values for Mn Calculation... As:eff= [Pu:tot + AsFyl/Fy a : (AsFy + Pu)/(.85 fc b) c=a/.85 (gross (cracked I-eff (ACI methods only) Phi: Capacity Reduction Mn= As:eff Fy(d-a/2) - Pu (WaIIThk/2-Bar Depth) 3,604,996.5 psi 8.04 5.000 35.86 Additional Values Sgross Mcr=S*Fr Fr = Rho: Bar Reinf Pct Seismic 0.268 in 0.395 in 0.464 in 381.078 in4 17.16 in4 0.00 in4 0.900 49,168.93 in4 105.125 in3 33,243.4 in-# 316.23 psi 0.0285 Wind 0.268 in 0.395 in 0.464 in 381.08 in4 17.16 in4 0.00 in4 0.900 48,359.98 in-# Loads used for analysis Wali Weight Wall Wt *Wall Seismic Factor Wall Wt' Parapet Seismic Factor Service Applied Axial Load Service Wt i Max Mom Total Service Axial Loads 87.604 psf 0.000 psf 0.000 psf 660.00 #/ft 1,314.11 #/ft 1,974.11 #/ft ACI Factors (per ACI 318-02, applied internally to entered loads) Factored Loads Applied Axial Load Lateral Wall Weight Total Lateral Loads Seismic Wind 777.37 777.37 #/ft 1,379.81 1,379.81 #/ft 2,157.19 2,157.19 #/ft ACI C-1 & C-2 DL ACI C-1 & C-2 LL AC1 C-1 & C-2 ST ....seismic = ST " 1.400 1.700 1.600 1.000 ACI C-2 Group Factor ACI 0-3 Dead Load Factor ACI C-3 Short Term Factor 0.750 Add'! "1.4" Factor for Seismic 0.900 Add"I "0.9" Factor for Seismic 1.600 1.400 0.900 Ambrose Engineering, Inc. W66 N215 Commerce Ct. Suite 100 53012 P: 262-377-7602 F: 262477.4868 r ev: 560000 1 User. KW -0604188, Ver 5,8.0, 1 -Dec -2003 (c)1983-2003 ENERGALC Engineering Software Title : Kohl's Department Stores Job # 06-392 Dsgnr: MB Date: 3:06AM, 13 OCT 06 Description : Tukwila, WA Scope : Tilt -Up Wall Panel Design Page 1 06392calcs.ecw.TU PANELS Description WP-1Ik Front Wall-21'-8"129'-0"-D+Lr+E General Information Clear Height Parapet Height Thickness Bar Size Bar Spacing Bar Depth Min Defl. Ratio Concrete Weight Code Ref: ACI 318-02, 1997 UBC, 2003 IBC, 2003 NFPA 5000 Kb 21.667 ft 7.333 ft 7.250 in 5 16.000 in 3.250 in 180.0 145.00 pcf fc Fy Phi Width 4,000.0 psi 60,000.0 psi 0.900 12.000 in Seismic Zone Min Vert Steel % Min Horiz Steel % Wall Seismic Factor Parapet Seismic Factor LL 8r ST Together Using: UBC Sec. 1914.8 method...Exact, Non -Iterated Parapet Weight Counteracts Middle 1 0.0020 0.0012 0.2280 0.2280 LE_oads Note: Lateral Loads Wind Load Point Load ...height ...load type Lateral Load ...distance to top ...distance to bol ...load type 22.500 psf lbs ft Wind #tft ft ft Wind Vertical Loads Uniform DL Uniform LL ...eccentricity Concentric DL Concentric LL Seismic 1" Magnifier Wind "I" Magnifier 285.00 #/ft 375.00 #/ft 5.875 in lbs lbs 1.000 1.000 Load factoring supports 2003 IBC and 2003 NFPA 5000 by virtue of their references to ACI 318-02 for concrete design. Factoring of entered loads to ultimate loads within this program is according to ACI 318-02 C.2 Wall Analysis Basic Defl w/o P -Delta Basic M w/o P -Delta Moment Excess of Mor Max. P -Delta Deflection Max P -Delta Moment Maximum Allow Vertical Bar Spacing Maximum Allow Horizontal Bar Spacing For Factored Load Stresses Seismic Wind 0.065 12,868.0 0.0 5.620 26,614.8 18.000 in 18.000 in 0.069 in 13,901.0 in-# 0.0 in-# 5.620 in 27,638.1 in4 For Service Load Seismic 0.064 12,810.7 0.0 0.064 16,707.1 Parapet Bar Spacing Req'd : SEISMIC Parapet Bar Spacing Req'd : WIND Deflections Wind 0.071 in 14,195.6 in-# 0.0 in-# 0.071 in 18,091.9 in-# 18.000 in 18.000 in Wall Design OK 21.67ft clear height, 7.33ft parapet, 7.25in thick with #5 bars at 16.00in on center, d= 3.25in, fc = 4,000.0psi, Using: UBC Sec. 1914.8 method...Exact, Non -Iterated Factored Load Bending : Wind Load Governs Maximum iterated Moment : Mu 27,638.13 in-# Moment Capacity 44,173.11 in-# Mn * Phi : Moment Capacity Applied: Mu @ Mid -Span Applied: Mu @ Top of Wall Max Iterated Service Load Deflection Actual Deflection Ratio Actual Reinforcing Percentage UBC Allow. As % = 0.6 * RhoBal Actual Axial Stress : (Pw + Po )1 Ag Allowable Axial Stress = 0.04 * fc Service Load Deflection : Wind Load Governs Maximum Iterated Deflection 0.071 in Deflection Limit 1.444 in Seismic 44,999.45 in-# 26,614.76 in4 10,850.25 in4 0.06 in 4,053 : 1 0.0060 0.0171 25.88 psi 160.00 psi Wind 44,173.11 in-# 27,638.13 in-# 10,983.99 in-# 0.07 in 3,674 : 1 0.0060 0.0171 25.88 psi 160.00 psi Ambrose Engineering, Inc. W66 N215 Commerce Ct. Suite 100 53012 P: 262-377-7602 F: 262-377-4868 Title : Kohl's Department Stores Job # 06-392 Dsgnr: MB Date: 3:06AM, 13 OCT 06 Description : Tukwila, WA Scope : Rev: 580000 User KW -0804166, Ver 5.8.0, 1 -Dec -2003 (c)1983-2003 ENERCALC Engrneenng Software Tilt -Up Wall Panel Design Page 2 06-392 calos.ecw TU PANELS Description WP -14 Front Wall-21'-8"129'-0"-D+Lr+E Analysis Data E n=Es/Ec Fr Multiplier for sgrt(fc) Ht / Thk Ratio Values for Mn Calculation... As:eff= [Pu:tot + AsFy)/Fy a : (AsFy + Pu)/(.85 fc b) c=a/.85 !gross (cracked I-eff (ACI methods only) Phi: Capacity Reduction Mn= As:eff Fy(d-a/2) - Pu (WailThk/2-Bar Depth) 3,604,996.5 psi 8.04 5.000 35.86 Sgross Mrx=S"Fr Fr = Rho: Bar Reinf Pct Seismic 0.273 in 0.402 in 0.473 in 381.078 in4 17.38 in4 0.00 in4 0.900 49,999.39 in -it 105.125 in3 33,243.4 in4 316.23 psi 0.0285 Wind 0.273 in 0.402 in 0.473 in 381.08 in4 17.38 in4 0.00 1n4 0.900 49,081.24 in4 Additional Values Loads used for analysis Wall Weight Wall WI * Wall Seismic Factor Wall Wt *Parapet Seismic Factor Service Applied Axial Load Service Wt @ Max Mom Total Service Axial Loads 87.604 psf 19.974 psf 19.974 psf 660.00 #/ft 1,591.46 #/ft 2,251.46 #/ft Factored Loads Applied Axial Load Lateral Wall Weight Total Lateral Loads Seismic 777.37 1,671.03 2,448.41 Wind 777.37 #/ft 1,671.03 #!ft 2,448.41 #fft FA -CI Factors (per ACI 318-02, applied internally to entered Toads) ACI C-1 & C-2 OL ACJ C-1 & C-2 LL ACI C-1 & C-2 ST ....seismic = ST " : 1.400 1.700 1.300 1.000 ACI C-2 Group Factor. ACI C-3 Dead Load Factor ACI C-3 Short Term Factor 0.750 0.900 1.600 Add"l "1.4" Factor or Seismic Add"! "0.9" Factor for Seismic 1.400 0.900 u Ambrose Engineering, Inc. W66 N215 Commerce Ct. Suite 104 53012 cfimCf' =' P: 262477-7602 F: 262477-4868 Title : Kohl's Department Stores Job # 06-392 Dsgnr: MB Date: 3:06AM, 13 OCT 06 Description : Tukwila, WA Scope : Rev: 580000 User. KW -0604188, Ver5.8.0, 1 -Dec -2003 Tilt -Up Wall Panel Design (c)1983-2003 ENERCALC Engineering Software 06-392 Page 1 calcs.ecur.TU PANELS Description WP -1 Front Wall-21'-8"129'-0"-D+Lr+E Parapet General Information Code Ref: ACI 318 -02, 1997 UBC, 2003 IBC, 2003 NFPA 5000 Clear Height Parapet Height Thickness Bar Size Bar Spacing Bar Depth Min Deft. Ratio Concrete Weight Loads 21.667 ft 7.333 ft 7.250 in 5 16.000 in 3.250 in 180.0 145.00 pcf fc Fy Phi Width 4.000.0 psi 60,000.0 psi 0.900 12.000 in Seismic Zone Min Vert Steel % Min Horiz Steel % Wall Seismic Factor Parapet Seismic Factor LL & ST Together Using: UBC Sec. 1914.8 method...Exact, Non -Iterated Parapet Weight Counteracts Middle 1 0.0020 0.0012 0.2280 0.6860 Note: Lateral Loads Wind Load Point Load ...height ...load type Lateral Load ...distance to top ...distance to bot ...load type 22.500 psf Ibs ft Wind #/ft ft ft Wind Vertical Loads Uniform DL Uniform LL ...eccentricity Concentric DL Concentric LL Seismic "I" Magnifier Wind "I" Magnifier 285.00 #/ft 375.00 #/ft 5.875 in lbs lbs 1.000 1.000 Load factoring supports 2003 IBC and 2003 NFPA 5000 by virtue of their references to ACI 318-02 for concrete design. Factoring of entered loads to ultimate loads within this program is according to ACI 318-02 C.2 Wall Analysis Basic Defl w/o P -Delta Basic M w/o P -Delta Moment Excess of Mcr Max, P -Delta Deflection Max P -Delta Moment Maximum Allow Vertical Bar Spacing Maximum Allow Horizontal Bar Spacing For Factored Load Stresses For Service Load Deflections Seismic Wind 0.027 0.069 in 7,477.0 13,901.0 in-# 0.0 0.0 in-# 5.620 5.620 in 20,768.7 27,638.1 in# 18.000 in 18.000 in Seismic Wind 0.026 0.071 in 7,378.3 14,195.6 in-# 0.0 0.0 in-# 0.026 0.071 in 11,044.4 18,091.9 in-# Parapet Bar Spacing Req'd : SEISMIC Parapet Bar Spacing Req'd : WIND 18.000 in 18.000 in 21.67ft clear height, 7.33ft parapet, 7.25in thick with #5 Using: UBC Sec. 1914.8 method...Exact, Non -Iterated Factored Load Bending : Wind Load Governs Maximum iterated Moment : Mu 27,638.13 in-# Moment Capacity 44,173.11 in-# Mn ` Phi : Moment Capacity Applied: Mu @ Mid -Span Applied: Mu @ Top of Wall Max Iterated Service Load Deflection Actual Deflection Ratio Actual Reinforcing Percentage UBC Allow. As % = 0.6 " RhoBar Actual Axial Stress : (Pw + Po ) / Ag Allowable Axial Stress = 0.04 • fc Wail Design OK bars at 16.00in on center, d= 3.25in, fc = 4,000.0psi, Service Load Deflection : Wind Load Governs Maximum Iterated Deflection 0.071 in Deflection Limit 1.444 in Seismic 44.999.45 in-# 20,768.68 in-# 23,471.70 in4 0.03 in 10,051 : 1 0.0060 0.0171 25.88 psi 160.00 psi Wind 44,173.11 27,638.13 10,983.99 0.07 3,674 0.0060 0.0171 in-# in-# in-# in :1 25.88 psi 160.00 psi Ambrose Engineering, Inc. W66 N215 Commerce Ct Suite 100 53012 P: 262-377-7602 F: 262-377-4868 Title : Kohl's Department Stores Job # 06-392 Dsgnr: MB Date: 3:O6AM, 13 OCT 06 Description : Tukwila, WA Scope : Rev: 580000 User KW -0804188, Ver 5.80, 1 -pec -2003 Tilt -Up Wall Panel Design (c)1983-2003 ENERCALC Engineering Software Page 2 08-392_cares.ecar.TU PANELS Description WP -1A Front Wall-21'-8"129'-0"-D+Lr+E Parapet Analysis Data E n=Es/Ec Fr Multiplier for sgrt(f c) Ht / Thk Ratio Values for Mn Calculation... As:eff= [Pu:tot + AsFy]/Fy a : {AsFy + Pu)/(.85 fc b) c=a/.85 'gross Icracked I-eff (ACI methods only) Phi: Capacity Reduction Mn= As:eff Fy(d-a/2) - Pu (WallThk/2-Bar Depth) 3,604,996.5 psi 8.04 5.000 35.86 Sgross Mcr=S"Fr Fr = Rho: Bar Reinf Pct Seismic 0.273 in 0.402 in 0.473 in 381.078 in4 17.38 in4 0.00 in4 0.900 49,999.39 in-# 105.125 in3 33,243.4 in4 316.23 psi 0.0285 Wind 0.273 in 0.402 in 0.473 in 381.08 in4 17.38 in4 0.00 in4 0.900 49,081.24 in-# Additional Values Loads used for analysis Wall Weight Wall Wt "Wall Seismic Factor Wall Wt " Parapet Seismic Factor Service Applied Axial Load Service Wt @ Max Mom Totat Service Axial Loads 87.604 psf 19.974 psf 60.096 psf 660.00 #/ft 1,591.46 *MI 2,251.46 #/ft Factored Loads Applied Axial Load Lateral Wall Weight Total Lateral Loads Seismic Wind 777.37 777.37 #/ft 1,671.03 1,671.03 #/ft 2,448.41 2,448.41 #/ft ACI Factors (per ACI 318-02, applied internally to entered Toads) i.i., - _ _._. _.._...,. .-._. .F:.x. ACI C-1 & C-2 DL 1.400 ACI C-2 Group Factor ACJ C-1 & C-2 LL 1.700 ACJ C-3 Dead Load Factor ACI C-1 & C-2 ST 1.300 ACI C-3 Short Term Factor ....seismic = ST " : 1.000 0.750 0.900 1.300 Add" i "1.4" Factor or Seismic 1.400 Add"! "0.9" Factor for Seismic 0.900 Ambrose Engineering, Inc. W66 N215 Commerce Ct. Suite 100 53012 P: 262-377-7642 F: 262-377-4868 Title : Kohl's Department Stores Job # 06-392 Dsgnr: MB Date: 3:07AM, 13 OCT 06 Description : Tukwila, WA Scope: Rev: 580000.. User: KW -0604486, Ver 5.6.0, 1 -Pec -2003 Tilt -Up Waif Panel Design (c)1983-2003 ENERCALC Engineering Software 06.392 Page 1 c lcs.eCw:TU PANELS Description WP -2A Side Wall Hi-21-8'/25'-10"-D+Lr+E General Information Clear Height Parapet Height Thickness Bar Size Bar Spacing Bar Depth Min Defl. Ratio Concrete Weight Loads Code Ref: ACI 318-02,1997 UBC, 2003 IBC, 2003 NFPA 5000 21.667 ft 4.167 ft 7.250 in 5 16.000 in 3.250 in 180.0 145.00 pcf fc Fy Width 4,000.0 psi 60,000.0 psi 0.900 12.000 in Seismic Zone Min Vert Steel % Min Hortz Steel % Wall Seismic Factor Parapet Seismic Factor LL & ST Together Using: UBC Sec. 1914.8 method...Exact, Non -Iterated Parapet Weight Counteracts Middle 1 0.0020 0.0012 0.2280 0.2280 Note: Lateral Loads Wind Load Point Load ...height ...load type Lateral Load ...distance to top ...distance to bot ...load type 22.500 psf Ibs ft Wind *Mt ft ft Wind Vertical Loads Uniform DL Uniform LL ...eccentricity Concentric DL Concentric LL Seismic 1' Magnifier Wind "I" Magnifier 40.00 #/ft 50.00 #/ft 5.875 in Ibs • Ibs 1.000 1.000 Load factoring supports 2003 IBC and 2003 NFPA 5000 by virtue of their references to ACt 318-02 for concrete design. Factoring of entered Toads to ultimate loads within this program is according to ACI 318-02 0.2 Wall Analysis Basic Deft w/o P -Delta Basic M w/o P -Delta Moment Excess of Mcr Max. P -Delta Deflection Max P -Delta Moment Maximum Allow Vertical Bar Spacing Maximum Allow Horizontal Bar Spacing For Factored Load Seismic 0.066 13,016.0 0.0 5.548 21,251.7 18.000 in 18.090 in Stresses Wind 0.074 in 14,582.3 in-# 0.0 in-# 5.548 in 22,813.8 in-# For Service Load Seismic 0.067 13,297.7 0.0 0.067 15,727.7 Parapet Bar Spacing Req'd ; SEISMIC Parapet Bar Spacing Req'd : WIND Deflections Wind 0.076 in 14;947.5 in-# 0.0 in-# 0.076 in 17,377,4 in-# 18.000 in 18.000 in Wall Design OK 21.67ft clear height, 4.17ft parapet, 7.25in thick with #5 bars at 16.00in on center, d= 3.25in, fc = 4,000.0psi, Using: UBC Sec. 1914.8 method...Exact, Non -Iterated Factored Load Bending : Wind Load Governs Maximum Iterated Moment : Mu 22,813.83 in-# Moment Capacity 42,019.81 in-# 1.444 in Service Load Deflection : Wind Load Governs Maximum Iterated Deflection 0.076 in Deflection Limit Seismic 42,521.19 in-# 21,251.73 in-# 2,650.19 in4 0.07 in 3,865 : 1 0.0060 0.0171 16.14 psi 160.00 psi Mn * Phi : Moment Capacity Applied: Mu @ Mid -Span Applied: Mu @ Top of Wall Max Iterated Service Load Deflection Actual Deflection Ratio Actual Reinforcing Percentage UBC Allow. As % = 0.6 * RtioBal Actual Axial Stress : (Pw + Po ) / Ag Allowable Axial Stress = 0.04 *fc Wind 42,019.81 in-# 22,813.83 in-# 2,818.68 in-# 0.08 in 3,440 : 1 0.0060 0.0171 16,14 psi 160.00 psi Ambrose Engineering, Inc. W66 N215 Commerce Ct. Suite 100 53012 P: 262-377-7602 F: 262-377-4868 Title : Kohl's Department Stores Job # 06-392 Dsgnr: MB Date: 3:07AM, 13 OCT 06 Description : Tukwila, WA Scope : Rev: 580000 IUser Kw -0804189, Ver 5.8.0, 1 -Dec -2003 (c)1983-2003 ENERCALC Engineering Software Description Tilt -Up Wall Panel Design 41, WP -2A Side Wall iii-21'-8"/25'-10"-D+Lr+E Page 2 08-392 caics.ecw'TU PANELS Analysis Data E n = Es / Ec Fr Multiplier for sort(fc) HI/ Thk Ratio Values for Mn Calculation... As:eff= [Pu:tot + AsFy]/Fy a : (AsFy + Pu)/(.85 fc b) c=a/.85 (gross Icracked I-eff (ACI methods only) Phi: Capacity Reduction Mn= As:eff Fy(d-a12) - Pu (WallThk/2-Bar Depth) 3,604,996.5 psi 8.04 5.000 35.86 Sgross Mcr=5*Fr Fr = Rho: Bar Reinf Pct Seismic 0.257 in 0.378 in 0.445 in 381.078 in4 16.63 in4 0.00 in4 0.900 47,245.76 in-# 105.125 in3 33,243.4 in.# 316.23 psi 0.0285 Wind 0.257 in 0.378 in 0.445 in 381.08 in4 16.63 in4 0.00 in4 0.900 46,688.68 in-# Additional Values Loads used for analysis Wall Weight Wall Wt * Wall Seismic Factor Wall Wt " Parapet Seismic Factor Service Applied Axial Load Service Wt c Max Morn Total Service Axial Loads 87.604 psf 19.974 psf 19.974 psf 90.00 #/ft 1,314.11 #/ft 1,404.11 #/ft Factored Loads Applied Axial Load Lateral Wall Weight Total Lateral Loads Seismic 105.75 1,379.81 1,485.56 Wind 105.75 #Ift 1,379.81 #Ift 1,485.56 #/ft ACI Factors (per ACI 318-02, applied internally to entered Toads) ACI C-1 & C-2 DL 1.400 . ACI C-2 Group Factor ACI C-1 & C-2 LL 1.700 ACI C-3 Dead Load Factor ACI C-1 & C-2 ST 1.300 ACI C-3 Short Term Factor ....seismic = ST": 1.000 0.750 0.900 1.600 Add "t "1.4" Factor for Seismic Add"I "0.9" Factor for Seismic 1.400 0.900 Ambrose Engineering, Inc. W66 N215 Commerce Ct. Suite 100 53012 P: 262-377-7602 F: 262-377-4868 Title : Kohl's Department Stores Dsgnr: MB Description : Tukwila, WA Scope : Rev: 5B0000 User, KW -0604188, Ver 5.6.0 1 -Dee -2003 Tilt -Up Wall Panel Design (c)1953-2003 ENERCALC Engineenng Software Job # 06-392 Date: 3:07AM, 13 OCT 06 Page 1 06492 calcs.ecw:TU PANELS • Description eek WP -2A Side Wall Hi-21'-8"125'-10"-D+L-r+W(100,Exp C,Z5-) General Information Clear Height Parapet Height Thickness Bar Size Bar Spacing Bar Depth Min Defl. Ratio Concrete Weight Code Ref: ACI 318 -02, 1997 UBC, 2003 IBC , 2003 NFPA 5000 21.667 ft 4.167 ft 7.250 in 5 16.000 in 3.250 in 180.0 145.00 pcf fc Fy Phi Width 4,000.0 psi 60,000.0 psi 0.900 12.000 in Seismic Zone Min Vert Steel % Min Horiz Steel % Wall Seismic Factor Parapet Seismic Factor LL & ST Together Using: UBC Sec. 1914.8 method...Exact, Non -Iterated Parapet Weight Counteracts Middle 1 0.0020 0.0012 0.0000 0.0000 Loads Note: Lateral Loads Wind Load Point Load ...height ...load type Lateral Load ...distance to top ...distance to bot ...load type 22.500 psf lbs ft Wind #/ft ft ft Wind Vertical Loads Uniform DL Uniform LL ...eccentricity Concentric DL Concentric LL Seismic "I" Magnifier Wind "I" Magnifier 40.00 #fft 50.00 #/ft 5.875 in 1.000 1.000 lbs Load factoring supports 2003 IBC and 2003 NFPA 5000 by virtue of their references to ACI 318-02 for concrete design. Factoring of entered loads to ultimate loads within this program is according to ACI 318-02 C.2 Wall Analysis Basic Defl w/o P -Delta Basic M w/o P -Delta Moment Excess of Mcr Max. P -Delta Deflection Max P -Delta Moment Maximum Allow Vertical Bar Spacing Maximum Allow Horizontal Bar Spacing For Factored Load Stresses Seismic Wind 0.000 0.091 in 0.0 17,920.1 in-# 0.0 0.0 in-# 0.000 5.548 in 0.0 26,148.8 in-# 18.000 in 18.000 in For Service Load Seismic 0.000 0.0 0.0 0.000 26,148.8 Parapet Bar Spacing Req'd : SEISMIC Parapet Bar Spacing Req'd : WIND Deflections Wind 0.076 in 14,947.5 in-# 0.0 in-# 0.076 in 17,377.4 in-# 18.000 in 18.000 in Summary Wall Design OK 21.67ft clear height, 4.17ft parapet, 7.25in thick with #5 bars at 16.00in on center, d= 3.25in, fc = 4,000.0psi, Using: UBC Sec. 1914.8 method...Exact, Non -Iterated Factored Load Bending : Wind Load Governs Maximum Iterated Moment : Mu 26,148.78 in-# Moment Capacity 42,019.81 in-# Mn * Phi ; Moment Capacity Applied: Mu @ Mid -Span Applied: Mu @ Top of Wall Max Iterated Service Load Deflection Actual Deflection Ratio Actual Reinforcing Percentage UBC Allow. As % = 0.6 * RhoBal Actual Axial Stress : (Pw + Po) / Ag Allowable Axial Stress = 0.04 *fc Service Load Deflection : Wind Load Governs Maximum Iterated Deflection 0.076 in Deflection Limit 1.444 in Seismic 42,521.19 in-# 0.00 in-# 0.00 in # 0.00 in 0 :1 0.0060 0.0171 16.14 psi 160.00 psi Wind 42,019.81 in-# 26,148.78 in-# 3,412.20 ink 0.08 in 3,440 : 1 0.0060 0.0171 16.14 psi 160.00 psi Ambrose Engineering, Inc. W66 N215 Commerce Ct. Suite 100 53012 P: 262.377-7602 F: 262-377-4868 Title : Kohl's Department Stores Job # 06-392 Dsgnr: MB Date: 3:07AM, 13 OCT 06 Description : Tukwila, WA Scope : Ls; Rev: S8Ooo0 l0 User KW -0604188, Ver 5.13 0, 1 -Dec -2003 (01983-2003 ENERCALC Engineering Software Tilt -Up Wall Panel Design Page 2 06-392_calcs.ecw:TU PANELS Description WP -2A Side Wall Hi-21'-8"125'-10"-D{-Lr+W(100,Exp C,Z5-) Analysis Data E n=Es/Ec Fr Multiplier for sgrt(fc) Ht / Thk Ratio Values for Mn Calculation... As:eff= (Pu:tot + AsFy]IFy a : (AsFy + Pu)/(.85 fc b) c=a/,85 lgross (cracked I-eff (ACI methods only) Phi: Capacity Reduction Mn= As:eff Fy(d-a/2) - Pu (WaIIThk12-Bar Depth) 3,604,996.5 psi 8.04 5.000 35.86 Additional Values Sg ross Mcr = S " Fr Fr = Rho: Bar Reinf Pct Seismic 0.257 in 0.378 in 0.445 in 381.078 in4 16.63 in4 0.00 in4 0.900 47,245.76 in-# 105.125 in3 33,243.4 in-# 316.23 psi 0.0285 Wind 0.257 in 0.379 in 0.445 in 381.08 in4 16.63 in4 0.00 in4 0.900 46,688.68 in4 Loads used for analysis Wall Weight Wall Wt "Wall Seismic Factor Wall Wt " Parapet Seismic Factor Service Applied Axial Load Service Wt @ Max Mom Total Service Axial Loads 87.604 psf 0.000 psf 0.000 psf 90.00 ft/ft 1,314.11 #/ft 1,404.11 #Ift Factored Loads Applied Axial Load Lateral Wall Weight Total Lateral Loads Seismic Wind 105.75 105.75 ft/ft 1,379.81 1,379.81 #/ft 1,485.56 1,485.56 #Ift LACI Factors (per ACI 318-02, applied internally to entered loads) ACI C-1 & C-2 DL ACI C-1 & C-2 LL ACI C -1&C-2 ST ....seismic = ST " : 1.400 1.700 1.600 1.000 ACI C-2 Group Factor ACI C-3 Dead Load Factor ACI C-3 Short Term Factor 0.750 0.900 1.600 Add"I "1.4" Factor for Seismic 1.400 Add"I "0,9" Factor for Seismic 0.900 Ambrose Engineering, Inc. W66 N215 Commerce Ct. Suite 100 53012 P: 262-377-7602 F: 262-377-4868 I Rev: 58000(3 User KW -0604188, Ver 5.8.0, 1 -Dec -2003 (c)1983-2003 ENERCALC Engineering Software Title : Kohl's Department Stores Dsgnr: MB Description : Tukwila, WA Scope : Job # 06-392 Date: 3:07AM, 13 OCT 06 Tilt -Up Wall Panel Design Page 1 06392_calcs.ecwTU PANELS Description sawn WP -2B Side Wall Lo-17'-0"125'-10"-D+Lr+W(100,Exp C,Z5-) Parapet General Information Code Ref: ACI 3 8-02, 1997 UBC, 2003 IBC, 2003 NFPA 5000 Clear Height Parapet Height Thickness Bar Size Bar Spacing Bar Depth Min Defl. Ratio Concrete Weight 17.000 ft 8.833 ft 7.250 in 5 16.000 in 3.250 in 180.0 145.00 pcf fc Fy Phi Width 4,000.0 psi 60,000.0 psi 0.900 12.000 in Seismic Zone 1 Min Vert Steel % 0.0020 Min Horiz Steel °h 0.0012 Walt Seismic Factor Parapet Seismic Factor LL & ST Together Using: UBC Sec. 1914.8 method...Exact, Non -Iterated Parapet Weight Counteracts Middle 0.0000 0.0000 Loads Note: Lateral Loads Wind Load Point Load ...height ...load type Lateral Load ...distance to top ...distance to bot ...load type 22.500 psf lbs ft Wind 13.00 #!ft 25.833 ft 17.000 ft Wind Vertical Loads Uniform DL Uniform LL ...eccentricity Concentric DL Concentric LL Seismic "I" Magnifier Wind "I" Magnifier 40.00 #/ft 50.00 #/ft 5.875 in 1.000 1.000 lbs lbs Load factoring supports 2003 IBC and 2003 NFPA 5000 by virtue of their references to ACI 318-02 for concrete design. Factoring of entered loads to ultimate loads within this program is according to ACI 318-02 C.2 Wall Analysis Basic Defl w/o P -Delta Basic M w/o P -Delta Moment Excess of Mcr Max. P -Delta Deflection Max P -Delta Moment Maximum Allow Vertical Bar Spacing Maximum Allow Horizontal Bar Spacing For Factored Load Stresses Wind 0.003 in 4,028.8 in-# 0.0 in4 3.425 in 9,190.0 in4 Seismic 0.000 0.0 0.0 0.000 0.0 18.000 in 18.000 in For Service Load Seismic 0.000 0.0 0.0 0.000 9,190.0 Parapet Bar Spacing Req'd : SEISMIC Parapet Bar Spacing Req'd : WIND Deflections Wind 0.003 in 3,366.2 in4 0.0 in4 0.003 in 5,247.9 in4 18.000 in 18.000 in ��ZrlrrhrYf�' Wall Design OK 17.00ft clear height, 8.83ft parapet, 7.25in thick with #5 bars at 16.00in on center, d= 3.25in, f c = 4,000.Opsi, Using: UBC Sec. 1914.8 method...Exact, Non -Iterated Factored Load Bending : Wind Load Governs Maximum Iterated Moment : Mu 9,189.97 in-# Moment Capacity 42,501.41 in-# Mn * Phi : Moment Capacity Applied: MuMid-Span Applied: Mu @ Top of Wall Max Iterated Service Load Deflection Actual Deflection Ratio Actual Reinforcing Percentage UBC Allow. As % = 0.6 * RhoBal Actual Axial Stress : (Pw + Po ) ! Ag Allowable Axial Stress = 0.04 * fc Service Load Deflection : Wind Load Governs Maximum Iterated Deflection 0.003 in Deflection Limit 1.133 in Seismic 43,075.20 in4 0.00 in4 0.00 in4 0.00 in 0 :1 0.0060 0.0171 18.49 psi 160.00 psi Wind 42,501.41 9,189.97 20,541.63 0.00 70,666 0.0060 0.0171 18.49 160.00 in4 in-# in-# in :1 psi psi Ambrose Engineering, Inc. W66 N215 Commerce Ct. Suite 100 53012 P: 262-377-7602 F: 262-377-4868 Title : Kohl's Department Stores Job # 06-392 Dsgnr: MB Date: 3:07AM, 13 OCT 06 Description : Tukwila, WA Scope: Rev: 580000 User. KW -0604188, Ver5.8.0, 1 -Dec -2003 Tilt -Up Wall Panel Design PageU PANELS S (c)1983-2003 ENERCALC Engineering Software 06-392—celcs.ecW NE Description WP -2B Side Wall Lo-17'-0"/25'-10"-D+Lr+W(100,Exp C,Z5-) Parapet Analysis Data n=Es/Ec Fr Multiplier for sgrt(fc) Ftt / Thk Ratio Values for Mn Calculation... As:eff= (Pu:tot + AsFy)/Fy a : (AsFy + Pu)/(.85 fc b) c=a/.85 Igross (cracked I-eff (ACI methods only) Phi: Capacity Reduction Mn= As:eff Fy(d-a/2) - Pu (WalHThk/2-Bar Depth) 3,604,996.5 psi 8.04 5.000 28.14 Sgross Mcr= S*Fr Fr = Rho: Bar Reinf Pct Seismic 0.261 in 0.384 in 0.451 in 381.078 in4 16.80 in4 0.00 in4 0.900 47,861.33 in-# Additional Values 105.125 in3 33,243.4 in4 316.23 psi 0.0285 Wind 0.261 in 0.384 in 0.451 in 381.08 in4 16.80 in4 0.00 in4 0.900 47,223.79 in4 Loads used for analysis Wall Weight Wall Wt *Wall Seismic Factor Wall Wt* Parapet Seismic Factor Service Applied Axial Load Service Wt c Max Mom Total Service Axial Loads 87.604 psf 0.000 psf 0.000 psf 90.00 #/R 1,518.44 #/ft 1,608.44 #/ft Factored Loads Applied Axial Load Lateral Wall Weight Total Lateral Loads Seismic Wind 105.75 105.75 #/ft 1,594.37 1,594.37 #/ft 1,700.12 1,700.12 #/ft ACI Factors (per ACI 318-02, applied internally to entered loads) ACI C-1 & C-2 DL ACI C-1 & C-2 LL ACI C-1 & C-2 ST ....seismic = ST* : 1.400 1.700 1.600 1.000 ACi C-2 Group Factor ACI 0-3 Dead Load Factor ACI C-3 Short Term Factor 0.750 0.900 1.600 Add"I "1.4" Factor for Seismic 1.400 Add"l "0.9" Factor for Seismic 0.900 Ambrose Engineering, Inc. W66 N215 Commerce Ct. Suite 100 53012 P: 262-377-7602 F: 262-377-4868 Title : Kohl's Department Stores Job # 06-392 Dsgnr: MB Date: 3:07AM, 13 OCT 06 Description : Tukwila, WA Scope : I Rev: 580000 User. KW -0604188, Ver 5.8 0, 1 -Dec -2003 (e)1983-2003 ENERCALC Engineering, Software Tilt -Up Wall Panel Design Page 1 06392 raics.ecrrT PANELS Description WP -2B Side Wall I_o-17'-0"125'-10"-D+Lr+E Parapet General Information nYs�a�l<z(h:a Clear Height Parapet Height Thickness Bar Size Bar Spacing Bar Depth Min Deft. Ratio Concrete Weight Code Ref: ACI 318-02,1997 UBC, 2003 IBC, 2003 NFPA 5000 17.000 ft 8.833 ft 7.250 in 5 16.000 in 3.250 in 180.0 145.00 pcf fc Fy Phi Width 4,000.0 psi 60,000.0 psi 0.900 12.000 in Seismic Zone Min Vert Steel % Min Horiz Steel % Wall Seismic Factor Parapet Seismic Factor LL & ST Together Using: UBC Sec. 1914.8 method...Exact, Non -Iterated Parapet Weight Counteracts Middle 1 0.0020 0.0012 0.2280 0.6860 Loads Lateral Loads Wind Load Point Load ...height ...load type Lateral Load ...distance to top ...distance to bot ...load type psf lbs ft Seismic #!ft ft ft Seismic Vertical Loads Uniform DL Uniform LL ...eccentricity Concentric DL Concentric LL Seismic "I" Magnifier Wind "I" Magnifier 40.00 #/ft 50.00 #/ft 5.875 in 1.000 1.000 lbs lbs Note: Load factoring supports 2003 1BC and 2003 NFPA 5000 by virtue of their references to ACI 318-02 for concrete design. Factoring of entered loads to ultimate loads within this program is according to ACI 318-02 C.2 Wall Analysis Basic Defl w/o P -Delta Basic M w/o P -Delta Moment Excess of Mcr Max. P -Delta Deflection Max P -Delta Moment Maximum Allow Verticaf Bar Spacing Maximum Allow Horizontal Bar Spacing For Factored Load Stresses Seismic Wind 0.000 0.000 in 358.3 0.0 in-# 0.0 0.0 in-# 3.425 0.000 in 4,008.4 0.0 in-# 18.000 in 18.000 in For Service Load Deflections Seismic Wind 0.000 356.7 0.0 0.000 1,434.8 Parapet Bar Spacing Req'd : SEISMIC Parapet Bar Spacing Req'd : WIND • 0.000 in 0.0 in # 0.0 in-# 0.000 in 4,008.4 in-# 18.000 in 18.000 in 17.00ft clear height, 8.83ft parapet, 7.25in thick with #5 Using: UBC Sec. 1914.8 method...Exact, Non -Iterated Factored Load Bending : Seismic Load Governs Maximum iterated Moment : Mu 4,008.41 in-# Moment Capacity 43,075.20 in-# Mn * Phi : Moment Capacity Applied: MuMid-Span Applied: Mu l5a Top of Wall Max Iterated Service Load Deflection Actual Deflection Ratio Actual Reinforcing Percentage UBC Allow. As % = 0.6 * RhoBal Actual Axial Stress : (Pw + Po ) / Ag Allowable Axial Stress = 0.04 * fc Wall Design OK bars at 16.00in on center, d= 3.25in, re W 4,000.Opsi, Service Load Deflection :Wind Load Governs Maximum Iterated Deflection 0.000 in Deflection Limit Seismic 43,07520 4,008.41 28,050.99 0.00 int in-# in-# in :1 0.0060 0.0171 18.49 psi 160.00 psi 1.133 in Wind 42,501.41 in# 0.00 in4 0.00 in4 0.00 in 0 :1 0.0060 0.0171 18.49 psi 160.00 psi Ambrose Engineering, Inc. W66 N215 Commerce Ct. Suite 100 53012 P: 262-377-7602 F: 262-377-4888 Title : Kohl's Department Stores Dsgnr: MB Description : Tukwila, WA Scope : Job # 06-392 Date: 3:07AM, 13 OCT 06 1 Rev: 580000 User KW 0604188, Ver 1 -Dec -2003 Tilt -Up Walt Panel Design I (c)1983.2003 ENERCALC Engineering Software Page 2 06-392 calcs.ecw:TU PANELS Description WP -2B Side Wall Lo-17'-0"125'-10"-D+Lr+E Parapet Analysis Data E n=Es/Ec Fr Multiplier for mitre) Ht Thk Ratio Values for Mn Calculation... As:ef = (Pu:tot + AsFyjfFy a : (AsFy + Pu)/(.85 fc b) c=a/.85 (gross icracked t-eff (ACI methods only) Phi: Capacity Reduction Mn= As:eff Fy(d-a/2) - Pu (WailThk/2-Bar Depth) 3,604,996.5 psi 8.04 5.000 28.14 Additional Values Sgross Mcr=S*Fr Fr = Rho: Bar Reinf Pct Seismic 0.261 in 0.384 in 0.451 in 381.078 in4 16.80 in4 0.00 in4 0.900 47,861.33 in4 105.125 in3 33,243.4 in-# 316.23 psi 0.0285 Wind 0.261 in 0.384 in 0.451 in 381.08 in4 16.80 in4 0.00 in4 0.900 47,223.79 in4 Loads used for analysis Wall Weight Wall Wt *Wall Seismic Factor Wall Wt Parapet Seismic Factor Service Applied Axial Load Service Wt c Max Mom Total Service Axial Loads 87.604 psf 19.974 psf 60.096 psf 90.00 #/ft 1,518.44 #/ft 1,608.44 #/ft Factored Loads Applied Axial Load Lateral Wall Weight Total Lateral Loads Seismic Wind 105.75 105.75 #/ft 1,594.37 1,594.37 #/ft 1,700.12 1,700.12 #/ft ACI Factors (per ACI 318-02, applied internally to entered Toads) ACI C-1 & C-2 DL ACl C-1 & C-2 LL ACI C-1 & C-2 ST ..,.seismic = ST " : 1.400 1.700 1.300 1.000 ACI C-2 Group Factor AC1 C-3 Dead Load Factor ACI C-3 Short Term Factor 0.750 0.900 1.600 dd"t "1.4" Factor for eismic 1.400 Add"I "0.9" Factor for Seismic 0.900 Rev: 580000 User. KW -0604188, ver 5.8.0, 1 -Dec -2003 (c)1983-2003 ENERCALC Engineering Software Ambrose Engineering, Inc. W66 N215 Commerce Ct. Suite 100 53012 P: 262-377-7602 F: 262-377-4868 Title : Kohl's Department Stores Job # 06-392 Dsgnr: MB Date: 3:07AM, 13 OCT 06 Description : Tukwila, WA Scope : Tilt -Up Wall Panel Design Page 1 06-392 calcs.ecwTU PANELS Description WP -3 Back Wall Lo-17'-8'125'-10"-D+Lr+W(100,Exp C,Z5-) General Information Clear Height Parapet Height Thickness Bar Size Bar Spacing Bar Depth Min Defl. Ratio Concrete Weight Code Ref: ACI 318-02, 1997 UBC, 2003 IBC, 2003 NFPA 5000 17.667 ft 8.167 ft 7.250 in 5 16.000 in 3.250 in 180.0 145.00 pcf fc Fy Width 4,000.0 psi 60,000.0 psi 0.900 12.000 in Seismic Zone Min Vert Steel % Min Horiz Steel % Wall Seismic Factor Parapet Seismic Factor LL & ST Together Using: UBC Sec. 1914.8 method...Exact, Non -iterated Parapet Weight Counteracts Middle Loads 1 0.0020 0.0012 0.0000 0.0000 Note: Lateral Loads Wind Load Point Load ...height ...load type Lateral Load ...distance to top ...distance to bot ...load type 22.500 psf lbs ft Wind #/ft ft ft Wind Vertical Loads Uniform DL Uniform LL ...eccentricity Concentric DL Concentric LL Seismic "l" Magnifier Wind "I" Magnifier 305.00 0/ft 405.00 #/ t 5.875 in lbs lbs 1.000 1.000 Load factoring supports 2003 IBC and 2003 NFPA 5000 by virtue of their references to ACI 318-02 for concrete design. Factoring of entered loads to ultimate loads within this program is according to ACI 318-02 C.2 Walt Analysis Basic Deft w/o P -Delta Basic M w/o P -Delta Moment Excess of Mcr Max. P -Delta Deflection Max P -Delta Moment Maximum Allow Vertical Bar Spacing Maximum Allow Horizontal Bar Spacing For Factored Load Stresses Seismic 0.000 0.0 0.0 0.000 0.0 18.000 in 18.000 in Wind 0.031 in 9,788.7 in-# 0.0 in-# 3.734 in 18,673.9 in# For Service Load Seismic 0.000 0.0 0.0 0.000 18,673.9 Parapet Bar Spacing Req'd : SEISMIC Parapet Bar Spacing Req'd : WIND Deflections Wind 0.026 in 8,255.8 in-# 0.0 Ind 0.026 in 11,332.0 in4 18.000 in 18.000 in 17.67ft clear height, 8.17ft parapet, 7.25in thick with #5 Using: UBC Sec. 1914.8 method...Exact, Non -Iterated Factored Load Bending : Wind Load Governs Maximum Iterated Moment : Mu 18,673.92 in-# Moment Capacity 44,066.24 in-# Mn * Phi : Moment Capacity Applied: Mu @ Mid -Span Applied: Mu Top of Wail Max Iterated Service Load Deflection Actual Deflection Ratio Actual Reinforcing Percentage UBC Allow. As % = 0.6 * RhoBal Actual Axial Stress : (Pw + Po ) / Ag Allowable Axial Stress = 0.04 *fc Wall Design OK bars at 16.00in on center, d= 3.25in, fc = 4,000.0psi, Service Load Deflection : Wind Load Governs Maximum iterated Deflection 0.026 in Deflection Limit 1.178 in Seismic Wind 44,876.38 in4 44,066.24 in-# 0.00 in -0 18,673.92 in4 0.00 in4 15,542.09 in4 0.00 in 0.03 in 0 : 1 8,131 : 1 0.0060 0.0060 0.0171 D.0171 25.28 psi 25.28 psi 160.00 psi 160.00 psi Ambrose Engineering, Inc. W66 N215 Commerce Ct. Suite 100 53012 P: 262-377-7602 F: 262-377-4868 Title : Kohl's Department Stores Job # 06-392 Dsgnr: MB Date: 3:07AM, 13 OCT 06 Description : Tukwila, WA Scope : Rev: 580000 Usey r 3 KW -08080 188 Ver E0, •De—20G0o3 rtware Tilt -Up Wall Panel Design Page 2 06-392–calcs.ecwTU PANELS Description WP -3 Back Wall Lo-1T-8"125'-10"-D+Lr+W(100,Exp C,Z5-) Analysis Data E n=Es/Ec Fr Multiplier for sgrt(fc) Ht / Thk Ratio Values for Mn Calculation... As:eff= [Pu:tot + AsFyJ/Fy a : (AsFy + Pu)/(.85 fc b) c=a/.85 Igross lcracked I-eff (ACI methods only) Phi: Capacity Reduction Mn= As:eff Fy(d-a/2) - Pu (WaIIThk/2-Bar Depth) 3,604,996.5 psi 8.04 5.000 29.24 Additional Values Sgross Mcr=S"Fr Fr = Rho: Bar Reinf Pct Seismic 0.273 in 0.401 in 0.471 in 381.078 in4 17.34 in4 0.00 in4 0.900 49,862.64 in-# 105.125 in3 33,243.4 in-# 316.23 psi 0.0285 Wind 0.273 in 0.401 in 0.471 in 381.08 in4 17.34 in4 0.00 in4 0.900 48,962.49 in-# Loads used for analysis Wall Weight Wall Wt' Wall Seismic Factor Wall Wt *Parapet Seismic Factor Service Applied Axial Load Service Wt (g Max Mom Total Service Axial Loads 87.604 psf 0.000 psf 0.000 psf 710.00 #/ft 1,489.31 #!ft 2,199.31 #/ft Factored Loads Applied Axial Load Lateral Wall Weight Total Lateral Loads ACI Factors (per ACI 318-02, applied internally to entered Toads) Seismic Wind 836.62 836.62 #/ft 1,563.78 1,563.78 #/ft 2,400.41 2,400.41 #/ft ACI C-1 & C-2 DL ACI C-1 & C-2 LL ACI C-1 & C-2 ST ....seismic = ST* : 1.400 1.700 1.600 1.000 ACI C-2 Group Factor ACI C-3 Dead Load Factor ACI C-3 Short Term Factor 0.750 0.900 1.600 Add"I "1.4" Factor for Seismic Add"I "0.9" Factor for Seismic 1.400 0.900 Ambrose Engineering, Inc. W66 N215 Commerce Ct. Suite 100 53012 P: 262-377-7602 F: 262-377-4868 Title : Kohl's Department Stores Job # 06-392 Dsgnr: MB Date: 3:07AM, 13 OCT 06 Description : Tukwila, WA Scope : 140 Rev: 580000 User KW -0604188, Ver 5.8.0 1 -Dec -2003 (01983-2003 ENERCALC Engineering Software Tilt -Up Wall Panel Design Page 1 06-392 calcs.ecwTU PANELS Description WP -3 Back Wall Lo-17'-8"125'-10"-D+Lr+W(100,Exp C,Z5-) Parapet General Information Clear Height Parapet Height Thickness Bar Size Bar Spacing Bar Depth Min Defl. Ratio Concrete Weight Code Ref: ACI 318-02, 1997 UBC, 2003 IBC, 2003 NFPA 5000 17.667 ft 8.167 ft 7.250 in 5 16.000 in 3.250 in 180.0 145.00 pcf fc Fy Phi Width 4,000.0 psi 60,000.0 psi 0.900 12.000 in Seismic Zone Min Vert Steel % Min Horiz Steel Wall Seismic Factor Parapet Seismic Factor LL & ST Together Using: UBC Sec. 1914.8 method...Exact, Non -Iterated Parapet Weight Counteracts Middle Loads 1 0.0020 0.0012 0.0000 0.0000 Lateral Loads Wind Load Point Load ...height ...load type Lateral Load ...distance to top ...distance to bot ...load type 22.500 psf lbs ft Wind 13.00 #/ft 25.833 ft 17.667 ft Wind Vertical Loads Uniform DL Uniform LL ...eccentricity Concentric DL Concentric LL 305.00 #!ft 405.00 #/ft 5.875 in lbs lbs Seismic "I" Magnifier 1.000 Wind "I" Magner 1.000 Note: Load factoring supports 2003 IBC and 2003 NFPA 5000 by virtue of their references to ACI 318-02 for concrete design. Factoring of entered loads to ultimate Toads within this program is according to ACI 318-02 C.2 l Wall Analysis ref Basic Deft w/o P -Delta Basic M w/o P-Detta Moment Excess of Mcr Max. P -Delta Deflection Max P -Delta Moment Maximum Allow Vertical Bar Spacing Maximum Allow Horizontal Bar Spacing For Factored Load Stresses Seismic . Wind 0.000 0.019 in 0.0 7,235.0 in-# 0.0 0.0 in-# 0.000 3.734 in 0.0 15,880.4 in-# 18.000 in 18.000 in For Service Load Deflections Seismic Wind 0.000 0.0 0.0 0.000 15,880.4 Parapet Bar Spacing Req'd : SEISMIC Parapet Bar Spacing Req'd : WIND 0.016 in 6,114.2 in-# 0.0 in4# 0.016 in 9,083.0 in -ft 18.000 in 18.000 in Wall Design OK 17.67ft clear height, 8.17ft parapet, 7.25in thick with #5 bars at 16.00in on center, d= 3.25in, fc = 4,000.0psi, Using: UBC Sec. 1914.8 method...Exact, Non -Iterated Factored Load Bending : Wind Load Governs Maximum Iterated Moment : Mu 15,880.41 in-# Moment Capacity 44,066.24 in-# Mn * Phi : Moment Capacity Applied: Mu @ Mid -Span Applied: Mu @ Top of Wall Max Iterated Service Load Deflection Actual Deflection Ratio Actual Reinforcing Percentage UBC Allow. As % = 0.6 * RhoBal Actual Axial Stress : (Pw + Po )1Ag Allowable Axial Stress = 0.04 * fc Service Load Deflection : Wind Load Governs Maximum Iterated Deflection 0.016 in Deflection Limit 1.178 in Seismic 44,876.38 in-# 0.00 in-# 0.00 in# 0.00 in 0:1 0.0060 0.0171 25.28 psi 160.00 psi Wind 44,066.24 in-# 15,880.41 in# 21,783.67 ink 0.02 in 13,373 : 1 0.0060 0.0171 25.28 psi 160.00 psi Ambrose Engineering, Inc. W66 N215 Commerce Ct. Suite 100 53012 P: 262-377-7602 F: 262-377-4868 Title : Kohl's Department Stores Job # 06-392 bsgnr: MB Date: 3:07AM, 13 OCT 06 Description : Tukwila, WA Scope : Rev: 550000 User. KW -080418e, Ver 5.8.0, 1 -Dec -2003 Tilt -Up Wall Panel Design (c)1983-2003 ENERCALC Engineering Software Page 2 06-392calcs.ecer.TU PANELS Description WP -3 Back Wall Lo-17'-8"125'-10"-D+Lr+W(100,Exp C,Z5-) Parapet Analysis Data E n=Es/Ec Fr Multiplier for sgrt(fc) Ht / Thk Ratio 3,604,996.5 psi 8.04 5.000 29.24 Values for Mn Calculation... As:eff= [Pu:tot + AsFy]/Fy a : (AsFy + Pu)/(.85 fc b) c=a/.85 'gross (cracked I-eff (ACI methods only) Phi: Capacity Reduction Mn= As:eff Fy(d-a/2) - Pu (WallThk/2-Bar Depth) Additional Values Sgross Mcr=S*Fr Fr = Rho: Bar Reinf Pct Seismic 0.273 in 0.401 in 0.471 in 381.078 in4 17.34 in4 0.00 in4 0.900 49,862.64 in4 105.125 in3 33,243.4 ink 318.23 psi 0.0285 Wind 0.273 in 0.401 in 0.471 in 381.08 in4 17.34 in4 0.00 in4 0.900 48,962.49 in-# Loads used for analysis Wall Weight Wall Wt * Wall Seismic Factor Wall Wt * Parapet Seismic Factor Service Applied Axial Load Service Wt @ Max Mom Total Service Axial Loads 87.604 psf 0.000 psf 0.000 psf 710.00 #m 1,489.31 #Ift 2,199.31 #/ft ACI Factors (per ACI 318-02, applied internally to entered loads) Factored Loads Applied Axial Load Lateral Wall Weight Total Lateral Loads Seismic Wind 836.62 836.62 #/11 1,563.78 1,563.78 #Ift 2,400.41 2,400.41 #/ ft ACI C-1 & C-2 DL ACI C-1 & C-2 LL ACI C-1 & C-2 ST ....seismic = ST ` : 1.400 1.700 1.600 1.000 ACI C-2 Group Factor ACI C-3 Dead Load Factor ACI C-3 Short Term Factor 0,750 0.900 1.600 Add'9 "1.4" Factor for Seismic Add"I "0.9" Factor for Seismic 1.400 0.900 Ambrose Engineering, Inc. W66 N215 Commerce Ct. Suite 100 53012 P: 262-377-7602 F: 262-377-4868 Rev: 580000 User. KW 0604188, Ver 5.8.0 1 -pec -2003 t01983-2003 ENERCALC Engineering Software Title : Kohl's Department Stores Job # 06-392 Dsgnr: MB Date: 3:07AM, 13 OCT 06 Description : Tukwila, WA Scope : Tilt -Up Wall Panel Design Page 1 06-392_calcs.ecw.TU PANELS Description WP -3 Back Wali Lo-17'-8"/25'-10"-D+Lr+W(100,Exp C,Z5+) Parapet 1 -General Information Code Ref: ACI 318-02, 1997 UBC, 2003 IBC, 2003 NFPA 5000 Clear Height Parapet Height Thickness Bar Size Bar Spacing Bar Depth Min Defl. Ratio Concrete Weight 17.667 ft 8.167 ft 7.250 in 5 16.000 in 3.250 in 180.0 145.00 pcf fc Fy Phi Width 4,000.0 psi 60,000.0 psi 0.900 12.000 in Seismic Zone Min Vert Steel % Min Horiz Steel % Wall Seismic Factor Parapet Seismic Factor LL & ST Together Using: UBC Sec. 1914.8 method...Exact, Non -Iterated Parapet Weight Counteracts Middle Loads 1 0.0020 0.0012 0.0000 0.0000 Note: Lateral Loads Wind Load Point Load ...height ...load type Lateral Load ...distance to top ...distance to bot ...load type 20.000 psf Ibs ft Wind 29.00 #/ft 25.833 ft 17.667 ft Wind Vertical Loads Uniform DL Uniform LL ...eccentricity Concentric DL Concentric LL Seismic "I" Magnifier Wind "I" Magnifier 305.00 #/ft 405.00 #/ft 5.875 in lbs lbs 1.000 Load factoring supports 2003 IBC and 2003 NFPA 5000 by virtue of their references to ACI 318-02 for concrete design. Factoring of entered loads to ultimate Toads within this program is according to ACI 318-02 C.2 1 Wall Analysis Basic Defl w/o P -Delta Basic M w/o P -Delta Moment Excess of Mcr Max. P -Delta Deflection Max P -Delta Moment Maximum Allow Vertical Bar Spacing Maximum Allow Horizontal Bar Spacing For Factored Load Stresses Seismic 0.000 0.0 0.0 0.000 0.0 18.000 in 18.000 in Wind 0.003 in 3,801.1 in-# 0.0 in4 3.734 in 11,894.9 in-# Parapet Bar Spacing Parapet Bar Spacing For Service Load Seismic 0.000 0.0 0.0 0.000 11,894.9 Req'd : SEISMIC Req'd : WIND Deflections Wind 0.003 in 3,234.8 in4 0.0 in-# 0.003 in 5,946.8 in4 18.000 in 18.000 in Wall Design OK 17.67ft clear height, 8.17ft parapet, 7.25in thick with #5 bars at 16.00in on center, d= 3.251n, fc = 4,000.0psi, Using: UBC Sec. 1914.8 method...Exact, Non -Iterated Factored Load Bending : Wind Load Governs Maximum Iterated Moment : Mu 11,894.94 in# 0.003 in Moment Capacity 44,066.24 in-# 1.178 in Service Load Deflection : Wind Load Governs Maximum Iterated Deflection Deflection Limit Seismic 44,876.38 in4 0.00 in# 0.00 in4 0.00 in 0 :1 0.0060 0.0171 25.28 psi 160.00 psi Mn *Phi : Moment Capacity Applied: Mu Mid -Span Applied: Mu Top of Wall Max Iterated Service Load Deflection Actual Deflection Ratio Actual Reinforcing Percentage UBC Allow. As % = 0.6 * RhoBal Actual Axial Stress : (Pw + Po ) / Ag Allowable Axial Stress = 0.04 *re Wind 44,066.24 in4 11,894.94 in# 28,265.01 in4 0.00 in 70,495 : 1 0.0060 0.0171 25.28 psi 160.00 psi Ambrose Engineering, Inc. W66 N215 Commerce Ct. Suite 100 53012 P: 262-377-7602 F: 262-377-4868 Rev: 580000 • User. KW -0804188, Ver 5.8.0, 1 -Dee -2003 (c)1983-2003 ENERCALC Engineering Software Title : Kohl's Department Stores Job # 06-392 Dsgnr: MB Date: 3:07AM, 13 OCT 06 Description : Tukwila, WA Scope : 1443 Tilt -Up Wall Panel Design Page 2 08.392caics.ecw:TU PANELS Description WP -3 Back Wail Lo-171-8'/25'-10"-D+Lr+W(100,Exp C,Z5+) Parapet i Analysis Data E n = Es / Ec Fr Multiplier for sgrt(f c) 1-111 Thk Ratio 3,604,996.5 psi 8.04 5.000 29.24 Values for Mn Calculation... As:eff= [Pu:tot + AsFy]/Fy a : (AsFy + Pu)/(.85 fc b) c=a/.85 (gross (cracked I-eff (AC1 methods only) Phi: Capacity Reduction Mn= As:eff Fy(d-a/2) - Pu (WalUThk/2-Bar Depth) Sgross Mcr=S"Fr Fr = Rho: Bar Reinf Pct Seismic 0.273 in 0.401 in 0.471 in 381.078 in4 17.34 in4 0.00 in4 0.900 49,862.64 in-# Additional Values 105.125 in3 33,243.4 ink 316.23 psi 0.0285 Wind 0.273 in 0.401 in 0.471 in 381.08 in4 17.34 in4 0.00 1n4 0.900 48,962.49 in-# Loads used for analysis Wall Weight Wall Wt • Wall Seismic Factor Wall Wt' Parapet Seismic Factor Service Applied Axial Load Service WI lt Max Mom Total Service Axial Loads 87.604 psf 0.000 psf 0.000 psf 710.00 #/ft 1,489.31 #Ift 2,199.31 #Ift Factored Loads Applied Axial Load Lateral Wall Weight Total Lateral Loads Seismic 836.62 1,563.78 2,400.41 Wind 836.62 #/ft 1,563.78 #/ft 2,400.41 #/ft ACI Factors (per ACI 318-02, applied internally to entered Toads) ACI C-1 & C-2 DL ACI C-1 & C-2 LL ACI C-1 & C-2 ST ....seismic = ST ' : 1.400 1.700 1.600 1.000 ACI C-2 Group Factor ACI C-3 Dead Load Factor ACI C-3 Short Term Factor 0.750 Add" Iz" 1.4" Factor for Seismic 0.900 Add"I "0.9" Factor for Seismic 1.600 1.400 0.900 AMBROSE ENGINEERING, INC. Job: Page Job #: Date: By: Checked: ZOO lat-CT 1 cf d 311-6( 2 , Ca• 4..E. 444 %tit 4rzi Ikaole-APLET roifil LL 4eP. - gat4- Thcia.sr-- Off tj),-,et rce-A 2.9 s -5 re cP0 Ef9. UtDC No qoa-Y) ) (CG :OA' mord \pA.4 = 4- 51,4-1* S5-55 ex -in kk k l'itf /1,7,1 VsA—Z.NtikkA- Auck, L%;-- (Ace_ 6" Ra -k -t) 1.4to gA%, AMBROSE ENGINEERING, INC. Job #: Job: Page: Vim"". Date: By: Checked: l c c /rt; to. , 11 t`t dz t 464 19c, tit 1105-71te (Z!') -041-)Y0# a-b4ct)) 195- Q°I D.4)(CaY lei Lti6P1) 13,%K. �16,a Ambrose Engineering, Inc. W66 N215 Commerce Ct. Suite 100 53012 P: 262.377-7602 F: 262-377-4868 Titia : Kohl's Department Stores Job # 06-392 Dsgnr: MB Date: 3:06AM, 13 OCT 06 Description : Tukwila, WA Scope : tAst Rev: 5.80000 User: KW -0604188, Ver5.8.0, 1 -Dao -2003 1 (c)1983-2003 ENERCALC Engineering Software Tilt -Up Wall Panel Design Page 1 06-392_calcs.ecw:711 PANELS Description WP 11 114" spandrel panel General Information Code Ref: ACI 318-02, 1997 UBC, 2003 IBC, 2003 NFPA 5000 Clear Height Parapet Height Thickness Bar Size Bar Spacing Bar Depth Min Defl. Ratio Concrete Weight 11.750 ft 0.000 ft 11.250 in 5 16.000 in 8.938 in 180.0 145.00 pcf fc Fy Width 4,000.0 psi 60,000.0 psi 0.850 12.000 in Seismic Zone Min Vert Steel % Min Horiz Steel % Wall Seismic Factor Parapet Seismic Factor LL & ST Not Combined Using: UBC Sec. 1914.8 method...Exact, Non -Iterated Parapet Weight Counteracts Middle 4 0.0020 0.0012 0.6860 0.0000 Loads Note: Lateral Loads Wind Load psf lbs ft Wind Point Load ...height ...load type Lateral Load ...distance to top ...distance to bot ...load type Wind #/ft ft ft Vertical Loads Uniform DL Uniform LL ...eccentricity Concentric DL Concentric LL Seismic "I" Magnifier Wind "1" Magnifier 1.000 1.000 #/ft #/ft in lbs lbs Load factoring supports 2003 IBC and 2003 NFPA 5000 by virtue of their references to ACI 318-02 for concrete design. Factoring of entered loads to ultimate loads within this program is according to ACt 318-02 C.2 Wall Analysis Basic Defl w/o P -Delta Basic M w/o P -Delta Moment Excess of Mcr Max. P -Delta Deflection Max P -Delta Moment Maximum Allow Vertical Bar Spacing Maximum Allow Horizontal Bar Spacing For Factored Load Stresses Seismic Wind 0.011 0.000 in 27,037.0 0.0 in-# 0.0 0.0 in-# 0.518 0.000 in 27,615.6 0.0 in-# 13.778 in 18.000 in For Service Load Deflections Seismic 0.008 19,312.1 0.0 0.008 20,062.9 Parapet Bar Spacing Req'd : SEISMIC Parapet Bar Spacing Req'd : WIND Wind 0.000 in 0.0 in-# 0.0 in-# 0.000 in 27,615.6 in-# 13.778 in 13.778 in Wall Design OK 11.75ft clear height, O.00ft parapet, 11.25in thick with #5 bars at 16.00in on center, d= 8.94in, fc = 4,000.0psi, Using: UBC Sec. 1914.8 method...Exact, Non -Iterated Factored Load Bending : Seismic Load Governs Maximum Iterated Moment : Mu 27,615.62 in-# Moment Capacity 112,111.69 in# Mn * Phi : Moment Capacity Applied: Mu @ Mid -Span Applied: Mu @ Top of Wall Max Iterated Service Load Deflection Actual Deflection Ratio Actual Reinforcing Percentage UBC Allow. As % = 0.6 * RhoBai Actual Axial Stress : (Pw + Po ) / Ag Allowable Axial Stress = 0.04 * fc Service Load Deflection : Seismic Load Governs Maximum Iterated Deflection 0.008 in Deflection Limit 0.783 in Seismic 112,111.69 in-# 27,615.62 in-# 0.00 in-# 0.01 in 18,108 : 1 0.0022 0.0171 5.92 psi 160.00 psi Wind 107,713.58 in-# 0.00 in-# 0.00 in-# 0.00 in 0 :1 0.0022 0.0171 5.92 psi 160.00 psi Ambrose Engineering, Inc. W66 N215 Commerce Ct. Suite 100 53012 P: 262-377-7602 F: 262-377.4868 Title : Kohl's Department Stores Job # 06-392 Dsgnr: MB Date: 3:O6AM, 13 OCT 06 Description : Tukwila, WA Scope : Rev. 580000- User. KW -0604188, vet5.8.0, 1 -Dec -2003 (c)1983.2003 ENERCALC Engineering Software Tilt -Up Wall Panel Design Page 2 06-392_calcs.eco.TU PANELS , Description WP 11 1/4" spandrel panel Analysis Data E 3,604,996.5 psi n=Es/Ec 8.04 Fr Multiplier for sort(fc) 5.000 Ht / Thk Ratio 12.53 Values for Mn Calculation... As:eff= [Pu:tot + AsFy]/Fy a : (AsFy + Pu)I(.85 fc b) c=a/.85 !gross !cracked I-eff (ACJ methods only) Phi: Capacity Reduction Mn= As:eff Fy(d-a12) - Pu (WallThk/2-Bar Depth) Additional Values Sgross 253.125 in3 Mcr = S' Fr 80,0452 in-# Fr= 316.23 psi Rho: Bar Reinf Pct 0.0285 Seismic Wind 0.251 in 0.246 in 0.369 in 0.362 in 0.434 in 0.426 in 1,423.828 in4 1,423.83 in4 146.41 in4 143.95 in4 0.00 in4 0.00 in4 0.850 0.850 131,896.11 in-# 126,721.86 in-# Loads used for analysis Wall Weight Wall Wt * Wall Seismic Factor Wall Wt • Parapet Seismic Factor Service Applied Axial Load Service Wt @ Max Mom Total Service Axial Loads 135.937 psf 93.253 psf 0.000 psf 0.00 #Ift 798.63 #m 798.63 #Ift Factored Loads Applied Axial Load Lateral Wall Weight Total Lateral Loads Seismic 0.00 1,118.09 1,118.09 Wind 0.00 #/ft 838.56 MI 838.56 #Ift ACI Factors (per ACI 318-02, applied internally to entered toads) ACI C-1 & C-2 DL ACI C-1 & C-2 LL ACI C-1 & C-2 ST ....seismic = ST*: 1.400 1.700 1.300 1.000 ACl C-2 Group Factor ACI C-3 Dead Load Factor ACI C-3 Short Term Factor 0.750 0.900 1.600 Add"I "1.4" Factor or Seismic 1.400 Add"I "0.9" Factor for Seismic 0.900 Ambrose Engineering, Inc. W66 N215 Commerce Ct. Suite 100 53012 P: 262-377-7602 F: 262-377-4868 Title : Kohl's Department Stores Dsgnr: MB Description : Tukwila, WA Scope : Job # 06-392 Date: 3:06AM, 13 OCT 06 Rev: 5B0000 User. KW -0604188, Ver 5.a 1 -Dec -2003 (c}1983-2003 ENERCALC Engineering Software Description WP -if : 11 114" column panel Tilt -Up Wall Panel Design Page 1 06-392_calcs.ecw.TU PANELS , I General information Clear Height Parapet Height Thickness Bar Size Bar Spacing Bar Depth Min Defl. Ratio Concrete Weight Code Ref: ACI 318-02,1997 UBC, 2003 IBC, 2003 NFPA 5000 21.333 ft 0.000 ft 11.250 in 5 16.000 in 8.938 in 180.0 145.00 pcf fc Fy Phi Width 4,000.0 psi 60,000.0 psi 0.850 54.000 in Seismic Zone Min Vert Steel % Min Horiz Steel % Wall Seismic Factor Parapet Seismic Factor LL & ST Not Combined Using: UBC Sec. 1914.8 method...Exact, Non -Iterated Parapet Weight Counteracts Middle 4 0.0020 0.0012 0.2280 0.2280 Loads Note: Lateral Loads Wind Load Point Load ...height ...load type Lateral Load ...distance to top ...distance to bot ...load type psf lbs ft Wind #!ft ft ft Wind Vertical Loads Uniform DL Uniform LL ...eccentricity Concentric DL Concentric LL Seismic "I" Magnifier Wind "I" Magnifier #Ift #fit in 25800.00 lbs 1.000 1.000 lbs Load factoring supports 2003 IBC and 2003 NFPA 5000 by virtue of their references to ACI 318-02 for concrete design. Factoring of entered loads to ultimate loads within this program is according to ACI 318-02 C.2 Wall Analysis Basic Defl w/o P -Delta Basic M w/o P -Delta Moment Excess of Mcr Max. P -Delta Deflection Max P -Delta Moment For Factored Load Stresses Seismic Wind 0.039 0.000 in 133,293.8 0.0 in-# 0.0 0.0 in.# 1.785 0.000 in 214,060.2 0.0 in-# Maximum Allow Vertical Bar Spacing 13.778 in Maximum Allow Horizontal Bar Spacing 18.000 in For Service Load Seismic 0.028 95,209.8 0.0 0.028 150,376,8 Parapet Bar Spacing Req'd : SEISMIC Parapet Bar Spacing Req'd : WIND Deflections Win 0.000 in 0.0 in-# 0.0 in--# 0.000 in 214,060.2 in-# 13.778 in 13.778 in 21.33ft clear height, O.00ft parapet, 11.25in thick with #5 Using: UBC Sec. 1914.8 method...Exact, Non -Iterated Factored Load Bending : Seismic Load Governs Maximum Iterated Moment : Mu 214,060.19 in-# Moment Capacity 793,720.20 in4 Mn * Phi : Moment Capacity Applied: Mu @ Mid -Span Applied: Mu @ Top of Wall Max Iterated Service Load Deflection Actual Deflection Ratio Actual Reinforcing Percentage UBC Allow. As % = 0.6 * RhoBal Actual Axial Stress : (Pw + Po ) / Ag Allowable Axial Stress = 0.04 * fc Wall Design OK bars at 16.00in on center, d= 8.94in, fc = 4,000Apsi, Service Load Deflection : Seismic Load Governs Maximum Iterated Deflection 0.028 in Deflection Limit 1.422 in Seismic Wind 793,720.20 in# 617,548.74 in-# 214,060,19 in-# 0.00 in-# 0.00 in-# 0.00 intik 0.03 in 0.00 in 9,104 :1 0 :1 0.0022 0.0022 0.0171 0.0171 53.21 psi 53.21 psi 160.00 psi 160.00 psi Ambrose Engineering, Inc. W66 N215 Commerce Ct. Suite 100 53012 P: 262-377-7602 F: 262-377-4868 Title : Kohl's Department Stores Dsgnr: MB Description : Tukwila, WA Scope : Job # 06-392 Date: 3:06AM, 13 OCT 06 Res: 680000 User. KW -0804188, Ver 5.8 0, 1-Dec•2003 Tilt -Up Wall Panel Design (01983-2003 ENERCALC Engineering Software Description WPB - 11 1/4" column panel 1141 Page 2 O5-392_caFcs.eow.TU PANELS Analysis Data E n=Es/Ec Fr Multiplier for sort(fc) fit / Thk Ratio Values for Mn Calculation... As:eff= [Pu:tot + AsFy]1Fy a : (AsFy + Pu)/(.85 fc b) c=a/.85 Igross (cracked 1-eff (ACI methods only) Phi: Capacity Reduction Mn=As:eff Fy(d-a/2) - Pu (WallThk/2-Bar Depth) 3,604,996.5 psi 8.04 5.000 22.76 Sgross 1,139.063 in3 Mcr = S * Fr 360,203.2 in4 Fr = 316.23 psi Rho: Bar Reinf Pct 0.0285 Seismic Wind 1.800 in 1.612 in 0.588 in 0.527 in 0.692 in 0.620 in 6,407.227 in4 6,407.23 in4 990.77 in4 901.52 in4 0.00 in4 0.00 in4 0.850 0.850 933,788.47 1n4 726,527.93 in-# Additional Values Loads used for analysis Wall Weight Wall Wt * Wall Seismic Factor Wall Wt * Parapet Seismic Factor Service Applied Axial Load Service Wt @ Max Mom Total Service Axial Loads 135.937 psf 30.994 psf 30.994 psf 5,733.33 #Ift 1,449.98 #/ft 7,183.31 #Ift Factored Loads Applied Axial Load Lateral Wall Weight Total Lateral Loads Seismic Wind 8,026.66 6,020-00 #Ift 2,029.97 1,522.48 #Ift 10,056.63 7,542.47 #/ft ACI Factors (per ACI 318-02, applied internally to entered Toads) ACI C-1 & C-2 DL ACI C-1 & C-2 LL ACI C-1 & C-2 ST ....seismic = ST `: 1.400 1.700 1.300 1.000 ACI C-2 Group Factor ACI C-3 Dead Load Factor ACI C-3 Short Term Factor 0.750 0.900 1.600 Add'' "1.4" Factor for Seismic 1.400 Add"I "0.9" Factor for Seismic 0.900 /71AMBROSE \ ENGINEERING, INC. Rei ri Job: O_ Page: LIN Job #: Date: By: HIS Checked: d•� 4?{�h� rt.„ wnF . . n S .- 3.; -ac A—.= 0.4V f Ch•-•-•-) f D„ci r Co+ r^y ass' -`1 Cra-4.,)(1{ ,cic < 1.0 OK `, OAMBROSE ENGINEERING, INC. Job: Job #: Page: M+3Z Date: By: Mt..'.; Checked: Sec. Ot,5.;rti 1.4F fl .•2 = d. W T ZY C y 05' 13,`-13 f1;.-pG7-%V.,.YY� `e.'ZZa,hshG WSJ•° C'ii� . 7,4 • OL- 14 1 1.5 ; ; \( f_ 1 TL -x 3 k•;w r 3 t �r K l< L� IGC y '.rte ) Lf J l l� AMBROSE ENGINEERING, INC. Job: PageNNVX Job #: Date: By: Checked: t .1.80.111,MMEMEMIE V Tc )147 >17. J - Er EE:7-E,..c 4..tq K AMBROSE ENGINEERING, INC. Job: Job #: Date: Page:1143 By: Checked: t IP - t.".) 1—os Prcvse,b t I 412 1 () 7u r. ;. OE fkz 64)4)b- Gczz,OT Lf J 6(4 4-\(:(' Ae-) FLz LfrYYD ( + 3(3z4/5))-( 'L 7-37)76 4) L • D t ) ) Vc.el I -3'2,4;k' 1 ., • lit • y3 via: V56-, CO_C (brt()(0)() 11)4 .c‘'c -'1577-1 vv:E L6(0 VL -.(e.) KY;!,=:—C,"/'") r.7 oLly it- k 0.• r ck7' L 2, t 1 1-- 0,g-3 ) AMBROSE ENGINEERING, INC. Job:.'. Job #: Date: lis 771', 3.SbS -6- 1.) 3.6 (P•G) = r 2.3-2 : c'--' f�r. • Page: Checked: tt = 0. 3,34 kS< 53 = ` SsZR _ !J P A4, { rHi M % 1. 4 F- /H - 3 k� .;r trs .....—mom—..—�i l fry ,g/1AMBROSE . ENGINEERING, INC. Job: Page: '3 Job #: Date:. By: Checked: e kr t7L+L(_ -r P a.c6`' E Gr F t+t f p} a �� k W tf•: rL', A=e„J,?�led : -r4�'i �r2:� wi- L••,'v+$'?v' �5r.,`�.� f 1L-FEQ_(1.0.5‘1-. (Lit.40 Few>Ag - ,3L r, J' iv: cl a, ) " (on; /)3d1 .,x r x.73 � �;., l) - IU 595- 7 AMBROSE ENGINEERING, INC. Fir • s • 1 11 rEJz —r+ • Job: Job #: #: Pag15_6± Date: By: Nii Checked: =. -7 E-„ixck (Li) 3:Gcfl ittzkyl'- Ea=. HO r \1. k•-• 60 • , , - I • , t's (I; r1;) • y, • gj- t( f- • P 0 t 14\ 77.5 3 } • , -1•!`&„ ') •, 1,1 tC V = tA. k 7 C7k-4 W.- -) 7 K r) '"if•s•F D• ke:e' e r tz, F.— • • V-1 (ID jr 64-tok4) K ;57,1-23 pL_A.EQ )L44— ) ;[_(!))67,3),](3,3)\ • — —"• • Ostc: '1 i . kir ., ......, -.77. ........ ,..- .-. , ,,.....! , /,D er AMBROSE ENGINEERING, INC. Job: Page:1337 Job #: Date: By: Checked: "'"'" \ovC1- >(:-(1 r r "•" -•.:;•• : : L• cLk cA. 01/ *-* • - 7 4 i76 z (0.0(g\ t .6 Y.5 0 Sc) (2L z T;-/ki,j -1:4„ Z IG.223 $,11.2 Lb'? 0/5) j 1 r • 0. t MIK/ 41:11C— 9,20 C6I 1(.2.,i .1) 7. • • ) '3'ad E -KJ .040 TL r4C r a/ < ‘.„1('.:(. • rtc-..........-.....,.._q i -•=^ ---i''c'-../ - -1- 1 I. e:/, ... 17:.," Vr, ; ,-,-`• ' . _ • 2 \ V./ \ '.....". 4"1"... , ...„..- . . ...". 1 .Ci--,.. ( 4 f . , •,„ • AMBROSE ENGINEERING, INC. Job: Page:10i Job #: Date: By: Checked: 1'7 ( r.- r .^. J NZT �uii rJ 4 { • (:)2,,,4- ER r WA, *,� µ tz. s y� r�Y'3� '),G3- • Dr i " ,a[D (i ) • 3)(i () tsar AMBROSE ENGINEERING, INC. • 0 ! yl> T Job: Page: Lf Job #: Date: By: Checked: �a = V se -1" v �`a'F f r5:4- Ci 7. •I� li r f�J k ,.r • f� w. .. "H,.r f / + r y i • f • t r 4-4 2 u ' M} 1_ f3 S aa"'),13<'?,)5 .c'�:i�G.tf �iJ r (Lt) 1 ` ✓Ft !t 4,Al,..)1"-,„:") _ V,=.= ` , � "4 • 1 s -f . — • • vt< AMBROSE ENGINEERING, INC. Job: jF- Job #: 0 „, Date: By:TIL=.--- Checked: - 3,P „4,4D.cly , = 21:4 .9c6 IL) s J. 1(:)6-- 0 -at 1444 P55 ac f (eC*Lf(ii )ar• s 'Jr/ 2"), - • 1 1. v . , V•-• -7 s4 4;11,4 <) N ( tl.g5i< •{_f? • 4' h. 7.1 /) Li di / p,..,- -t3 r, t. - 0- ,-,•,--.. K - ' t ../ it , z;.,- tis / L.2 4 ( r" 50, ,f:A; 1, 0 (,.‘) < f' I..." .... I O./ AMBROSE ENGINEERING, INC. [ 1rs —7� i._ LIQ--✓ ;yr A 1 4GL Aie„ 1, Job: kPage: Job #: Date: By: 1`10' Checked: Ua [F (r `, ;roti) (f, t`—" fes' 1, -t \ / a s� 1, ti F , T);y� • c4^ v "ifrS -YJ L,i ('•i L' 7 ,'s L,,.. (6:%,-,-,$) �' 0):' �.rl ! i S/ 01-5 -{sv0A, c_ ~ F 1\41Y C.ftt SF✓ref '`L' F ').5?- > r.s,7 > • g- • �'r L.r I • fl f 77. "Li" t<r0 .1 +`a4, i r • • •- . fr �4 AMBROSE ENGINEERING, INC. Job: Page: Job #: Date: By:1!1i Checked: Cr 5.,w , 7.! r_wLr) ��G��cl L•Lc�L•' ' f 77 r^' Ii @ sy LtZ :0.441;1 1,1 '10 Dr ;300 lid 4 A•� 5�r�� i-�ir 1 t—. f AMBROSE ENGINEERING, INC. Job: Job #: Page Date: By: ice.. 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Current Date: 10/5/2006 11:46 AM Units system: English Pile name: K:1Kohr's Department Store - 2007 - Fali\CalcuiationskInnovation Prototype - 2F & FRIEntrances\STUDS OVER DISPLAY C&C-90-C.adv Y X Z N N6 N5 44 ex 88 66 1 s ua1 TT 00 0 2 1 Orientation of local axes 8 e 8 8 a 8 0 0 5e blade -J M27 M22 V3 V2 E 0 0 0 0 g uu 88 ee 00 88 d6 z 88 0 s8. 88 3K 00 88 x o c sg c " 88 0 O 8$ 88 1 s1 22 S v� §farm V N x NN EF -1 P E O g y N x Y Y t N�y n N n 9 w X) N O, ^ N G [7 U U a O A�� O O� sT Y Y� J J J K K N r r r z H i 888E8 2111522 T= 88888 Xr 88888 0,0=00 0 V 0 z° 0 0 0 0 0 0 0 EENFU Y Ambrose Engineering, Inc. Current OSS.: 10.501305 11,05 ! W LVYt. system: English PEs name: 0.114210 D.Prtmsnl Sion -2007- F0NCa}ymlrmdnavalan Pnr0gpa-2FS F^"-----102000 OVER OSPLAY 06000.Ca* r Wali Cama Load eOmdieona lecrel a Fier mkaen le s bd canki.ran 11r red embnwlim. 0 -load cep) Condition Description Crns6. Category O bard leaf u L6. 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Ipe31 001 O 0.00 000 040 u 040 000 Om 8 000 0.00 040 W>a 003 0.00 040 van 0.00 0.00 000 ea ace Am 040 Paget Eon 040 000 000 0191 000 000 040 4042 Om 040 000 0004 040 0.00 000 SC13 000 000 040 0014 A00 040 0(0 0016 000 0.00 0(0 0220 M00 Om 040 SOO ODD 003 000 5051 000 000 000 /001 000 000 Om 4200 000 040 lap 9013 000 Om 0.00 0001 040 O40 0.00 0,019 0.00 000 0.00 5103 000 000 000 00.80 000 0.00 8.00 0c00 000 040 040 CCU Mm 000 Am 0044 04u DDD 0.03 - idrkr�zi -f Ambrose En bioerkng, knc. 01000 000: +70400011 4 00 11164 omen,. 0119100 1110.440. 5:0(0950.4.04900..7007. 14100414741414571.40015:0117400p4 -27 07A107=040007V1 OVER DISPLAY 041 C.Or Analysis Cecelia Rlaetlnnl w 1i) pari. Wire., P.m Roma Owl 511=14171b'nt 101 114 FY F2 707% 117 OQ =I= 107141.630 1 0,0000 01104 000010 00000 0.0000 0.000 1 00000 000400 ACC= 00000 0.00000 00000 7 00000 003274 0.00031 000000 00000 0. 1110 000000 0.470 0000 00000 000000 0,0001 C.0 Wn 000•1100.4.036R + 090000 0.1154 00021 0000 00000 0.0000 4 01=0 0.36727 40071 0.00000 00000 0,0000 7 0.0000 0.00517 00041 0.00000 00300 00000 7470 0.0000 057305 09000 00000 0.000 0.00010- 1:10.4115•, 0000 60.4111•, 104101001.14 1 0000 0.1104 000000 00000 0.04307 000000 4 01000 0.4177 400311 00300 0.00000 0000 7 04000 071111 0000 00000 00000 00000 5(01 0.000 0.70172 0.0000 `0.,00(00 0.0000 000 0 030r1µ0 141101210014.00="�`� + 000000 9,1104 00431 000000 6000 09oom 4 40000 00211 00000 00000 00000 7 00000 051150 070/01 00000 00000 0.00000 RUM 000000 0..070 010342 00000 0.0000 000310 0•01251 001000101.005¢0 1 00000 0.1100 (=OM 00060 00000 00000 4 0=00 507100 0.0130 00609 04000 0.00606 T 0.0000 03377 -0.33124 0101700 0000 0000 10411 000000 044620 0.37004 0.00000 00000 0000 Pagel =lbw 10141000r1.0¢P 000000 011043 9900+0 000000 000000 0 000 4 0.000 020509 .00010 0.00000 000000 000030 7 0.00000 0.03274 000011 000000 000000 00000 SUM 00003 9,4470 000000 000000 000000 000000 O we= 50104121014.014001 1 00000 0.1100 000511 00000 0.90000 0,00100 2 0.0000 010509 A0040 00000 050000 0000 7 0.0000 009771 400021 000000 00000 0.00000 i Y 00000 04470 0 00 0000 099003 110109 005.4044 101F10i0y74 10r10.711J1 3 000000 01104 0.00031 000010 0 000000 • 00006 1113030 03300 010 00 0.0000 7 0.000111 040116 015740 0.00000 00000 0.0000 5144 00003 051100 01001 000100 00000 09900 =Ah 008171.10010.7501 0.700 1 000000 471040.1106147 040000 00000 0000 1 00000 :0_1079 ...0 531, 00000 00000 00000 T 0000 03031 0-10700 0000 00000 00000 010 00000 006708 0 4031 00000 0.0000 0.0000 0411Y1010017.1.00000.7M6IK.7RA 1 0000 111104 00011 AGO= 0.0000 010030 4 0000 010101 00007 09000 0.0000 1000 7 000100 0.12012 4.31134 0.000 0.0000 01000 6110 0.00000 031+66 43.54 000000 0.0000 00000 =ORM 011144.40044.71W3U1a704 1 00000 6 . 6f� 00000 003*3* 0.0000 4 000000 N/el 0.0701 000006 00000 000+0 7 690006 T602$`7515 0.0000 00060 00600 0181 0.0000 0.61700 -0.2406 0900 00000 50000 544040 0003•104504071410144.741.0 1 0000 01100 000005 9.000 0.000 00000 4 000000 036171 4907 000000 0.0000 00010 7 6000 0.01171 00012 006000 000000 0000 1+111 0000 034/16 00000 00000 0.0000 010000 05nrlen 00114150004.711mK711 1 0000 01100 0=12 000000 0000 0000 4 00000 0.3010 4.0001 001100 0=00 0.0000 7 00000 0.16117 0.0052 0000 000000 000000 O YM 0.000 06670 00000 0000 003030 00000 91515OOF1.10701x/u .7f 1 0.0000003* 01100 0.00071 0000 00000 0.0000 • 0000 076171 4.007 0.0000 00000 0000 7 0.00000 0.0101 09030 040000 0.0000 0.0000 11151 00000 034516 0000 0,0000 000000 00000 14140440 11016.1.00044.760419.711 1 000000 0.7100 000072 000000 01000 6000 4 040000 4001 04000 090300 .00333 7 0.0000 014112 00037 04000 00000 0,0000 1011 00000 O 4670 040000 4.00000 0000 040000 000000 000340.1570500 1 000000 000616 00007 0000011 9.0000 0000 4 0,00 40642 01101 0.0000 00000 000000 7 00300 000. 0.30410 000900 900 00443* 11.111 04000 07005 0.4042 00000 090000 0,011= Ewe= 000444.0104010 1 0.0000 0021 0 .000 ` 40000 0.00000 04000 4 0006y,NM rte/ .331 09606 0000 0002 7 000000 C 4351 0.0000 00000 04000 1003 0000 03017 ....... 433100 04000 4. 0000 604440110007404001= 1 0,000 00001 0.0011 0.000 00000 0000 4 0.000 0,1000 4.00090 0.000 0.9000 00000 7 0000 00004 0.00. 0.0000 0.000 ODOM 111.11,1 0000 0.201 00000 0000 00000 00000 044411544 Oo0M.W00m1 0.0000 04661 0.0011 0 0000 0.000 00000 4 0.000 0.10302 40000 0.0000 00000 0.000 7 0.0111100 00110 00010 09000 040000 0000 A000 000000 0703 00000 1110340 00000 00010 1 BEN d LEY Ambrose Engineering, Inc. 144 Current Date: 10/5/2006 11:45 AM Units system: English File name; K:1Kohl's Department Store - 2007 - Falr\Calculationslinnovation Prototype - 2F & FRIEntrances\STUDS OVER DISPLAY C&C-90-C Steel Cede Check Design by group for controlling Toad condition Design code: ASO CODE CHECK MAX. INTERACTION RATIO PER DESCRIPTION REL.F = Bending stress ratio (if rel.f=NPC, it is not possible to calculate) S.Ratio = Shear interaction ratio Stat.b = Station where max. B.Ratio occurs Stat.v = Station where max. S.Ratio occurs NOTE.- Non -steel members are not printed Important.- Maximum values will only be computed from graphically selected elements -,MAX. INTERACTION RATIO IN DESCRIPTIOIStud Brace OCCURS AT MEMBER SECTION OCCURS FOR CONDITION DESIGN STATUS : SMA S 005162 43 : SC58=1.00D+0.75WZN+0.755 : OK B.RATIO Eqn 0.23 C52.1-2 S.RATIO Eqn 0.04 C3.3.1-1 STAT.B [in] 46.65 STAT.V [in] 46.65 Axial [Kip] 0.26 V2 [Kip] -0.01 M33 [Kip'in] M22 [Kip*in] 3.96 0.00 V3 [Kip] Tor [Kip*in] 0.00 0.00 MAX. INTERACTION RATIO IN DESCRIPTIOIWall Stud OCCURS AT MEMBER SECTION OCCURS FOR CONDITION DESIGN STATUS : 1 SSM162 43 �` _ -Z61+0.755 : OK B.RATIO Eqn STAT.B [in] 0.15 C5.2.1-1 131.88 Eqn STAT.V [in] 0.00 C3.3.1-1 164.63 S.RATIO Axial [Kip] M33 [Kip*in] M22 [Kip*in] -0.47 -0.12 0.00 V2 [Kip] V3 [Kip] Tor [Kip*in] 0.00 0.00 0.00 .�5 < -. .-.' \ Pagel L55 ; JBENTLY Ambrose Engineering, Inc. Current Date: 10/5/2006 11:24 AM I Units system: English Fife name: K:\Kohl's Department Store - 2007 - Fall\Calculationsllnnovation Prototype - 2F & FR\Entrances\GATEWAY PIER SURROUND C&C-90-C,adv Y Ix z N6 N5 a z N2 N3 NI 000.00= 1 I I s 100000001 m I 1 % 11 0 0 0 0 0 0 0 1 gt. - 0.- a o a.- I IO.- 000.- 1 1 I 1 1 1 1 1 e Z I w- N M w rt f m n .0 E 2 E 888 0 0 0 2 J7 888 000 gr 888 000 8 8 8 ggS 000 6 m ta 383 lawn M M Orientation of local axes gac. dee 888 0 G 0 000 xM fr S 888 w a g:728 s E a . N M 0 O 2 0 0 2 8 E 1 M 2 88 O G S8 O O E 2 88 3S N N 123 ]° .67! iI R pI p a G C 12 t �▪ W >>>YY p aigg rg l i E E E p E g 3 52 fi .E ' Q P P e E r =E-gEEEEEEB9—.. c m `o � Q 5ae ` ▪ e 2 1 6 9 9 4 x 9 9 rs m m 1 51= p= E g m V m r e .1.5 Q L' t n U %a o f J . 6 c g G� o _ C m A G2 e S '57.221-2201g12;.;11-1 c 9 yq E9 G 4 1 o3k.SW.srYY7W. 6.23m`m=mgm r2" SUrCCIXLC Kfit° `wua��1311 7 rl-r 7. 0 - Normal member Mn m 'uu=E1228ogq.g.n 155=mz8 b 0 Z Y [ 00000001 e ff F 1 1 g 1 I 1 pp pp N— O G G O a 0 9 �I2m'4Ym'48l I 1 0 K 1 2.#1B.t;• ELEY Ambrosio Engineering, Inc. CurtW 902.1 11070001100 30. Units morn: Inslah 0100020.1 0:0.00. Op ernerl slam .2007. P.19•1000•.a16...l01en 5201000.• 211 NII1r0.raelOA1EWAYHEII a11RROUND_O0GpC..d. Load data 01055300 Cale : Olid.. VMS 01110 0 250 mM0M1..111. 0.9 cardisslion. 0 .1..1.90) Load conditions OrWises 11..01DOM cams Mummy O OW W 1 0.00 10.4 Wp WnMin Ya4Rllm w ee w00%/maim Yhn 010012 mph. 110 Ea t Y maim 14 !002.110. 101 ECO2 mpg+. 1101 .200 Km .000.11011 scat .000.110/ 1011 000.1.0aver 1052 100.110NRP 0011 100.110029 1CII 101.110[00 1010 000*120M0 1020 .000.12E4M Ems 200.37AYYPA.701n 5017 300/00051 41.706 3900 1100.0.0.0025.0.760,0 1901 20o.a.7ar4l•0.71.1 • 907 .1120.0.7 l**C.ra11 SOO 20010.710294170. 1070 .000.07407503.70.0 O 071 000.0.76611.0.7.3s SMO 0030 A0010.7M21'aPain ECM 000.0.100=11W.721 0000 10 411i2MW.7101 atm .m0.070EzM10751 CCM O30.WZ0 000 20p.MO0 0907 0000.900 0901 01204.029 UC1 1100.0000 lip 0200.EYP 0011 100500.200750070070 0912 Ra.ow.7sWYrw.7sYL1 CC%! 0.COM.70.YP11.11E20 0010 0.00.0.71197020.70079 0. w SNOW IMMO MHO WIM0 Eo Ea EA Paget Disdlbul.d torus on members L) Y1IrrniTv* 40 fD ;74-1. Common Mortar Del VWI 0012 LM/ 1i Oia 2 Y 110111 MOO 7201 [M 1Y .70.00 •7020 0M 7 7 .20.20 .2000 Om 2 Y .17.00 .1500 000 a 1 dam .7010 nm 1 3 Y 0000 .40.00 007 Wm 3 Y 91.00 5120 010 1Yp 1 2 .13.00 -1M00 OM 2 -20.20 -3020 2710 3 z -11.00 .1120 OM 2 2710 2710 7720 Was 1 2 10.00 Ism 003 2 710 2710 2010 02 1020 1110 0.00 2 30.10 1030 177.511 EEEEEE€EEE#EEE 100.00 Yas 100.00 Yes 10010 Ys 100.00 Ye 10.20 YM 100.00 YM 777.50 me 100.00 Yw 27710 w 10020 Ym 27710 rr 10006 Y. 27710 Me 10000 Y41 l;etl 1.0500. munipllels for bad conditions _ 0.30 MIMIt 0003M, 0.ni000 553001.410 01.0 OWNS MAY WAS O 0..11.0* V 0,2.009011 E aw�4.10 WIt WYtl0Y 0000. Yeo 01W 1Zw00. Ws Wed 0ZMPS. EW 10207psW0a 7011 10025010. 1s EO DZ NOW.. 0001 1.000 SCO3 1.200.1.3111 0019 1100.1220 0011 /200.1m11YP OC13 1.000.122025 0011 1.0111.120.10711 0017 1200.110070 501* 1.010.1.00020 1020 1.1100.122121 ip0 1200.0.70MY1.0.70us 0C37 1.M3.0,7RYY0.0.70. O 900 1.07010.70110.1 O 001 1400.090000.3700 017 1.m010.70WZM W.7aR apo 1200.67 wzmw.n03 1910 1100.0.7*E7140.73111 1071 9 200.0.7110114.71* SCIS 120040.7301020.71011 son 110Wa.7 027.0.701 100. 1.00010.71271.0711.1 1120 limpeafEmams Paget 0. 0 0.20 010 nm 020 ono am 0,00 000 100 OW 0.00 0.00 000 010 0.20 0.20 0.00 O 00 OW IMO 020 020 020 0.00 020 OM O 10 OM 000 000 Ola 020 490 D.03 D.3 O .00 020 0.0. 0.00 000 010 020 0.00 020 am 401 0.20 020 am 120 am 0,00 0.20 am am Om O 90 420 0.m 000 0200 0.00 am 100 OM O00 a00 119 020 100 020 0.m 020 000 Dm 0,20 0.20 Om 020 000 020 1M 320 010 Om 0200 320 00. am 9C23 0.020.0020 1 0.00 Om 0.20 Cm 0.000070211 1 OM OM 120 0007 0,000.900 1 0.20 020 Om 0002 0200.079 1 020 Om 000 2.021 0000.0900 5 am Om 0.30 MI 0100.EYP Om 120 020 9C11 OJOO.O,rnWYP1171WzP 1 M00 Om 0.20 0011 9.1004.71110014001101734 1 420 420 000 0911 OOm.0.711YP.0.f&&P 1 ago 0.20 0.00 0911 0090.170E1.1.0,70070 1 020 MC 020 11002010 !Dy.ledc analysis only) Otltl9p 0V 0..F 0110 70.01 717 O 0.00 010 1M Y 0.00 030 0.00 a 0.00 007 1.20 Wrs 030 013 Om WM 310 0.20 OM Wm 000 010 Om Eft OM O00 am Is 020 100 000 107 0.w 013 Om 1901 010 O30 am *903 010 003 020 0004 000 013 0.m 0011 am O00 0.m 0013 am 0.00 am M14 020 010 020 1017 a0. 010 3.20 0010 000 010 020 0070 Om O10 0.00 O 930 0.20 am 0M O 037 10. 100 D W 0900 010 000 020 SCSI 010 020 020 1013 1.20 10. AM 1041 Om 000 Dm EC71 020 010 am 1170 020 Dm Om 5017 000 020 Dm 0001 020 Om Om ACM 000 0m 020 110. 200 0.03 am 0903 100 320 OM CCU OM a00 0.00 0007 320 0M 3.20 MOS 10. 000 30. 091 020 am 020 Om 320 0,00 10. 0011 000 020 120 11017 020 020 0-0. OM 000 000 30. 0911 OM 000 OM Page3 Page4 I !I! ! 19I 1 II! I III 4 :51 I III 1 111 ! 111 ! H! A AAA 1111 L. ! !!! ! !!! 1 1! 1 1 111 L. ! 1 ! tat ! !!! ! !D 1 1H 1 Ili °!! 111! 1 t ! 1 1 2 III 1 1!1 ! 111 1 111 I !!! 1 !!I 1 111 1 0I 1 !g0 1 !!! 1 1!! 1 III III !!! !!! 1 111 1 III 1 111 ! II! ! !!! ! !!! 1 III ID1 1 ID 1 ID 1 01 III fill l WWI *III ! g!I! 1 1411 q...'• y... ya.. • ?— I i L.. 5 L..1 I_.. 1 ?_-_ a _ ! !!! ! !!! ! !!! 11_..1 1 _r_id BENTLEY Ambrose Engineering, Inc. g 9� Current Date: 10/5/2006 11:25 AM Units system: English File name: K:\Kohl's Department Store - 2007 - FaIl\Calculationslhnnovation Prototype - 2F & FR\Entrances\GATEWAY PIER SURROUND C&C-90-C.adv Steel Cede Cheek Design by group for controlling Load condition Design code:- ASD (451 CODE CHECK MAX. INTERACTION RATIO PER DESCRIPTION REL.F = Bending stress ratio (if ret.f=NPC, it is not possible to calculate) S.Ratio = Shear interaction ratio Stat.b = Station where max. B. Ratio occurs Stat.v = Station where max. S.Ratio occurs NOTE.- Non -steel members are not printed Important.- Maximum values will only be computed from graphically selected elements MAX. INTERACTION RATIO IN DESCRIPTIOIGateway FH studs OCCURS AT MEMBER SECTION OCCURS FOR CONDITION DESIGN STATUS : 1 S A S 8005250-54 QJ?- e* --1 : SC14=1.00D+1.00WZN : OK B.RATIO Eqn 0.35 C5.2.1-2 S.RATIO Eqn 0.11 C3.3.1-1 STAT.B [in] 150.75 STAT.V [in] 150.75 Axial [Kip] M33 [Kip*in] M22 [Kipin] -0.16 14.76 0.00 V2 [Kip] V3 [Kip] Tor [Kip"in] 0.02 0.00 0.00 MAX. INTERACTION RATIO IN DESCRtPTIOIGateway Roof Stud OCCURS AT MEMBER SECTION OCCURS FOR CONDITION DESIGN STATUS • 3 �SSMA��RnRSi6� : SC13=1.00O+1.00wzP : OK B.RATIO Eqn 0.15 C5.2.1-2 S.RATIO Eqn 0.02 C3.3.1-1 STAT.B [in] 19.00 STAT.V [in] 19.00 Axial [Kip] -0.25 V2 [Kip] 0.12 M33 [Kip"in] M22 [Kip'in] 2.02 0.00 V3 [Kip] Tor [Kitein] 0.00 0.00 Pagel r BENTLEY Ambrose Engineering, Inc. Current Date: 10/5/2006 11:36 AM Units system: English 'tie name: K:1Kohrs Department Store - 2007 - Fail \Calculations\Innovation Prototype - 2F & FR1Entrances4GATEWAY SOFFIT SURROUND C&C-90-C.adv Lto r N5 4-'11 BF`f1E Ambrose Engineering, Inc, C14.4 O.Ir 1033201 11;37 AM 1.11.4 .m: MOM .0e 1.nr: 03a1Y4 D..3m.l 3.4.2007. r00.kWdx4.1n•o1Mbn P.A.- 2F L n11En1....1114TEWAY 00/10. 31014001113.S.14.03{..... 6snmetry date cdjUSIRY 1202, C133 - Own. 04e0114015..b. 10,22. Cm/3 : C..0O. 000.1 ..10014 . b wed., 0rw0 m : T114.d.44.011010 4000 Jand 44 e..,.4 0IA 1..400 OM 001.0 InswO 044,144414 mq1. 40, O rt : 000 00 4.0 mIC$ 440.404 .., J .M.4. 402 7 0.0 . Np4 .w eb. ed... mmm1....3121.1.0 0.444 0 COOL :1003 awl 41bd41140071....0 Yon A ml. In a4.x PO, : Aad .m 010 4044.1.1114.11 4.17 002 new end 0.1010.442' .tl Mm5 non 0, wit 0. : Two. PM.. ben/4011014 M 004.44, O 110. :1.0000. I00Y+s.n hoer (4040144.410034.• Merl 4 4010071.4 4.44.. .1mb1. 102 :000dW 14411141 60.0 0.4002 163 - mere.. 012001 War 0.w,.. 122 - 1144414er1.010 rmkWinn demi away U3 ;10401.14.4,0144041.40.44.41 wooly 10 ram : Wand .00140.4 144/01,4104 congon 00ro. .10e .4401. 4:00 00.1.02 1.11 P 4040.4 1440004 . eenar.w4n 4.0..+ 10...pe.• elle dwl..2 R2 ..Mb m.YOr.T PIT :0..0011 dd.Y 10 : Rees. dad x TC : 1 .T.ron waynw,S 0..2.111orrti. TA : Tons... % TY : T4w100n. Y 20 : 7.11..0. p 2 ldode. NW,7 Y 2 mq..br 14 Ptd F9 1 001.00 21000 10100 a 2 102.01 20000 1.300 0 3 102.4. 21030 104. 0 4 10110 21.4. 14710 0 I 130.00 301.00 14322 a 7 1*04. 200.0 11.10 0 a 10220 21000 111.4. 0 Restraints Pagel less Tx 7Y TZ eA 417 12 2 3 2 D 0 0 1 D 0 0 0 0 0 1 0 0 0 1 0 0 0 1 1 1 1 0 1 0 Members Member 11) rel O04oplon 5402.71 50.41.1. d0 L is boor F d Rn! 2 1 5 °.....MMI GM. 01044_11 1303142-43 AT. 400 cel form 0.00 000 410 2 3 4 0.000.3 W11 enol Mkt 6130110-41 A5700.30 mid .... 000 010 000 3 4 2 Go.0.r0s0marks 1M_s0000103.0 4070 Aga sweet 0.00 000 000 4 3 1 OWN. 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En g PC C77 g .2 r C `nc*? i ? w w '6 c4 of 8 5. Allowable Toads are based on a Safely Factor of 3.0 llsal lire Bearing Strength c Fes=t'e'fu 0 2• ...-- 54 0.0566 33 45 822 1084 832 682 0.0566 50 65 1186 1566 1202 985 68 0.0713 33 45 1082 1365 1948 859 0.0713 50 65 1563 1972 1514 1241 97 0.1017 33 45 1618 1795 1495 1226 0.1017 50 65 2337 1944 2159 1771 118 0.1242 33 45 2015 2192 1826 1497 0.1242 50 65 2911 2374 2637 2162 1= (110. 2 43 0.0451 33 45 9978 1727 1326 1087 0.0451 50 65 1442 2495 1915 1570 .--- Mm 68 0.0713 33 45 1578 2731 2096 1719 00713 50 65 2279 3944 3028 2483 97 0.1017 33 45 2884 3589 2990 2452 0.1017 50 65 4165 3889 4319 3541 118 0.1242 33 45 3678 4384 3651 2994 0.1242 50 65 5312 4749 5274 4325 -4.�y7 �_��- @a@ r'-' M to P7 R 005 11-5 M 53 Ca N 'vCa gin'— r 017 G��O'Oy _ �- OP PS Or F c7 o = • S 12 n FL _ d • o • N Er •0 3`y m g 3 C a E a 4 v� • ?( o n C LCV 7 y N T - V 1 . P. %.5-"' • avii 0 VP-riM11 or,ed 7.41 e 0 1 ,grAAMBROSE 21, ENGINEERING, INC. Job: Page: 1"la. Job #: Date: By: Checked: 7f --t 1,16. • r .fes' - - - - .,Y 12 1'; :. E` .<., J LAkktgi - u 13c 1 cob . T t 1 5 IL LI Maximum Sheet Length 4Z-0 Extra Charge for Lengths Under 5'-0 IGSO Approved (No. 3415) 21,n" L \L • c' % Job: Kohl's Department Store — Job #: Date: Ambrose Engineering, Inc. Page: By: STEEL JOIST SPAN, LOADING & SIZE TABLE JOIST SPAN MARK SPACING WEQ. (PLF) WALL. (PLF) Of: SJI SIZE MJ -1 16'-2" M3-2 26'-8" MJ -2A 26'-8" MJ -2B 26-8" MJ -2C 26'-8" MJ -2D 26'-8" MJ -2E 26'-8" -r- MJ-3 MJ -3 17'-9" MJ -4 22'-10" 5'-9" 1010/720/29 1 6'-0" 1050/750/30 5'-6'/" 970/695/28 NOT N/A 12 JC 5'-10" 1025/730/30 5'-6" 965/690/28 4'-10 3/8" 855/610/25 6'-O" 1050/750/30 6'-0" 1050/750/30 N/A N/A USED NIA N/A N/A N/A N/A 16 JC 16 JC 16 JC 16 JC 16 JC 163C 16 JC MJ -4A 22'-10" MJ -4B 22'-10" 5'-6'/2" 970/695/28 5'4" NOT N/A USED 16 JC MJ -4C 22'-10" 6'-2 V2" 1090/780/31 N/A 16 JC MJ -4D 22'-10" MJ -4E 22'-10" M3-5 14'-1" 5'-8" 995/710/29 4'-10 3/8" 855/610125 6'-0" 1050/750/30 N/A N/A N/A 16 JC 16 3C 12 JC * See Drift Snow Calculations on Sheet(s) RAM Gravity Beam Design RAM SBeam v3.0.1 KDS - BL Mezz - MB -1 Licensed to: Ambrose Engineering, Inc. 09/07/06 14:51:0 STEEL CODE: ASD 9th Ed. SPAN INFORMATION (ft): I -End (0.00,0.00) J -End (23.00,0.00) Beam Size (User Selected) = WI6X31 Total Beam Length (ft) = 23.00 POINT LOADS (kips): Flange Bracing Dist (ft) DL LL Top Bottom 5.750 2.42 6.05 Yes No 11.500 2.42 6.05 Yes No 17.250 2.42 6.05 Yes No LINE LOADS (k/ft): Load Dist (ft) DL LL 1 0.000 0.031 0.000 23.000 0.031 0.000 Fy = 50.0 ksi SHEAR: Max V (DL+LL) = 13.06 kips fv = 3.16 ksi FIT =19.67 ksi MOMENTS: Span Cond Moment @ Lb Cb Tension Flange Compr Flange kip -ft ft ft fb Fb fb Fb Center Max + 99.5 11.5 5.8 1.13 25.29 30.00 25.29 30.00 Controlling 99.5 11.5 5.8 1.13 25.29 30.00 REACTIONS (kips): DL reaction Max +LL reaction Max +total reaction Left Right 3.99 3.99 9.08 9.08 13.06 13.06 DEFLECTIONS: Dead load (in) at 11.50 ft = -0.249 LID = 1106 Live load (in) at 11.50 ft = -0.579 LID = 477 Net Total load (in) at 11.50 ft = -0.828 LID = 333 RAM INTERNATIONAL Gravity Beam Design NIr RAM SBeam v3.0.1 KDS - BL Mezz - MB -2 Licensed to: Ambrose Engineering, Inc. 09/07/06 13:19:4 STEEL CODE: ASD 9th Ed. SPAN INFORMATION (ft): I -End (0.00,0.00) J -End (27.17,0.00) Maximum Depth Limitation specified = 19.00 in Beam Size (User Selected) = W16X31 Total Beam Length (ft) = 27.17 Cantilever on left (ft) = 0.50 Distance to Adjacent Edge on Left (ft) = 0.3 Distance to Adjacent Beam on Right (ft) = 6.0 COMPOSITE PROPERTIES (Not Shored): Concrete thickness (in) Unit weight concrete (pcf) fc (ksi) Decking Orientation Decking type beff (in) = 40.00 Seff (in3) = 62.86 Ieff (in4) = 815.79 Stud length (in) = 3.00 Stud Capacity (kips) q = 11.3 # of studs: Full = 49 Partial = 14 Actual = 24 Number of Stud Rows = 1 Percent of Full Composite Action = 49.37 Top flange braced by decking. POINT LOADS (kips): Left 2.50 145.00 4.00 parallel VULCRAFT 1.5VL Y bar(in) Str (in3) Itr (in4) Stud diam (in) Fy = 50.0 ksi Right 2.50 145.00 4.00 parallel VULCRAFT 1.5VL 14.43 = 69.48 1002.36 0.75 Flange Bracing Dist (ft) DL CDL LL CLL Top Bottom 16.670 4.00 3.60 9.10 0.00 Yes Yes LINE LOADS (k/ft): Load Dist (ft) 1 0.000 0.500 2 0.500 27.170 3 0.000 0.500 4 0.500 17.000 5 17.000 27.170 DL 0.031 0.031 0.031 0.031 0.295 0.295 0.295 0.295 0.170 0.170 CDL LL CLL 0.031 0.000 0.000 0.031 0.000 0.000 0.031 0.000 0.000 0.031 0.000 0.000 0.265 0.735 0.000 0.265 0.735 0.000 0.265 0.735 0.000 0.265 0.735 0.000 0.150 0.420 0.000 0.150 0.420 0.000 SHEAR: Max V (DL+LL) = 18.47 kips MOMENTS: Span Cond Moment fv = 4.47 ksi Fv = 19.67 ksi Lb Cb Tension Flange Compr Flange Gravity Beam Design RAM SBeam v3.0.1 KDS - BL Mezz - MB -2 Licensed to: Ambrose Engineering, Inc. h7 Page 21: 09/07/06 13:19:4: Left kip -ft ft ft fb Fb fb PreCmp- -0.0 0.5 0.5 I.00 0.01 33.00 0.01 33.00 Max - -0.1 0.5 0.5 1.00 0.03 33.00 0.03 33.00 Center PreCmp+ 44.4 16.7 16.2 1.75 11.30 30.00 11.30 16.57 PreCmp- -0.0 0.5 16.2 1.75 0.01 30.00 0.01 16.57 Max + 159.7 16.7 Mmax/Seff 30.48 33.00 Mconst/Sx+Mpost/Seff 33.30 45.00 Max - -0.1 0.5 16.2 1.75 0.03 30.00 0.03 16.59 Controlling 159.7 16.7 30.48 33.00 fc (ksi) = 0.95 Fc = 1.80 REACTIONS (kips): Initial reaction DL reaction Max +LL reaction Max -LL reaction Max +total reaction Left Right 5.29 5.18 5.85 5.74 13.14 12.73 0.00 -0.00 18.99 18.47 DEFLECTIONS: Left cantilever: Init load (in) = 0.028 L/D = 430 Neg Live load (in) = 0.032 L/D = 377 Neg Post Comp load (in) = 0.033 L/D = 361 Neg Total load (in) = 0.061 L/D = 196 Center span: Initial load (in) at 14.10 ft = -0.484 L/D = 662 Live load (in) , at 14.10 ft = -0.552 L/D = 579 Post Comp load (in) at 14.10 ft = -0.576 L/D = 556 Net Total load (in) at 14.10 ft = -1.060 L/D = 302 FA/I1 RAM Gravity Beam Design RAM SBeam v3.0.1 KDS- BL Mezz - MB -2A Licensed to: Ambrose Engineering, Inc. 09/07/06 14:54:2 STEEL CODE: ASD 9th Ed. SPAN INFORMATION (ft): I -End (0.00,0.00) J -End (27.17,0.00) Maximum Depth Limitation specified = 19.00 in Beam Size (User Selected) = W16X31 Total Beam Length (ft) = 27.17 Cantilever on left (ft) = 0.50 Distance to Adjacent Beam on Left (ft) = 4.7 Distance to Adjacent Edge on Right (ft) = 0.3 COMPOSITE PROPERTIES Concrete thickness (in) Unit weight concrete (pct) fc (ksi) Decking Orientation Decking type beff (in) Seff (in3) _ Ieff (in4) Stud length (in) = (Not Shored): 31.98 63.75 824.27 3.00 Left 2.50 145.00 4.00 parallel VULCRAFT 1.5VL Y bar(in) Str (in3) Itr (in4) Stud diam (in) Fy = 50.0 ksi Right 2.50 145.00 4.00 parallel VULCRAFT 1.5VL 13.87 68.26 946.78 0.75 Stud Capacity (kips) q = 11.3 # of studs: Full = 39 Partial -16 Actual = 24 Number of Stud Rows = 1 Percent of Full Composite Action = 61.74 Top flange braced by decking. POINT LOADS (kips): Dist (ft) DL CDL 16.670 4.00 3.60 LINE LOADS (k/ft): Load Dist (ft) DL 1 0.000 0.031 0.500 0.031 2 0.500 0.031 27.170 0.031 3 0.000 0.265 0.500 0.265 4 0.500 0.265 17.000 0.265 5 17.000 0.I35 27.170 0.135 Flange Bracing LL CLL Top Bottom 9.10 0.00 Yes Yes CDL 0.031 0.031 0.031 0.031 0.235 0.235 0.235 0.235 0.120 0.120 SHEAR: Max V (DL+LL) = 16.97 kips MOMENTS: Span Cond Moment LL 0.000 0.000 0.000 0.000 0.655 0.655 0.655 0.655 0.335 0.335 Iv=4.11 ksi (a� Lb CLL 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 Fv = 19.67 ksi Cb Tension Flange Compr Flange Gravity Beam Design RAM SBeam v3.0.1 KDS - BL Mezz - MB -2A Licensed to: Ambrose Engineering, Inc. Pot Page 2/: 09/07/06 14:54:2 Left kip -ft ft ft fb Fb fb . ') PreCmp- -0.0 0.5 0.5 1.00 0.01 33.00 0.01 33700 Max - -0.1 0.5 0.5 1.00 0.03 33.00 0.03 33.00 Center PreCmp+ 41.9 16.7 16.2 1.75 10.65 30.00 10.65 16.57 PreCmp- -0.0 0.5 16.2 1.75 0.01 30.00 0.01 16.57 Max+ 150.0 16.7 Mmax/Seff 28.24 33.00 Mconst/Sx+Mpost/Seff 31.00 45.00 Max - -0.1 0.5 16.2 1.75 0.03 30.00 0.03 16.59 Controlling 150.0 16.7 28.24 33.00 fc (ksi) = 1.04 Fc = 1.80 REACTIONS (kips): Initial reaction DL reaction Max +LL reaction Max -LL reaction Max +total reaction Left Right 4.88 4.78 5.42 5.30 12.03 11.62 0.00 -0.00 17.45 16.92 DEFLECTIONS: Left cantilever: Init load (in) = 0.026 L/D = 461 Neg Live load (in) = 0.029 L/D = 411 Neg Post Comp load (in) = 0.031 L/D = 393 Neg Total Load (in) = 0.057 LID = 212 Center span: Initial load (in) at 14.10 ft = -0.452 LTD = 707 Live load (in) at 14.10 ft = -0.508 L/D = 630 Post Comp load. (in) at 14.10 ft = -0.531 LID = 603 Net Total load (in) at 14.10 ft = -0.983 LID = 326 MM Gravity Beam Design RAM SBeam v3.0.1 KDS- BL Mezz - MB -3 Licensed to: Ambrose Engineering, Inc. ho 09/08/06 09:41: STEEL CODE: ASO 9th Ed. SPAN INFORMATION (ft): I -End (0.00,0.00) J -End (23.25,0.00) Maximum Depth Limitation specified = 19.00 in Beam Size (User Selected) = W16X26 Total Beam Length (ft) = 23.25 Distance to Adjacent Edge on Left (ft) = 0.3 Distance to Adjacent Beam on Right (ft) = 6.0 COMPOSITE PROPERTIES Concrete thickness (in) Unit weight concrete (pcf) fc (ksi) Decking Orientation Decking type beff (in) _ Seff (in3) _ Ieff (in4) Stud length (in) = (Not Shored): Left 2.50 145.00 4.00 parallel VULCRAFT 1.5VL 38.87 Y bar(in) 51.01 Str (in3) 651.91 Itr (in4) 3.00 Stud diam (in) Fy = 50.0 ksi Right 2.50 I45.00 4.00 parallel VULCRAFT 1.5VL 14.60 = 58.04 = 847.59 0.75 Stud Capacity (kips) q = 11.3 # of studs: Full = 34 Partial = 10 Actual = 14 Number of Stud Rows = 1 Percent of Full Composite Action r 41.21 Top flange braced by decking. LINE LOADS (k/ft): Load Dist (ft) DL CDL 1 0.000 0.026 0.026 23.250 0.026 0.026 2 0.000 0.170 0.150 23.250 0.170 0.150 LL 0.000 0.000 0.420 0.420 CLL 0.000 0.000 0.000 0.000 SHEAR: Max V (DL+LL) = 7.16 kips fv = 1.91 ksi Fv = 17.89 ksi MOMENTS: Span Cond Moment kip -ft Center PreCmp+ 11.9 11.6 Max + 41.6 11.6 Mmax/Seff Mconst/Sx+Mpost/Seff Controlling 11.9 fc (ksi) = 0.27 Fc = 1.80 REACTIONS (kips): Lb Cb ft ft 23.3 1.00 Initial reaction DL reaction. Max +LL reaction 11.6 23.3 1.00 Left Right 2.05 2.05 2.28 2.28 4.88 4.88 Tension Flange fb Fb 3.72 30.00 9.79 33.00 10.71 45.00 Compr Flange fb Fb 3.72 5.20 3.72 5.20 mr4 Gravity Beam Design RAM SBeam v3.0.1 KDS - BL Mezz - MB -3 Licensed to: Ambrose Engineering, Inc. NLII Page 2/: 09/08/06 09:41:2( Max +total reaction Left Right 7.16 7.16 DEFLECTIONS: Initial load (in) at 11.63 ft = -0.133 L/D = 2103 Live load (in) at 11.63 ft = -0.146 L/D = 1910 Post Comp load (in) at 11.63 ft = -0.153 LID = 1823 Net Total load (in) at 11.63 ft = -0.286 L/D = 977 RAM Gravity Beam Design RAM SBeam v3,0.1 KDS - BL Mezz -- MB -3A Licensed to: Ambrose Engineering, Inc. h7- 09/08/06 09:41:5 STEEL CODE: ASD 9th Ed. SPAN INFORMATION (ft): I -End (0.00,0.00) J -End (23.25,0.00) Maximum Depth Limitation specified = 19.00 in Beam Size (User Selected) - W16X26 Total Beam Length (ft) = 23.25 Distance to Adjacent Beam on Left (ft) = 4.7 Distance to Adjacent Edge on Right (ft) = 0.3 COMPOSITE PROPERTIES (Not Shored): Concrete thickness (in) Unit weight concrete (pcf) fc (ksi) Decking Orientation Decking type beff (in) Seff (in3) Ieff (in4) = Stud length (in) 31.98 51.41 652.71 3.00 Left 2.50 145.00 4.00 parallel VULCRAFT 1.5VL Y bar(in) Str (in3) Itr (in4) Stud diam (in) Fy = 50.0 ksi Right 2.50 145.00 4.00 parallel VULCRAFT 1.5VL 14.14 57.18 = 808.54 0.75 Stud Capacity (kips) q = 11.3 # of studs: Full = 30 Partial = 8 Actual = 14 Number of Stud Rows =1 Percent of Full Composite Action = 48.02 Top flange braced by decking. LINE LOADS (k/ft): Load Dist (ft) DL CDL LL CLL 1 0.000 0.026 0.026 0.000 0.000 23.250 0.026 0.026 0.000 0.000 2 0.000 0.135 0.120 0335 0.000 23.250 0.135 0.120 0.335 0.000 SHEAR: Max V (DL+LL) = 5.77 kips Iv = 1.54 ksi Fir = 17.89 ksi MOMENTS: Span Cond Moment kip -ft ft Center PreCmp+ 9.9 11.6 Max + 33.5 11.6 Mmax/Seff Mconst/S x+Mpost/S eff Controlling 9.9 11.6 23.3 1.00 fc (ksi) = 0.25 Fc = 1.80 REACTIONS (kips): Lb Cb Tension Flange ft fb Fb 23.3 1.00 3.09 30.00 Initial reaction DL reaction Max +LL reaction Left Right 1.70 1.70 1.87 1.87 3.89 3.89 7.82 8.61 33.00 45.00 Compr Flange f6 Fb 3.09 5.20 3.09 5.20 Gravity Beam Design RAM SBeam v3.0.1 KDS - BL Mezz - MB -3A Licensed to: Ambrose Engineering, Inc. Page 2/: 09/08/06 09:41:5: Max +total reaction Left Right 5.77 5.77 DEFLECTIONS: Initial load (in) at 11.63 ft = -0.110 Live load (in) at 11.63 ft = -0.116 Post Comp load (in) at 11.63 ft = -0.122 Net Total load (in) at 11.63 ft = -0.232 LID = 2535 LID = 2398 LID = 2295 LID = 1204 Fil RAM Gravity Beam Design RAM SBeam v3.0.1 KDS - BL Mezz - MB -4 Licensed to: Ambrose Engineering, Inc. 09/07/06 14:06: STEEL CODE: ASO 9th Ed. SPAN INFORMATION (ft): I -End (0.00,0.00) J -End (30.00,0.00) Maximum Depth Limitation specified = 19.00 in Beam Size (User Selected) Total Beam Length (ft) POINT LOADS (kips): = W18X46 = 30.00 Flange Bracing Dist (ft) DL LL Top Bottom 1.000 1.45 3.62 Yes No 6.000 2.58 6.45 Yes No 12.000 2.82 7.04 Yes No 18.000 2.82 7.04 Yes No 24.000 2.82 7.04 Yes No LINE LOADS (k/ft): Load Dist (ft) DL LL 1 0.000 0.046 0.000 30.000 0.046 0.000 Fy = 50.0 ksi SHEAR: Max V (DL+LL) = 24.65 kips fv = 3.78 ksi Fy = 20.00 ksi MOMENTS: Span Cond Moment @ Lb Cb Tension Flange Compr Flange kip -ft ft ft fb Fb fb Fb Center Max + 182.7 15.0 6.0 1.00 27.82 30.00 27.82 30.00 Controlling 182.7 15.0 6.0 1.00 27.82 30.00 REACTIONS (kips): DL reaction Max +LL reaction Max +total reaction Left Right 7.54 6.33 17.11 14.08 24.65 20.41 DEFLECTIONS: Dead load (in) at 15.00 ft = -0.442 L/D = 814 Live load (in) at 15.00 ft = -1.003 L/D = 359 Net Total load (in) at 15.00 ft = -1.446 LID = 249 gArd Gravity Beam Design RAM SBeam v3.0.1 KDS - BL Mezz - MB -5 Licensed to: Ambrose Engineering, Inc. Mit 09/08/06 15:30:5'; STEEL CODE: ASD 9th Ed. SPAN INFORMATION (ft): I -End (0.00,0.00) J -End (23.25,0.00) Maximum Depth Limitation specified = 19.00 in Beam Size (User Selected) = WI 8X35 Total Beam Length (ft) = 23.25 Distance to Adjacent Edge on Left (ft) = 0.3 Distance to Adjacent Beam on Right (ft) = 5.1 COMPOSITE PROPERTIES Concrete thickness (in) Unit weight concrete (pcf) fc (ksi) Decking Orientation Decking type beff (in) Seff (in3) = Ieff (in4) _ Stud length (in) _ (Not Shored): 34.48 81.34 1212.62 3.00 Left 2.50 145.00 4.00 Parallel VULCRAFT 1.5VL Y bar(in) Str (in3) Itr (in4) Stud diam (in) Fy = 50.0 ksi Right 2.50 145.00 4.00 parallel VULCRAFT 1.5VL 15.16 = 82.75 1254.42 0.75 Stud Capacity (kips) q = 11.3 # of studs: Full = 66 Partial = 18 Actual = 46 Number of Stud Rows = 1 Percent of Full Composite Action = 69.39 Top flange braced by decking. POINT LOADS (kips): Dist (ft) DL CDL LL 17.750 6.30 5.70 14.10 LINE LOADS (k/ft): Load Dist (ft) DL 1 0.000 0.035 23.250 0.035 2 0.000 0.280 18.250 0.280 3 18.250 0.145 23.250 0.145 FIange Bracing CLL Top Bottom 0.00 Yes Yes CDL 0.035 0.035 0.250 0.250 0.130 0.130 SHEAR: Max V (DL+LL) = 25.22 kips MOMENTS: Span Cond Moment kip -ft Center PreCmp+ 37.1 Max + 131.8 Mmax/Seff Mconst/Sx+Mpost/Seff Controlling 37.1 LL 0.000 0.000 0.695 0.695 0.360 0.360 fv = 4.99 ksi CLL 0.000 0.000 0.000 0.000 0.000 0.000 Fv =19.13 ksi Lb Cb Tension Flange ft ft fb Fb 16.1 17.8 1.00 7.72 30.00 16.2 16.1 17.8 1.00 19.44 33.00 21.69 45.00 Compr Flange fb Fb 7.72 8.32 7.72 8.32 Fil RAM Gravity Beam Design RAM SBeam v3.0.1 KDS - BL Mezz - MB -5 Licensed to: Ambrose Engineering, Inc. )4•114 Page 2/. 09/08/06 15:30:5' fc (ksi) = 0.74 Fc = 1.80 REACTIONS (kips): Initial reaction DL reaction Max +LL reaction Max +total reaction. Left . Right 4.60 7.13 5.08 7.87 11.23 17.35 16.31 25.22 DEFLECTIONS: Multipliers for effects of Web Openings: Span Precomp/Noncomp Center Span 1.000 Initial load (in) Live load (in) Post Comp load (in) Net Total load (in) WEB OPENINGS: Opening # Dist* Shp H/Dia ft in 1 5.67 Circ 12.00 2 9.67 Circ 12.00 at at at at 12.32 ft = 12.32 ft = 12.32 ft = 12.32 ft = B Position in in Composite 1.000 -0.236 -0.243 -0.254 -0.490 LID = 1181 LID = 1147 LID = 1100 L/D = 569 Stiffener to Width Thick Length Sides Weld in in in in Centered Center --- Centered Center *Dist is the distance along the beam from the left end. Opening #1 at 5.670 ft Min. Slab Reinforcement: 0.0025 Transv. and Longit. within a distance of 1.48 ft of opening Min. Shear Connectors: 2 studs/ft for a dist. 1.48 ft from opening towards max moment point Capacity - Noncomposite / Precomposite Top Tee Prt = 0.00 kips mut = 0.00 nut = 1.57 alphavt = 0.74 Vpt = 29.88 kips Vmt = 22.20 kips Bottom Tee Prb = 0.00 kips mub = 0.00 nub = 1.57 alphavb = 0.74 Vpb = 29.88 kips Vmb = 22.20 kips Capacity: Vpbar = 153.29 kips Upper Limit Vm = 0.67 Vpbar = 102.19 kips Vm = 22.20 + 22.20 = 44.39 kips Mm = 227.27 kip -ft Capacity - Composite Top Tee Pch = 121.13 dh = 3.48 in Pcl = 101.75 dl = 1.93 in kips kips Prt = 0.00 kips mut = 2.18 nut = 1.57 alphavt = 1.40 Vpt = 29.88 kips Vmt(sh) = 38.46 kips Vmt = 38.46 kips Bottom Tee Gravity Beam Design RAM SBeam v3.0.1 KDS- BL Mezz - MB -5 Licensed to: Ambrose Engineering, Inc. Page 3/4 09/08/06 15:30:57 Prb = 0.00 kips mub = 0.00 nub = 1.57 Vpb = 29.88 kips Vmb = 22.20 kips Capacity: Vpbar = 153.29 kips Vcbar = 8.58 kips Upper Limit Vm = 0.67 Vpbar + Vcbar = 110.77 kips Vm = 38.46 + 22.20 = 60.65 kips Mm = 274.80 kip -ft Precomposite Vu = 5.07 kips Mu = 36.53 kip -ft at 5.67 ft Interaction: Vu / 1.00 Vm = 0.114 Mu/1.00Mm = 0.161 M - V Interaction = 0.178 Composite Vu = 18.00 kips Mu = Interaction: Vu / 1.00 Vm Mu/1.00Mm M - V Interaction Compression Tee Buckling Couple arm distance (in) = 16.64 K =1.0 L (in) = 12.00 Top: area (in2) ti 3.28 Cond Precomp M 129.66 kip -ft = 0.297 = 0.472 0.508 phi = 1.00 rx (in) = 0.69 Mu LoadCombo kip -ft 36.53 1.7DL+1.7LL at 5.67 ft Pu kips 26.34 alphavb = 0.74 (1.7DL+I.7LL) (1.7DL+1.7LL) ry (in) = 1.53 phi*Pn Ratio kips 160.25 0.164 Opening #2 at 9.670 ft Min. Slab Reinforcement: 0.0025 Transv. and Longit. within a distance of 1.48 ft of opening Min. Shear Connectors: 2 studs/ft for a dist. 1.48 ft from opening towards max moment point Capacity - Noncomposite / Precomposite Top Tee Prt = 0.00 kips mut = 0.00 nut = 1.57 alphavt = 0.74 Vpt = 29.88 kips Vmt = 22.20 kips Bottom Tee Prb = 0.00 kips mub = 0.00 nub = 1.57 alphavb = 0.74 Vpb = 29.88 kips Vmb = 22.20 kips Capacity: Vpbar = 153.29 kips Upper Limit Vm = 0.67 Vpbar = 102.19 kips Vm = 22.20 + 22.20 = 44.39 kips Mm = 227.27 kip -ft Capacity - Composite Top Tee Pch = 121.13 dh = 3.48 in Pct = 141.26 d1 = 2.10 in kips kips Prt = 0.00 kips mut = 1.21 nut = 1.57 alphavt = 1.00 Vpt = 29.88 kips Vmt(sh) = 38.46 kips Vmt = 29.88 kips RAM Kr�caAm�w� Gravity Beam Design RAM SBeam v3.0.1 KDS - BL Mezz - MB -5 Licensed to: Ambrose Engineering, Inc. Hlre Page 4/ 09/08/06 15:30:5 Bottom Tee Prb = 0.00 kips mub = 0.00 nub = 1.57 Vpb = 29.88 kips Vmb = 22.20 kips Capacity: Vpbar = 153.29 kips Vcbar = 0.00 kips Upper Limit Vm = 0.67 Vpbar + Vcbar = 102.19 kips Vm = 29.88 + 22.20 = 52.07 kips Mm = 296.03 kip -ft Precomposite Vu = 3.13 kips Mu = 52.92 kip -ft at 9.67 ft Interaction: Vu / 1.00 Vm = 0.071 Mu / 1.00 Mm = 0.233 M - V Interaction = 0.235 alphavb = 0.74 (1.7DL+1.7LL) Composite Vu = 11.13 kips Mu = 187.92 kip -ft at 9.67 ft (1.7DL+1.7LL) Interaction: Vu / 1.00 Vm = 0.214 Mu/1.00Mm = 0.635 M - V Interaction = 0.643 Compression Tee Buckling Couple arm distance (in) = 16.64 phi = 1.00 K = 1.0 L (in) = 12.00 Top: area (in2) = 3.28 rx (in) = 0.69 ry (in) = 1.53 Cond Mu LoadCombo Pu phi*Pn Ratio kip -ft kips kips Precomp M 52.92 1.7DL+1.7LL 38.16 160.25 0.238 Gravity Beam Design RAM SBeam v3.0.1 KDS - BL Mezz - MB -6 Licensed to: Ambrose Engineering, Inc. t.-419 09/07/06 14:34:4' STEEL CODE: ASD 9th Ed. SPAN INFORMATION (ft): I -End (0.00,0.00) J -End (17.25,0.00) Beam Size (User Selected) = W12X19 Total Beam Length (ft) = 17.25 POINT LOADS (kips): Flange Bracing Dist (ft) DL LL Top Bottom 5.583 2.12 5.28 Yes No 11.583 2.19 5.47 Yes No LINE LOADS (k/ft): Load Dist (ft) DL LL 1 0.000 0.019 0.000 17.250 0.019 0.000 Fy = 50.0 ksi SHEAR: Max V (DL+LL) = 7.70 kips fv = 2.69 ksi Fv = 20.00 ksi MOMENTS: Span Cond Moment @ Lb Cb Tension Flange Compr Flange kip -ft ft ft fb Fb fb Fb Center Max + 43.3 11.6 6.0 1.01 24.42 30.00 24.42 24.94 Controlling 43.3 11.6 6.0 1.01 24.42 24.94 REACTIONS (kips): DL reaction Max +LL reaction Max +total reaction Left Right 2.32 2.32 5.37 5.38 7.68 7.70 DEFLECTIONS: Dead load (in) at 8.63 ft = -0.187 L/D = 1105 Live load (in) at 8.63 ft = -0.442 L/D = 468 Net Total load (in) at 8.63 ft = -0.630 LID = 329 Gravity Beam Design RAM SBeam v3.0.1 KDS- BL Mezz - MB -7 Licensed to: Ambrose Engineering, Inc. 09/07/06 15:02:3 STEEL CODE: ASD 9th Ed. SPAN INFORMATION (ft): I -End (0.00,0.00) J -End (23.25,0.00) Maximum Depth Limitation specified = 19.00 in Beam Size (User Selected) = W16)(26 Total Beam Length (ft) = 23.25 Distance to Adjacent Beam on Left (ft) = 6.4 Distance to Adjacent Edge on Right (ft) = 0.3 COMPOSITE PROPERTIES (Not Shored): Concrete thickness (in) Unit weight concrete (pcf) fc (ksi) Decking Orientation Decking type beff (in) 38.83 Left 2.50 145.00 4.00 parallel VULCRAFT 1.5VL Y bar(in) Str (in3) Itr (in4) Stud diam (in) Fy = 50.0 ksi Right 2.50 145.00 4.00 parallel VULCRAFT 1.5VL 14.60 Seff (in3) 50.07 - Ieff (in4) - 625.77 Stud length (in) = 3.00 Stud Capacity (kips) q = 11.3 # of studs: Full = 45 Partial = 13 Actual = 16 Number of Stud Rows = 1 Percent of Full Composite Action = 34.51 Top flange braced by decking. POINT LOADS (kips): Dist (ft) DL CDL LL CLL 14.080 2.30 2.10 5.40 0.00 19.000 0.58 0.00 1.44 0.00 22.670. 0.58 0.00 1.44 0.00 LINE LOADS (k/ft): Load Dist (ft) 1 0.000 23.250 2 0.000 14.330 3 14.330 23.250 DL CDL 0.026 0.026 0.026 0.026 0.300 0.270 0.300 0.270 0.175 0.155 0.175 0.155 SHEAR: Max V (DL+LL) = 17.62 kips MOMENTS: Span Cond Center PreCmp+ Max + Mmax/Seff Flange Bracing Top Bottom Yes Yes Yes No Yes No LL 0.000 0.000 0.750 0.750 0.435 0.435 fv=4.70ksi Moment kip -ft ft 28.0 13.8 107.5 14.1 CLL 0.000 0.000 0.000 0.000 0.000 0.000 Fy = 17.89 ksi 58.03 847.41 0.75 Lb Cb Tension Flange ft fb Fb 14.1 1.00 8.76 30.00 25.77 33.00 Compr Flange fb Fb 8.76 11.01 Gravity Beam Design RAM SBeam v3.0.1 KDS - BL Mezz - MB -7 Licensed to: Ambrose Engineering, Inc. Page 2/2 09/07/06 15:02:39 kip -ft ft ft fb Fb fb Mconst/Sx+Mpost/Seff 27.81 45.00 i'" Controlling 28.0 13.8 14.1 1.00 --- 8.76 11.01 fc (ksi) = 0.72 Fc = 1.80 REACTIONS (kips): Initial reaction DL reaction Max +LL reaction Max +total reaction Left Right 4.07 3.89 4.61 5.32 10.61 12.30 15.21 17.62 DEFLECTIONS: Initial load (in) at 11.86 ft = -0.298 LID = 938 Live load (in) at 11.86 ft = -0.383 L/D = 728 Post Cornp load (in) at 11.86 ft = -0.406 L/D = 687 Net Total load (in) at 11.86 ft = -0.704 L/D = 396 Gravity Beam Design RAM SBeam v3.0.1 KDS - BL Mezz - MB -7A Licensed to: Ambrose Engineering, Inc. 09/07/06 14:46:3 STEEL CODE: ASD 9th Ed. SPAN INFORMATION (ft): I -End (0.00,0.00) J -End (23.25,0.00) Maximum Depth Limitation specified = 19.00 in Beam Size (User Selected) = W16X26 Total Beam Length (ft) = 23.25 Distance to Adjacent Edge on Left (ft) = 0.3 Distance to Adjacent Beam on Right (ft) = 6.0 COMPOSITE PROPERTIES (Not Shored): Concrete thickness (in) Unit weight concrete (pcf) fc (ksi) Decking Orientation Decking type beff (in) Seff (in3) Ieff (in4) Stud length (in) Left 2.50 145.00 4.00 parallel VULCRAFT 1.5VL 38.87 Y bar(in) 50.07 Str (in3) 625.88 Itr (in4) 3.00 Stud diam (in) Fy 50.0 ksi Right 2.50 145.00 4.00 parallel VULCRAFT 1.5VL 14.60 = 58.04 847.59 0.75 Stud Capacity (kips) q = 11.3 it of studs: Full = 45 Partial = 13 Actual = 16 Number of Stud Rows = 1 Percent of Full Composite Action = 33.99 Top flange braced by decking. POINT LOADS (kips): Dist (ft) DL CDL 14.080 2.30 2.10 LINE LOADS (k/ft): Load Dist (ft) DL 1 0.000 0.026 23.250 0.026 2 0.000 0.300 14.330 0.300 3 14.330 0.165 23.250 0.165 LL CLL 5.40 0.00 CDL 0.026 0.026 0.270 0.270 0.145 0.145 Flange Bracing Top Bottom Yes Yes LL 0.000 0.000 0.750 0.750 0.410 0.410 SHEAR: Max V (DL+LL) = 14.73 kips fir = 3.93 ksi MOMENTS: Span Cond Moment kip -ft Center PreCmp+ 27.8 Max + 100.9 13.7 Mmax/5eff Mconst/Sx+Mpost/Seff Controlling 27.8 13.7 14.1 CLL 0.000 0.000 0.000 0.000 0.000 0.000 Fv=17.89ksi Lb Cb Tension Flange ft ft fb Fb 13.7 14.1 1.00 8.68 30.00 1.00 24.17 33.00 26.20 45.00 Compr Flange fb Fb 8.68 11.01 8.68 11.01 INTERNAllONAL Gravity Beam Design RAM SBeam v3.0.1 KDS - BL Mezz - MB -7A Licensed to: Ambrose Engineering, Inc. Page 2/: 09/07/06 14:46:3 fc (ksi) = 0.66 Fc = 1.80 REACTIONS (kips): Initial reaction DL reaction Max +LL reaction Max +totai reaction Left Right 4.06 3.81 4.47 4.21 10.27 9.54 14.73 13.75 DEFLECTIONS: Initial Ioad (in) at 11.74 ft = -0.295 L/D = 945 Live load (in) at 11.74 ft = -0.359 L/D = 778 Post Comp load (in) at 11.74 ft = -0.373 LID = 748 Net Total load (in) at 11.74 ft = -0.668 L/D = 417 N 100000000000 00000000000 00000000000 .-0000000000 -Nov W (OD-OwS 3 a a 66228 ' 00000 9Y 88888 00000 8I 8$888 pppDa MP g/ W N fO w 33333 1 1 3 N 0 e 0 *-00.•00 0 2 i a 2 00000. 0 0 000 00000 00000 00000 00 0 0 00000 Cr 52ggg �- eocoo 5T 4.1$$$ tigtimm M hegg8 gg671-x 00000000... " (8880 0080000 C i o e p G G O p O e p 8880000 ee0000 peedepoec 0 0 8828888 8, -00y M0 r -00-- a 0 0 RAM Advanse File : M5-8 Cont EQ ONLY.AVW Condition: II -Live load Analysis (lst order) Date: 9/8/2006 4:03:06 PM M*I Y juI N2 N4 N4 NS N1:N5 N7 NR N9 N10 RAM Advanse File : MB -8 Cont_EQ ONLY.AVVV Condition: Il=W Live load Analysis (1st order) Date: 9/8/2006 4:03:25 PM Mr Y Z X MB -8.4 MB -8B MB -BC MB -BD MB -8E Self weight multipliers for load conditions 1 • 1' 1 yB N W m R 63,41 a u E 5-.175V, 888$ EE▪ •- OOaa A K g US8 8888 a oopo RAM Advanse = O (esea peq . p vopeulgwna peal 01.) Oglnulgwoa Null] $111011W4103 Peq l! soyenl>ul Load conditions fl s a w !s I m ; m 8 11 41 'O IC 13 R EgIS 0 0` 0 ti=QUI } U s a. Distributed force on members # ".F I0888Sgrn$4 • r r .. N r - - M r • ' p p o o p O O O p O O O « _ 1888.88E8888$8 m 1 p C O C m O A b G A m A a N N m'wNnn n+�r+n a m8y pp e+r r-r.tini- ? J I m m . m m • • p O � O C j1 n �^.N��/IN [9 rim r1'1 • f I m m m o m m E E? E 5 o i»r>rrrrr}ra E E O 1 j -Nnw in,Nnr n } t p �LL Rg b a 8 5 W ; W X a �.X Z8 Ko a •$ jit H cr R $ w sv w is 0 ww wrn EB } R4 <c 0. 0 0 4 6 1 4 SSS S ogggfg 666016 6e to uu$is 0 6 0 0 } 0 §§g§12 gm 4 S 00001 660010 I .. do imp I� (v.] N g q, I $ g g ; g :gig do i 4 1111111111$ 1 60666666666 a 11111$11111 g 8 O c 4 b 4 0 m 6 0 o 88$8181881 g 60660,000606 6 6 6 6 6 6 6 0 6 4 4 6 m taX g f ;42 _ ncO CO N N E34.5 N b s E 11111111111 Te6666660066 0 0 U N n 41 g n q m R E tft Analysts Results 0 0 n n t $ �Eo &S Soo 1S$ 00000000000! 6 6666066666016 11 660066caod6i0 LLI 111111111111/ 6000660060610 I 1 4 N_ `v VC IZ, g 7 +l c N 0 ��g k W 1/11111111111 01I 6 4 4 6 4 0 6 d 4 0 4, II o F0. 1 111111 00=00000000 11111&11111 0.......... 11111111111 60606006600 11111111111 1sg�g .1111166666 1 1111111 • 66e;;166,60 1181111 ., d6d6666 g 1111111 G G o 6 0 0 D 6 n N4 0 CP m @ry M a Wv n f r N :='$AAnit';W o 2:000=0000001111111111 6 6 3 U-Nmv.mtiwm:R7: 0 it= oris .6 o' 1111111 6606:16 7 1 (3.-r40000, 0 e E S 88888 00000 e 4g 88888 00000 8? 88888 o p p o 0 VIM 1 0 0 0 1 N m N d Mit 00 Dom N 0 c J 00000 P O t 1 00000 00000 00000 00000 00000 00000 N 0 4 0 C 0 • 0 0 U 8888 e d o o 8888 O o 4 8888 6c:66 5888 0 Poo. u 0 8888 0000 g 8$88 0.0. 5I 8888 ANfes 1 .-Nn. 00 y y n 0 z N F 00000000000. $8888888888 00000000006 8$8$8888888;i e00n000voo0l "g 888888888803 i N n t wl m N W eq9, -1 Rostrainfs RAID Advanse File : MB -9 Cant EQ ONLY.AVW Condition: dI=Dead load Analysis (1st order) Date: 91812006 4:26:47 PM ! Ni N7 N7 NsN3 N4 N N1r! N5 N: RAM Advanse File : MB-9_Cont_EQ ONLY.AWV Condition: dl=Dead load Y x MB -9A lavu Analysis (1st order) Date: 9!8/2006 4:26:25 PM MB -9B MB -9C MB -9D MB -9E Concentrated forces on members Self weight multipliers for Load conditions 888 a 6666 a .-} 8588 ) p a pG O ! 6666 p 0 0 0 5 a 00.-. U >iF 8888 E" 6666 6 0 6 888 6666 8888 1 C o G u 5.6a RAM Advarise : K: J ohrs Deportment Store - 2007 - FalOOCalculallon5Vnnovallon Pralalype - 2F & FRWlezzsnlne49L eidended MB -e Cont EQ 2 a IR W to w 1 Indicates!! land txndilion is n kind conobin00on (S= bad cemhinslion. 0 - land nnee) 1 V Load conditions 21 - 88 66 X 88 E. 6. - 80 �R ice ts188 66 1{ I7 ti 88 66 8 $ to O o z J 0 v Distributed force on members e - 0 0-,-, o888S8888888 S 828$88S88M gl r, Condition Member Uirl 000000000000 888888888588 co�0000amoen ..1- N N 2qN m 0 0 0 0 0 �� N f�f n ri M n 1131 1111111 1 a h a Poe a O 00000406 1111111 ;66646666 dN u rnt tYStS lte:ultS • 1111111 66666-66 1 I11!WWg g 1111111 6 0 6 a o d e d P o d a d d 6 6 11111111 @°°odea o WWWW I 1 O P g 0 0 0 q 1111111 1 1 1 000000 6666666 d g�n+ss en��EWg mmNN MAI! 1 4gmct NL gyri r;s$tm,"g g A 1 11111111 1 11111111 3 P P g O d G a P 20000006 y!Y a = U. - N n r N M 7 N M p p 1111111 6 6 6 6 0 6000000 016 HEM g 1 1111111 0 dgaaaaa N TION RA11O IN DESCRIPTUCMB-80 c e8 0 0 6 0 Y n ? g 2 i r 0 Fro RAAA Advanse Steel Code Check MAX. INTERACTION RATIO IN DESCRIPTIONS -8A H 0 LL e a MAX. INTERACTION RATIO IN DESCRIPTICMB-91 i78 11'6 fN i2 !T8 i Y M Y N I c]r n q g rri 1 O 2 it 0 - N 0 • x 2 a r 00 00 00 00 00 00 0 0 3 0 e 0 - N 3s 5! 3S 00 S8 00 88 Y 0'6 Y p p 91 88 M[V h N E 0 r H 0 0 " �yXr RN2N ��(( vr�ppyy�� �./ sa UUQj Q866642..-, Ja 1K C G F r ! 1 0 0 0 0 0 M £ Nr 8888,1 e O e O >� 88888 0g8gE N a8888 m O N N a eY 0000 0000 0000 0000 FAM Advanse File : MB -10 Cont.AVVV Condition: dl=Dead load Y 2 Analysis (1st order) Date: 9/8/2006 3:15:12 PM Ni1,16 N2 N3 %I-5 N4 RAM Advance File : MB-10_Cont.AWV Condition: di=Dead load Y Z x Analysis (1st order) Date: 9/8/2006 3:15:34 PM MB -10A MB -10B Concentrated forces on members 100.1 21I Self weight multipliers for Toad conditions ■ cri ) RMI Advanse \ 0 Load conditions 0 k Load on nodes §{ Distributed force on members e l0o..o0-- II■0098@■ ;m.s-,22$§ s■ ! , 1c00.0.0.1 EI aam • °2■" R■0 |,,. am,mm2@Rg " --,w „ A ■ 0 ƒ Rim RAM Advanse File : K:1Koht's Department Store - 2007 - Fall\CalculationsUnnovation Prototype - 2F & FRIMezzanine\BL extended\MB-10_Cont.AWV Units system : English Date : 9/8/2006 3:16:21 PM Steil Cede Cheek Design by group for controlling Toad condition Design code A S D CODE CHECK MAX. INTERACTION RATIO PER DESCRIPTION REL.F = Bending stress ratio (if rel.f=NPC, it is not possible to calculate) S.Ratio = Shear interaction ratio Stat.b = Station where max. BRatio occurs Stat.v = Station where max. S.Ratio occurs NOTE.- Non -steel members are not printed Important.- Maximum values will only be computed from graphically selected elements MAX. INTERACTION RATIO IN DESCRIPTIOIMB-10A OCCURS AT MEMBER SECTION OCCURS FOR CONDITION DESIGN STATUS : 1 : W 16x57 : C2=d1+II : OK B.RATIO 0.92 S.RATIO 0.39 Eqn H2-1 Eqn F4 STAT.B [in] 205.50 STAT.V [in] 205.50 Axial [Kip] M33 [Kip*in] M22 [Kip*in] 0.00 -2400.56 0.00 V2 [Kip] V3 [Kip] Tor [Kip*in] -54.84 0.00 0.00 MAX. INTERACTION RATIO IN DESCRIPTIOIMB-10B OCCURS AT MEMBER SECTION OCCURS FOR CONDITION DESIGN STATUS : 2 : W12x26 : C2=d1+1f : OK B.RATIO 0.77 S.RATIO 0.42 Eqn H2-1 Eqn F4 STAT.B [in] 65.00 STAT.V [in] 0.00 Axial [Kip] M33 [Kip*in] M22 [Kip*in] 0.00 772.82 0.00 V2 [Kip] V3 [Kip] Tor [Kip*In] -23.78 0.00 0.00 Pagel ititm RAM Advanse File : K:1Kohl's Department Store - 2007 - FallRCalculationsllnnovation Prototype - 2F & FR1MezzaninelBL extended\MB-10_Cont.AVW Units system : English Date : 9/8/2006 3:16:34 PM Analysis Results Reactions h4o Node My Y G�+x Direction of positive forces and moments Forces rKiol Moments (KID*inl FX FY FZ MX MY MZ Condition dIriDead load 1 0.00000 10.13572 0.00000 0.00000 0.00000 0.00000 2 0.00000 30.05375 0.00000 0.00000 0.00000 0.00000 3 0.00000 25.46553 0.00000 0.00000 0.00000 0.00000 4 0.00000 6.82500 0.0000D 0.00000 0.00000 0.00000 SUM 0.00000 72.48000 0.00000 0.00000 0.00000 0.00000 Condition II=Live load 1 0.00000 25.18662 0.00000 0.00000 0.00000 0.00000 2 0.00000 74.81769 0.00000 0.00000 0.00000 0.00000 3 0.00000 63.43152 0.00000 0.00000 0.00000 0.00000 4 0.00000 16.95417 0.00000 0.00000 0.00000 0.00000 SUM 0.00000 180.39000 0.00000 0.00000 0.00000 0.00000 Condition C1=d1 1 0.00000 10.13572 0.00000 0.00000 0.00000 0.00000 2 0.00000 30.05375 0.00000 0.00000 0.00000 0.00000 3 0.00000 25.46553 0.00000 0.00000 0.00000 0.00000 4 0.00000 6.82500 0.00000 0.00000 0.00000 0.00000 SUM 0.00000 72.48000 0.00000 0.00000 0.00000 0.00000 Condition C2=d1+I1 1 0.00000 35.32235 0.00000 0.00000 0.00000 0.00000 2 0.00000 104.87144 0.00000 0.00000 0.00000 0.00000 3 0.00000 88.89705 0.00000 0.00000 0.00000 0.00000 4 0.00000 23.77917 0.00000 0.00000 0.00000 0.00000 SUM 0.00000 252.87000 0.00000 0.00000 0.00000 0.00000 Pagel Gravity Beam Design RAM SBeam v3.0.1 KDS - +1 BL Mezz - MB -1 (EQ only) Licensed to: Ambrose Engineering, Inc. rvin 09/08/06 14:59:( STEEL CODE: ASD 9th Ed. SPAN INFORMATION (ft): I -End (0.00,0.00) J -End (27.17,0.00) Maximum Depth Limitation specified = 19.00 in Beam Size (User Selected) = W16X36 Total Beam Length (ft) = 27.17 Cantilever on Left (ft) = 0.50 Distance to Adjacent Beam on Left (ft) = 6.0 Distance to Adjacent Beam on Right (ft) = 4.7 COMPOSITE PROPERTIES (Not Shored): Concrete thickness (in) Unit weight concrete (pcf) fc (ksi) Decking Orientation Decking type beff (in) = 64.02 Self (in3) - 71.18 Ieff (in4) - 894.20 Stud length (in) = 3.00 Stud Capacity (kips) q = 11.3 # of studs: Full = 49 Partial = 12 Actual = 16 Number of Stud Rows = 1 Percent of Full Composite Action = 29.86 Top flange braced by decking. LINE LOADS (k/ft): Load Dist (ft) DL CDL LL CLL 1 0.000 0.036 0.036 0.000 0.000 0.500. 0.036 0.036 0.000 0.000 2 0.000 0.270 0.240 0.670 0.000 0.500 0.270 0.240 0.670 0.000 3 0.500 0.036 0.036 0.000 0.000 27.170 0.036 0.036 0.000 0.000 4 0.500 0.270 0.240 0.670 0.000 27.170 0.270 0.240 0.670 0.000 Left 2.50 145.00 4.00 parallel VULCRAFT 1.5 VL Y bar(in) Str (in3) Itr (in4) Stud diam (in) Fy = 50.0 ksi Right 2.50 145.00 4.00 parallel VULCRAFT 1.5VL = 15.17 83.36 1264.53 = 0.75 SHEAR: Max V (DL+LL) = 13.02 kips MOMENTS: Span Cond Left Center PreCmp- Max - PreCmp+ PreCmp- Max + Mmax/Seff Mconst/Sx+Mpost/Seff Moment kip -ft -0.0 -0.1 24.5 -0.0 86.8 fv = 2.78 ksi Fv = 20.00 ksi rt Lb Cb Tension Flange ft ft fb Fb 0.5 0.5 1.00 0.01 33.00 0.5 0.5 1.00 0.03 33.00 13.8 26.7 1.00 5.21 30.00 0.5 26.7 1.75 0.01 30.00 13.8 14.63 15.70 33.00 45.00 Conipr Flange fb Fb 0.01 33.00 0.03 33.00 5.21 7.09 0.01 12.40 RAM ETNA Gravity Beam Design RAM SBeam v3.0.1 KDS- BL Mezz - MB -1 (EQ only) Licensed to: Atnbrose Engineering, Inc. Page 2, 09/08/06 14:59:0 kip -ft ft ft fb Fb fb _ ,b Max - -0.1 0.5 26.7 1.75 0.03 30.00 0.03 12.40 Controlling 24.5 13.8 26.7 1.00 --- 5.21 7.09 fc (ksi) = 0.35 Fc = 1.80 REACTIONS (kips): Initial reaction DL reaction Max +LL reaction Max -LL reaction Max +total reaction Left Right 3.82 3.68 4.24 4.08 9.27 8.93 0.00 -0.00 13.51 13.01 DEFLECTIONS: Left cantilever: Init load (in) = 0.014 LTD = 828 Neg Live load (in) — 0.018 L/D = 680 Neg Post Comp load (in) = 0.018 LID = 651 Neg Total load (in) — 0.033 L/D = 364 Center span: Initial load (in) at 13.84 ft = -0.242 L/D = 1324 Live load (in) at 13.84 ft = -0.294 L/D = 1088 Post Comp load (in) at 13.84 ft = -0.307 L/D = 1042 Net Total load (in) at 13,84 ft = -0.549 LID = 583 RAM Gravity Beam Design 1411 RAM SBeam v3.0.1 KDS- BL Mezz - MB -t (EQ only) Licensed to: Ambrose Engineering, Inc. 09/08/06 15:01:1 STEEL CODE: ASD 9th Ed. SPAN INFORMATION (ft): 1 -End (0.00,0.00) J -End (23.25,0.00) Maximum Depth Limitation specified = 19.00 in Beam Size (User Selected) = W 16X31 Total Beam Length (ft) = 23.25 Distance to Adjacent Beam on Left (ft) = 6.0 Distance to Adjacent Beam on Right (ft) = 4.7 COMPOSITE PROPERTIES Concrete thickness (in) Unit weight concrete (pcf) fc (ksi) Decking Orientation Decking type beff (in) = Seff (in3) Ieff (in4) Stud length (in) = (Not Shored): 62.89 62.62 836.20 3.00 Left 2.50 145.00 4.00 parallel VULCRAFT 1.SVL Y bar(in) Str (in3) Itr (in4) Stud diam (in) Fy = 50.0 ksi Right 2.50 145.00 4.00 parallel VULCRAFT 1.5VL = 15.45 71.70 1107.68 0.75 Stud Capacity (kips) q = 11.3 # of studs: Full = 42 Partial = 12 Actual = 16 Number of Stud Rows = 1 Percent of Full Composite Action = 39.62 Top flange braced by decking. LINE LOADS (k/ft): Load Dist (ft) DL CDL LL CLL 1 0.000 0.031 0.031 0.000 0.000 23.250 0.031 0.031 0.000 0.000 2 0.000 0.270 0.240 0.670 0.000 23.250 0.270 0.240 0.670 0.000 SHEAR: Max V (DL+LL) = 11.29 kips MOMENTS: Span Cond Moment kip -ft Center PreCmp+ 18.3 Max + 65.6 Mmax/Seff Mconst/Sx+Mpost/Seff Controlling fc (ksi) = 0.29 Fe REACTIONS (kips): Initial reaction DL reaction Max +LL reaction 18.3 1.80 fv = 2.73 ksi Fir =19.67 ksi Lb Cb ft ft 23.3 1.00 11.6 11.6 11.6 23.3 1.00 Left Right 3.15 3.15 3.50 3.50 7.79 7.79 Tension Flange fb Fb 4.66 30.00 12.57 33.00 13.72 45.00 Compr Flange fb Fb 4.66 6.58 4.66 6.58 Gravity Beam Design Fil RAM SBeam v3.0.1 KDS- RAM BL Mezz - MB -(EQ only) NreENArow Licensed to: Ambrose Engineering, Inc. too Page 09/08/06 15:01:1 Left Right Max +total reaction 11.29 11.29 DEFLECTIONS: Initial load (in) at 11.63 ft = -0.164 LID = 1702 Live load (in) at 11.63 ft = -0.182 L/D = 1536 Post Comp load (in) at 11.63 ft = -0.190 L/D = 1470 Net Total load (in) at 11.63 ft = -0.354 LID = 789 C-- 0— - — - 0-- CD- 0- o- - 0— — - Cf) 0 Qt, 0 0 90.1a/Oi - 11M13.:1/M311.38 NVld 1,103 MINDid ; lttj Iret 'NEC 0 --0 H - - - C•• ,111 . I . 1 - el a 1 ii II ---:M- -, •• 0 --0 Ambrose Engineering, Inc. W66 N215 Commerce Ct. Cedarburg, WI 53012 Phone 262-377-7602 Fax 262-377-4868 JOB TITLE KDS Innovation Prototype - BL JOB NO. CALCULATED BY CHECKED BY Drift - Back Parapet SHEET NO. DATE DATE 14. VII. Snow Loads - Flat, Gable & HID Roofs Only : Roof slope = Horiz. eave to ridge dist (W)- Roof W)=Roof length parallel to ridge (L) = Type of Roof Ground Snow Load Pg = Importance Category = Importance Factor 1 = Thermal Factor Ct = Exposure Factor Ce = 1.2 deg 124.3 ft 320.7 ft Monoslope 25.0 psf 1.0 1.00 1.0 Pf = 0.7*Ce*Ct*I*Pg = 17.5 psf Pf min = 20.0 psf Flat Roof Snow Load Pf = Rain on Snow Surcharge = Unobstructed Slippery Surface (per Section 7.4) = Sloped -roof Factor Cs = Design Roof Snow load Building Official Minimum 20.0 psf 0.0psf no 1.00 = 20.0 psf ("balanced" snow load) 20.0 psf Leeward Snow Drifts - from adiaeent higher roof Upper roof length lu = 0.0 ft Projection height h = 0.0 ft Building separation s = 0.0 ft Adjacent structure factor 1.00 Snow density y = 17.3 pcf Balanced snow height hb = 1.16 ft hc = -1.16 ft hc/hb = -1.0 Therefore, no drift Drift height Drift width Surcharge load: pd = y*hd = hd = w = 0.00 ft -9.28 ft 0.0 psf NOTE: Alternate spans of continuous beams and other areas shall be loaded with half the design roof snow Toad so as to produce the greatest possible effect - see code. Windward Snow Drifts - Against walls, parapets, etc more than 15' lona Building roof length Projection height Snow density Balanced snow height hc/hb = 5.3 lu = 247.7 ft h = 7.3 ft y = 17.3pcf hb = 1.16 ft hc = 6.17 ft Therefore, design for drift Drift height . hd = 3.80 ft Drift width w = 15.20 ft Surcharge load: pd = y*hd = 65.6 psf w Exposure Factor, Ce Terrain Exposure of roof Fully Partially Sheltered Above treeline Alaska -no trees A 13 C D n/a 0.9 0.9 0.8 0.7 0.7 1.1 1.0 I.0 0.9 0.8 0.8 1.3 1.2 1.1 1.0 n/a n/a = 20.0 psf ("balanced" snow load) 20.0 psf Leeward Snow Drifts - from adiaeent higher roof Upper roof length lu = 0.0 ft Projection height h = 0.0 ft Building separation s = 0.0 ft Adjacent structure factor 1.00 Snow density y = 17.3 pcf Balanced snow height hb = 1.16 ft hc = -1.16 ft hc/hb = -1.0 Therefore, no drift Drift height Drift width Surcharge load: pd = y*hd = hd = w = 0.00 ft -9.28 ft 0.0 psf NOTE: Alternate spans of continuous beams and other areas shall be loaded with half the design roof snow Toad so as to produce the greatest possible effect - see code. Windward Snow Drifts - Against walls, parapets, etc more than 15' lona Building roof length Projection height Snow density Balanced snow height hc/hb = 5.3 lu = 247.7 ft h = 7.3 ft y = 17.3pcf hb = 1.16 ft hc = 6.17 ft Therefore, design for drift Drift height . hd = 3.80 ft Drift width w = 15.20 ft Surcharge load: pd = y*hd = 65.6 psf w Ambrose Engineering, Inc. W66 N2I5 Commerce Ctt. Cedarburg, WI 53012 Phone 262-377-7602 Fax 262-377-4868 JOB TITLE KDS Innovation Prototype - BL Drift - At Mezz JOB NO. SHEET NO. CALCULATED BY DATE CHECKED BY DATE VII. Snow Loads - Ffat, Gable & Hip Roofs Only : Roof slope = 1.2 deg Iioriz. eave to ridge dist (W) = 124.3 ft Roof length parallel to ridge (L) = 320.7 ft Type of Roof Ground Snow Load Pg = Importance Category = Importance Factor I = Thermal Factor Ct = Exposure Factor Ce = Monosfope 25.0 psf 1.0 1.00 1.0 Pf= 0.7*Ce*Ct*1*Pg = 17.5 psf Pf min = 20.Opsf Flat Roof Snow Load Pf = 20.0 psf Rain on Snow Surcharge = 0.0 psf Unobstructed Slippery Surface (per Section 7.4) = no Sloped -roof Factor Cs = 1.00 Design Roof Snow load Building Official Minimum ▪ 20.0 psf ("balanced" snow load) • 20.0 psf Leeward Snow Drifts - from adjacent higher roof Upper roof length lu Projection height h = Building separation s Adjacent structure factor Snow density Balanced snow height hc/hb = 8.0 Drift height Drift width Surcharge load: 51.5 ft 10.4 ft 0.0 ft 1.00 y = 17.3pcf hb = 1.1611 he = 9.26 ft Therefore, design for drift hd = w = pd = y*hd 2.3911 9.56 ft 41.2 psf NOTE: Alternate spans of continuous beams and other areas shall be loaded with half the design roof snow Toad so as to produce the greatest possible effect - see code. Balanced Snow toad Windward Snow Drifts - Against walls parapets. etc more than 15 long Building roof length lu = 246.7 ft Projection height h = 7.3 ft Snow density y = 17.3 pcf Balanced snow height hb = 1.16 ft he = 6.17 ft helhb = 5.3 Therefore, design for drift Drift height hd = Drift width w = Surcharge load: pd = y*hd = 3.79 ft 15.18 ft 65.5 psf w Exposure Factor, Ce Terrain Exposure of roof Fully Partially Sheltered A n/a 1.1 1.3 B 0.9 1.0 1,2 C 0.9 1.0 1.1 D 0.8 0.9 LO Above treeline 0.7 0.8 n/a Alaska -no trees 0.7 0.8 n/a ▪ 20.0 psf ("balanced" snow load) • 20.0 psf Leeward Snow Drifts - from adjacent higher roof Upper roof length lu Projection height h = Building separation s Adjacent structure factor Snow density Balanced snow height hc/hb = 8.0 Drift height Drift width Surcharge load: 51.5 ft 10.4 ft 0.0 ft 1.00 y = 17.3pcf hb = 1.1611 he = 9.26 ft Therefore, design for drift hd = w = pd = y*hd 2.3911 9.56 ft 41.2 psf NOTE: Alternate spans of continuous beams and other areas shall be loaded with half the design roof snow Toad so as to produce the greatest possible effect - see code. Balanced Snow toad Windward Snow Drifts - Against walls parapets. etc more than 15 long Building roof length lu = 246.7 ft Projection height h = 7.3 ft Snow density y = 17.3 pcf Balanced snow height hb = 1.16 ft he = 6.17 ft helhb = 5.3 Therefore, design for drift Drift height hd = Drift width w = Surcharge load: pd = y*hd = 3.79 ft 15.18 ft 65.5 psf w Ambrose Engineering, Inc. W66 N215 Commerce Ct. Cedarburg, WI 53012 Phone 262-377-7602 Fax 262-377-4868 JOB TITLE KDS Innovation Prototype - Bl, Drift - Side Parapet JOB NO. SHEET NO. CALCULATED BY DATE CHECKED BY DATE VII. Snow Loads - Flat, Gable & Hip Roofs Only : Roof slope = 1.2 deg Horiz. eave to ridge dist (W)= 124.3 it Roof length parallel to ridge (L) = 320.7 ft Type of Roof Monoslope Ground Snow Load Pg = 25.0 psf Importance Category - I Importance Factor I = Thermal Factor Ct = Exposure Factor Ce = Pf = 0.7*Ce*Ct*I*Pg 1.0 1.00 1.0 = 17,5 psf Pf min = 20,0 psf Flat Roof Snow Load Pf = Rain on Snow Surcharge Unobstructed Slippery Surface (per Section 7.4) = Sloped -roof Factor Cs = Design Roof Snow load Building Official Minimum Leeward Snow Drifts - from adjacent higher roof Upper roof length lu = Projection height h = Building separation s = Adjacent structure factor Snow density y = Balanced snow height hb = he = hc/hb = -1,0 Therefore, Drift height Drift width Surcharge load: hd = w = pd = y*hd = 20,0 psf 0.0 psf no 1.00 20.0 psf ("balanced" snow load) 20.0 psf 0.0 ft 0.0 ft 0.0 ft 1.00 17.3 pcf 1.16 ft -I.16 ft no drift 0.00 ft -9.28 ft 0.0 psf NOTE: Alternate spans of continuous beams and other areas shall be loaded with half the design roof snow load so as to produce the greatest possible effect - see code. Windward Snow Dr'fts - Against walls. parapets, etc more than 15' long Building roof length lu = 319.7 ft Projection height Snow density Balanced snow height hc/hb = 4.1 Drift height Drift width Surcharge load: h = 5.9 ft y = 17.3 pcf hb = 1.16 ft he = 4.76 ft Therefore, design for drift hd = w = pd = y*hd = 4.24 ft 16.95 ft 73.1 psf w Exposure Factor, Ce Terrain Exposure of roof Fully Partially Sheltered Above treeline Alaska -no trees A B C D n/a 0.9 0.9 0.8 0.7 0.7 1.1 1.0 1.0 0.9 0.8 0.8 1.3 1.2 1.1 1.0 n/a n/a 20.0 psf ("balanced" snow load) 20.0 psf 0.0 ft 0.0 ft 0.0 ft 1.00 17.3 pcf 1.16 ft -I.16 ft no drift 0.00 ft -9.28 ft 0.0 psf NOTE: Alternate spans of continuous beams and other areas shall be loaded with half the design roof snow load so as to produce the greatest possible effect - see code. Windward Snow Dr'fts - Against walls. parapets, etc more than 15' long Building roof length lu = 319.7 ft Projection height Snow density Balanced snow height hc/hb = 4.1 Drift height Drift width Surcharge load: h = 5.9 ft y = 17.3 pcf hb = 1.16 ft he = 4.76 ft Therefore, design for drift hd = w = pd = y*hd = 4.24 ft 16.95 ft 73.1 psf w Ambrose Engineering, Inc. W66 N215 Commerce Ct. Cedarburg, WI 53012 Phone 262-377-7602 Fax 262-377-4868 JOB TITLE 1CDS Innovation Prototype - BL ,toe No. CALCULATED BY CHECKED BY Drift - Front parapet 25'-8" SHEET NO. DATE DATE VII. Snow Loads - Flat, Gable & Hip Roofs Only : Roof slope = 1.2 deg Horiz. cave to ridge dist (W) = 124.3 ft Roof length parallel to ridge (L) = 320.7 ft Type of Roof Ground Snow Load Pg = Importance Category Importance Factor 1 = Thermal Factor Ct = Exposure Factor Ce = Pf=0.7*Ce*Ct*1*Pg Pf min Flat Roof Snow Load Rain on Snow Surcharge Unobstructed Slippery Surface (per Section 7.4) = Sloped -roof Factor Cs = Pf = Design Roof Snow load Building Official Minimum Monoslope 25.0 psf 1.0 1.00 1.0 17.5 psf 20.0 psf 20.0 psf 0.0 psf no 1.00 = 20.0 psf ("balanced" snow load) = 20.0 psf Leeward Snow Drifts - from adiacent higher roof Upper roof length Projection height Building separation Adjacent structure factor Snow density Balanced snow height hc/hb = -1.0 Drift height Drift width Surcharge load: lu = 0.0 ft h = 0.Oft s = 0.0 ft 1.00 = 17.3 pcf hb = 1.16 ft he = -1.16ft Therefore, no drift pd yhd= hd = W= 0.00 ft -9.28 ft 0.0 psf NOTE: Alternate spans of continuous beams and other areas shall be loaded with half the design roof snow load so as to produce the greatest possible effect - see code. Balanced Snow Land Windward Snow Drifts - Against walls, parapets. etc more than 15' long Building roof length Iu = 247.7 ft Projection height h = 3.3 ft Snow density y = 17.3 pcf Balanced snow height hb = 1.16 ft he = 2.17 ft hc/hb = 1.9 Therefore, design for drift Drift height Drift width Surcharge load: pd - y*hd = hd = w = 2.17 ft 17.39 ft 37.5 psf w Exposure Factor, Ce Terrain Exposure of roof Fully Partially Sheltered A n/a 1.1 1.3 B 0.9 1.0 1.2 C 0.9 1.0 1,1 D 0,8 0.9 1.0 Above treeline 0.7 0.8 n/a Alaska -no trees 0.7 0.8 n/a = 20.0 psf ("balanced" snow load) = 20.0 psf Leeward Snow Drifts - from adiacent higher roof Upper roof length Projection height Building separation Adjacent structure factor Snow density Balanced snow height hc/hb = -1.0 Drift height Drift width Surcharge load: lu = 0.0 ft h = 0.Oft s = 0.0 ft 1.00 = 17.3 pcf hb = 1.16 ft he = -1.16ft Therefore, no drift pd yhd= hd = W= 0.00 ft -9.28 ft 0.0 psf NOTE: Alternate spans of continuous beams and other areas shall be loaded with half the design roof snow load so as to produce the greatest possible effect - see code. Balanced Snow Land Windward Snow Drifts - Against walls, parapets. etc more than 15' long Building roof length Iu = 247.7 ft Projection height h = 3.3 ft Snow density y = 17.3 pcf Balanced snow height hb = 1.16 ft he = 2.17 ft hc/hb = 1.9 Therefore, design for drift Drift height Drift width Surcharge load: pd - y*hd = hd = w = 2.17 ft 17.39 ft 37.5 psf w Ambrose Engineering, Inc. W66 N215 Commerce Ct. Cedarburg, WI 53012 Phone 262-377-7602 Fax 262-377-4868 JOB TITLE KDS Innovation Prototype - BL JOB NO. CALCULATED BY CHECKED BY Drift - Front Parapet 29'-8' SHEET NO. DATE DATE VII. Snow Loads - Flat, Gable & Hip Roofs Only : Roof slope = Horiz. eave to ridge dist (W)= Roof length parallel to ridge (L)= Type of Roof Ground Snow Load Importance Category Importance Factor Thermal Factor Exposure Factor Pf= 0.7*Ce*Ct*l*Pg Pf min Pg = I= Ct = Ce = 1.2 deg 124.3 ft 320.7 ft Monoslope 25.0 psf 1.0 1.00 1.0 -• 17.5 psf 20.0 psf Flat Roof Snow Load Pf = 20.0 psf Rain on Snow Surcharge = 0.0 psf Unobstructed Slippery Surface (per Section 7.4) = no Sloped -roof Factor Cs = 1.00 Design Roof Snow load Building Official Minimum 20.0 psf ("balanced" snow load) = 20.0 psf Leeward Snow Drifts - from adjacent higher roof Upper roof length Projection height Building separation Adjacent structure factor Snow density Balanced snow height hc/hb = -1.0 Drift height Drift width Surcharge load: lu = 0.0 ft h = 0.Oft s = 0.0 ft 1.00 y= 17.3pcf hb = 1.16 ft he = -1.16 ft Therefore, no drift pd = y*hd = hd = W= 0.00 ft -9.28 ft 0.0 psf NOTE: Alternate spans of continuous beams and other areas shall be loaded with half the design roof snow load so as to produce the greatest possible effect - see code. Windward Snow Drifts - Aaainst walls. oaraoets, etc more than 15' long Building roof length Projection height Snow density Balanced snow height lu = h= 7 = hb = he = 254.3 ft 7.4 ft 17.3 pcf 1.16 ft 6.22 ft hc/hb = 5.4 Therefore, design for drift Drift height hd = 3.84 ft Drift width w = 15.38 ft Surcharge load: pd = y*hd = 66.3 psf w Exposure Factor, Ce Terrain Exposure of roof Fully Partially Sheltered Above treeline Alaska -no trees A B C D n/a 0.9 0.9 0.8 0.7 0.7 1.1 1.0 1.0 0.9 0.8 0.8 L3 1.2 1.1 1.0 n/a n/a 20.0 psf ("balanced" snow load) = 20.0 psf Leeward Snow Drifts - from adjacent higher roof Upper roof length Projection height Building separation Adjacent structure factor Snow density Balanced snow height hc/hb = -1.0 Drift height Drift width Surcharge load: lu = 0.0 ft h = 0.Oft s = 0.0 ft 1.00 y= 17.3pcf hb = 1.16 ft he = -1.16 ft Therefore, no drift pd = y*hd = hd = W= 0.00 ft -9.28 ft 0.0 psf NOTE: Alternate spans of continuous beams and other areas shall be loaded with half the design roof snow load so as to produce the greatest possible effect - see code. Windward Snow Drifts - Aaainst walls. oaraoets, etc more than 15' long Building roof length Projection height Snow density Balanced snow height lu = h= 7 = hb = he = 254.3 ft 7.4 ft 17.3 pcf 1.16 ft 6.22 ft hc/hb = 5.4 Therefore, design for drift Drift height hd = 3.84 ft Drift width w = 15.38 ft Surcharge load: pd = y*hd = 66.3 psf w Ambrose Engineering, Inc. W66 N215 Commerce Ct. Cedarburg, WI 53012 Phone 262-377-7602 Fax 262-377-4868 JOB TITLE KDS Innovation Prototype - BL JOB NO. CALCULATED BY CHECKED BY Drift - Front parapet 25-8" Middle SHEET NO. DATE DATE VII. Snow Loads - Flat, Gable & Hip Roofs Only : Roof slope = 1.2 deg Horiz cave to ridge dist (W)= 124.3 ft Roof length parallel to ridge (L) = 320.7 ft Type of Roof Ground Snow Load Importance Category Importance Factor Thermal Factor Exposure Factor Pf = 0.7*Ce*Ct*I*Pg Pf min Pg I = Ct = Ce = Monoslope 25.0 psf 1.0 1.00 1.0 • 17.5 psf 20.0 psf Flat Roof Snow Load Pf = 20.0 psf Rain on Snow Surcharge = 0.0 psf Unobstructed Slippery Surface (per Section 7.4) = no Sloped -roof Factor Cs = 1.00 Design Roof Snow Toad ▪ 20.0 psf ("balanced" snow load) Building Official Minimum - 20.0 psf Leeward Snow Drifts - from adiacent higher roof Upper roof length Iu = Projection height h = Building separation s = Adjacent structure factor Snow density Balanced snow height hc/hb = -1.0 Drift height Drift width Surcharge load: y= hb = he = Therefore, pd = y*hd hd w = 0.0 ft 0.0 ft 0.0 ft 1.00 17.3 pcf 1.1611 -1.16 ft no drift 0.00 ft -9.28 ft 0.0 psf Lu NOTE: Alternate spans of continuous beams and other areas shall be loaded with half the design roof snow load so as to produce the greatest possible effect - see code. Windward Snow Drifts - Against walls, parapets. etc more than 15' long Building roof length Iu = 258.5 ft Projection height h = 3.1 ft Snow density y = 17.3 pcf Balanced snow height hb = 1.16 ft hc/hb = 1.7 Drift height Drift width Surcharge load: he = I.92 ft Therefore, design for drift pd = y*hd = hd w = 1.92 ft 15.3911 33.2 psf t g ft• Balanced Snow Load w Exposure Factor, Ce Terrain Exposure of roof Fully Partially Sheltered A n/a 1.1 1.3 B 0.9 1.0 1.2 C 0.9 1.0 1.1 D 0.8 0.9 1.0 Above treeline 0.7 0.8 n/a Alaska -no trees 0.7 0.8 n/a ▪ 20.0 psf ("balanced" snow load) Building Official Minimum - 20.0 psf Leeward Snow Drifts - from adiacent higher roof Upper roof length Iu = Projection height h = Building separation s = Adjacent structure factor Snow density Balanced snow height hc/hb = -1.0 Drift height Drift width Surcharge load: y= hb = he = Therefore, pd = y*hd hd w = 0.0 ft 0.0 ft 0.0 ft 1.00 17.3 pcf 1.1611 -1.16 ft no drift 0.00 ft -9.28 ft 0.0 psf Lu NOTE: Alternate spans of continuous beams and other areas shall be loaded with half the design roof snow load so as to produce the greatest possible effect - see code. Windward Snow Drifts - Against walls, parapets. etc more than 15' long Building roof length Iu = 258.5 ft Projection height h = 3.1 ft Snow density y = 17.3 pcf Balanced snow height hb = 1.16 ft hc/hb = 1.7 Drift height Drift width Surcharge load: he = I.92 ft Therefore, design for drift pd = y*hd = hd w = 1.92 ft 15.3911 33.2 psf t g ft• Balanced Snow Load w L .. .K.... AMBROSE ENG NEERI G, !NC. 1 ,` 1, J 1 Job: Page: Job #: iy Date: By: Checked: ts T[ - 1~ St* r_''X'1J FLUQ J Pr ti Pz.6 )("33eYS 5 m, • 6a �r 67 K C XJ\) 4.x 1.5 B, BI, BA, BIA Maximum Sheet Length 42'-0 Extra Charge for Lengths Under 6'-0 Factory Mutual Approved (No. 00847.AM, 0G1A4.AM, and 3Y1A6.AM) " !CBO Approved (No.3415) r6"11 r_ 21/3., __ i B Bl 1-• 36" SECTION PROPERTIES Deck Type Design Thick. Weight (PSF) 1 in4/ft Sp in3/ft Sn in3lit Fy KSI Ptd. Gaiv. 824 0.0239 1.36 1.46 0.121 0.120 0.131 60 B22 0.0295 1.68 1.78 0.169 0.186 0.192 33 621 0.0329 1.87 1.97 0.192 0.213 0.221 33 B20 0.0358 2.04 2.14 0.212 0234 0.247 , 33 B19 0.0418 2.39 2.49 0253 0.277 0.289 33 B18 0.0474 2.72 2.82 0.292 0.318 0.327 33 816 0.0598 3.44 3.54 0.373 0.408 0.411 33 ACOUSTICAL INFORMATION Deck Tvae Absorption Coefficient 125 r 250 500 f 1000 2000 4000 Noise Reduction Coefficient" 1.5BA, 1.5BIA .11 .20 .63 1.04 .56 .36 .65 • Source: Riverbank Acoustical Laboratories -RAP* A94-185.. Test was conducted with 1.5 inches of 1.65 pcf fiberglass insulation on 3 inch EPS Plaza deck for the SD. VERTICAL LOADS FOR TYPE 1.5B Type B (wide rib) deck provides excellent structural bad carrying capacity per pound of steel utilized, and its nestable design eliminates the need for die - set ends. 1" or more rigid insulation is required for Type B deck. Acoustical deck (Type BA, BIA) is particularly suitable in structures such as auditoriums, schools, and theatres where sound control is desirable. Acoustic perforations are located in the vertical webs where the Toad carrying properties are negligibly affected (less than 5%). inert, non-organic glass fiber sound absorbing baits are placed in the rib openings to absorb up to 65% of the sound striking the deck. Batts are field installed and may require separation. No. of Spans Deck Type Max. SDI Const. Span Allowable Total (Dead + Live) Uniform Load (PSF) Span (ft. -in.) C. to C. of Support 5'-0 5'-6 6'-0 6'-6 7'-Q 7-6 8'-0 8'-6 9'-0 9'-6 10'-0 1 13 24 B 22 4'-8 5'-7 86 91 -'.. 52 '; '. - - 71,:^. ..: 42 ' ::-..5T'.: - :=--..35 - ,.. '. 47, - ..;,'30 :.._ - . -40 - .. '27... :..: 34- ' , ..: 24 30 ... 21. r.. -•--- 27 .. - . 20r -,: 24 •` 22 20.. , B 21 8 20 8 19 6'-0 6'-5 7'-1 104 '; 115. 139 , : 81- ` 89 . `' 107 -64 .,' 71 '.,. 85 . - X53 '.. . . 58 ' . 89 . .. .44:, ` .- 48 ' -.•$7' '. . .';,38 ...41 - ' "48. - 33. -; .:36 _..._ 41 29 ;- 31 .. ' 36 .,. 26 28'. 32 . .24 :, 25 29 22 23 26 B 18 1316 7'-8 8'-8 162:.. 206 -.' . 124 `'..157.. .._-123.-_. -98 - "", 79 - - _-,.99„-.-.-'.-:81- . :65 . - :- '.' .' 55 =_. 68':: : , 47 . -58.. : - 41 -. ...,_ 50-�._.--_44-._' . , 36- - 32 .-_ 39 - . 29 34 2 8 24 8 22 5'-10 6'-11 126 102 104 85 87 71 74 61 64 52 _55 . • 46 - 47 40 t: 41 35 - 32 ' 28 26 B 21 B 20 B 19 7-4 7-9 8'-5 118 132 154 97 109 127 82 91 107 70 78 91 60 67 79 52 59 69 46 51 60 41 46 53 36 41 48 33 36 43 29 33 39 3 18 B 16 9'-1 10'-3 174 219 144 181 121 152 103 130 89 112 78 97 68 86 60 76 54 68 48 61 44 55 3 B 24 8 22 5'-10 6'-11 .. 130 128 W0 106 79 89 -65 76 54 - 65 _.....45- _ 57 -- 3.9_-_ 50 34 - 44 , 31 39 . 27 34 25 _ 31 8 21 B 20 B 19 7'-4 7-9 8'-5 147 165 193 122 136 159 102 114 134 87 97 114 75 84 98 - -- _ 65 72 -- 84 - - 56 61 - - 71 -- - 49 53 - 61 42 46 53 -. .38 41 - 47 _ 34 36 _ . 41 5 18 818 9'-1 10'-3 218 274 180 226 151 190 129 162 111 140 96 - 119 81 . 100 69 _.. 85 60 73 52 64 46 56 Notes: 1. Load tables are calculated using sectional properties based on the steel design thickness shown in the Steel Deck Institute (501) Design Manual. 2. Loads shown in the shaded areas are governed by the live toad deflection not in excess of 11240 of the span. A dead load of 10 PSF has been included. 3. " Acoustical Deck is not covered under Factory Mutual Ambrose Engineering, Inc. Job: Kohl's Department Store — Tukwila, WA Page: Job #: 06-392 Date: 09-22-06 By: MB STEEL JOIST SPAN, LOADING & SIZE TABLE Of: JOIST MARK SPAN SPACING WEQ. (PLF) WALL. (PLF) SJI SIZE 3-1 40'-0 3/4" 5'-0" 283 297 28 K 7 J -1A 39'-8" 5'-0" 782k-in/7660# 846k-in/8000# 28 KCS 3 J -1B 39'-8" VARIES 275 297 28 K 7 J-2 38'-0" 5'-0" 200 205 24 K 4 J -2A 38'-0" 5'-0" 676k-in/5910# 720k-in/7200# 24 KCS 3 J -2B 38'-0" VARIES 275 281 24 K 7 J-3 27'-0" 5'-0" 200 252 18 K 3 J -3A 27'-0" 5'-0" 371k-in/4570# 395k-in/4700# 18 KCS 2 J -3B 27'-0" VARIES 275 281 20 K 3 J-4 40'-0" 5'-0" 200 208 24 K 5 J -4A 40'-0" 5'-0" 739k-in/6140# 1108k-in/8400# 24 KCS 4 J -4B 40'-0" VARIES 275 275 26 K 7 J-5 37'-4 3/4" 5'-0" 249 265 26 K 5 J -5A 37'-4 3/4" VARIES 275 289 26 K 6 J-6 40'-4" 5'-0" 570k-in/6600# (DL+SL only) SEE SPL. LOAD DIAGRAM 28 K SPL. 2 J-7 40'-4" 5'-0" 570k-in/6500# (DL+SL only) SEE SPL. LOAD DIAGRAM 28 K SPL. 1 J-8 48'-2 3/4" 5'-0" 223 228 28 K 8 J-9 49'-103/4" 5'-0" 200 211 26 K 9 J-10 49'-10 3/4" 5'-0" 964k-in/59054 1206k -1n18500# 26 KCS 4 * See Drift Snow Calculations on Sheet(s) STANDARD LOAD TABLE FOR OPEN WEB STEEL JOISTS, K -SERIES Based on a Maximum Allowable Tensile Stress of 30 ksi Adopted by the Steel Joist Institute November 4, 1985; Revised to May 1, 2000— Effective August 1, 2002 The black figures in the following table give the TOTAL safe uniformly distributed Toad -carrying capacities, in pounds per linear foot, of K -Series Steel Joists. The weight -of DEAD Toads, including the joists, must be deducted to determine the LIVE Toad -carrying capacities of the joists. Sloped par- allel -chord joists shall use span as defined by the length along the slope. The figures shown in RED in this load table are the LIVE Toads per linear foot of joist which will produce an approxi- mate deflection of 1/360 of the span. LIVE loads which will produce a deflection of 1/240 of the span may be obtained by multiplying the figures in RED by 1.5. In no case shall the TOTAL Toad capacity of the joists be exceeded. k%t The approximate joist weights per linear foot shown in these tables do not include accessories. The approximate moment of inertia of the joist, in inches` is; I. = 26.767(WLL)(L3)(10-8), where WLL = RED figure in the Load Table and L = (Span - .33) in feet. For the proper handling of concentrated and/or varying loads, see Section 5.5 in the Recommended Code of Stan- dard Practice for Steel Joists and Joist Girders. Where the joist span exceeds the unshaded area of the Load table, the row of bridging nearest the mid -span shall be diagonal bridging with bolted connections at the chords and intersections. STANDARD LOAD TABLE/OPEN WEB STEEL JOISTS, K -SERIES Based on a Maximum Allowable Tensile Stress of 30 ksi 'off Designation 8K1 10K1 12K1 12K3 12K5 14K1 14143 14144 141(8 16142 16143 16)44 16K5 16K6 16147 16K9 Depth (In.) 8 10 12 12 12 14 14 14 14 16 16 16 16 16 16 16 Approx. wt 5.1 5.0 5.0 5.7 7.1 5.2 6.0 6.7 7.7 5.5 6.3 7.0 7.5 B.1 a6 i0.0 Span (rt.1 Ir 8 550 550 9 550 550 10 550 480 550 550 11 532 377 550 542 12 • 444 268 550 455 550 550 550 550 550 550 13 377 225 479 363 550 510 550 510 550 510 -, 14 324 179 412 l 289 500 425 550 463 550 463 550 550 b50 550 550 550 550 550 1 81 145 234 k• 344 428 550 434 511 475 550 507 550 507 1 507 1. 46 119 192 11 i° _ 282 351 396 •r . I 390 i 467 VIP 467 550 467 i.+ 550 550 550 550 550 1 550 5' 550 0 5500 , 1 550 17 377 159 336 234 420 291 550 366 395 324 495 ' 404 550 443 550 443 512 488 550 526 550 526 550 526 550 526 550 526 550 526 18 246 134 299 197 374 245 507 317 352 272 441 339 395 267 530 397 475 335 550 408 550 383 456 409 408 347 508 456 455 386 550 490 547 452 550 490 550 455 550 490 550 455 550 490 550 455 550 490 a() 455 " 19 221 113 268 167 335 207 454 268 315 230 20 199 97 241 142 302 177 409 230 264 197 356 246 428 287 525 347 366 297 410 330 493 386 550 426 550 426 550 426 550 426 21 218 123153 273 370 198 257 170 322 212 388 248 475 299 333 255 371 285 447 333 503 373 548 405 550 406 550 406 22 19 106 249 132 337 172 334 147 293 164 353 215 432 259 303 222 337 247 406 289 458 323 498 351 550 385 550 355 23 161 93 227 116 308 150 214 128 268 160 322 188 395 226 277 194 308 216 371 252 418 282 455 307 507 339 550 363 24 166 81 208 101 282 132 196 113 245 141 295 165 362 199 254 170 283 189 340 221 384 248 418 269' 465 298 550 346 25 180 100 226 124 272 145 334 175 234 150 260 167 313 195 353 219 384 238 428 263 514 311 26 166 88 209 110 251 129 308 156 216 133 240 148 289 173 326 . 194 355 211 395 233 474 276 - 27 154 79 193 98 233 115 285 139 200 119 223 132 268 155 302 173 329 188 3666 208 439 246 28 Y 143 70 180 88 216 103 265 124 186 106 207 118 249 138 281 155 306 168 340 186 _ 408 220 29 I 173 95 193 106 232 124 261 139 285 151 317 167 380 198 30 1 r 161 86 180 • 96 216 112 244 128 266 137 295 151 355 178 -31 ! I 151 78 168 87 203 101 226 249 277 137 332 1 11 32 J! 1 ,, I 1 142 71 53 79 • 190 j 92 I 214 103 233 112 259 124 34 147 10 STANDARD LOAD TABLE/OPEN WEB STEEL JOISTS, K -SERIES Based on a Maximum Allowable Tensile Stress of 30 ksi .foist Dssination (515551 0n.) 1853 18 1854 1855 18 18 18K6 18 1857 18 1859 18 18510 18 1 2053 20 2054 29 2055 20 2056 20 2057 20 2059 20 205101 20 2254 22 2255 2256 22 2257 22 2259 22 22510 22 22511 ApPI X' Wt. 64 72 7.7 8.5 9 102 11.7 6.7 7.6 8.2 8.9 9.3 10.8 12.2 8 9.2 9.7 11.3 12,6 (1bs.ltt.} Span (ft.) 18 550 550 550 550 550 550 550 550 550 550 550 550 550 550 19 514 550 550 550 550 550 550 494 523 523 523 523 523 523 20 463 550 550 550 550 550 55D 517 550 550 550 550 550 554 423 490 490 490 490 49D 490 517 550 550 550 550 550 550 21 420 506 550 550 550 550 550 468 550 550 550 550 550 550 364 426 460 460 460 460 480 453 520 520 520 520 520 520 22 382 460 518 550 550 550 554 426 514 550 550 550 550 550 550 650 550 550 550 550 550 548 316 370 414 438 438 438 438 393 461 490 490 490 490 490 54$ 548 548 548 548 548 23 349 420 473 516 550 550 550 389 459 529 550 550 550 550 518 550 550 550 550 550 550 518 276 323 362 393 418 418 418 344 402 451 468 488 468 466 491 518 518 518 51$ 518 24 320 385 434 473 526 550 550 357 430 485 528 559 550 550 475 536 550 550 550 550 550 495 242 284 318 345 382 396 396 302 353 _396 430 448 448 446 431 483 495 495 495 495 25 294 355 400 435 485 550 550 329 396 446 466 541 550 550 438 493 537 550 550 550 550 474 214 250 281 305 337 377 377 268 312 350 380 421 426 426 381 427 464 474 474 474 26 272 328 369 402 448 538 550 304 365 412 449 500 550 550 404 455 496 550 550 550 550 454 190 222 249 271 299 354 361 236 277 310 337 373 405 405 338 379 411 454 454 454 27 252 303 342 372 415 498 55D 281 .319 382 415 463 550 550 374 422 459 512 550 550 432 550 432 169 198 222 241 267 315 347 211 247 277 301 333 389 389 301 337 367 406 432 28 234 282 318 346 385 453 548 261 315 355 386 430 517 550 348 392 427 475 550 550 550 151 177 199 216 239 252 331 189 221 248 268 298 353 375 270 302 328 364 413 413 413 29 218 263 296 322 359 431 511 243 293 330 360 401 482 550 324 365 398 443 532 550 550 399 135 159 179 194 215 254 298 170 199 223 242 268 317 359 242 272 295 327 387 399 30 203 245 276 301 335 402 477 227 274 308 336 374 450 533 302 341 371 413 497 550 550 123 144 161 175 194 229 269 153 179 201 218 242 286 336 219 245 266 295 349 365 385 31 _.190 229 258 281 313 376 446 212 256 269 314 350 421 499. 283 319 347 387 465 550 369 550 369 ''411- 130 146 158 175 207 243 138 162 182 198 219 259 304 198 222 241 267 316 32 178 :; 215_ 242 264 294 353 418 ,199_ 240 271 295 328 395 468 265 299 326 363 436 517 549 101,`:"118 ; 132 144 159 188 221 '126- 147 165 179 199 235 276 180 201 219 242 287 337 355 33 168 ?292 •°'228 248 276 332 393 _187:,: 226 254 277 309 371 440 249 281 306 341 410 486 532 334 92`.'108-:.'121'; 131 145 171 201 ''114 134 150 163 181 214 251 164 183 199 221 261 307 34 ;.158. ' .190', .:214:- 233 260 312 370, x:=175 '',..212.:-.239 261 290 349 414 235 265 288 321 386 456 516 84 ' 98 :' .'110 120 132 156 184 105 122 '...137.!. 149 165 195 229 149 167 182 202 239 , 280 314 35 149-:.:,179 -'202'' 220,; 245 294 349 -165....-20a....226 245 274 329 390 221,-'249. 272 303 364 432 494 292 77 . 8t? 101 5116 121 143 168 95 :112. -126 137 151 179 210 137 :1i3 167 185 219 257 36 .514115 :188 208. 330 1 157. 189 213, .232 259 311 369 209; 236 .257' 286 344 408 467 7.0 ' 82 101'' 154 88 103 115 125 139 164 193 126 .-141.: 453 169 201 236 269 37 _148 81 ','179 95. '202'': --106. 220- -116 245 128 294 151 349 178 198`. 116- 223_ -130 -243 -141..- 271 156 325 185 386 217 442 247 38 141: 74 `. 170 87 191.' :9S ,208 -106 232 118 279 139 331 164 187.', 107' 211, :119.:' ..239:` 13D- 256 144 308 170 366 200 419 228 39 133. 69 1615 81 181 90 - 198' ` 98 220 ;. 109 265." 129 314 151 '178 ' 98 - 200 - 110 5 218 ` 120 243 133 292 .157 347 185 397 211 40 111111111109 -109- 1.69: 91., 190 :1:-. '207- "'I.11 231: 123'- 278' 146 330 171 377 195 151" 187 ;197 .114 264 314 359 `85 - :'":95. .. 103 ..114.. 135 : 159 751 42 153 79. :173-- 88 .188 96- 203. 106 - .252.. 126: 299 148 342 168 43 148 73 165 82 ' 179. 89 ';200 �' 99 . _ 240 117 295 136 326 157 44 i 139 68 157 76 171 83 191. 92. 229 109 272 128 311 146 11 T Kr STANDARD LOAD TABLE/OPEN WEB STEEL JOISTS, K -SERIES Based on a Maximum Allowable Tensile Stress of 30 ksi Joist 241(4 241(5 241(6 241(7 241(8 241(9 24K10 24112 Designation - - Depth ({n.) 24 24 24 24 24 24 24 24 Approx. Wt. (lbs./ft.) 261<5 261(6 261(7 26K8 26K9 26K10 261(12 26 26 26 25 26 26 25 8.4 9.3 9.7 10.1 11.5 12.0 13.1 16.0 Span (it.) 4 24 520 550 550 550 550 550 550 550 516 544 544 544 544 544 _ 544 544 25 479 540 550 550 550 550 550 550 456 511 520 520 520 520 520 _ 520 26 442 499 543 550 550 550 550 550 405 453 493 499 499 499 499 499 27 410 462 503 550 550 550 550 550 361 404 439 479 , 47.9 479 .. 479 479 29 361 429 467 521 550 550 550 550 323 362 393 436 _ 456 456 456 456 29 354 400 435 485 536 550 550 550 290 325 - 354 392 429 436 436 436 30 331 373 406 453 500 544 550 550 262 293 319 353 387 419 422 422 31 310 349 380 424 468 510 550 550 237 266 289 320 350 379 410 410 32 290 327 357 397 439 478 549 549 215 241 262 290 318 344 393 393 33 273 306 335 373 413 449 532 532 196 _ 220 239 265 289 313 368 - 368 34 257 290 315 351 388 423 502 516 179 201 218 242 264 286 _ 337 344 35 242 273 297 331 366 399 473 501 164 184 200 221 242 262 308 324 36 229.,.. 258 281 313 346 377 447 487 150--' 169 183 203 222 241 283 306 37. 216,':: 244 266 296 327 356 423 474 '^=135..: i 155_ 169 187 205 222 _ 260 290 38 20'' • : STANDARD LOAD TABLE/OPEN WEB STEEL JOISTS, K -SERIES Based on a Maximum Allowable Tensile Stress of 30 ksi k,19t Designation 281(6 28K7 28K8 2819 281(10 28K12 i 3017 301(8 301(9 301(10 301(11 301(12 I Depth (In.) 2B 28 28 28 28 28 30 30 30 30 30 30 Approx. Wt. (IbsJft.) 11.4 - 11.8 12.7 13.0 14.3 17.1 12.3 - 13.2 : 13.4 15.0 16.4 17.6 Span (ft•) i - 28 548 550 550 550 550 550 541 543 543 543 543 543 29 611 550 550 552 550 550 466 522 522 522 . 522 522 30 477 531 550 550 550 550 550 550 550 550 550 550 439 486 500 500 500 500 543 543 543 543 543 543 31 446 497 550 550 550 550 534 550 550 550 550 550 397 440 480 482 480 480 508 520 520 520 520 520 32 418 466 515 549 549 549 501 549 549 549 549 549 361 400 .438 463 463 463 461 500 500 500 500 500 33 393 438 484 527 532 532 471 520 532 532 532 532 329 364 399 432 ` 435 435 420 460 468 46B 458 468 34 370 412 456 496 516 516 443 490 516 516 516 516 300 333 364 395 410 410 384 420 441 441 441 441 35 349 389 430 468 501 501 418 462 501 501 501 501 275 305 333 361 389 389 351 384 415 415 415 415 36 330 367 406 442 487 487 395 436 475 487 487 487 252 280 306 332 366 366 323 353 383 392 392 392 37 312 346 384 416 474 474 373 413 449 474 474 474 232 257 282 305 344 344 297 325 352 374 374 374 38 296 329 364 396 461 461 354 391 426 461 461 461 214 237 • 260 282 325 325 274 300 325 353 353 353 39 260 313 346 376 447 449 336 371 404 449 449 449 198 219 240 260 306 308 253 277 300 333 333 333 40 .: 265 .,• 297 328 357 424 438 319 353 364 438 438 438 183.','. 203 222 241 284 291 234 256 278 315 315 315 41253:.':.' 283 312 340 .404 427 303 335 365 427 427 427 ._ 170 '', 169 206 224 263 277 217 238 258 300 300 300 42 2412•:-;:•, 269 297 324 384 417 289 320 348 413 417 417 158'(= 175 192 208 245 264 202 • 221 240 282 2B4 284 43 =230,.: -':.;: ,;:257.(_;- 284 309 367 407 276 305 332 394 407 407 ,s-:147 `_x'.';''1'63 ' 179 194 228 252 186 206 223 '263 270 270 44 :.220•:"-: -:::-.245•,;::',;.:+,-271',: KCS JOISTS LOAD TABLE (U.S. CUSTOMARY) JOIST DESIGNATION 10KCS1 10KCS2 10KCS3 12KCS1 12KCS2 12KCS3 14KCS1 14KCS2 14KCS3 16KCS2 16KCS3 16KCS4 16KCS5 18KCS2 18KCS3 18KCS4 18KCS5 20KCS2 20KCS3 20KCS4 20KCS5 22KCS2 22KCS3 22KCS4 22KCS5 24KCS2 24KCS3 24KCS4 24KCS5 26KCS2 26KCS3 26KCS4 26KCS5 28KCS2 28KCS3 28KCS4 28KCS5 30KCS3 30KCS4 30KCS5 DEPTH (inches) 10 10 10 12 12 12 14 14 14 16 16 16 16 18 18 18 18 20 20 20 20 22 22 22 22 24 24 24 24 26 26 26 26 28 28 28 28 30 30 30 MOMENT CAPACITY* (inch -kips) 172 225 296 209 274 362 247 324 428 349 470 720 934 395 532 817 1062 442 595 914 1191 488 658 1012 1319 534 720 1108 1448 580 783 1206 1576 626 846 1303 1704 908 1400 1833 SHEAR CAPACITY* (lbs) 2000 2500 3000 2400 3000 3500 2900 3400 3900 4000 4800 5300 5800 4700 5200 5700 6200 5200 6000 7900 8400 5900 6600 7900 8600 6300 7200 8400 8900 6600 7800 8500 9200 6900 8000 8500 9200 8000 8500 9200 APPROX. WEIGHT** (lbs/ft) 6.0 7.5 10.0 GROSS MOMENT OF INERTIA (in"4) 29 37 47 BRIDG TABLE. SECT NO. 1 1 1 6.0 8.0 10.0 43 55 71 3 5 5 6.5 8.0 10.0 59 77 99 4 6 6 8.5 10.5 14.5 18.0 99 128 192 245 6 9 9 9 9.0 11.0 15.0 18.5 127 164 247 316 6 9 10 10 9.5 11.5 16.5 20.0 159 ' 205 308 396 6 9 10 10 10.0 12.5 16.5 20.5 . 194 251 377 485 6 9 11 11 10.0. 12.5 16.5 20.5 232 301 453 584 6 9 12 12 10.0 12.5 16.5 20.5 274 355 536 691 6 9 12 12 10.5 12.5 16.5 20.5 320 414 626 808 6 9 12 12 13.0 16.5 21.0 478 722 934 9 12 12 * MAXIMUM UNIFORMLY DISTRIBUTED LOAD CAPACITY IS 550 PLF AND SINGLE CONCENTRATED LOAD CANNOT EXCEED SHEAR CAPACITY. *" DOES NOT INCLUDE ACCESSORIES 16 Ambrose Engineering, Inc. W66 N215 Commerce Ct. Suite 100 53012 P: 262-377-7602 F: 262-377-4868 Rev: 580006 User. KW -0604188, Ver 5.8.0, 1 -Dec -2003 i (0)1983-2003 ENERCALC Engrneenng Software Title : Kohl's Department Stores Job # 06-392 Dsgnr: MB Date: 3:07AM, 13 OCT 06 Description : Tukwila, WA Scope : Steel Beam Design Page 1 M 06-392 calcs.ecw:ROOF BEAMS' Description RB -1 W18 Front Center Bay w/o hanger DL+LL General Information Code Ref: AISC 9th ASD, 1997 UBC, 2003 IBC, 2003 NFPA 5000 Steel Section : W18X35 Center Span Left Cant. Right Cant Lu : Unbraced Length Distributed Loads 47.83 ft 0.00 ft 0.00 ft 1.00 ft Pinned -Pinned Bm Wt. Added to Loads LL & ST Act Together Fy 50.00 ksi Load Duration Factor 1.00 Elastic Modulus 29,000.0 ksi Note! Short Term Loads Are WIND Loads. DL LL ST Start Location End Location #1 0.075 0.100 #2 #3 #4 #5 #6 #7 k/ft k/ft k/ft ft ft Trapezoidal Loads Note! Short Term Loads Are WIND Loads. #1 DL @ Left DL @ Right LL @ Left LL @ Right 0.166 ST @ Left ST @ Right k/ft Start k/ft End 15.360 ft ft j Point Loads Note! Short Term Loads Are WIND Loads. m�wm00'0' .. .aur u.�awsaxc,i» ..... ........�_.^.a..FE;e:3_�-ti.c.8xs-0' Dead Load Live Load Short Term Location #1 #2 #3 #4 #5 #6 2.200 2.875 #7 k k k ft Using: W18X35 section, Span = 47. End Fixity = Pinned -Pinned, Lu = 1 Moment fb : Bending Stress fb! Fb Shear fv : Shear Stress fv ! Fv 83ft, Fy = 50.0ksi .00ft, LDF =1.000 Actual Allowable 66.654 k -ft 158.400 k -ft 13.886 ksi 33.000 ksi 0.421 : 1 8.228 k 1.550 ksi 0.077 : 1 106.200 k 20.000 ksi Beam OK Static Load Case Governs Stress Max. Deflection LengthlDL Deft Length/(DL+LL Defl) -1.882 in 584.9 : 1 304.9 : 1 Force & Stress Summary Max. M + Max. M - Max. M @ Left Max. M @ Right Shear @ Left Shear@ Right Center Defl. Left Cant Defl Right Cant Defl ...Query Defl @ Reaction @ Left Reaction @ Rt Maximum 66.65 k -ft 8.23 k 5.29 k -1.882 in 0.000 in 0.000 in 0.000 ft 8.23 5.29 DL Only 34.70 4.70 2.76 -0.981 0.000 0.000 0.000 «-- These columns are Dead + Live Load placed as noted -» LL LL+ST LL LL+ST @ Center Ca. Center (a7 Cants O. Cants 66.65 8.23 5.29 -1.882 0.000 0.000 0.000 4.70 8.23 2.76 5.29 Fa calc'd per Eq. E2-1, K*Ur < Cc I Beam Passes Table 65.1, Fb per Eq. F1-1, Fb = 0.66 Fy -1.882 0.000 0.000 0.000 0.000 0.000 0.000 0.000 8.23 5.29 k -ft k -ft k -ft k -ft k k 0.000 in 0.000 in 0.000 in 0.000 in k k Ambrose Engineering, inc. W66 N215 Commerce Ct. Suite 100 53012 P: 262-377-7602 F: 262-377-4868 Title : Kohl's Department Stores Job # 06-392 Dsgnr: MB Date: 3:07AM, 13 OCT 06 Description : Tukwila, WA Scope : i Rev: 580008 User. KW -0604188, Ver 5.8.0, 1 -Dec -20a3 (c)1963-2003 ENERCALC Engineering Software Steel Beam Design Page 1 06-392_calcs.ecw:ROOF BEAMS Description RB -1 W18 Front Center Bay w/o hanger DL+LL+WL General Information Code Ref: AISC 9th ASD, 1997 UBC, 2003 IBC, 2003 NFPA 5000 Steel Section : W98X50 Center Span Left Cant. Right Cant Lu : Unbraced Length 47.83 ft 0.00 ft 0.00 ft 1.00 ft Pinned -Pinned Bm Wt. Added to Loads LL & ST Act Together Fy 50.00 ksi Load Duration Factor 1.33 Elastic Modulus 29,000.0 ksi (Distributed Loads Note! Short Term Loads Are WIND Loads. DL LL ST Start Location End Location #1 0.075 0.100 #2 #3 #4 #5 #6 #7 k/ft klft k/ft ft ft Trapezoidal Loads #1 DL @ Left DL @ Right Point Loads LL @ Left LL @ Right Dead Load Live Load Short Term Location #1 2.200 2.875 #2 #3 ST @ Left ST @ Right #4 Note' Short Term Loads Are WIND Loads. k/ft Start ft k/ft End 15.360 ft Note! Short Term Loads Are WIND Loads. #5 #6 #7 k k k ft Moments Note! Short Term Loads Are WIND Loads. Dead Load Live Load Short Term Location #1 -16.800 2.875 #2 #3 #4 #5 #6 #7 k -ft k -ft k -ft ft Summary Using: WISX50 section, Span = 47. End Fixity = Pinned -Pinned, Lu = 1 Moment fb : Bending Stress fb1Fb Shear fv : Shear Stress fv 1 Fv 83ft, Fy = 50.0ksi .00ft, LDF = 1.330 Actual Allowable 70.917 k -ft 244.475 k -ft 9.573 ksi 33.000 ksi 0.290 : 1 8.586 k 1.344 ksi 0.067 : 1 127.729 k 20.000 ksi Beam OK Static Load Case Govems Stress Max. Deflection Length/DL Defl Length/(DL+LL Defl) -1.453 in 818.3 : 1 395.0 : 1 Ambrose Engineering, Inc. W66 N215 Commerce Ct. Suite 700 53012 P: 262-377-7602 F: 262-377-4868 Title : Kohl's Department Stores Job # 06-392 Dsgnr: MB Date: 3:07AM, 13 OCT 06 Description : Tukwila, WA Scope : Use: 580006 Steel Beam Design 2 iE 1 User. KW -0604188, Ver 5.8.0, 1 -Dec -2003 QPage (c)1983-2003 ENERCALC Engineering Software �+ 06392_cak5.eew:R00F BEAMS Description RB -1 W18 Front Center Bay w/o hanger DL+LL+WL Force & Stress Summary Max. M + Max. M - Max. M @ Left Max. M @ Right Maximum 80.01 k -ft Shear @ Left 8.59 k Shear @ Right 6.00 k 3.12 5.65 Center Defl. -1.453 in -0.701 -1.276 Left Cant Defl 0.000 in 0.000 0.000 Right Cant Defl 0.000 in 0.000 0.000 ...Query Def] @ 0.000 ft 0.000 0.000 DL Only 38.96 «— These columns are Dead + Live Load placed as noted —» LL LL+ST LL LL+ST ar Center as Center i Cants @ Cants 70.92 5.06 8.59 Reaction @ Left 8.59 5.06 Reaction @ Rt 6.00 3.12 Fa calc'd per E. E2-1, K*Ur < Cc I Beam Passes Table B5.1, Fb per Eq. F1-1, Fb = 0.66 Fy 8.59 5.65 80.01 8.23 6.00 -1.453 0.000 0.000 0.000 0.000 0.000 0.000 0.000 8.23 6.00 k -ft k -ft k -ft k -ft k k 0.000 in 0.000 in 0.000 in 0.000 in k k Ambrose Engineering, Inc. W66 N215 Commerce Ct. Suite 100 53012 P: 262-377-7602 F: 262-377-4868 Title : Kohl's Department Stores Dsgnr: MB Description : Tukwila, WA Scope : Job # 06-392 Date: 3:07AM, 13 OCT 06 Rev: 580006 ' User. Kw -0604188, Ver 5.B0, 1 -Dec -2003 (c)1963-2003 ENERCALC Engineering Software Description RB Steel Beam Design W27 Front Center Bay w/ hanger DL+LL General information Code Ref: AMSC 9th ASD, 1997 UBC, 2003 IBC, 2003 NFPA 5000 Steel Section : W27X84 Center Span Left Cant. Right Cant Lu : Unbraced Length 47.83 ft 0.00 ft 0.00 ft 1.00 ft Pinned -Pinned Bm Wt. Added to Loads LL & ST Act Together Fy 50.00 ksi Load Duration Factor 1.00 Elastic Modulus 29,000.0 ksi i Distributed Loads Note! Short Term Loads Are WIND Loads. DL LL ST Start Location End Location #1 #2 #3 0.075 0.100 #4 #5 #6 #7 k/ft k/ft k/ft ft ft Trapezoidal Loads Note! Short Term Loads Are WIND Loads. #1 DL @ Left DL @ Right Point Loads LL @ Left LL @ Right 0.166 ACP ST @ Left ST @ Right k/ft Start k/ft End 15.360 ft ft Note! Short Term Loads Are WIND Loads. Dead Load Live Load Short Tenn Location #1 2.200 2.875 Using: W27X84 section, Span = 47. End Fixity = Pinned -Pinned, Lu = 1 Moment fb : Bending Stress fb / Fb Shear fv : Shear Stress fv l Fv #2 5.900 6.200 7.500 #3 #4 #5 #6 83ft, Fy = 50,Oksi .00ft, LDF = 1.000 Actual Allowable 134.991 k -ft 585.750 k -ft 7.605 ksi 33.000 ksi 0.230 : 1 19.609 k 1.596 ksi 0.060: 1 245.732 k 20.000 ksi #7 k k k ft Beam OK Static Load Case Governs Stress Max. Deflection Length/DL Defl Length/(DL+LL Defl) -0.672 in 1,530.9 : 1 853.8 : 1 Force & Stress Summary Max. M + Max. M - Max. M @ Left Max. M @ Right Shear C/ Left Shear @ Right Center Defl. Left Cant Defl Right Cant Defl ...Query Defl @ Reaction @ Left Reaction @ Rt Maximum 134.99 k -ft 19.61 k 8.37 k -0.672 in 0.000 in 0.000 in 0.000 ft DL Only 74.34 10.85 4.87 -0.375 0.000 0.000 0.000 «- These columns are Dead + Live Load placed as noted -» LL LL+ST Cad Cants CD Cants LL Center 134.99 19.61 8.37 -0.672 0.000 0.000 0.000 19.61 10.85 19.61 8.37 4.87 8.37 Fa calc'd per Eq. E2-1, K"L/r < Cc !Beam Passes Table B5.1, Fb per Eq. F1-1, Fb = 0.66 Fy LL+ST Center -0.672 0.000 0.000 0.000 0.000 0.000 0.000 0.000 19.81 6.37 k -ft k -ft k -ft k -ft k k 0.000 In 0.000 in 0.000 in 0.000 in k k