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HomeMy WebLinkAboutPermit D03-067 - SEGMENT 2 - FOSTER HIGH SCHOOL - STADIUM RENOVATIOND03-129 DHS - FOUNDATION 12500 Tukwila International Boulevard Due to the file size, this record has been broken down into 3 segments for easier download. Click on the following links to review the permit segments: Segment 1 - DHS — Foundation D03-129 Segment 2 - DHS — Foundation D03-129 Segment 3 - DHS — Foundation D03-129 Segment 4 Plans - DHS — Foundation D03-129 MAYES TESTING ENGINEERS, INC `..??,,,,;1",01: K 0 Project : DHS Regional Headquarters Client: Sabey Corporation Client Address: 12201 Tukwila International Blvd. Fourth Floor Seattle, WA 98168-5121 Contractor: Sabey Construction Project No: E3187 Issued on: 9-5-03 Permit # (s): D03-129 Original: Revised: ❑ Everett Office 917 - 134th Street SW Suite A-1 Everett, WA 98204 ph 425.742.9360 fax 425.745.1737 Air Temperature: Weather: Product: Supplier: Ticket Number : MixDesign ID : Sample Temp. I (ASTM C1064) 65 ° F Clear Concrete Stonewav 342966 4356 Slump (ASTM C143) FIELD DATA (ASTM C31 and C172) Design Mix Proportions: Ingredient Coarse Aggregate 3/4" Fine Aggregate Water Fly Ash Cement --Type I & 11 W R DA -64 Entrained Air (ASTM C231) 78°F 3" (Water/ Cement Ratio: 0.450 [Date Receive 8-29-03 [Placement Location and Notes Pile caps at grids B/11, C/11, D/11, E/11, B/10, C/10, D/10, B/9, B/8, C/8 and D/8. Sampled at 50 cubic yards of 148 cubic yards placed. 24 gallons water added on site. Weight (per cu.yd) 1,875.0 1,485.0 225.0 100.0 400.0 30.0 lbs lbs lbs lbs lbs Oz [Design Strength (Pc): 3000 Psi @ 28 days " h W.: i G Y Date Made Sample # 8/28/2003 COMPRESSION TEST RESULTS (ASTM C39, C1231, and C617 when applicable) Lab # Date Tested Age (day) Load (lbs) Size (in) 0056 55625 9/4/2003 7 8/28/2003 0056 55626 9/25/2003 28 8/28/2003 0056 55627 9/25/2003 28 43530 4x8 4x8 Dia (in) Surface Area Strength (psi) Failure Code 4.03 12.76 1_4x8 8/28/20031 0056 155628 10/23/2003 Remark: 56 Inspector(s): Del Spicer Tested by: Chris Pratt 1 4x8 NOTES: Failure descriptions for samples tested with neoprene pads are not reported. S = Shear, C = Cone, CSp = Cone and Split, CSh = Cone and Shear, Col = Columnar FC - Field Cure L P1 r 3410 Michael S. Dolder, P.E. Technical Director Information in this report applies only to the actual samples tested and shall not be reproduced without the approval of Mayes Testing Engineers, Inc. MTE Form #150, Rev 3, 7-0 MAYES TESTING ENGINEERS, INC Project : DHS Regional Headquarters Client: Sabey Corporation Client Address: 12201 Tukwila International Blvd. Fourth Floor Seattle, WA 98168-5121 Contractor: Sabey Construction Project No: E3187 Issued on: 9-5-03 Permit # (s): D03-129 Original: 0 Revised: ❑ Everett Office 917 - 134th Street SW Suite A-1 Everett, WA 98204 ph 425.742.9360 fax 425.745.1737 Air Temperature: 68 ° F Weather: Clear Product: Grout Supplier: Stoneway Ticket Number : 336407 MixDesign ID : 10000 FIELD DATA (ASTM C31 and C172) Design 1 Mix Proportions: Ingredient Weight (per cu.yd) Fine Aggregate 2,309.0 lbs Water 460.0 lbs Cement --Type I & II 940.0 lbs 100 XR 38.0 Oz Sample Temp. I Slump Entrained Air (ASTM C1064) (ASTM C143) (ASTM C231) 76 ° F 8-1/2" [Water / Cement Ratio: Date Receive 8-9-03 1 0.489 ;Placement Location and Notes SET 1 Pile D45 and C67. Sampled at 30 of 137 cubic yards placed. 140 gallons water added on site. Jr i' i 'J t.UUJ DEPARTMENT !Design Strength (Pc): 4000 Psi @ 28 days Date Made 8/7/2003 COMPRESSION TEST RESULTS (ASTM C39, C1231, and C617 when applicable) Sample # Lab # Date Tested Age (day) Load (lbs) Size (in) 0040 54467 8/14/2003 7 8/7/2003 0040 8/7/2003 ' 0040 54468 9/4/2003 28 54469 9/4/2003 1 28 8/7/2003 Remark: 1 15350 2x4 19430 2x4 Dia (in) Surface Area Strength (psi) Failure Code [ 3.14 1 L 3.14 L6180 3.14 1 1 5250 3.14 1 L45801J C • 2.00 2.001 L16500 1 2 x 4 14380 Fix x 4 j12.00 0040 154470 9/4/2003 28 2.00 4890 Inspector(s): Del Spicer Tested by: Chris Pratt Reviewed by: 1• L_ J • Michael S. Dolder, P.E. Technical Director NOTES: Failure descriptions for samples tested with neoprene pads are not reported. S = Shear, C = Cone, CSp = Cone and Split, CSh = Cone and Shear, Col = Columnar FC - Field Cure Information in this report applies only to the actual samples tested and shall not be reproduced without the approval of Mayes Testing Engineers, Inc. MTE Form #150, Rev 3, 7.0 MAYES TESTING ENGINEERS, INC 41 Project : DHS Regional Headquarters Client: Sabey Corporation Client Address: 12201 Tukwila International Blvd. Fourth Floor Seattle, WA 98168-5121 Contractor: Sabey Construction Project No: E3187 Issued on: 9-5-03 Permit # (s): D03-129 Original: ❑Q Revised: ❑ Everett Office 917 - 134th Street SW Suite A-1 Everett, WA 98204 ph 425.742.9360 fax 425.745.1737 a Air Temperature: Weather: Product: Supplier: Ticket Number : MixDesign ID : Sample Temp. (ASTM C1064) 76° F 71 °F Clear Grout Stoneway 336525 10000 FIELD DATA (ASTM C31 and C172) Design 1 Mix Proportions: Ingredient Fine Aggregate Water Cement --Type 1 & 11 100 XR ISlump Entrained Air 1 -( ASTM C143) l (ASTM C231) 9" [Water /Cement Ratio: i Date Receive 8-9-03 0.489 Placement Location and Notes' Design Strength (Pc): 3) H -1 3 % IJU:i DING Weight (per cu.yd) 2,309.0 lbs 460.0 lbs 940.0 lbs 38.0 Oz 4000 Psi @ 28 days SET 2 Pile C46 and C47. Added 70 gallons water. Sampled at 70 of 137 cubic yards placed. Date Made COMPRESSION TEST RESULTS (ASTM C39, C1231, and C617 when applicable) Sample # Lab # Date Tested Age (day) Load (lbs) Size (in) Dia (in) Surface Area Strength (psi) Failure Code 8/7/2003 0041 54471 8/7/2003 1 0041 54472 8/14/2003 7 9/4/2003 8/7/2003 8/7/2003 0041 54473 1 9/4/2003 0041 54474 9/4/2003 28 28 28 13400 15240 17900 Remark: Inspector(s): Del Spicer Tested by: Chris Pratt 2x4 2x4 2.00 3.14 l i 4270 2.00 2x4 17110 1 2 x 4 NOTES: Failure descriptions for samples tested with neoprene pads are not reported. S = Shear, C = Cone, CSp = Cone and Split, CSh = Cone and Shear, Col = Columnar FC - Field Cure 2.00 3.14 L 3.14 L2.00lL 3.14 1 Reviewed by: 4850 5700_ 5450 CSp C Michael S. Dolder, P.E. Technical Director - J• Information in this report applies only to the actual samples tested and shall not be reproduced without the approval of Mayes Testing Engineers, Inc. MTE Form #150, Rev 3, 7.0 Vfr MAYES TESTING ENGINEERS, INC ,71 Project : DHS Regional Headquarters Client: Sabey Corporation Client Address: 12201 Tukwila International Blvd. Fourth Floor Seattle, WA 98168-5121 Contractor: Sabey Construction Project No: E3187 Issued on: 9-5-03 Permit # (s): D03-129 Original: ❑Q Revised: ❑ Everett Office 917 - 134th Street SW Suite A-1 Everett, WA 98204 ph 425.742.9360 fax 425.745.1737 Air Temperature: Weather: Product: Supplier: Ticket Number : MixDesign ID : Sample Temp. (ASTM C1064) 84°F 78 ° F Clear Grout Stonewav 336614 10000 FIELD DATA (ASTM C31 and C172) .222.2r11Mix Proportions: ISlump Entrained Air ((ASTM C143) (ASTM C231) 8-1/2" [Water / Cement Ratio: ' [Date Receive 8-9-03 0.489 Ingredient Fine Aggregate Water Cement --Type 1 & II 100 XR HP Weight (per cu.yd) 2,309.0 lbs 460.0 lbs 940.0 lbs 38.0 Oz [Design Strength (Pc): j 4000 Psi @ 28 days [Placement Location and Notes 1 SET 3 Pile C37 and B30. Sampled at 110 of 137 cubic yards placed. Date Made Sample # Lab # COMPRESSION TEST RESULTS (ASTM C39, C1231, and C617 when applicable) Date Tested Age (day) Load (lbs) Size (in) Dia (in) Surface Area Strength (psi) Failure Code 8/7/2003 1 0042 54475 8/14/2003 7 8/7/2003 0042 54476 9/4/2003 r 28 11020 2 x 4 ,[00 158101 2 x 4-112.09_1 16110 L2x4 L 15700 2 x 4 11-2-. 1 8/7/2003 0042 54477 9/4/2003 28 8/7/2003 0042 54478 9/4/2003 28 Remark: Inspector(s): Del Spicer Tested by: Chris Pratt 2.00 3.14 3.14 L3.14 3.14 1 Reviewed by: 3510 5030 L5130 , 5000 c C [ c Michael S. Dolder, P.E. Technical Director NOTES: Failure descriptions for samples tested with neoprene pads are not reported. S = Shear, C = Cone, CSp = Cone and Split, CSh = Cone and Shear, Col = Columnar FC - Field Cure w Information in this report applies only to the actual samples tested and shall not be reproduced without the approval of Mayes Testing Engineers, Inc. MTE Form #150, Rev 3, 7.0 1,#NNY,!45' . 1 MAYES TESTING ENGINEERS, INC Project : DHS Regional Headquarters Client: Sabey Corporation Client Address: 12201 Tukwila International Blvd. Fourth Floor Seattle, WA 98168-5121 Contractor: Sabey Construction Project No: E3187 Issued on: 9-8-03 Permit # (s): D03-129 Original: LI Revised: ❑ Everett Office 917. 134th Street SW Suite A-1 Everett, WA 98204 ph 425.742.9360 fax 425.745.1737 t:YJ "v f .%Y .. • Air Temperature: Weather: Product: Supplier: Ticket Number : MixDesign ID : Sample Temp. (ASTM C1064) 78°F 74 ° F Overcast Grout Stonewav 336814 10000 Slump (ASTM C143) 7-1/2" FIELD DATA (ASTM C31 and C172) Design Mix Proportions: Ingredient Fine Aggregate Water Cement --Type I & II 100XR Entrained Air (ASTM C231) 1 'Water / Cement Ratio: ' Date Receive I 0.489 8-10-03 oda Placement Location and Notes 1 SET 1 Pile D11.9. Sampled at 25 of 30 cubic yards placed. Jtl� 4 u Lou.) E► a Weight (per cu.yd) 2,309.0 lbs 460.0 940.0 38.0 lbs lbs Oz Design Strength (Pc): 1 4000 Psi @ 28 days Date Made Sample # Lab # COMPRESSION TEST RESULTS (ASTM C39, C1231, and C617 when applicable) Date Tested Age (day) Load (lbs) Size (in) 14570 2x4-1 18850 1 2x4 8/8/2003 1 0043 54519 8/15/2003 Pi -1 8/8/2003 8/8/2003 0043 54520 9/5/2003 1 28 Dia (in) Surface Area Strength (psi) Failure Code 1.99 2.00 0043 54521 9/5/2003 28 8/8/2003 Remark: 0043 54522 J 9/5/2003 28 18690 18380 Inspector(s): Del Spicer Tested by: Zenaida Revilla 2x4 2.00 2x4 2.00 L 3.11 3.14 3.14 3.14 Reviewed by: 1 4680) 1 s 1. L6000 s ' 1 5950 S [ 5850 s 1* Michael S. Dolder, P.E. Technical Director NOTES: Failure descriptions for samples tested with neoprene pads are not reported. ' S = Shear, C = Cone, CSp = Cone and Split, CSh = Cone and Shear, Col = Columnar FC - Field Cure Information in this report applies only to the actual samples tested and shall not be reproduced without the approval of Mayes Testing Engineers, Inc. MTE Form #150, Rev 3, 7-0 • MAYES TESTING ENGINEERS, INC Project : DHS Regional Headquarters Client: Sabey Corporation Client Address: 12201 Tukwila International Blvd. Fourth Floor Seattle, WA 98168-5121 Contractor: Sabey Construction Project No: E3187 Issued on: 9-9-03 Permit # (s): D03-129 Original: d❑ Revised: ❑ Everett Office 917 - 134th Street SW Suite A-1 Everett, WA 98204 ph 425.742.9360 fax 425.745.1737 Air Temperature: 64 ° F Weather: Product: Supplier: Ticket Number : MixDesign ID : Sample Temp (ASTM C1064) Clear Grout Stoneway 337244 10000 FIELD DATA (ASTM C31 and C172) Design I Mix Proportions: Ingredient Fine Aggregate Water Cement --Type I & II WRA 100XR LSlump Entrained Air (ASTM C143) (ASTM C231) 73°F 8.5 Date Receive j 8-13-03 (Water / Cement Ratio: 0.489 I-' ;:J 7^ter "` ", ��L .'�w3C'j '• .wi z�4: Weight (per cu.yd) 2,309.0 lbs 460.0 lbs 940.0 lbs 37.6 Oz [Design Strength (Pc): 4000 psi @ 28 days [Placement Location and Notes i Set 1: A/C Pile P15, P16, P8. Sampled @ 30 yds of 155 yds placed. Water added on site = 40 gals. Date Made COMPRESSION TEST RESULTS (ASTM C39, C1231, and C617 when applicable) Sample # Lab # Date Tested Age (day) Load (lbs) Size (in) Dia (in) Surface Area Strength (psi) Failure Code 8/11/2003 1 0043 54658 8/18/20031 7_1 12940 L8/11/20031 0043 1546591 9/8/2003 18240 8/11/2003 0043 1 54660 [ 9/8/2003 1 28 [ 17630 8/11/2003] 0043 54661 9/8/2003 1 281F 17760 Remark: 28 Inspector(s): Del Spicer Tested by: Chris Pratt 2x4 2161 2 x4 1-1.91 2x4 1 2x4 1.99 1.99 Reviewed by: ( 412-0-1 L 5860 i 5670 f [5710 F _]• Michael S. Dolder, P.E. Technical Director NOTES: Failure descriptions for samples tested with neoprene pads are not reported. S = Shear, C = Cone, CSp = Cone and Split, CSh = Cone and Shear, Col = Columnar FC - Field Cure Information In this report applies only to the actual samples tested and shall not be reproduced without the approval of Mayes Testing Engineers, Inc. MTE Form #150, Rev 3.7.0 •YiYyAS•: �S�tSXY T'V.C1/!441ipYt5EyNk`i,WMdMA tM,wh, MAYES TESTING ENGINEERS, INC Project : DHS Regional Headquarters Client: Sabey Corporation Client Address: 12201 Tukwila International Blvd. Fourth Floor Seattle, WA 98168-5121 Contractor: Sabey Construction Everett Office 917 - 134th Street SW Suite A-1 Everett, WA 98204 ph 425.742.9360 fax 425.745.1737 Project No: E3187 ut_ Issued on: 9-9-03 Permit # (s): D03-129 Original: Ej Revised: ❑ c;.. J Air Temperature: Weather: Product: Supplier: Ticket Number : MixDesign ID : [Sample Temp. (ASTM C1064) 78°F 74 °F Clear Grout Stoneway 337345 10000 Slump (ASTM C143) 8 FIELD DATA (ASTM C31 and C172) Design Mix Proportions: Entrained Air (ASTM C231) 1 Water / Cement Ratio: ` [Date Receive t 8-13-03 0.489 Ingredient Fine Aggregate Water Cement --Type I & II WRA 100XR Design Strength (Pc): 1 C. Weight (per cu.yd) 2,309.0 lbs 460.0 lbs 940.0 lbs 37.6 Oz 4000 Psi @ 28 days 'Placement Location and Notes j Set 2: NC pile P4, P18, P11. Sampled at 70 yds of 155 yds placd. Water added onsite = 60 gals. COMPRESSION TEST RESULTS (ASTM C39, C1231, and C617 when applicable) Date Made Sample # Lab # Date Tested Age (day) Load (lbs) Size (in) Dia (in) Surface Area Strength (psi) Failure Code 0044 154662 8/18/2003 1 7 I 16790 2.001 3.14 J L5340 1 0044 54663 9/8/2003 28 20520 1 2 x 4 I 1' 20990 1 2 x4-1 3.11-1 1-6750 54665 L9/8/2003 28 20970 2 x 4 3.11 F6740 8/11/2003 8/11/2003 2x4 L6600 8/11/2003 1 0044 546641_918/2003 1 28 1 8/11/2003 0044 Remark: 1.99 3.11 1.99 Inspector(s): Del Spicer Tested by: Chris Pratt 1.99 Reviewed by: 1 Michael S. Dolder, P.E. Technical Director NOTES: Failure descriptions for samples tested with neoprene pads are not reported. S = Shear, C = Cone, CSp = Cone and Split, CSh = Cone and Shear, Col = Columnar FC - Field Cure Information in this report applies only to the actual samples tested and shall not be reproduced without the approval of Mayes Testing Engineers, Inc. MTE Form 4150, Rev 3, 7.0 MAYES TESTING ENGINEERS, INC rr.;#1314. Project : DHS Regional Headquarters Client: Sabey Corporation Client Address: 12201 Tukwila International Blvd. Fourth Floor Seattle, WA 98168-5121 Contractor: Sabey Construction Project No: E3187 Issued on: 9-9-03 Permit # (s): D03-129 Original: d❑ Revised: ❑ Everett Office 917 - 134th Street SW Suite A-1 Everett, WA 98204 ph 425.742.9360 fax 425.745.1737 Air Temperature: Weather: Product: Supplier: Ticket Number : MixDesign ID : Sample Temp. (ASTM C1064) 82°F 77 ° F Clear Grout Stoneway 337447 10000 Slump (ASTM C143) 8.5 FIELD DATA (ASTM C31 and C172) Design I Mix Proportions: Ingredient Weight (per cu.yd) Fine Aggregate 2,309.0 lbs Water 460.0 lbs Cement --Type I & II 940.0 lbs WRA 100XR 37.6 Oz Entrained Air (ASTM C231) 1 [Water / Cement Ratio: II [Date Receive 8-13-03 0.489 is v. 711,.%711,.%l_. .'i [Design Strength (Pc): 4000 Psi @ 28 days [Placement Location and Notes Set 3: NC pile A16, A19. Sampled at 130 yds of 155 yds placed. Water added onsite = 15 gals. Date Made Sample # Lab # COMPRESSION TEST RESULTS (ASTM C39, C1231, and C617 when applicable) Date Tested Age (day) Load (lbs) Size (in) Dia (in) Surface Area Strength (psi) Failure Code 8/11/2003 0045 54666 8/18/2003 8/11/2003 0045 54667 9/8/2003 7 14770 1 2 x 4 2.00 3.14 7 4700_1 J" 28 18880 2x4 1.99 r 8/11/2003 0045 54668 9/8/2003 28 [ 8/11/20031 0045 154669 1 9/8/2003 r28 Remark: 17500 2x4 1.99 r 19020 1 2 x 4 1.99 Inspector(s): Del Spicer Tested by: Chris Pratt NOTES: Failure descriptions for samples tested with neoprene pads are not reported. " S = Shear, C = Cone, CSp = Cone and Split, CSh = Cone and Shear, Col = Columnar FC - Field Cure 3.11 6070 3.11 1 5630 r3.11 _1 61201 1* Reviewed by: Michael S. Dolder, P.E. Technical Director Information in this report applies only to the actual samples tested and shall not be reproduced without the approval of Mayes Testing Engineers, Inc. MTE Form #150, Rev 3, 7.0 Ftr MAYES TESTING ENGINEERS, INC •.>.y. .:;.• ',f519 `1. Project : DHS Regional Headquarters Client: Sabey Corporation Client Address: 12201 Tukwila International Blvd. Fourth Floor Seattle, WA 98168-5121 Contractor: Sabey Construction Project No: E3187 Issued on: 9-9-03 Permit # (s): D03-129 Original: Revised: ❑ Everett Office 917 -1341h Street SW Suite A-1 Everett, WA 98204 ph 425.7429360 fax 425.745.1737 s rp 17,1 Py Air Temperature: 76 ° F Weather: Clear Product: Grout Supplier: Stonewav Ticket Number : 337552 MixDesign ID : 10000 Sample Temp. (ASTM C1064) 82°F FIELD DATA (ASTM C31 and C172) Design Mix Proportions: Ingredient Weight (per cu.yd) Fine Aggregate 2,309.0 lbs Water 460.0 lbs Cement --Type 18: I I 940.0 lbs WRA 100XR 37.6 Oz Slump Air (ASTM C143) [Entrained (ASTM C231) 9 ok Water / Cement Ratio: !Date Receive I 0.489 8-13-03 {Design Strength (fc): ' 4000 psi @ 28 days [Placement Location and Notes 1 Set 4: A/C pile A26. Sampled at 152 yds of 155 yds placed. Water added onsite = 15 gals. Date Made Sample # Lab # 8/11/2003 r 0046 [54670 8/11/2003 8/11/2003 8/11/2003 Remark: 0046 154671 COMPRESSION TEST RESULTS (ASTM C39, C1231, and C617 when applicable) Date Tested Age (day) Load (lbs) Size (in) Dia (in) Surface Area Strength (psi) Failure Code 8/18/2003 7 14110 1 2 x 4 L2_.001 3.14 j 4490 L 1" L 9/8/2003 L 28 18570 J 2 x 4 1.99 3.11 0046 54672 9/8/2003 28 18550 2x4 1.99 0046 54673 9/8/2003 28 Inspector(s): Tested by: Chris Pratt 19170 5970 3.111 5960 1 2x4 ]11.9911 3.11 1 [6160 1 L Reviewed by: Michael . Dolder, P.E. Technical Director NOTES: Failure descriptions for samples tested with neoprene pads are not reported. S = Shear, C = Cone, CSp = Cone and Split, CSh = Cone and Shear, Col = Columnar FC - Field Cure Information in this report applies only to the actual samples tested and shall not be reproduced without the approval of Mayes Testing Engineers, Inc. MTE Form #150, Rev 3, 7-0 �4G t3t��rld ..r 119etYA-tc',r,.7.^.�K.»x:Mv>H�•+�«r:•�h+^.N,�v.�rv*c,rr.�+•r,Ytl'k!'r..avvn:q? n�•.!rcrc-�wr„crnw+�nNua'n:W.'�r.�c+kr�:�±a MAYES TESTING ENGINEERS, INC Project : DHS Regional Headquarters Client: Sabey Corporation Client Address: 12201 Tukwila International Blvd. Fourth Floor Seattle, WA 98168-5121 Contractor: Sabey Construction Project No: E3187 Issued on: 9-10-03 Permit # (s): D03-129 Original: Revised: ❑ Everett Office 917 - 134th Street SW Suite A-1 Everett, WA 98204 ph 425.742.9360 fax 425.745.1737 Air Temperature: Weather: Product: Supplier: Ticket Number : MixDesign ID : 78 ° F Clear Grout Stonewav 337827 10000 FIELD DATA (ASTM C31 and C172) Sample Temp. Slump Entrained Air (ASTM C1064) (ASTM C143) (ASTM C231) 82°F 9 [Water / Cement Ratio: i Date Receive- 0.489 eceive0.489 8-14-03 [Placement Location and Notes 1 1 jiai.ad Mix Proportions: Ingredient Fine Aggregate Water Cement --Type 1 & II WRA 100XR Design Strength (fc): t. Weight (per cu.yd) 2,309.0 lbs 460.0 lbs 940.0 lbs 37.6 Oz 4000 Psi @ 28 days Set 3: A/C pile P21, P28, P21A. Sampled at 120 yds of 135 yds placed. Water added on site = 100 gals. COMPRESSION TEST RESULTS (ASTM C39, C1231, and C617 when applicable) Date Made Sample # Lab # Date Tested Age (day) Load (lbs) Size (in) Dia (in) Surface Area 8/12/20031 0049 f 54682 L8/19/2003 7 12740 [ 2 x 4 -II 1.99 1 3.11 8/12/2003 0049 54683 9/9/2003 28 17000 1 2 x 4 2.00 3.14 8/12/2003 I 8/12/20037 0049 546851 9/9/2003 L28 ]f 16260 1 2 x 4 1[2.00] l_ 3.14 1 L 5180) con• Remark: 0049 154684 9/9/2003 28 16890 2 x 4 [ 2.00 I 3.14 1 Strength (psi) Failure Code P4100 L csp • 5410 15380-1 CoI CoI Inspector(s): Del Spicer Tested by: Zenaida Revilla Reviewed by: NOTES: Failure descriptions for samples tested with neoprene pads are not reported. S = Shear, C = Cone, CSp = Cone and Split, CSh = Cone and Shear, CoI = Columnar FC - Field Cure Michael S. Dolder, P.E. Technical Director Information in this report applies only to the actual samples tested and shall not be reproduced without the approval of Mayes Testing Engineers, Inc. MTE Form #150, Rev 3, 7-0 MAYES TESTING ENGINEERS, INC . ,. Project : DHS Regional Headquarters Client: Sabey Corporation Client Address: 12201 Tukwila International Blvd. Fourth Floor Seattle, WA 98168-5121 Contractor: Sabey Construction Project No: E3187 Issued on: 9-10-03 Permit # (s): D03-129 Original: 0 Revised: ❑ Everett Office 917 - 134Th Street SW Suite A-1 Everett, WA 98204 ph 425.742.9360 fax 425.745.1737 Air Temperature: Weather: Product: Supplier: Ticket Number : MixDesign ID : 73 ° F Clear Grout Stonewav 337657 10000 FIELD DATA (ASTM C31 and C172) Design ( Mix Proportions: ingredient Fine Aggregate Water Cement --Type 1 & 11 WRA 100XR Sample Temp.{Slump Entrained Air (ASTM C1064) (ASTM C143) (ASTM C231) 80°F 8.5 [Water / Cement Ratio: Pate Receive 0.489 8-14-03 Placement Location and Notes r, Weight (per cu.yd) 2,309.0 lbs 460.0 lbs 940.0 lbs 37.6 Oz {Design Strength (fc): ; 4000 Psi @ 28 days Set 2: NC pile P38, P31, P24. Sampled at 70 yds of 135 yds placed. Water added on site = 75 gals. COMPRESSION TEST RESULTS (ASTM C39, C1231, and C617 when applicable) Date Made Sample # Lab # Date Tested Age (day) Load (lbs) Size (in) 8/12/2003 1 0048 8/12/2003 0048 F54679 9/9/2003 28 L 18270 8/12/2003 L0048 [54680 t 9/9/2003 1 28 „ 19190 1 2 x 4 0048 154681 9/9/2003 28 1 19090 1 2 x 4 54678 18/19/2003 7J 14420 1 2 x 4 2x4 8/12/2003 Remark: Inspector(s): Del Spicer Tested by: Zenaida Revilla Dia (in) Surface Area Strength (psi) Failure Code 1.991 2.00 1 2.00 1200) 3.11 L 4640 L5820 3.14 r61101 F6080 3.14 3.14 Reviewed by: s S Col s Michael S. Dolder, P.E. Technical Director NOTES: Failure descriptions for samples tested with neoprene pads are not reported. S = Shear, C = Cone, CSp = Cone and Split, CSh = Cone and Shear, Col = Columnar FC - Field Cure r Information In this report applies only to the actual samples tested and shall not be reproduced without the approval of Mayes Testing Engineers, Inc. MTE Form #150, Rev 3, 7.0 CtthA'7�r114 MAYES TESTING ENGINEERS, INC. September 8, 2003 Sabey Construction Ralph Hagler 12201 Tukwila International Blvd. Fourth Floor Seattle, WA 98168-5121 Re: DHS Regional Headquarters b Permit # D03-129 MTE Project No. E3187 Concrete Summary Report: July 2003 through August 31, 2003 Dear Mr. Hagler, Everett Office 917 -134th Street SW Suite A-1 Everett, WA 98204 ph 425.742.9360 fax 425.745.1737 Tacoma Office 10029 S. Tacoma Way Suite E-2 Tacoma, WA 98499 ph 253.584.3720 fax 253.584.3707 Portland Office 7911 NE 33rd Drive Suite 190 Portland, OR 97211 ph 503.281.7515 fax 503.281.7579 Please find attached the concrete summary reports for the DHS Regional Headquarters. Within the reports you will find copies of the concrete laboratory test reports including the field data and compressive strength test results. In addition, you will find the statistical analysis reports for each concrete mix utilized on the project where enough data is available. We are providing the reports to the distribution list noted below. We provide the Project Superintendent with the 7, 28, 56, and 90 -day reports and notify the engineer if a 7, 28, 56, or 90 -day test is low as they occur. Respectfully submitted, MAYES TESTING ENGINEERS, INC. Michael S. Dolder P.E. Vice President Attachments: Concrete Laboratory Reports Concrete Summary Reports for 07/01/03 — 08/31/03 CC: Theodore McDonald — Engineers Northwest Inc. Bob Fadden — Lance Mueller & Associates Dave Leng — Sabey Construction .X Building Official — City of Tukwila REGEVED SEP 1 5 2003 BUILDING DEPARTMENT Tests and Statistics for Job Number: Mix Number: Permit Number(s): 10000 Analysis of Strength Data E3187 Job Name: DHS Regional Headquarters D03-129 _a Test Data From: 8/19/2003 To: 8/29/2003 Produced By: Stoneway Specimen size: 2 x 4 CYLINDER Design Strength (fc) : 4000 psi at 28 days Sample Number Date Sample Slump WIC Made Temp( 7) (inch) Ratio 0002 7/22/2003 80 10" 0.489 0003 7/22/2003 84 10" 0.489 0004 7/22/2003 80 11" 0.489 0005 7/23/2003 78 10" 0.489 0006 7/23/2003 85 9-1/2" 0.489 0007 7/23/2003 80 9-1/2" 0.489 0008 7/23/2003 82 11" 0.489 0009 7/24/2003 78 9" 0.489 0010 7/24/2003 82 9-1/2" 0.489 0011 7/24/2003 85 9" 0.489 0012 7/25/2003 75 9-1/2" 0.489 0013 7/25/2003 80 9-1/2" 0.489 0014 7/25/2003 84 8-1/2" 0.489 0015 7/28/2003 80 8-1/2" 0.489 0016 7/28/2003 85 9" 0.489 0017 7/28/2003 86 8-1/2" 0.489 0018 7/29/2003 84 9" 0.489 0019 7/29/2003 84 10" 0.489 0020 7/29/2003 88 8" 0.489 0021 7/30/2003 82 9" 0.489 0023 7/30/2003 85 8-1/2" 0.489 Monday, September 08, 2003 Age = 28 Average Strength (psi) 3 -Test Ave. (psi) 6,640 6,840 7,640 7,040 7,640 7,380 5,490 6,930 6,860 6,660 5,430 5,930 5,420 5,900 7,260 6,040 6,490 6,390 6,660 6,800 6,680 6,610 5,690 6,340 6,440 6,270 7,700 6,610 7,110 7,080 6,640 7,150 6,210 6,650 6,550 6,470 7,130 6,630 5,200 6,290 Page 1 of 2 Remarks Tests and Statistics for Job Number: Sample Number Permit Number(s): E3187 Job Name: DHS Regional Headquarters Date Sample Slump W/C Made Temp( `F) (inch) Ratio 0024 7/31/2003 83 10-1/2" 0.489 0025 7/31/2003 83 10-1/2" 0.489 0026 7/31/2003 85 10-1/2" 0.489 0027 8/1/2003 78 9-1/2" 0.489 0028 8/1/2003 82 9" 0.489 Average Strength (psi) 4,880 5,540 5,800 4,560 5,170 3 -Test Ave. (psi) 5,730 5,210 5,410 5,300 5,180 28 I Day Test Statistics Number of tests: 26 Low test: 4,562 Within -test standard deviation: 312.22 High test: 7,698 Batch -to -batch standard deviation: 837.11 Average test: 6,295 Within -test coefficient of variation: 4.96 Median test: 6,520 Standard deviation: 893.44 Average range: 352 Coefficient of variation: 14.19 Monday, September 08, 2003 Page 2 of 2 Remarks MAYES TESTING ENGINEERS, INC Project : DHS Regional Headquarters Client: Sabey Corporation Client Address: 12201 Tukwila International Blvd. Fourth Floor Seattle, WA 98168-5121 Contractor: Sabey Construction Project No: E3187 Issued on: 8-22-03 Permit # (s): D03-129 Original: Revised: [❑ Everett Office 917. 134th Street SW Suite A-1 Everett, WA 98204 ph 425.742.9360 fax 425.745.1737 Air Temperature: Weather: Product: Supplier: Ticket Number : MixDesign ID : 65 ° F Clear -Hot Grout Stonewav 332210 10000 FIELD DATA (ASTM C31 and C172) Design 1 Mix Proportions: Ingredient Weight (per cu.yd) Fine Aggregate 2,309.0 lbs Water 460.0 lbs Cement—Type I & II 940.0 lbs 100 XR 38.0 Oz [Sample Temp. Slump Entrained Air (ASTM C1064) (ASTM C143) (ASTM C231) 78°F 9" [Water / Cement Ratio: 0.489 [Date Receive 7-26-03 [Design Strength (ft): 4000 Psi @ 28 days [Placement Location and Notes I SET 1 Pile E57, E33. Sampled at 20 cubic yards of 140 cubic yards placed. 30 gallons water added on site. Date Made Sample # COMPRESSION TEST RESULTS (ASTM C39, C1231, and C617 when applicable) Lab # Date Tested Age (day) Load (lbs) Size (in) Dia (in) Surface Area Strength (psi) Failure Code 7/24/2003 0009 53547 7/31/2003 7 14370 2x4 111.99 3.11 7/24/2003 0009 53548 8/21/2003 7/24/2003 0009 53549 8/21/2003] 28 16190 28 i 17820 2x4 2x4 l 4620 2.00 3.14 5150 2.00 : 3.14 P5670 L c 7/24/2003 0009 53550 8/21/2003 28 ,j 17110 2x4 2.00 3.14 Remark: Inspector(s): Del Spicer Tested by: Chris Pratt Reviewed by: I 5450 * ichael S. Dolder, P.E. Technical Director NOTES: Failure descriptions for samples tested with neoprene pads are not reported. " S = Shear, C = Cone, CSp = Cone and Split, CSh = Cone and Shear, Col = Columnar FC - Field Cure Information in this report applies only to the actual samples tested and shall not be reproduced without the approval of Mayes Testing Engineers, Inc. MTE Form #1‘.."; 7.0 aN+:is •i i'' .l � Vit;.: �- ; a:,. "•Fia'i�::',��dr`.4i`5i;isi�`.'GwiG,L.M:9t;f+iq.-i:•n.t;.yY „acwli�. � . ti MAYES TESTING ENGINEERS, INC Project : DHS Regional Headquarters Client: Sabey Corporation Client Address: 12201 Tukwila International Blvd. Fourth Floor Seattle, WA 98168-5121 Contractor: Sabey Construction Everett Office 917 - 134th Street SW Suite A-1 Everett, WA 98204 ph 425.742.9360 fax 425.745.1737 Project No: E3187 Issued on: 8-22-03 Permit # (s): D03-129 A. Original: ❑Q Revised: ❑ Air Temperature: 72 ° F Weather: Clear -Hot Product: Grout Supplier: Stoneway Ticket Number : 322352 MixDesign ID : 10000 FIELD DATA (ASTM C31 and C172) Design l Mix Proportions: Ingredient Weight (per cu.yd) Fine Aggregate 2,309.0 lbs Water 460.0 lbs Cement --Type 1 & 11 940.0 lbs 100 XR 38.0 Oz Sample Temp. 1 Slump I Entrained Air (ASTM C1064) (ASTM C143) 1 (ASTM C231) 82° F 9-1/2" L[Water / Cement Ratio: j Date Receive' 0.489 7-26-03 [Placement Location and Notes 1 SET2 [Design Strength (fc): 4000 Psi @ 28 days Pile E52, E25, E24. Sampled at 70 cubic yards of 140 cubic yards placed. 45 gallons water added on site. COMPRESSION TEST RESULTS (ASTM C39, C1231, and C617 when applicable) Date Made Sample # Lab # Date Tested Age (day) Load (lbs) Size (in) Dia (in) Surface Area Strength (psi) Failure Code 0010 53551 7/31/2003 7 18770 2 x 4 i 1.99 i I 3.11-1 60307 8/21/2003 28 22640 2 x 4 12.001 7210 28 7290 j 0 7/24/2003 0010 53554 8/21/2003 [ 28 ;[ 22910 2 x 4 12.00 1 3.14 72901 7/24/2003 7/24/2003 I 0010 1 53552 7/24/2003 i 0010 3.14 C 535531 8/21/2003 22900 2x4-112.00ij 3.14 Remark: Inspector(s): Del Spicer Tested by: Chris Pratt Reviewed by: * Michael S. Dolder, P.E. Technical Director NOTES: Failure descriptions for samples tested with neoprene pads are not reported. 5 = Shear, C = Cone, CSp = Cone and Split, CSh = Cone and Shear, Col = Columnar FC - Field Cure Information in this report applies only to the actual samples tested and shall not be reproduced without the approval of Mayes Testing Engineers, Inc. MTE Form #150, Rev 3, 7.0 dat p .JkY 11:1?YtiL'e.'.171Akri4.1A, MAYES TESTING ENGINEERS, INC ..+zt•koseir4 Project : DHS Regional Headquarters Client: Sabey Corporation Client Address: 12201 Tukwila International Blvd. Fourth Floor Seattle, WA 98168-5121 Contractor: Sabey Construction Project No: Issued on: Permit # (s): Original: Revised: ❑ Everett Office 917 - 134th Street SW Suite A-1 Everett, WA 98204 ph 425.742,9360 fax 425.745.1737 E3187 8-22-03 D03-129 \)A_ Air Temperature: Weather: Product: Supplier: Ticket Number : MixDesign ID : 78 ° F Clear -Hot Grout Stoneway 322455 10000 FIELD DATA (ASTM C31 and C172) Design Mix Proportions: Ingredient Fine Aggregate Water Cement --Type I & II 100 XR Sample Temp. Slump ' Entrained Air (ASTM C1064) (ASTM C143) (ASTM C231) 85° F 9" [Water / Cement Ratio: 1 LDate Receive 7-26-03 0.489 [Placement Location and Notes' SET 3 Piel E17 and E16. Sampled at 120 cubic yards of 140 cubic yards placed. 80 gallons water added on site. Weight (per cu.yd) 2,309.0 lbs 460.0 lbs 940.0 lbs 38.0 Oz [Design Strength (Pc): I 4000 Psi @ 28 days COMPRESSION TEST RESULTS (ASTM C39, C1231, and C617 when applicable) Date Made Sample # Lab # Date Tested Age (day) Load (lbs) Size (in) Dia (in) Surface Area Strength (psi) Failure Code 1 7/24/2003 0011 '53555 7/31/2003 7; 16350 7/24/2003 0011 153556 8/21/2003 7/24/2003 0011 53557 8/21/2003 28 !i 19930 28 T 20150 7/24/2003 0011 Remark: 2 x 4 111.99 L3.11-1 2.00 3.14 2x4 2x4 5355J8/21/2003 28 21060 Inspector(s): Del Spicer Tested by: Chris Pratt 2x4 2.00 3.14 2.00 W 3.14 Reviewed by: 5260 6340 j 6410 16700 C L c * Michael S. Dolder, P.E. Technical Director NOTES: Failure descriptions for samples tested with neoprene pads are not reported. * S = Shear, C = Cone, CSp = Cone and Split, CSh = Cone and Shear, Col = Columnar FC - Field Cure Information in this report applies only to the actual samples tested and shall not be reproduced without the approval of Mayes Testing Engineers, Inc. MTE Form #150, Rev 3, 7.0 MAYES TESTING ENGINEERS, INC • Project : DHS Regional Headquarters Client: Sabey Corporation Client Address: 12201 Tukwila International Blvd. Fourth Floor Seattle, WA 98168-5121 Contractor: Sabey Construction Everett Office 917 - 134th Street SW Suite A-1 Everett, WA 98204 ph 425.742.9360 lax 425.745.1737 Project No: E3187 Issued on: 8-25-03 Permit # (s): D03-129 \ s Original: d❑ Revised: ❑ Air Temperature: Weather: Product: Supplier: Ticket Number : MixDesign ID : Sample Temp. (ASTM C1064) 75° F 58 ° F Clear Grout Stoneway 332668 10000 Slump ;(ASTM C143) FIELD DATA (ASTM C31 and C172) Design 1 Mix Proportions: Ingredient Weight (per cu.yd) Fine Aggregate 2,309.0 lbs Water 460.0 lbs Cement --Type I & II 940.0 lbs 100 X R 38.0 Oz Entrained Air (ASTM C231) 9-1/2" `Water /Cement Ratio: I [Date Receive- 0.489 eceive 0.489 [Placement Location and Notes j SET 1 Pile F02, E08, and E44. Sampled at 30 cubic yards of 150 cubic yards placed. 70 gallons water added on site. 7-27-03 `Design Strength (Pc): 4000 PSI @ 28 days Date Made Sample # Lab # COMPRESSION TEST RESULTS (ASTM C39, C1231, and C617 when applicable) Date Tested Age (day) Load (lbs) Size (in) Dia (in) Surface Area 7 17970 2 x 4 1.99 3.117 28 l 21720 2 x 4 1.99 3.11 1 7/25/2003 0012 53608 7/25/2003 0012 53609 7/25/2003 001253610 7/25/2003 0012 Remark: 8/1/2003 8/22/2003 53611 8/22/2003 28 ;i 20210 2 x 4 1.99 ; 3.11 8/22/2003 1 28 i 20190 L 2 x 4 ' 1.99 3.11 ] Inspector(s): Del Spicer Tested by: Chris Pratt Reviewed by: Strength (psi) Failure Code ', 5780 6980 6500 6490 C S i* CSp * L ]« 1 * Michael S. Dolder, P.E. Technical Director NOTES: Failure descriptions for samples tested with neoprene pads are not reported. * S = Shear, C = Cone, CSp = Cone and Split, CSh = Cone and Shear, Col = Columnar FC - Field Cure Information in this report applies only to the actual samples tested and shall not be reproduced without the approval of Mayes Testing Engineers. Inc. MTE Form #150, Rev 3, 7.0 MAYES TESTING ENGINEERS, INC Project : DHS Regional Headquarters Client: Sabey Corporation Client Address: 12201 Tukwila International Blvd. Fourth Floor Seattle, WA 98168-5121 Contractor: Sabey Construction Project No: E3187 Issued on: 8-25-03 Permit # (s): D03-129 Original: I� Revised: ❑ Everett Office 917 - 134th Street SW Suite A-1 Everett, WA 98204 ph 425.742.9360 fax 425.745.1737 Air Temperature: Weather: Product: Supplier: Ticket Number : MixDesign ID : Sample Temp. [ (ASTM C1064) 68 ° F Clear Grout Stoneway 332788 10000 FIELD DATA (ASTM C31 and C172) Design l Mix Proportions: Ingredient Fine Aggregate Water Cement --Type I & II 100 XR Slump I Entrained Air (ASTM C143) I (ASTM C231) 80° F 9-1/2" 'Water / Cement Ratio: 1 [Date Receive 0.489 7-27-03 Weight (per cu.yd) 2,309.0 lbs 460.0 lbs 940.0 lbs 38.0 Oz [Design Strength (fc): 1 4000 PSI @ 28 days Placement Location and Notes' SET 2 Piel E06 and E01. Sampled at 80 cubic yards of 150 cubic yards placed. 80 gallons water added on site. COMPRESSION TEST RESULTS (ASTM C39, C1231, and C617 when applicable) Date Made Sample # Lab # Date Tested Age (day) Load (lbs) Size (in) Dia (in) Surface Area Strength (psi) Failure Code 7/25/2003 I 0013 ! 53612 8/1/2003 7- 16560 2 x 4 1 1.99 3.11 5320 j 1 7/25/2003 L 0013 53613 8/22/2003 28 ,1 21670 2 x 4 1.99 , 3.11 I 1 6970 L C 7/25/2003 0013 53614 8/22/2003 28 19920 2x4 7/25/2003 1 0013 153615 Remark: 8/22/2003 28 1 1.99 3.11 j 6400 i 1 CSp 20730 2 x 4 11 1.99 3.11 1 i 6670 4 1 Inspector(s): Del Spicer Tested by: Chris Pratt Reviewed by: Michael S. Dolder, P.E. Technical Director NOTES: Failure descriptions for samples tested with neoprene pads are not reported. S = Shear, C = Cone, CSp = Cone and Split, CSh = Cone and Shear, Col = Columnar FC - Field Cure Information in this report applies only to the actual samples tested and shall not be reproduced without the approval of Mayes Testing Engineers, Inc. MTE Form #150, Rev 3, 7.0 MAYES TESTING ENGINEERS, INC Z. ,,ham Project : DHS Regional Headquarters Client: Sabey Corporation Client Address: 12201 Tukwila International Blvd. Fourth Floor Seattle, WA 98168-5121 Contractor: Sabey Construction Everett Office 917 - 134th Street SW Suite A-1 Everett, WA 98204 ph 425.742.9360 fax 425.745.1737 Project No: E3187 Issued on: 8-25-03 Permit # (s): D03-129 \..P\ Original: 11 Revised: ❑ Air Temperature: 76 ° F Weather: Clear -Hot Product: Grout Supplier: Stoneway Ticket Number : 332902 MixDesign ID : 10000 FIELD DATA (ASTM C31 and C172) Design I Mix Proportions: Ingredient Weight (per cu.yd) Fine Aggregate 2,309.0 lbs Water 460.0 lbs Cement --Type 1 & II 940.0 lbs 100 XR 38.0 Oz Sample Temp. Slump Entrained Air (ASTM C1064) [(ASTM C143) (ASTM C231) 84 ° F 8-1/2" 9/0 I,Water / Cement Ratio: Date Receive 0.489 7-27-03 1Placement Location and Notes j SET 3 `Design Strength (?c): 4000 Psi @ 28 days Pile C01 and E03. Sampled at 120 cubic yards 150 cubic yards placed. 60 gallons water added on site. COMPRESSION TEST RESULTS (ASTM C39, C1231, and C617 when applicable) Date Made Sample # Lab # Date Tested Age (day) Load (lbs) Size (in) 7/25/2003 1 0014 ; 53616 7/25/2003 7/25/2003 8/1/2003 7 15030 2x4 0014 53617 8/22/2003 0014 153618 7/25/2003 0014 153619 8/22/2003 Remark: 28 17900 2x4 8/22/2003 28 17520 2x4 Dia (in) Surface Area Strength (psi) Failure Code 1.99 ; 3.11 I 4830 1.99 ; 3.11 15760 { s " 1.991 3.11 ! 5630 28 17710 l 2x4 1.99 ' 3.11 ; j 5690 Inspector(s): Del Spicer Tested by: Chris Pratt Reviewed by: S I• Michael S. Dolder, P.E. Technical Director NOTES: Failure descriptions for samples tested with neoprene pads are not reported. • S = Shear, C = Cone, CSp = Cone and Split, CSh = Cone and Shear, Col = Columnar FC - Field Cure Information in this report applies only to the actual samples tested and shall not be reproduced without the approval of Mayes Testing Engineers, Inc. MTE Form x150. Rev 3, 7-0 • 1 1 MAYES TESTING ENGINEERS, INC Project : DHS Regional Headquarters Client: Sabey Corporation Client Address: 12201 Tukwila International Blvd. Fourth Floor Seattle, WA 98168-5121 Contractor: Sabey Construction Everett Office 917 - 134th Street SW Suite A-1 Everett, WA 98204 ph 425.742.9360 fax 425.745.1737 Project No: E3187 Issued on: 8-26-03 Permit # (s): D03-129 (� Original: d❑ Revised: ❑ Air Temperature: Weather: Product: Supplier: Ticket Number : MixDesign ID : Sample Temp. (ASTM C1064) 80 ° F FIELD DATA (ASTM C31 and C172) 68 ° F Clear -Hot Grout Stoneway 333082 10000 Slump ! Entrained Air (ASTM C143) 1 (ASTM C231) 8-1/2" Water / Cement Ratio: 0.489 [Date Receive 7-30-03 Design 1 Mix Proportions: Ingredient Weight (per cu.yd) Fine Aggregate 2,309.0 lbs Water 460.0 lbs Cement --Type I & II 940.0 lbs 100 XR 38.0 Oz [Design Strength (Pc): [Placement Location and Notes 1 SET 1 Pile B06, and B03. Sampled at 30 cubic yards of 150 cubic yards placed. 4000 Psi @ 28 days Date Made Sample # 7/28/2003 (— 0015 COMPRESSION TEST RESULTS (ASTM C39, C1231, and C617 when applicable) Lab # Date Tested Age (day) Load (lbs) Size (in) Dia (in) Surface Area Strength (psi) Failure Code 53735 8/4/2003 7 15170 2 x 4 11 1.99 1 3.11 4880 Col j 7/28/2003 0015 153736 8/25/2003 28 11 20730 7/28/2003 0015 53737 8/25/2003 28 i 19760 7/28/2003 0015 53738 8/25/2003 Remark: 28 ! 20190 Inspector(s): Del Spicer Tested by: Chris Pratt 2x4 1;2.00!; 3.14 j 6600 1 3.14 1 i 6290 2x4 2.00 2 x 4 112.00 NOTES: Failure descriptions for samples tested with neoprene pads are not reported. " S = Shear, C = Cone, CSp = Cone and Split, CSh = Cone and Shear, Col = Columnar FC - Field Cure 3.14 Reviewed b : 6430 CSp j * CSp I * S * Michae . Dolder, P. Technical Director Information in this report applies only to the actual samples tested and shall not be reproduced without the approval of Mayes Testing Engineers, Inc. h1TE Form #150, Rev 3, 7.0 ur.LU I.a 11.t:ors+l Wtri '!NiRCM�%.++'yjllli^.�Agfatierhwr(KJLt+UtktW10.4u SStitSi.Aptrtv,7'IiWC.e?Ni!.VArlf.e141,1; 'tG'. Rl+ri. 1 Water / Cement Ratio: MAYES TESTING ENGINEERS, INC .i-•wn:s.:.Y:L .. . Project : DHS Regional Headquarters Client: Sabey Corporation Client Address: 12201 Tukwila International Blvd. Fourth Floor Seattle, WA 98168-5121 Contractor: Sabey Construction Project No: E3187 Issued on: 8-26-03 Permit # (s): D03-129 Original: t Revised: ❑ Everett Office 917. 134th Street SW Suite A-1 Everett, WA 98204 ph 425.742.9360 fax 425.745.1737 Air Temperature: 80 ° F Weather: Clear -Hot Product: Grout Supplier: Stoneway Ticket Number : 333214 MixDesign ID : 10000 FIELD DATA (ASTM C31 and C172) Design 1 Mix Proportions: Ingredient Weight (per cu.yd) Fine Aggregate 2,309.0 lbs Water 460.0 lbs Cement --Type I & II 940.0 lbs 100 XR 38.0 Oz Sample Temp. Slump I Entrained Air (ASTM C1064) [(ASTM C143) (ASTM C231) 85°F 9" 0.489 [Date Receive 7-30-03 [Design Strength (fc): 4000 Psi @ 28 days [Placement Location and Notes 1 SET2 Pile D03, D02 an C06. Sampled at 80 cubic yards of 150 cubic yards placed. Date Made Sample # Lab # 7/28/2003 1 0016 53739 7/28/2003 F0016 53740 COMPRESSION TEST RESULTS (ASTM C39, C1231, and C617 when applicable) Date Tested Age (day) Load (lbs) Size (in) Dia (in) Surface Area Strength (psi) Failure Code 8/4/2003 7 !; 19530 2 x 4711.99 1 3.11 6280 r—CSp s �• 8/25/2003 28 11-4710 2 x 4 1 2.00 1 3.14 1 7870 7/28/2003 0016 53741 7/28/2003 Remark: 8/25/2003 28 11 23700 0016 153742 8/25/2003 28 1 Inspector(s): Del Spicer Tested by: Chris Pratt 2x4 241461 2x4 2.00 112.00 Reviewed by: 3.14 1 ; 7540 1 CSp * 3.14 ! 7680 1 L CSp , * Michael S. Dolder, P.E. Technical Director NOTES: Failure descriptions for samples tested with neoprene pads are not reported. S = Shear, C = Cone, CSp = Cone and Split, CSh = Cone and Shear, Col = Columnar FC - Field Cure Information in this report applies only to the actual samples tested and shall not be reproduced without the approval of Mayes Testing Engineers, Inc. MTE Form #150, Rev 3, 7.0 nrs Rrrw.kX�ta„1%L•H.aa.Ntl7NeAWa.w MAYES TESTING ENGINEERS, INC Project : DHS Regional Headquarters Client: Sabey Corporation Client Address: 12201 Tukwila International Blvd. Fourth Floor Seattle, WA 98168-5121 Contractor: Sabey Construction Project No: E3187 Issued on: 8-26-03 Permit # (s): D03-129 Original: d❑ Revised: ❑ Everett Office 917 - 134th Street SW Suite A-1 Everett, WA 98204 ph 425.742.9360 fax 425.745.1737 Air Temperature: Weather: Product: Supplier: Ticket Number : MixDesign ID : 90 ° F Clear -Hot Grout Stoneway 333343 10000 FIELD DATA (ASTM C31 and C172) Design I Mix Proportions: Ingredient Weight (per cu.yd) Fine Aggregate 2,309.0 lbs Water 460.0 lbs Cement --Type I & II 940.0 lbs 100 XR 38.0 Oz Sample Temp. i Slump I Entrained Air (ASTM C1064) 1 (ASTM C143) (ASTM C231) 86 ° F 8-1/2" [Water / Cement Ratio: 0.489 [Date Receive 7-30-03 [Design Strength (tic): Placement Location and Notes ! SET3 Pile D12 and D09. Sampled at 130 cubic yards of 150 cubic yards placed. 4000 Psi @ 28 days Date Made Sample # COMPRESSION TEST RESULTS (ASTM C39, C1231, and C617 when applicable) Lab # Date Tested Age (day) Load (lbs) Size (in) Dia (in) Surface Area Strength (psi) Failure Code 7/28/2003 0017 53743 7/28/2003 0017 53744 8/4/2003 8/25/2003 7 17290 ] 2 x 4 111.99 1 3.11 ! j 5560 ' ! * 28 ! 22260 2 x 4 11 2.00 ; 3.14 1 f 7090 28 ( 22690 2 x 4 112.00 11 3.14 j 7220 ; I CSP 2 x 4 j, 2.001: 3.14 i ; 7020 7/28/2003 0017 53745 8/25/2003 7/28/2003 0017 53746 8/25/2003 CSp i * 28 1 Remark: Inspector(s): Del Spicer Tested by: Chris Pratt 22050 Reviewed by: CSp Michael S. Dolder, P.E. Technical Director NOTES: Failure descriptions for samples tested with neoprene pads are not reported. S = Shear, C = Cone, CSp = Cone and Split, CSh = Cone and Shear, Col = Columnar FC - Field Cure Information in this report applies only to the actual samples tested and shall not be reproduced without the approval of Mayes Testing Engineers, Inc. MTE Form #150, Rev 3, 7.0 MAYES TESTING ENGINEERS, INC Project : DHS Regional Headquarters Client: Sabey Corporation Client Address: 12201 Tukwila International Blvd. Fourth Floor Seattle, WA 98168-5121 Contractor: Sabey Construction Project No: E3187 Issued on: 8-27-03 Permit # (s): D03-129 Original: Revised: Everett Office 917 - 134th Street SW Suite A-1 Everett, WA 98204 ph 425.742.9360 fax 425.745.1737 Air Temperature: Weather: Product: Supplier: Ticket Number : MixDesign ID : Sample Temp. (ASTM C1064) 74 ° F Clear -Hot Grout Stonewav 333439 10000 FIELD DATA (ASTM C31 and C172) Design 1 Mix Proportions: Ingredient Weight (per cu.yd) Fine Aggregate 2,309.0 lbs Water 460.0 lbs Cement—Type I & II 940.0 lbs 100 XR 38.0 Oz ISlump ' Entrained Air (ASTM C143) (ASTM C231) 84 ° F 9" [Water / Cement Ratio: ' [Date Receive 7-31-03 0.489 [Design Strength (Pc): 4000 Psi @ 28 days [Placement Location and Notes j SET 1 Pile D11 and D10. Sampled at 30 cubic yards of 133 cubic yards placed. 60 gallons water added on site. Date Made COMPRESSION TEST RESULTS (ASTM C39, C1231, and C617 when applicable) Sample # Lab # Date Tested Age (day) Load (lbs) Size (in) Dia (in) Surface Area Strength (psi) Failure Code 7/29/2003 0018 53747 7/29/2003 0018 53748 8/5/2003 8/26/2003 7 16920 2 x 4 j12.00'; 3.14 5390 28 ! 21500 2x4 7/29/2003 0018 53749 8/26/2003 28 ;; 20440 L2 x 4 1.99; 3.11 i j 6910 1.99 ( 3.11 7/29/2003 0018 53750 8/26/2003 28 20060 2x4 1.99 3.11 Remark: Inspector(s): Del Spicer Tested by: Chris Pratt NOTES: Failure descriptions for samples tested with neoprene pads are not reported. * S = Shear, C = Cone, CSp = Cone and Split, CSh = Cone and Shear, Col = Columnar FC - Field Cure Reviewed by: 6570 6450 CSp ;* L CSp j CSp i * Michael S. Dolder, P.E. Technical Director Information In this report applies only to the actual samples tested and shall not be reproduced without the approval of Mayes Testing Engineers, Inc. MTE Form #150, Rev 3, 7.0 MAYES TESTING ENGINEERS, INC Project : DHS Regional Headquarters Client: Sabey Corporation Client Address: 12201 Tukwila International Blvd. Fourth Floor Seattle, WA 98168-5121 Contractor: Sabey Construction Project No: E3187 issued on: 8-27-03 Permit # (s): D03-129 Original: Revised: ❑ Everett Office 917 - 134th Street SW Suite A-1 Everett, WA 98204 ph 425.742.9360 fax 425.745.1737 Air Temperature: Weather: Product: Supplier: Ticket Number : MixDesign ID : 82 ° F Clear -Hot Grout Stoneway 333560 10000 FIELD DATA (ASTM C31 and 0172) Design I Mix Proportions: Ingredient Weight (per cu.yd) Fine Aggregate 2,309.0 lbs Water 460.0 lbs Cement—Type I & II 940.0 lbs 100 XR 38.0 Oz i Sample Temp. I Slump [ (ASTM C1064) (ASTM C143) 84°F 10" Entrained Air (ASTM C231) Water/ Cement Ratio: Date Receive 7-31-03 0.489 (Design Strength (fc): 4000 Psi @ 28 days Placement Location and Notes I SET 2 Pile C15 and C10. Sampled at 70 cubic yards of 133 cubic yards placed. 100 gallons water added on site. Date Made Sample # Lab # COMPRESSION TEST RESULTS (ASTM C39, C1231, and C617 when applicable) Date Tested Age (day) Load (lbs) Size (in) Dia (in) Surface Area Strength (psi) Failure Code 7/29/2003 7/29/2003 7/29/2003 0019 53751 8/5/2003 7 1577-0-1 2 x 4 2.00 I 3.14 1 5020 0019 :53752 8/26/2003 , 28 0019 53753 8/26/2003 28 19460 2x4 1.99 19130 2x4 1.99 7/29/2003 0019 53754 8/26/2003 28 Remark: Inspector(s): Del Spicer Tested by: Chris Pratt 19-iff-1 2 x 4 1.99 3.11 3.11 3.11 Reviewed by: 6260 6150 6210 Col CSp CSp CSp Michael S. Dolder, P. Technical Director NOTES: Failure descriptions for samples tested with neoprene pads are not reported. S = Shear, C = Cone, CSp = Cone and Split, CSh = Cone and Shear, Col = Columnar FC - Field Cure R Information in this report applies only to the actual samples tested and shall not be reproduced without the approval of Mayes Testing Engineers, Inc. MTE Form #150, Rev 3. 7.0 Placement Location and Notes; MAYES TESTING ENGINEERS, INC Project : DHS Regional Headquarters Client: Sabey Corporation Client Address: 12201 Tukwila International Blvd. Fourth Floor Seattle, WA 98168-5121 Contractor: Sabey Construction Project No: Issued on: Permit # (s): Original: El Revised: ❑ E3187 8-27-03 D03-129 Everett Office 917 - 134th Street SW Suite A-1 Everett, WA 98204 ph 425.742.9360 fax 425.745.1737 Air Temperature: Weather: Product: Supplier: Ticket Number : MixDesign ID : Sample Temp. (ASTM C1064) 88°F 92 ° F Clear -Hot Grout Stoneway 333711 10000 Slump (ASTM C143) 8° FIELD DATA (ASTM C31 and C172) Design Mix Proportions: Ingredient Weight (per cu.yd) Fine Aggregate 2,309.0 lbs Water 460.0 lbs Cement --Type I & II 940.0 lbs 100 XR 38.0 Oz Entrained Air (ASTM C231) [Water / Cement Ratio: ' Date Receive 7-31-03 0.489 [Design Strength (fc): 4000 Psi @ 28 days SET 3 Pile B12 and A14. Sampled at 120 cubic yards of 133 cubic yard placed. 130 gallons water added on site. Date Made Sample # Lab # COMPRESSION TEST RESULTS (ASTM C39, C1231, and C617 when applicable) Date Tested Age (day) Load (lbs) Size (in) Dia (in) Surface Area Strength (psi) Failure Code 7/29/2003 0020 153755 8/5/2003 7 15510 1 2x4 ![2.00iI 3.14 j 7/29/2003 I 0020 53756 8/26/2003 28 ,! 20070 L2 x 4 7/29/2003 0020 53757 8/26/2003 28 20040 7/29/2003 0020 53758 Remark: 8/26/2003 , 28 .I 21040 Inspector(s): Del Spicer Tested by: Chris Pratt 2x4 2x4 NOTES: Failure descriptions for samples tested with neoprene pads are not reported. S = Shear, C = Cone, CSp = Cone and Split, CSh = Cone and Shear, Col = Columnar FC - Field Cure 1.99 1.99 { 1.99 1 3.117 3.11 3.11 Reviewed by: 4940 6450 6440 6760 Col CSp CSp Michael S. Dolder, P.E. Technical Director Information in this report applies only to the actual samples tested and shall not be reproduced without the approval of Mayes Testing Engineers, Inc. MTE Form #150, Rev 3, 7-0 MAYES TESTING ENGINEERS, INC Project : DHS Regional Headquarters Client: Sabey Corporation Client Address: 12201 Tukwila International Blvd. Fourth Floor Seattle, WA 98168-5121 Contractor: Sabey Construction Project No: E3187 Issued on: 8-28-03 Permit # (s): D03-129 Original: 0 Revised: ❑ Everett Office 917 - 134th Street SW Suite A-1 Everett, WA 98204 ph 425.742,9360 fax 425.745.1737 Air Temperature: 76 ° F Weather: Clear -Hot Product: Grout Supplier: Stoneway Ticket Number : 333889 MixDesign ID : 10000 Sample Temp. Slump Entrained Air (ASTM C1064) I ;(ASTM C143) I (ASTM C231) 82°F 9" 0/0 [Water / Cement Ratio: ' [Date Receive 0.489 7-31-03 [Design Strength (Pc): 4000 Psi @ 28 days [Placement Location and Notes 1 SET 1 Pile C05 and C09. Sampled at 30 of 153 cubic yards placed. 50 gallons water added on site. FIELD DATA (ASTM C31 and C172) Design Mix Proportions: Ingredient Weight (per cu.yd) Fine Aggregate 2,309.0 lbs Water 460.0 lbs Cement --Type I & II 940.0 lbs 100 XR 38.0 Oz COMPRESSION TEST RESULTS (ASTM C39, C1231, and C617 when applicable) Date Made Sample # Lab # Date Tested Age (day) Load (lbs) Size (in) Dia (in) Surface Area Strength (psi) Failure Code 7/30/2003 0021 53886 8/6/2003 7 'I 20410 2 x 4 1.99 i 3.11 6560 7/30/2003 0021 53887 8/27/2003 28 l! 21400 2 x 4 j 2.0011 3.14 1 6810 CSp ! * 7/30/2003 1 0021 53888 8/27/2003 7/30/2003 0021 53889 8/27/2003 Remark: 28 7i 23020 2 x 4 I[ 2.00 ' j 3.14 7330 28 I( 22740 2 x 4 2.00 ( 3.14 [ 7240 CSp f * Inspector(s): Del Spicer Tested by: Chris Pratt Reviewed by: NOTES: Failure descriptions for samples tested with neoprene pads are not reported. S = Shear, C = Cone, CSp = Cone and Split, CSh = Cone and Shear, Col = Columnar FC - Field Cure Michael S. Dolder, P.E. Technical Director Information in this report applies only to the actual samples tested and shall not be reproduced without the approval of Mayes Testing Engineers, Inc. MTE Form #150, Rev 3, 7-0 MAYES TESTING ENGINEERS, INC •i.l%s1t1� Kt#'. '' Project : DHS Regional Headquarters Client: Sabey Corporation Client Address: 12201 Tukwila International Blvd. Fourth Floor Seattle, WA 98168-5121 Contractor: Sabey Construction Project No: Issued on: Permit # (s): Original: 0 Revised: ❑ E3187 8-28-03 D03-129 Everett Office 917 - 134th Street SW Suite A-1 Everett, WA 98204 ph 425.742.9360 fax 425.745.1737 Air Temperature: Weather: Product: Supplier: Ticket Number : MixDesign ID : 80 ° F Clear -Hot Grout Stoneway 333960- 1000 FIELD (ASTM C31 1 Sample Temp. 1 Slump [Entrained Air 1 (ASTM C1064) !(ASTM C143) (ASTM C231) 83° F 8" {Water / Cement Ratio: Date Receive 8-1-03 0.489 DATA and C172) Design I Mix Proportions: Ingredient Fine Aggregate Water Cement --Type 1 & II 100 XR Weight (per cu.yd) 2,309.0 lbs 460.0 lbs 940.0 lbs 38.0 Oz [Design Strength (flc): 4000 psi @ 28 days 1Placement Location and Notes j SET2 Pile C.5/1 (bridge pile), B07. Sampled at 70 of 153 cubic yards placed. 30 gallons water added on site. Date Made Sample # COMPRESSION TEST RESULTS (ASTM C39, C1231, and C617 when applicable) Lab # Date Tested Age (day) Load (lbs) Size (in) Dia (in) Surface Area Strength (psi) Failure Code 7/30/2003 0022 53890 7/30/2003 0022 153891 8/6/2003 7 1 16340 2 x 4 1.991 3.11 1 5250 8/27/2003 28 19890 2 x 4 2.00 3.14 ] 16330 7/30/2003 1 0022 153892 7/30/2003 I 0022 Remark: 153893 8/27/2003 8/27/2003 28 I 20100 28 I 19710 2x4 2x4 2.00 2.00 Inspector(s): Del Spicer Tested by: Chris Pratt 3.14 Reviewed b : 3.14_,j 6400 6270 S CSp c * 1* 1* Michael S. Dolder, P.E. Technical Director NOTES: Failure descriptions for samples tested with neoprene pads are not reported. * S = Shear, C = Cone, CSp = Cone and Split, CSh = Cone and Shear, Col = Columnar FC - Field Cure Information in this report applies only to the actual samples tested and shall not be reproduced without the approval of Mayes Testing Engineers, Inc. MTE Form #150, Rev 3, 7.0 0 MAYES TESTING ENGINEERS, INC • Project : DHS Regional Headquarters V Client: Sabey Corporation Client Address: 12201 Tukwila International Blvd. Fourth Floor Seattle, WA 98168-5121 Contractor: Sabey Construction Project No: E3187 Issued on: 8-28-03 Permit # (s): D03-129 Original: ❑Q Revised: ❑ Everett Office, 917. 134th Street SW Suite A-1 Everett, WA 98204 ph 425.742.9360 fax 425.745.1737 Air Temperature: 90 ° F Weather: Clear -Hot Product: Grout Supplier: Stoneway Ticket Number : 334132 MixDesign ID : 10000 FIELD DATA (ASTM C31 and C172) Design l Mix Proportions: Ingredient Weight (per cu.yd) Fine Aggregate 2,309.0 lbs Water 460.0 lbs Cement --Type I & II 940.0 lbs 100 XR 38.0 Oz Sample Temp. Slump Entrained Air (ASTM C1064) (ASTM C143) L (ASTM C231) 85 ° F 8-1/2" Water / Cement Ratio: 0.489 [Date Receive 8-1-03 Placement Location and Notes Design Strength (Pc): 1 4000 psi @ 28 days SET 3 Pile D54, D50. Sampled at 120 cubic yards of 153 cubic yards placed. 80 gallons water added on site. COMPRESSION TEST RESULTS (ASTM C39, C1231, and C617 when applicable) Date Made Sample # Lab # Date Tested Age (day) Load (lbs) Size (in) Dia (in) Surface Area Strength (psi) Failure Code 7/30/2003 0023 53894 8/6/2003 7 114801 2 x 4 !; 1.99 [ 3.12 3680 ! 1 * 7/30/2003 0023 53895 8/27/2003 7/30/2003 0023 53896 8/27/2003 28 11 15940 2 x 4 !! 2.00 28 1 16420 2 x 4 2.00 2x4 [2.00] 7/30/2003 0023 53897 8/27/2003 28 Remark: Inspector(s): Del Spicer Tested by: Chris Pratt 16610 NOTES: Failure descriptions for samples tested with neoprene pads are not reported. * S = Shear, C = Cone, CSp = Cone and Split, CSh = Cone and Shear, Col = Columnar FC - Field Cure 3.14 3.14 3.14 Reviewed b 5070 j Col j * 5230 1 Col I CSp I * 5290 Michael S. Dolder, P. Technical Director Information in this report applies only to the actual samples tested and shall not be reproduced without the approval of Mayes Testing Engineers, Inc. MTE Form #150, Rev 3, 7.0 MAYES TESTING ENGINEERS, INC Project : DHS Regional Headquarters Client: Sabey Corporation Client Address: 12201 Tukwila International Blvd. Fourth Floor Seattle, WA 98168-5121 Contractor: Sabey Construction Project No: E3187 Issued on: 8-29-03 Permit # (s): D03-129 Original: Revised: ❑ Everett Office 917 - 134th Street SW Suite A-1 Everett, WA 98204 ph 425.742.9360 fax 425.745.1737 Air Temperature: Weather: Product: Supplier: Ticket Number : MixDesign ID : 64 ° F Clear Grout Stoneway 334245 10000 FIELD DATA (ASTM C31 and C172) Design 1 Mix Proportions: Ingredient Weight (per cu.yd) Fine Aggregate 2,335.0 lbs Water 460.0 lbs Cement --Type I & II 940.0 lbs Sample Temp. Slump l Entrained Air (ASTM C1064) '(ASTM C143) L (ASTM C231) 83 ° F 10-1/2" [Water / Cement Ratio: [Date Receive 8-2-03 0.489 Placement Location and Notes Design Strength (Pc): Auger cast piles C49 and C52. 38 oz of Retarder added on site. 4000 Psi @ 28 days Date Made /L3_1/2003 Sample # COMPRESSION TEST RESULTS (ASTM C39, C1231, and C617 when applicable) Lab # Date Tested Age (day) Load (lbs) Size (in) Dia (in) Surface Area Strength (psl) Failure Code 0024 53965 8/7/2003 7 11010 2x4—;2.001 3.14 7/31/2003 0024 153966 8/28/2003 28 15610 2x4 2.00 7/31/2003 0024 53967 8/28/2003 28 7/31/2003 0024 53968 8/28/2003 28 Remark: J 14690 15710 Inspector(s): Bob VanderPol Tested by: Chris Pratt 2x4 2.00 2x4 1 2.00 1 3.14 3.14 3.14 Reviewed by: 3500 S 49701 1 c 4680 5000 Col Col Michael S. Dolder, P.E. Technical Director NOTES: Failure descriptions for samples tested with neoprene pads are not reported. S = Shear, C = Cone, CSp = Cone and Split, CSh = Cone and Shear, Col = Columnar FC - Field Cure Information in this report applies only to the actual samples tested and shall not be reproduced without the approval of Mayes Testing Engineers, Inc. MTE Form #150, Rev 3, 7.0 4d'4.4.Xx�'1r1R� en�.arm,rfi MAYES TESTING ENGINEERS, INC Project : DHS Regional Headquarters Client: Sabey Corporation Client Address: 12201 Tukwila International Blvd. Fourth Floor Seattle, WA 98168-5121 Contractor: Sabey Construction Project No: E3187 Issued on: 8-29-03 Permit # (s): D03-129 Original: Revised: ❑ Everett Office 917 - 134th Street SW Suite A-1 Everett, WA 98204 ph 425.742.9360 fax 425.745.1737 Air Temperature: Weather: Product: Supplier: Ticket Number : MixDesign ID : Sample Temp. (ASTM C1064) 74 ° F Overcast Grout Stonewav 334423 10000 FIELD DATA (ASTM C31 and C172) Design I Mix Proportions: Ingredient Weight (per cu.yd) Fine Aggregate 2,335.0 lbs Water 460.0 lbs Cement --Type I & II 940.0 lbs Slump EM:(ASTM C143) (AST 83° F 10-1/2" !Water/ c:= 2.0] ' [Date Receive 8-2-03 0.489 Placement Location and Notes SET 2 Auger cast piles B37 and C53. [Design Strength (fc): j 4000psi @ 28 days Date Made Sample # Lab # 7/31/2003 _ 0025 53969 7/31/200_3 0025 1 7/31/2003 53970 0025 53971 COMPRESSION TEST RESULTS (ASTM C39, C1231, and C617 when applicable) Date Tested Age (day) Load (lbs) 7 ;1 13370 28 i. 17430 8/7/2003 8/28/2003 8/28/2003 28 17210 Size (in) Dia (in) Surface Area Strength (psi) Failure Code 3.14 j i 4260 3.14 i 5550 2x4 2x4 2x4 2.00 2.00 2.00 7/31/2003 0025 53972 8/28/2003 28 17620 2x4 2.00 Remark: Inspector(s): Bob VanderPol Tested by: Chris Pratt NOTES: Failure descriptions for samples tested with neoprene pads are not reported. • S = Shear, C = Cone, CSp = Cone and Split, CSh = Cone and Shear, Col = Columnar FC - Field Cure 3.14 1 3.14 Reviewed by: 5480 5610 S • CSp Michael S. Dolder, P.E. Technical Director Information in this report applies only to the actual samples tested and shall not be reproduced without the approval of Mayes Testing Engineers, Inc. MTE Form #150, Rev 3. 7.0 msrsrw.p+t:.tixkrye ANtICtw,0Y6F.9%+, S' 1WAI'ir ill SVktICIMN, Design Strength (fc): MAYES TESTING ENGINEERS, INC I �t;.M,... Project : DHS Regional Headquarters Client: Sabey Corporation Client Address: 12201 Tukwila International Blvd. Fourth Floor Seattle, WA 98168-5121 Contractor: Sabey Construction Everett Office 917 - 134th Street SW Suite A-1 Everett, WA 98204 ph 425.742.9360 fax 425.745.1737 Project No: E3187 Issued on: 8-29-03 4, Permit # (s): D03-129 Original: Ej Revised: ❑ Air Temperature: Weather: Product: Supplier: Ticket Number : MixDesign ID : Sample Temp. (ASTM C1064) 79 ° F Overcast Grout Stonewav 334551 10000 LSlump (ASTM C143) FIELD DATA (ASTM C31 and C172) Design Mix Proportions: Ingredient Weight (per cu.yd) Fine Aggregate 2,335.0 lbs Water 460.0 lbs Cement—Type 1 & 11 940.0 lbs 1 Entrained Air (ASTM C231) 85°F [Water/ Cement Ratio: 0.489 10-1/2" [Date Receive 8-2-03 Placement Location and Notes SET 3 Auger cast piles A34 and A37. 4000 Psi @ 28 days Date Made Sample # 7/31/2003 7/31/2003 COMPRESSION TEST RESULTS (ASTM C39, C1231, and C617 when applicable) Lab # Date Tested Age (day) Load (lbs) Size (in) Dia (in) Surface Area Strength (psi) Failure Code 0026 53973 8/7/2003 7 14100 2 x 4 0026 53974 8/28/2003 28 18130 7/31/2003 0026 53975 8/28/2003 28 18970 ;12.00 2x4 2x4 2.00 3.14 ' 4490 3.14 5770 2.00 3.14 1 6040 7/31/2003 0026 53976 8/28/2003 28 ' 17550 2x4 2.00 Remark: Inspector(s): Bob VanderPol Tested by: Chris Pratt 3.14 ; 15590 Reviewed by: S c c C !• Michael S. Dolder, P.E. Technical Director NOTES: Failure descriptions for samples tested with neoprene pads are not reported. • S = Shear, C = Cone, CSp = Cone and Split, CSh = Cone and Shear, Col = Columnar FC - Field Cure Information in this report applies only to the actual samples tested and shall not be reproduced without the approval of Mayes Testing Engineers, Inc. MTE Form #150, Rev 3, 7.0 IT MAYES TESTING ENGINEERS, INC Project : DHS Regional Headquarters Client: Sabey Corporation Client Address: 12201 Tukwila International Blvd. Fourth Floor Seattle, WA 98168-5121 Contractor: Sabey Construction Project No: E3187 Issued on: 9-2-03 Permit # (s): D03-129 Original: Revised: ❑ Everett Office 917 - 134th Street SW Suite A-1 Everett, WA 98204 ph 425.742.9360 fax 425.745.1737 Air Temperature: Weather: Product: Supplier: Ticket Number : MixDesign ID : 60 ° F Clear Grout Stoneway 334725 10000 FIELD DATA (ASTM C31 and C172) Design 1 Mix Proportions: Ingredient Weight (per cu.yd) Fine Aggregate 2,309.0 lbs Water 460.0 lbs Cement --Type I & II 940.0 lbs 100 XR 38.0 Oz 1 Sample Temp. 4 Slump !Entrained Air (ASTM C1064) ; (ASTM C143) (ASTM C231) 78 ° F 9-1/2" °Ao (Water / Cement Ratio: [Date Receive 0.489 8-3-03 ;Placement Location and Notes I SET 1 Piles B31 and A43. Sampled at 30 cubic yards of 103 cubic yards placed. 50 gallons water added on site. Design Strength (Pc): 4000 Psi @ 28 days Date Made Sample # 8/1/2003 F 0027 COMPRESSION TEST RESULTS (ASTM C39, C1231, and C617 when applicable) Lab # Date Tested Age (day) Load (lbs) 54026 8/8/2003 7 !! 12830 8/1/2003 0027 54027 8/29/2003 28 14640 8/1/2003 0027 54028 8/29/2003 8/1/2003 Remark: 0027 54029 8/29/2003 28 1L 13990 28 1! 14370 Inspector(s): Del Spicer Tested by: Chris Pratt Size (in) Dia (in) Surface Area Strength (psi) Failure Code 2x4 1.99 3.11 ' ! 4130 2x4 12.00 2x4 2 x 4 NOTES: Failure descriptions for samples tested with neoprene pads are not reported. S = Shear, C = Cone, CSp = Cone and Split, CSh = Cone and Shear, Col = Columnar FC - Field Cure 2.00 2.00 3.14 {-4660 3.14 1 1 4450 ! 3.14 i i 4570 Reviewed by: CSp C Col Col Michael S. Dolder, P.E. Technical Director Information in this report applies only to the actual samples tested and shall not be reproduced without the approval of Mayes Testing Engineers, Inc. MTE Form #150, Rev 3, 7.0 lister?MYNK161,404 4rim .,,hruerxrtw+m,,,,rvt awY4.4+-4 .-Ixetf4.4..w-xo mulay.rov.4, µtglihhi itYt"'"t.M. tb4Nt Date Receivei Placement Location and Notes) Design Strength (fc): 1 MAYES TESTING ENGINEERS, INC "Y�'Cf.�!.1VE:ya Project : DHS Regional Headquarters Client: Sabey Corporation Client Address: 12201 Tukwila International Blvd. Fourth Floor Seattle, WA 98168-5121 Contractor: Sabey Construction • Project No: Issued on: Permit # (s): Original: d❑ Revised: ❑ E3187 9-2-03 D03-129 Everett Office 917 - 134th Street SW Suite A-1 Everett, WA 98204 ph 425.742.9360 fax 425.745.1737 Air Temperature: Weather: Product: Supplier: Ticket Number : MixDesign ID : Sample Temp. (ASTM C1064) 82°F 70 ° F Clear Grout Stonewav 334909 10000 Slump (ASTM C143) FIELD DATA (ASTM C31 and C172) Design Mix Proportions: Ingredient Fine Aggregate Water Cement --Type 1 & II 100 XR Entrained Air (ASTM C231) Water / Cement Ratio: ti 0.489 9" 8-3-03 Weight (per cu.yd) 2,309.0 lbs 460.0 lbs 940.0 lbs 38.0 Oz 4000 Psi @ 28 days SET 2 Pile A29 and A39. Sampled at 70 cubic yards of 103 cubic yards placed. 70 gallons water added on site. Date Made Sample # COMPRESSION TEST RESULTS (ASTM C39, C1231, and C617 when applicable) Lab # Date Tested Age (day) Load (lbs) Size (in) Dia (in) Surface Area 8/1/2003 0028 54030 8/8/2003 7 :1 12450 2 x 4 1.99 8/1/2003 0028 54031 8/29/2003 28 11 16500 x4 2.00 1 8/1/2003 0028 54032 8/29/2003 28 16230 2x4 2.00 8/1/2003 Remark: 0028 54033 8/29/2003 28 115950 Inspector(s): Del Spicer Tested by: Chris Pratt 2 x 4 NOTES: Failure descriptions for samples tested with neoprene pads are not reported. " S = Shear, C = Cone, CSp = Cone and Split, CSh = Cone and Shear, Col = Columnar FC - Field Cure 2.00 3.11 3.14 3.14 3.14 Reviewed by: Strength (psi) Failure Code 4000 5250 5170 5080 r Col 1* Col j Michael S. Dolder, P.E. Technical Director Information in this report applies only to the actual samples tested and shall not be reproduced without the approval of Mayes Testing Engineers, Inc. MTE Form #150, Rev 3, 7.0 al l+vtM1\ . f.uVgM `+CX44 Placement Location and Notes' .fmn;gv.M 7 MAYES TESTING ENGINEERS, INC ML1Wp�1LZ<��•E i.t Project : DHS Regional Headquarters Client: Sabey Corporation Client Address: 12201 Tukwila International Blvd. Fourth Floor Seattle, WA 98168-5121 Contractor: Sabey Construction Project No: Issued on: Permit # (s): Original: 0 Revised: ❑ Everett Office 917 - 134th Street SW Suite A-1 Everett, WA 98204 ph 425.742.9360 fax 425.745.1737 E3187 9-3-03 D03-129 4_,„ Air Temperature: Weather: Product: Supplier: Ticket Number : MixDesign ID : 64 ° F Clear Grout Stoneway 335264 10000 FIELD DATA (ASTM C31 and C172) Design Mix Proportions: Ingredient Fine Aggregate Water Cement—Type I & II 100 XR Sample . i Entrained (ASamTM C1064)Temp;(ASTMSlump C143) I (ASTM C23Air1) 74°F 9" Water / Cement Ratio: 1 [Date Receive' ti 0.489 8-6-03 Weight (per cu.yd) 2,309.0 lbs 460.0 lbs 940.0 lbs 38.0 Oz Design Strength (fc): ji 4000 Psi @ 28 days SET 1 Pile D30 and D31. Sampled at 30 cubic yards of 151 cubic yards placed. Date Made Sample # COMPRESSION TEST RESULTS (ASTM C39, C1231, and C617 when applicable) Lab # Date Tested Age (day) Load (lbs) 8/4/2003 0029 54135 8/11/2003 7 1 Size (in) Dia (in) Surface Area Strength (psi) Failure Code 14460 2 x 4 !(1.99 3.12 j 4640 2.00 2.00 8/4/2003 0029 54136 9/2/2003 29 1 17700 2x4 8/4/2003 0029 154137 9/2/2003 29 18140 2x4 8/4/2003 0029 54138 9/2/2003 29 17870 2x4 2.00 I 3.14 3.14 3.14 Remark: Inspector(s): Del Spicer Tested by: Zenaida Revilla Reviewed by: 5630 5770 5690 Col Col Col Michael S. Dolder, P.E. Technical Director NOTES: Failure descriptions for samples tested with neoprene pads are not reported. * S = Shear, C = Cone, CSp = Cone and Split, CSh = Cone and Shear, Col = Columnar FC - Field Cure f Information in this report applies only to the actual samples tested and shall not be reproduced without the approval of Mayes Testing Engineers, Inc. MTE Form #150, Rev 3. 7.0 I/Crl�"(R ktl4sYh'3CHY!EAAf 44fRN l?ISSN. rw�u!rc�+n 1 MAYES TESTING ENGINEERS, INC Project : DHS Regional Headquarters Client: Sabey Corporation Client Address: 12201 Tukwila International Blvd. Fourth Floor Seattle, WA 98168-5121 Contractor: Sabey Construction Project No: E3187 Issued on: 9-3-03 Permit # (s): D03-129 Original: ❑Q Revised: ❑ Everett Office 917 - 134th Street SW Suite A-1 Everett, WA 98204 ph 425.742.9360 fax 425.745.1737 Air Temperature: Weather: Product: Supplier: Ticket Number : MixDesign ID : SampleTemp. (ASTM C1064) 68 ° F Clear Grout Stoneway 335391 10000 Slump (ASTM C143) 9-1/2" Date Receive 8-6-03 82°F [Water / Cement Ratio: 1 0.489 FIELD DATA (ASTM C31 and C172) .1112.!JEI Mix Proportions: 11= [Placement Location and Notes j SET 2 Pile D19 and D22. Sampled at 80 of 151 cubic yards. Ingredient Fine Aggregate Water Cement --Type I & II 100 XR [Design Strength (fc): Weight (per cu.yd) 2,309.0 lbs 460.0 lbs 940.0 lbs 38.0 Oz 4000 Psi @ 28 days Date Made Sample # Lab # 8/4/2003 0030 154139 COMPRESSION TEST RESULTS (ASTM C39, C1231, and C617 when applicable) Date Tested Age (day) Load (lbs) Size (in) 7 I; 11420 2 x 4 8/11/2003 Dia (in) Surface Area Strength (psi) Failure Code 1.99 3.12 1 1 3660 1 3.14 4980 1 8/4/2003 0030 54140 9/2/2003 29 15650 2x4 8/4/2003 0030 54141 9/2/2003 29 15170 2x4 12.00; 2.001; 3.14 8/4/2003 Remark: 0030 54142 9/2/2003 29 I. 15670 2x4 2.00 ; . 3.14 Inspector(s): Del Spicer Tested by: Zenaida Revilla Reviewed by: 4830 4990 S Col COI Michael S. Dolder, P.E. Technical Director NOTES: Failure descriptions for samples tested with neoprene pads are not reported. S = Shear, C = Cone, CSp = Cone and Split, CSh = Cone and Shear, Col = Columnar FC - Field Cure Information in this report applies only to the actual samples tested and shall not be reproduced without the approval of Mayes Testing Engineers, Inc. MTE Form #150, Rev 3, 7.0 1 MAYES TESTING ENGINEERS, INC Project : DHS Regional Headquarters Client: Sabey Corporation Client Address: 12201 Tukwila International Blvd. Fourth Floor Seattle, WA 98168-5121 Contractor: Sabey Construction Project No: E3187 Issued on: 9-3-03 Permit # (s): D03-129 Original: Revised: ❑ Everett Office 917 - 134th Street SW Suite A-1 Everett, WA 98204 ph 425.742.9360 fax 425.745.1737 Air Temperature: Weather: Product: Supplier: Ticket Number : MixDesign ID : 78 ° F Clear Grout Stoneway 335499 10000 FIELD DATA (ASTM C31 and C172) Design Mix Proportions: Ingredient Fine Aggregate Water Cement --Type I & II 100 XR Sample Temp. I Slump Entrained Air (ASTM C1064) (ASTM C143) L (ASTM C231) 83°F 8-1/2" [Water / Cement Ratio: Date Receive I 8-6-03 0.489 LPlacement Location and Notes I SET 3 Pile C24 and C21. Sampled at 120 cubic yards of 151 cubic yards. Design Strength (Pc): Weight (per cu.yd) 2,309.0 lbs 460.0 lbs 940.0 lbs 38.0 Oz 4000 Psi @ 28 days Date Made 8/4/2003 Sample # 0031 8/4/2003 J 0031 COMPRESSION TEST RESULTS (ASTM C39, C1231, and C617 when applicable) Lab # Date Tested Age (day) Load (lbs) Size (in) Dia (in) Surface Area Strength (psi) Failure Code 54143 8/11/2003 7 1 15890 54144 8/4/2003 0031 54145 9/2/2003 9/2/2003 29 19500 29 20290 2x4 2x4 2x4 1.99 j 1 3.12 2.00; 3.14 2.00 11 3.14 • 8/4/2003 ! 0031 Remark: 54146 9/2/2003 29 18910 2x4 2.00 3.14 Inspector(s): Del Spicer Tested by: Zenaida Revilla NOTES: Failure descriptions for samples tested with neoprene pads are not reported. ' S = Shear, C = Cone, CSp = Cone and Split, CSh = Cone and Shear, Col = Columnar FC - Field Cure Reviewed by: 5100 L6210 1 j Col 6460 6020 Col Col • Michael S. Dolder, P.E. Technical Director Information in this report applies only to the actual samples tested and shall not be reproduced without the approval of Mayes Testing Engineers, Inc. MTE Form #150, Rev 3, 7.0 MAYES TESTING ENGINEERS, INC yhfui�+atFir..., Project : DHS Regional Headquarters Client: Sabey Corporation Client Address: 12201 Tukwila International Blvd. Fourth Floor Seattle, WA 98168-5121 Contractor: Sabey Construction Project No: E3187 Issued on: 9-3-03 Permit # (s): D03-129 Original: 0 Revised: ❑ Everett Office 917 - 134th Street SW Suite A-1 Everett, WA 98204 ph 425,742.9360 fax 425.745.1737 Air Temperature: 68 ° F Weather: Clear Product: Grout Supplier: Stoneway Ticket Number : 335601 MixDesign ID : 10000 FIELD DATA (ASTM C31 and C172) Design 1 Mix Proportions: Ingredient Weight (per cu.yd) Fine Aggregate 2,309.0 lbs Water 460.0 lbs Cement --Type 18,11 940.0 lbs 100 XR 38.0 Oz 1 Sample Temp. 1 Slump !Entrained Air (ASTM C1064) [(ASTM C143) 11. (ASTM C231) 74°F 9" Water / Cement Ratio: ' Date Receive 0.489 8-7-03 Design Strength (fc): i 4000 Psi @ 28 days [Placement Location and Notes 1 SET 1 Pile D24 and D25. Sampled at 30 of 155 cubic yards. 30 gallons water added on site. Date Made Sample # 8/5/2003 I 0032 COMPRESSION TEST RESULTS (ASTM C39, C1231, and C617 when applicable) Lab # Date Tested Age (day) Load (lbs) Size (in) 54202 8/12/2003 8/5/2003 0032 54203 9/2/2003 7 28 I 15720 16720 2x4 2x4 Dia (in) Surface Area Strength (psi) Failure Code 5030 J i 5320 i Col 2.00 2.00 8/5/2003 0032 54204 9/2/2003 28 17580 2x4 2.00 3.13 3.14 3.14 5600 8/5/2003 0032 54205 9/2/2003 28 17560 2x4 2.00 3.14 5590 Remark: Inspector(s): Del Spicer Tested by: Zenaida Revilla Reviewed by: i Col Col Michael S. Dolder, P.E. Technical Director NOTES: Failure descriptions for samples tested with neoprene pads are not reported. • S = Shear, C = Cone, CSp = Cone and Split, CSh = Cone and Shear, Col = Columnar FC - Field Cure Information In this report applies only to the actual samples tested and shall not be reproduced without the approval of Mayes Testing Engineers, Inc. MTE Form #150, Rev 3, 7.0 MAYES TESTING ENGINEERS, INC • Project : DHS Regional Headquarters Client: Sabey Corporation Client Address: 12201 Tukwila International Blvd. Fourth Floor Seattle, WA 98168-5121 Contractor: Sabey Construction Project No: E3187 Issued on: 9-3-03 Permit # (s): D03-129 Original: Revised: ❑ Everett Office 917 - 134th Street SW Suite A-1 Everett, WA 98204 ph 425.742.9360 fax 425.745.1737 Air Temperature: 71 ° F Weather: Clear Product: Grout Supplier: Stoneway Ticket Number : 335747 MixDesign ID : 10000 FIELD DATA (ASTM C31 and C172) Design Mix Proportions: Ingredient Weight (per cu.yd) Fine Aggregate 2,309.0 lbs Water 460.0 lbs Cement—Type I & II 940.0 lbs 100 XR 38.0 Oz Sample Temp. Slump I Entrained Air (ASTM C1064) [(ASTM C143) I (ASTM C231) 83 ° F 8" [Water / Cement Ratio: ' [Date Receive 0.489 8-7-03 Placement Location and Notes [Design Strength (Pc): 4000 Psi @ 28 days SET 2 Pile D33, D36 and C63. Sampled at 70 of 155 cubic yards. 90 gallons water added on site. COMPRESSION TEST RESULTS (ASTM C39, C1231, and C617 when applicable) Date Made Sample # Lab # Date Tested Age (day) Load (lbs) Size (in) Dia (in) Surface Area Strength (psi) Failure Code 8/5/2003 0033 54206 8/12/2003 7 j 14100 8/5/2003 0033 54207 9/2/2003 28 18840 8/5/2003 0033 54208 9/2/2003 28 19200 2x4 2x4 2x4 2.00 2.00 FY.0-6-1 8/5/2003 0033 54209 9/2/2003 28 18930 2x4 2.00 Remark: Inspector(s): Del Spicer Tested by: Zenaida Revilla 3.13 J 1 3.14 3.14 3.14 4510 6000 6110 6030 Col Col * * I Col I * Reviewed by: _ a% Michael S. Dolder, P.E. Technical Director NOTES: Failure descriptions for samples tested with neoprene pads are not reported. ' S = Shear, C = Cone, CSp = Cone and Split, CSh = Cone and Shear, Col = Columnar FC - Field Cure Information in this report applies only to the actual samples tested and shall not be reproduced without the approval of Mayes Testing Engineers, Inc. MTE Form #150, Rev 3, 7.0 N'M#hM.4)Wen:,eeu+4t< ..VI>.•s<4 Sti4+t't Water / Cement Ratio: I Placement Location and Notes' Design Strength (fc): MAYES TESTING ENGINEERS, INC Project : DHS Regional Headquarters Client: Sabey Corporation Client Address: 12201 Tukwila International Blvd. Fourth Floor Seattle, WA 98168-5121 Contractor: Sabey Construction Project No: E3187 Issued on: 9-3-03 Permit # (s): D03-129 Original: Revised: ❑ Everett Office 917 - 134th Street SW Suite A-1 Everett, WA 98204 ph 425.742.9360 fax 425.745.1737 Air Temperature: Weather: Product: Supplier: Ticket Number : MixDesign ID : 1 Sample Temp. [ (ASTM C1064) 800F 72 ° F Partly Cloudy Grout Stoneway 335898 10000 FIELD DATA (ASTM C31 and C172) Design 1 Mix Proportions: Ingredient Weight (per cu.yd) Fine Aggregate 2,309.0 lbs Water 460.0 lbs Cement --Type I & II 940.0 lbs 100 XR 38.0 Oz I Slump Entrained Air L(ASTM C143) (ASTM C231) 9-1/2" ;Date Receive 8-7-03 0.489 SET 3 Pile C23, C26 and C27. Sampled at 130 cubic yards of 155 cubic yards placed. 4000 psi @ 28 days Date Made Sample # Lab # COMPRESSION TEST RESULTS (ASTM C39, C1231, and C617 when applicable) Date Tested Age (day) Load (lbs) Size (in) Dia (in) Surface Area Strength (psi) Failure Code 8/5/2003 0034 154210 8/5/2003 0034 154211 8/12/2003 9/2/2003 7 13170 2 x 4 2.00 1 3.13 4210 ! L 28 17600 L2 x 4 12.00 8/5/2003 8/5/2003 Remark: 0034 54212 9/2/2003 28 16480 2x4 2.00 0034 54213 9/2/2003 28 17670 Inspector(s): Del Spicer Tested by: Zenaida Revilla 2x4 1 NOTES: Failure descriptions for samples tested with neoprene pads are not reported. ' S = Shear, C = Cone, CSp = Cone and Split, CSh = Cone and Shear, CoI = Columnar FC - Field Cure 2.00 3.14 3.14 3.14 Reviewed by: 5600 S • 5250 j CoI 1 • 5620 ; S 1 • Michael S. Dolder, P.E. Technical Director Information in this report applies only to the actual samples tested and shall not be reproduced without the approval of Mayes Testing Engineers, Inc. MTE Form #150, Rev 3, 7-0 MAYES TESTING ENGINEERS, INC Project : DHS Regional Headquarters Client: Sabey Corporation Client Address: 12201 Tukwila International Blvd. Fourth Floor Seattle, WA 98168-5121 Contractor: Sabey Construction Project No: E3187 Issued on: 9-3-03 Permit # (s): D03-129 Original: 0 Revised: ❑ Everett Office 917 - 134th Street SW Suite A-1 Everett, WA 98204 ph 425,742.9360 fax 425.745.1737 �L Air Temperature: 74 ° F Weather: Overcast Product: Grout Supplier: Stoneway Ticket Number : 335950 MixDesign ID : 10000 FIELD DATA (ASTM C31 and C172) Design Mix Proportions: Ingredient Weight (per cu.yd) Fine Aggregate 2,309.0 lbs Water 460.0 lbs Cement --Type I & II 940.0 lbs 100 XR 38.0 Oz I Sample Temp. I Slump ! Entrained Air (ASTM C1064) (ASTM C143) ' (ASTM C231) 790 F 9" Water / Cement Ratio: [Date Receive' 8-7-03 0.489 Placement Location and Notes' SET 4 Pile B18. Sampled at 153 of 155 cubic yards placed. Design Strength (fc): 4000 Psi @ 28 days COMPRESSION TEST RESULTS (ASTM C39, C1231, and C617 when applicable) Date Made Sample # Lab # Date Tested Age (day) Load (lbs) Size (in) Dia (in) Surface Area Strength (psi) Failure Code 8/5/2003 0035 54214 8/12/2003 7 1 14300 8/5/2003 0035 54215 9/2/2003 28 8/5/2003 0035 54216 9/2/2003 28_1 8/5/2003 Remark: 0035 54217 9/2/2003 28 14720 17770 j 17300 2 x 4 112.00 :1 3.13 2x4 jj2.00H 3.14 2 x 4 112.00 1 3.14 2x4 12.00 3.14 Inspector(s): Del Spicer Tested by: Zenaida Revilla Reviewed by: 4570 4690 5660 5510 1* Col Col j i Col Michael S. Dolder, P.E. Technical Director NOTES: Failure descriptions for samples tested with neoprene pads are not reported. ' S = Shear, C = Cone, CSp = Cone and Split, CSh = Cone and Shear, Col = Columnar FC - Field Cure Information in this report applies only to the actual samples tested and shall not be reproduced without the approval of Mayes Testing Engineers, Inc. MTE Form #150. Rev 3, 7.0 Placement Location and Notes' MAYES TESTING ENGINEERS, INC • Project : DHS Regional Headquarters V Client: Sabey Corporation Client Address: 12201 Tukwila International Blvd. Fourth Floor Seattle, WA 98168-5121 Contractor: Sabey Construction Project No: E3187 Issued on: 8-25-03 Permit # (s): D03-129 Original: ❑d Revised: ❑ Everett Office 917 - 134th Street SW Suite A-1 Everett, WA 98204 ph 425.742.9360 fax 425.745.1737 Air Temperature: Weather: Product: Supplier: Ticket Number : MixDesign ID : 68 ° F Clearing Grout Stonewav 338702 10000 Sample Temp. I Slump (ASTM C1064) i(ASTM C143) 78°F 8" [Water / Cement Ratio: 0.489 FIELD DATA (ASTM C31 and C172) Design I Mix Proportions: Ingredient Weight (per cu.yd) Fine Aggregate 2,309.0 lbs Water 460.0 lbs Cement --Type I & II 940.0 lbs 100XR 38.0 Oz Entrained Air (ASTM C231) Date Receive 8-17-03 0/0 [Design Strength (Pc): SET 1 Pile BR9, BR13, and BR8. Sampled at 30 cubic yards 83 cubic yards placed. 4000 Psi @ 28 days COMPRESSION TEST RESULTS (ASTM C39, C1231, and C617 when applicable) Date Made Sample # Lab # Date Tested Age (day) Load (lbs) Size (in) Dia (in) Surface Area Strength (psi) Failure Code 8/15/2003 8/15/2003 0053 54927 8/22/2003 7 16440 L 2 x 4 1.99 H 3.11 5290 S i* 0053 154928 9/12/2003 28 8/15/2003 0053 154929 9/12/2003 28 ;`- 1 8/15/2003 0053 154930 10/10/2003 Remark: 2x4 2x4 56 2x4J Inspector(s): Del Spicer Tested by: Chris Pratt Reviewed by: Michael S. Dolder, P.E. Technical Director NOTES: Failure descriptions for samples tested with neoprene pads are not reported. ' S = Shear, C = Cone, CSp = Cone and Split, CSh = Cone and Shear, Col = Columnar FC - Field Cure * Information in this report applies only to the actual samples tested and shall not be reproduced without the approval of Mayes Testing Engineers, Inc. MTE Form #150, Rev 3, 7.0 tam=�i!.t.•-i.'K'�il��+lh�i7�YM1MR)Af<C4X�gJ:'N:.hLVhP:i'NnWl*91Y111C4!+O�hY.?.(iY%iMw3'41MtEt!'9�!'n+.`Xir,Y.'�bF:YA,GMn1riU'M�+b.+MauJYfvN111%TTiM.( L, MAYES TESTING ENGINEERS, INC Project : DHS Regional Headquarters Client: Sabey Corporation Client Address: 12201 Tukwila International Blvd. Fourth Floor Seattle, WA 98168-5121 Contractor: Sabey Construction Project No: E3187 Issued on: 8-25-03 Permit # (s): D03-129 Original: 0 Revised: ❑ Everett Office 917 - 134th Street SW Suite A-1 Everett, WA 98204 ph 425.742.9360 fax 425.745.1737 Air Temperature: Weather: Product: Supplier: Ticket Number : MixDesign ID : 76 ° F Clearing Grout Stoneway 338855 10000 FIELD DATA (ASTM C31 and C172) Design 1 Mix Proportions: Ingredient Fine Aggregate Water Cement—Type 1 & II 100 XR Sample Temp. Slump Entrained Air (ASTM C1064) [(ASTM C143) (ASTM C231) 82°F 9" [Water / Cement Ratio: i 'Date Receive 8-17-03 0.489 Placement Location and Notes Weight (per cu.yd) 2,309.0 lbs 460.0 lbs 940.0 lbs 38.0 Oz Design Strength (Pc): i 4000 Psi @ 28 days SET 2 Pile S4 and S5. 70 cubic yards of 83 cubic yards placed. COMPRESSION TEST RESULTS (ASTM C39, C1231, and C617 when applicable) Date Made Sample # Lab # Date Tested Age (day) Load (lbs) Size (in) Dia (in) Surface Area Strength (psi) Failure Code 8/15/2003 0054 54931 8/22/2003 7 1 15990 8/15/2003 8/15/2003 0054 54932 0054 154933 9/12/2003 28 9/12/2003 28 8/15/2003 I 0054 ' 54934 10/10/2003 56 2 x 4 ;1 1.991 2x4 2x4 2x4 Remark: Inspector(s): Del Spicer Tested by: Chris Pratt Reviewed by: 5140 1 CSp 1 • Michael S. Dolder, P.E. Technical Director NOTES: Failure descriptions for samples tested with neoprene pads are not reported. S = Shear, C = Cone, CSp = Cone and Split, CSh = Cone and Shear, Col = Columnar FC - Field Cure Information in this report applies only 10 the actual samples tested and shall not be reproduced without the approval of Mayes Testing Engineers, Inc. MTE Form #150, Rev 3, 7.0 Placement Location and Notes I MAYES TESTING ENGINEERS, INC Project : DHS Regional Headquarters Client: Sabey Corporation Client Address: 12201 Tukwila International Blvd. Fourth Floor Seattle, WA 98168-5121 Contractor: Sabey Construction Everett Office 917 - 134th Street SW Suite A-1 Everett, WA 98204 ph 425.742.9360 fax 425.745.1737 Project No: E3187 Issued on: 9-2-03 Permit # (s): bo �_ 1 2_9 Original: 1 Revised: ❑ Air Temperature: Weather: Product: Supplier: Ticket Number : MixDesign ID : Sample Temp. (ASTM C1064) 76 ° F FIELD DATA (ASTM C31 and C172) , Design I Mix Proportions: Ingredient Weight (per cu.yd) Coarse Aggregate 3/4" 1,917.0 lbs Fine Aggregate 1,468.0 lbs Water 225.0 lbs Fly Ash 100.0 lbs Cement --Type I & II 400.0 lbs WRDA-64 30.0 Oz 64°F Overcast Concrete Stoneway 341021 4356 Slump ! Entrained Air (ASTM C143) (ASTM C231) `Water / Cement Ratio: 0.450 4.5 °lo [Date Receive 8-23-03 [Design Strength (Pc): j 3000 Psi @ 28 days Pile caps @ grids E/2, E/3, E/4, E/5, E/6, E/7, E/8, E/9, E/10. Sampled at 71 cubic yards of 143 cubic yards. Water added onsite = 5 gats. Date Made Sample # 8/22/2003 1 0055 8/22/2003 0055 Lab # COMPRESSION TEST RESULTS (ASTM C39, C1231, and C617 when applicable) Date Tested Age (day) Load (lbs) Size (in) Dia (in) Surface Area Strength (psi) Failure Code 55319 8/29/2003 55320 9/19/2003 7 i 391T0-1 4 x 8 i! 4.04 12.82 1 28 1 4x8 4x8 'I 4x8 li 8/22/2003 0055 55321 9/19/2003 8/22/2003 Remark: 0055 55322 10/17/2003 56 Inspector(s): Del Spicer Tested by: Chris Pratt Reviewed by: 3050 " " " " Michael S. Dolder, P.E. Technical Director NOTES: Failure descriptions for samples tested with neoprene pads are not reported. " S = Shear, C = Cone, CSp = Cone and Split, CSh = Cone and Shear, Col = Columnar FC - Field Cure Information in this report applies only to the actual samples tested and shall not be reproduced without the approval of Mayes Testing Engineers, Inc. MTE Form #150, Rev 3, 7.0 15,3NattS fikFlYq q 7eia:»:M<?1 ni. MAYES TESTING ENGINEERS, INC Project : DHS Regional Headquarters Client: Sabey Corporation Client Address: 12201 Tukwila International Blvd. Fourth Floor Seattle, WA 98168-5121 Contractor: Sabey Construction Project No: E3187 Issued on: 8-27-03 Permit # (s): D03-129 Original: 0 Revised: ❑ Everett Office 917 - 134th Street SW Suite A-1 Everett, WA 98204 ph 425.742.9360 fax 425.745.1737 Air Temperature: Weather: Product: Supplier: Ticket Number : MixDesign ID : 80 ° F Clear Concrete Stoneway 339857 4356A FIELD DATA (ASTM C31 and C172) Design Mix Proportions: Ingredient Weight (per cu.yd) Coarse Aggregate 3/4" 1,875.0 lbs Fine Aggregate 1,485.0 lbs Water 225.0 lbs Fly Ash 100.0 lbs Cement --Type I & II 400.0 lbs WRDA-64 30.0 Oz Sample Temp. ; Slump (ASTM C1064) (ASTM C143) i (ASTMEntrained C231Air) !1 84 ° F 4-1/2" [Water / Cement Ratio: I pate Receive j 8-20-03 0.450 (Design Strength (Pc): 3000 Psi @ 28 days LPlacement Location and Notes I SET 1 Pile caps E.9/11, E.9/10, E.9/9, E.9/8, F/7, F/6, E.9/5, E.9/4, E.9/3, E.9/2. Sampled at 49 cubic yards of 88 cubic yards. Date Made Sample # Lab # COMPRESSION TEST RESULTS (ASTM C39, C1231, and C617 when applicable) Date Tested Age (day) Load (lbs) Size (in) Dia (in) Surface Area Strength (psi) Failure Code 8/19/2003 0055 55047 8/26/2003 7 11 33840 4x8 4.03 8/19/2003 1 0055 55048 9/16/2003 28 ii 4x8 ! 8/19/2003 0055 I 55049 9/16/2003 28 711 D /19/2003 1 0055 55050 Remark: 10/14/2003 56 Inspector(s): Del Spicer Tested by: Chris Pratt 4x8 4x8 12.76 Reviewed by: 2650 r Michael S. Dolder, P.E. Technical Director NOTES: Failure descriptions for samples tested with neoprene pads are not reported. ' S = Shear, C = Cone, CSp = Cone and Split, CSh = Cone and Shear, Col = Columnar FC - Field Cure Information in this report applies only to the actual samples tested and shall not be reproduced without the approval of Mayes Testing Engineers, Inc. MTE Form #150, Rev 3, 7-0 •?,�:;,i'.�x�;:' of NFtN'a' �+' tk!d't'tit '�8��+tanMtntxwi��4�N�r, t+wm: �swo nix;rn�a:�NJ,:snm�a�rmon pmt• nime gl�rtt#�1�'+r9'§�u`.. okrdeay4msM1Y�0.' p�„awllwAenw��e�eMise�ewMlrlR�elR]A MAYES TESTING ENGINEERS, INC. MTE No.: Project: Address: Permit #: Owner: Architect: Engineer: Contractor: Page 2 Date: Weather: Inspection: cmc ,1.7: 0.? ':_n" Ll'i;:.l :;:....... . _ . • E3187 DHS REGIONAL HEADQUARTERS 12500 Tukwila International Blvd, Tukwila, WA D03-129 (City of Tukwila Sabey Corporation Lance Mueller and Associates Engineers Northwest, Inc. Sabey Construction 7/23103 Clear/Hot Auger -cast piles Everett Office 917 -134th Street SW Suite A-1 Everett, WA 98204 ph 425.742.9360 fax 425.745.1737 Tacoma Office 10029 S. Tacoma Way Suite E-2 Tacoma, WA 98499 ph 253.584.3720 fax 253.584.3707 Portland Office 7911 NE 33rd Drive Suite 190 Portland, OR 97211 ph 503.281.7515 fax 503.281.7579 Witnessed placement of, tested, sampled and cast (4) sets of (4) 2x4" test cylinders of Stoneway mix #10000. Mix was placed via auger -cast pump methods into 24" diameter pile locations designated as follows: E36, E23, F09, E22, E19, F08, F7.5, E18, E15, F07, F06, E14, E47, Ell, F04, F03, El 0, E07, E45, F01, E60, E59, E58 — (total of 23). Location/depth of pile monitored by representative of Earth Consultants, Inc. Total of (161) cubic yards of mix #10000 placed with no exceptions noted. Inspected and monitored placement of pre -tied reinforcing steel cages for specific locations as defined in paragraph "A" of this report. Reinforcing steel cages comply with approved plans/ specifications. No exceptions were noted. To the best of our knowledge, items inspected this date are in accordance with approved plans and specifications. REVIEWED BY: x.4 - r!'!A.�: Iusha, P.E. INSPECTOR: Del Spicer cc: Bldg Dept -City of ukwila, Ralph Hagler-Sabey Corporation, Bob Fadden -Lance Mueller & Associates, Theodore McDonald -Engineers Northwest, Dave Leng-Sabey Construction, Bob Brott-Art Anderson Assoc., Inc. MAYES TESTING ENGINEERS, INC. MTE No.: Project: Address: Permit #: Owner: Architect: Engineer: Contractor: Page 3 Date: Weather: Inspection: E3187 DHS REGIONAL HEADQUARTERS 12500 Tukwila International Blvd, Tukwila, WA D03-129 (City of Tukwila) Sabey Corporation Lance Mueller and Associates Engineers Northwest, Inc. Sabey Construction 7/24/03 Clear/Hot Auger -cast Pile Everett Office 917 -134th Street SW Suite A-1 Everett, WA 98204 ph 425.742.9360 fax 425.745.1737 Tacoma Office 10029 S. Tacoma Way Suite E-2 Tacoma, WA 98499 ph 253.584.3720 fax 253.584.3707 Portland Office 7911 NE 33rd Drive Suite 190 Portland, OR 97211 ph 503.281.7515 fax 503.281.7579 A) Witnessed placement of, tested, sampled, and cast (3) sets of (4) 2x4" test cylinders of Stoneway mix #10000. Mix placed via auger -cast pump methods into 24" diameter pile locations designated as follows: E35, E57, E33, E32, E55, E29, E28, F14, E52, E25, E24, F11, E50, E21, E49, E17, E16, E48, E13, E12 - total of (21). Location/depth of piles monitored by representative of Earth Consultants, Inc. A total of (140) cubic yards of mix #10000 placed with no exceptions noted. B) Inspected and monitored placement of pre -tied reinforcing steel cages for specific locations as described in paragraph "A" of this report. Reinforcing steel cages comply with approved plans/ specifications. No exceptions were noted. To the best of our knowledge, items inspected this date are in accordance with approved plans and specifications. Date: Weather: Inspection: 7/25/03 Clear/Hot Auger -cast Pile INSPECTOR: Del Spicer A) Witnessed placement of, tested, sampled, and cast (3) sets of (4) 2x4" test cylinders of Stoneway mix #10000. Mix placed via auger -cast pump methods into 24" diameter pile locations designated as follows: F05, E46, E09, F02, E08, E44, E43, E42, E41, E40, E37, E06, E01, D55, D05, D04, 001, C55, C01, E03, C04, C05, B05, B38, 604 - total of (25). Location/depth of piles monitored by representative of Earth Consultants, Inc. A total of (150) cubic yards of mix #10000 placed this date. No exceptions were noted. B) Inspected and monitored placement of pre -tied reinforcing steel cages for specific locations as described in paragraph "A" of this report. Reinforcing steel cages comply with approved plans/ specifications as to bar size, number, grade, length, and spacing. No exceptions were noted. To the best of our knowledge, items inspected this date are in accordance with approved plans and specifications. REVIEWED BY: ar . alusha, P.E. INSPECTOR: Del Spicer cc: Bldg Dept -City o ukwila, Ralph Hagler-Sabey Corporation, Bob Fadden -Lance Mueller & Associates, Theodore McDonald -Engineers Northwest, Dave Leng-Sabey Construction, Bob Brott-Art Anderson Assoc., Inc. -v..s„_...aetteZ ..ly-.ina.tna.v.si MAYES TESTING ENGINEERS, INC ,7. Project : DHS Regional Headquarters Client: Sabey Corporation Client Address: 12201 Tukwila International Blvd. Fourth Floor Seattle, WA 98168-5121 Contractor: Sabey Construction Project No: E3187 Issued on: 7-30-03 Permit # (s): D03-129 Original: Q Revised: ❑ Everett Office 917 - 134th Street SW Suite A-1 Everett, WA 98204 ph 425.742.9360 fax 425.745.1737 Air Temperature: Weather: Product: Supplier: Ticket Number : MixDesign ID : Sample Temp. l (ASTM C1064) 80°F FIELD DATA (ASTM C31 and C172) 88 ° F Clear Grout Stoneway 331886 10000 Slump Entrained Air (ASTM C143) (ASTM C231) 11" !Water / Cement Ratio:—' Date Receive 0.489 7-24-03 (Placement Location and Notes 1 SET 3 Pile F10, E27. Sampled at 120 cubic yard of 123 cubic yards placed. Design I Mix Proportions: Ingredient Fine Aggregate Water Cement --Type I & II 100 XR Weight (per cu.yd) 2,309.0 lbs 460.0 lbs 940.0 lbs 38.0 Oz [Design Strength (Fc): 1 4000 Psi @ 28 days COMPRESSION TEST RESULTS (ASTM C39, C1231, and C617 when applicable) Date Made Sample # Lab # Date Tested Age (day) Load (lbs) Size (in) Dia (in) Surface Area Strength (psi) Failure Code 7/22/2003 1 0004 153272 1 7/29/20031 7 IL 19330 2 x 4_11.991 [ 3.11 1 16210_1 [– 1 ( 7/22/20031 0004 153273 1 8/19/2003 1 28 1L 1 2 x 4 1 L 7/22/2003 L 0004 153274 1_8/19/200_3_1 28 I 1 2 x 4 L .1 L -1 [`� L ( " 1 7/22/2003 j 0004—i 53275_1 9/16/2003.1_561( _L2 x 4 1_ 11 _ I L ) 1 * Remark: Inspector(s): Del Spicer Tested by: Jesse Kane Reviewed by: NOTES: Failure descriptions for samples tested with neoprene pads are not reported. S = Shear, C = Cone, CSp = Cone and Split, CSh = Cone and Shear, Col = Columnar FC - Field Cure Michael S. Dolder, P.E. Technical Director Information in this report applies only to the actual samples tested and shall not be reproduced without the approval of Mayes Testing Engineers, Inc. MTE Form #150, Rev 3, 7.0 MAYES TESTING ENGINEERS, INC Project : DHS Regional Headquarters Client: Sabey Corporation Client Address: 12201 Tukwila International Blvd. Fourth Floor Seattle, WA 98168-5121 Contractor: Sabey Construction Project No: E3187 Issued on: 7-30-03 Permit # (s): D03-129 Original: 0 Revised: ❑ Everett Office 917 - 134th Street SW Suite A-1 Everett, WA 98204 ph 425.742.9360 fax 425.745.1737 Air Temperature: Weather: Product: Supplier: Ticket Number : MixDesign 1D : Sample Temp. (ASTM C1064) 84°F 78 °F Clear Grout Stonewav 331750 10000 Slump j (ASTM C143) 10" FIELD DATA (ASTM C31 and C172) Design I Mix Proportions: Ingredient Fine Aggregate Water Cement --Type I & II W0 XR `Entrained Air (ASTM C231) [Water / Cement Ratio: [Date Receive 7-24-03 0.489 Weight (per cu.yd) 2,309.0 lbs 460.0 lbs 940.0 lbs 38.0 Oz Design Strength (ft): 4000 Psi @ 28 days 1Placement Location and Notes 1 SET 2 Pile E53, F13. Sampled at 70 cubic yards of 123 cubic yards placed. Date Made Sample # COMPRESSION TEST RESULTS (ASTM C39, C1231, and C617 when applicable) Lab # Date Tested Age (day) Load (lbs) Size (in) Dia (in) Surface Area Strength (psi) Failure Code /22/2003 L 0003 53268 17/29/2003 1_-- 7-1L 15520 2 x 4 1 1.99] j__3.11 _] 17/22/2003 1 0003 L53269 1 8/19/2003 1 28ir 1 2 x 4 i— 1L 7122/2003_ 0003 153270_} 8/19/2003 { 28 ]j, 1 2 x 4 1L 1 r F7/22/2003_ 0003 153271 19/16/2003 156 I__ 2 x 4_1u_ v1 [_ i_1 Remark: Inspector(s): Del Spicer Tested by: Jesse Kane Reviewed by: I'4990 I L11_1 Michael S. Dolder, P,E. Technical Director NOTES: Failure descriptions for samples tested with neoprene pads are not reported. ' S = Shear, C = Cone, CSp = Cone and Split, CSh = Cone and Shear, Col = Columnar FC - Field Cure • Information in this report applies only to the actual samples tested and shall not be reproduced without the approval of Mayes Testing Engineers, Inc. MTE Form #150, Rev 3, 7.0 MAYES TESTING ENGINEERS, INC i'wisv: hti.n5,i-:��:� Project : DHS Regional Headquarters Client: Sabey Corporation Client Address: 12201 Tukwila International Blvd. Fourth Floor Seattle, WA 98168-5121 Contractor: Sabey Construction Project No: E3187 Issued on: 7-30-03 Permit # (s): D03-129 Original: Revised: ❑ Everett Office 917 - 134th Street SW Suite A-1 Everett, WA 98204 ph 425.742.9360 fax 425.745.1737 Air Temperature: Weather: Product: Supplier: Ticket Number : MixDesign ID : Sample Temp. (ASTM C1064) 80°F 75 ° F Clear Grout Stoneway 331664 10000 FIELD DATA (ASTM C31 and C172) Design 1 Mix Proportions: Ingredient Weight (per cu.yd) Fine Aggregate 2,309.0 lbs Water 460.0 lbs Cement --Type I & II 940.0 lbs 100 XR 38.0 Oz Slump Entrained Air (ASTM C143) (ASTM C231) 10" Water / Cement Ratio: 0.489 ',Date Receive 7-23-03 1. Design Strength (fc): [Placement Location and Notes j SET 1 Pile E62, E34. Sampled at 30 cubic yards of 123 cubic yards placed. 4000 Psi @ 28 days Date Made Sample # 7/22/2003 7/22/2003 COMPRESSION TEST RESULTS (ASTM C39, C1231, and C617 when applicable) Lab # Date Tested Age (day) Load (lbs) Size (in) Dia (in) Surface Area Strength (psi) Failure Code 0002 -15326417/29/2003]_ 7 1[ 16310 1 2 x 4 111.9911 3.11 j [ 52401 [ 1 " 1 2 x 4 1L 1C- 1 J- 0002 5326518/19/2003 1 28 1I 7/22/2003 [ 7/22/2003 Remark: 0002 _15326618/19/2003 1__-28-JC1__-2 x-4 IL 1 1_1 -_J " 0002 T5-326719/16/2003 1 56 11 1 2 x 4 1L� I �-_. --1 L 1 " Inspector(s): Del Spicer Tested by: Jesse Kane Reviewed by: NOTES: Failure descriptions for samples tested with neoprene pads are not reported. S = Shear, C = Cone, CSp = Cone and Split, CSh = Cone and Shear, Col = Columnar FC - Field Cure Michael S. Dolder, P.E. Technical Director Information in this report applies only to the actual samples tested and shall not be reproduced without the approval of Mayes Testing Engineers, Inc. MTE Form #150, Rev 3, 7.0 MAYES TESTING ENGINEERS, INC. gM�mi c'',f�l�u1%^,ix'kt.N','t'".J.�b':;t''�'', MTE No.: Project: Address: Permit #: Owner: Architect: Engineer: Contractor: Page 29 Date: Weather: Inspection: E3187 DHS REGIONAL HEADQUARTERS 12500 Tukwila International Blvd, Tukwila, WA D03-129 (City of Tukwila) Sabey Corporation Lance Mueller and Associates Engineers Northwest, Inc. Sabey Construction 9/15/03 Partly cloudy R/S, R/C Everett Office 9171134th Street SW Suite A-1 Everett, WA 98204 ph 425.742.9360 fax 425.745.1737 Tacoma Office 10029 S. Tacoma Way Suite E-2 Tacoma, WA 98499 ph 253.584.3720 fax 253.584.3707 Portland Office 7911 NE 33rd Drive Suite 190 Portland, OR 97211 ph 503.281.7515 fax 503.281.7579 Performed lab duties to include retrieving samples from field location, processing same by stripping molds, logging in and placing into cure tanks. Also conducted compressive strength tests on 7 -day sample cast on 9/8/03. Programmed results into database for review by engineering personnel. Prepared field equipment and supplies for next scheduled use. Amend report dated 9/12/03 to include placement of pile cap (PC2) at grids A/3. Verified re -steel placement at grade beam/pile cap combinations at grids E.9/2-4, F/4-9, and E.9/9-11. Also inspected re -steel for pile caps at grids N8, N7, A/6 and A/5.5. No exceptions noted. Witnessed placement of 108 cubic yards Stoneway mix #4356 placed via pump and truck chute into locations described above and mechanically consolidate. Tested, sampled and cast one set of (4) 4x8" test cylinders. No exceptions noted. To the best of our knowledge, items inspected this date are in accordance with approved plans and specifications. REVIEWED BY: A. ' . Iusha, P.E. INSPECTOR: Del Spicer cc: Bldg Dept -City o ukwila, Ralph Hagler-Sabey Corporation, Bob Fadden -Lance Mueller & Associates, Theodore McDonald -Engineers Northwest, Dave Leng-Sabey Construction, Bob Brott-Art Anderson Assoc., Inc. ; :'4111'•. MAYES TESTING ENGINEERS, INC. MTE No.: Project: Address: Permit #: Owner: Architect: Engineer: Contractor: Page 30 Date: Weather: Inspection: E3187 DHS REGIONAL HEADQUARTERS 12500 Tukwila International Blvd, Tukwila, WA D03-129 (City of Tukwila) Sabey Corporation Lance Mueller and Associates Engineers Northwest, Inc. Sabey Construction 9/16/03 Overcast Lab uAL- Everett Office 917 -134th Street SW Suite A-1 Everett, WA 98204 ph 425.742.9360 fax 425.745.1737 Tacoma Office 10029 S. Tacoma Way Suite E-2 Tacoma, WA 98499 ph 253.584.3720 fax 253.584.3707 Portland Office 7911 NE 33rd Drive Suite 190 Portland, OR 97211 ph 503.281.7515 fax 503.281.7579 Performed lab duties to include retrieving concrete test samples from field location. Samples processed by stripping off molds, logging into database, and placing into curing tanks. Programmed information into database for review by engineering personnel. Also cleaned and prepared equipment and supplies for next scheduled use. To the best of our knowledge, items inspected this date are in accordance with approved plans and specifications. REVIEWED BY: Tar • ( alusha, P.E. INSPECTOR: Del Spicer cc: Bldg Dept -City of Tukwila, Ralph Hagler-Sabey Corporation, Bob Fadden -Lance Mueller & Associates, Theodore McDonald -Engineers Northwest, Dave Leng-Sabey Construction, Bob Brott-Art Anderson Assoc., Inc. MAYES TESTING ENGINEERS, INC. MTE No.: Project: Address: Permit #: Owner: Architect: Engineer: Contractor: Page 31 Date: Weather: Inspection: E3187 DHS REGIONAL HEADQUARTERS 12500 Tukwila International Blvd, Tukwila, WA D03-129 (City of Tukwila) Sabey Corporation Lance Mueller and Associates Engineers Northwest, Inc. Sabey Construction 9/17/03 Partly cloudy R/S, R/C Everett Office 917 -134th Street SW Suite A-1 Everett, WA 98204 ph 425.742.9360 tax 425.745.1737 Tacoma Office 10029 S. Tacoma Way Suite E-2 Tacoma, WA 98499 ph 253.584.3720 fax 253.584.3707 Portland Office 7911 NE 33rd Drive Suite 190 Portland, OR 97211 ph 503.281.7515 fax 503.281.7579 Arrived on site to verify re -steel in PC2 at grids A/2.75 and verify cleanliness of pile pour -backs at piles A19, A22, A26, A27, A28, S2, S3, S4 and S5. No exceptions noted. (Note: Mark McBride, MTE, also present on site to acquaint himself with job and meet leadership personnel.) Witnessed placement of, tested and sampled from 16 cubic yards Stoneway mix #4356 placed into above areas via pump methods and mechanically consolidated. Cast one set of (4) 4x8" test cylinders. No exceptions noted. Conducted preliminary re -steel inspection of shearwalls at grids 9/C -D, C/9-9.5, and D/9-9.5 with boundary elements inclusive. After addressing some minor clearance and cleanliness issues, contractor told to proceed with form closure. Final approval is subject to clearance verification prior to concrete placement. Preliminary inspection REVIEWED BY: Mark A. .lusha, P.E. INSPECTOR: Del Spicer, Mark McBride cc: Bldg Dept -City o ukwila, Ralph Hagler-Sabey Corporation, Bob Fadden -Lance Mueller & Associates, Theodore McDonald -Engineers Northwest, Dave Leng-Sabey Construction, Bob Brott-Art Anderson Assoc., Inc. ~PO wm.+atm�xasae�Nw.u�r7�� ar n?ti�.' '- . iLir • 34�IfiW!�.Y+li'�AArAtOft MAYES TESTING ENGINEERS, INC Project : DHS Regional Headquarters Client: Sabey Corporation Client Address: 12201 Tukwila International Blvd Fourth Floor Seattle, WA 98168-5121 Contractor: Sabey Construction Project No: E3187 Issued on: 9-11-03 Permit # (s): D03-129 Original: Revised: ❑ Everett Office 917 - 134th Street SW Suite A-1 Everett, WA 98204 ph 425.742.9360 fax 425.745.1737 Air Temperature: Weather: Product: Supplier: Ticket Number : MixDesign ID : Sample Temp. (ASTM C1064) 74 ° F 68 ° F Clear Grout Stoneway 337881 10000 Slump (ASTM C143) 9,, Date Receive Water / Cement Ratio: 0.489 FIELD DATA (ASTM C31 and C172) Design Mix Proportions: Ingredient Fine Aggregate Water Cement --Type I & II 100XR Entrained Air (ASTM C231) 1 8-15-03 0/0 Weight (per cu.yd) 2,309.0 lbs 460.0 lbs 940.0 lbs 38.0 Oz [Design Strength (fc): 4000 psi @ 28 days (Placement Location and Notes 1 SET 1 Pile 27A and A27. Sampled at 30 cubic yards 90 cubic yards placed. COMPRESSION TEST RESULTS (ASTM C39, C1231, and C617 when applicable) Date Made Sample # Lab # Date Tested Age (day) Load (lbs) Size (in) Dia (in) Surface Area Strength (psi) Failure Code 8/13/2003 0051 154827 8/20/2003 I 7 12570 2 x 4 112.001 3.14 1 ( 4000 * 1 8/13/2003 0051 —154828 9/10/2003 28 L 15320 2 x 4 2.00 3.14 ] 4880 .1 s * ( 8/13/2003 0051 154829 9/10/2003 28 J 15380 L 2 x 4 L2.00 r 3.141 __4900 L_col j " /13/2003 1 0051 154830110/8/2003 56 2 x 4 L<_J L Remark: Inspector(s): Del Spicer Tested by: Zenaida Revilla Reviewed by: Michael S. Dolder, P.E. Technical Director NOTES: Failure descriptions for samples tested with neoprene pads are not reported. S = Shear, C = Cone, CSp = Cone and Split, CSh = Cone and Shear, Col = Columnar FC - Field Cure Information in this report applies only to the actual samples tested and shall not be reproduced without the approval of Mayes Testing Engineers, Inc. MTE Form #150, Rev 3, 7-0 1 MAYES TESTING ENGINEERS, INC Project : DHS Regional Headquarters Client: Sabey Corporation Client Address: 12201 Tukwila International Blvd Fourth Floor Seattle, WA 98168-5121 Contractor: Sabey Construction Project No: E3187 Issued on: 9-11-03 Permit # (s): D03-129 Original: Revised: ❑ Everett Office 917 - 134th Street SW Suite A-1 Everett, WA 98204 ph 425.742.9360 fax 425.745.1737 Air Temperature: Weather: Product: Supplier: Ticket Number : MixDesign ID : Sample Temp. (ASTM C1064) 82 ° F [Water / Cement Ratio: [Date Receive 8-14-03 FIELD DATA (ASTM C31 and C172) 78 ° F Clear Grout Stonewav 338117 10000 Slump Air [(ASTM C143) lEntrained (ASTM C231) 8" 0.489 'Placement Location and Notes SET 2 Pile BR5 and BR12. Sampled at 70 of 90 cubic yards placed. Design Mix Proportions: Ingredient Fine Aggregate Water Cement --Type I & II 100 XR Design Strength (Pc): Weight (per cu.yd) 2,309.0 lbs 460.0 lbs 940.0 lbs 38.0 Oz 4000 Psi @ 28 days Date Made COMPRESSION TEST RESULTS (ASTM C39, C1231, and C617 when applicable) Sample # Lab # Date Tested Age (day) Load (lbs) Size (in) Dia (in) Surface Area Strength (psi) Failure Code 8/13/2003) 8/13/2003 8/13/2003 0052 54831] 8/20/2003 7 15220 2x4 2.00 0052 54832 9/10/2003 28 18100 2x4 2.00 0052 54833 9/10/2003 28 20740 1 2 x 4 1 2.00 8/13/2003 Remark: 0052 154834 1 10/8/2003 56 3.14 3.14 r 2x4 —] Inspector(s): Del Spicer Tested by: Zenaida Revilla Reviewed by: 4840 5766-1 [ 3.14 1 L6600 L " 1 r L J " MichaerS D(51der, P.E. Technical Director NOTES: Failure descriptions for samples tested with neoprene pads are not reported. " S = Shear, C = Cone, CSp = Cone and Split, CSh = Cone and Shear, Col = Columnar FC - Field Cure Information in this report applies only to the actual samples tested and shall not be reproduced without the approval of Mayes Testing Engineers, Inc. MTE Form #150, Rev 3, 7.0 tos dNr'd?N.�1'hx7vli�kieNirWM�1:i2+hNfVh,UR 1�: 64114.41.A., kto MAYES TESTING ENGINEERS, INC Project : DHS Regional Headquarters Client: Sabey Corporation Client Address: 12201 Tukwila International Blvd Fourth Floor Seattle, WA 98168-5121 Contractor: Sabey Construction Project No: E3187 Issued on: 9-15-03 Permit # (s): D03-129 Original: 0 Revised: ❑ Everett Office 917 - 134th Street SW Suite A-1 Everett, WA 98204 ph 425.742.9360 fax 425.745.1737 u(At Air Temperature: Weather: Product: Supplier: Ticket Number : MixDesign ID : Sample Temp. (ASTM C1064) 82° F 76 °F Clearing Grout Stonewav 338855 10000 Slump (ASTM C143) 911 FIELD DATA (ASTM C31 and C172) Design `Mix Proportions: Ingredient Fine Aggregate Water Cement --Type I & II 100 X R Entrained Air (ASTM C231) [Water / Cement Ratio: ' [Date Receive 8-17-03 0.489 iPlacement Location and Notes SET 2 Pile S4 and S5. 70 cubic yards of 83 cubic yards placed. Weight (per cu.yd) 2,309.0 lbs 460.0 lbs 940.0 lbs 38.0 Oz [Design Strength (fc): 4000 psi @ 28 days COMPRESSION TEST RESULTS (ASTM C39, C1231, and C617 when applicable) Date Made Sample # Lab # Date Tested Age (day) Load (lbs) Size (in) 8/15/2003j-0054 [54931) 8/22/2003 1 7 J 15990 2 x 4 L8/15/20031 0054 54932 9/12/2003 128 1 18890 1 2 x 4 f 8/15/2003 L 0054 54933 9/12/2003 28 1 20140 1 2 x 4 8/15/2003 1 0054 1549341 9/12/2003 [28 Remark: 19610 [2x4 Dia (in) Surface Area Strength (psi) Failure Code [1.99 11.99] 3.11 3.11 1.99 1.99 3.11 3.11 l Inspector(s): Del Spicer Tested by: Jesse Kane Reviewed by: 5140 1 6070 6480 6300 CSp R R Michael S. Dolder, P.E. Technical Director NOTES: Failure descriptions for samples tested with neoprene pads are not reported. • S = Shear, C = Cone, CSp = Cone and Split, CSh = Cone and Shear, Col = Columnar FC - Field Cure Information in this report applies only to the actual samples tested and shall not be reproduced without the approval of Mayes Testing Engineers, Inc, MTE Form #150, Rev 3, 7.0 t4X :m,1,mYcT 3,11:61 R21kA7..e7%9r nnwIMMOHi4S:l MAYES TESTING ENGINEERS, INC �;...� .eli :ric314,.1'.71' Project : DHS Regional Headquarters Client: Sabey Corporation Client Address: 12201 Tukwila International Blvd Fourth Floor Seattle, WA 98168-5121 Contractor: Sabey Construction Project No: Issued on: Permit # (s): Original: Revised: E3187 9-15-03 D03-129 Everett Office 917 - 134th Street SW Suite A-1 Everett, WA 98204 ph 425.742.9360 fax 425.745.1737 Air Temperature: 68° F Weather: Clearing Product: Grout Supplier: Stoneway Ticket Number : 338702 MixDesign ID : 10000 FIELD DATA (ASTM C31 and C172) Design Mix Proportions: Ingredient Fine Aggregate Water Cement --Type I & II 100XR lSample Temp. Slump [Entrained Air (ASTM C1064) (ASTM C143) (ASTM C231) 78°F 8" [Water / Cement Ratio: ' [Date Receive 8-17-03 0.489 (Placement Location and Notes ; SET 1 Pile BR9, BR13, and BR8. Sampled at 30 cubic yards 83 cubic yards placed. Weight (per cu.yd) 2,309.0 lbs 460.0 lbs 940.0 lbs 38.0 Oz [Design Strength (fc): i 4000 Psi @ 28 days COMPRESSION TEST RESULTS (ASTM C39, C1231, and C617 when applicable) Date Made Sample # Lab # Date Tested Age (day) Load (lbs) Size (in) Dia (in) Surface Area 8/15/2003 1 0053 154927 1_8/22/2003 L 7 Jr 16440 1 2 x 4 L1.99 8/15/2003 L_ 0053 154928 [ 9/12/2003 28 20640 2 x 4 (8/15/2003 T 0053 T54929 9/12/2003 ( 28 II 19460 1 2 x 4 [1.99 8/15/2003 1_ 0053 54930 9/12/2003 281 19100 , 2 x 4J 1.9-91 r 3.11 Remark: 1.99 3.11 Strength (psi) Failure Code 5290 3.11-1 L6640 I 3.11 1 62601 Inspector(s): Del Spicer Tested by: Jesse Kane Reviewed by: (6140 S (. Michael S. Dolder, P.E. Technical Director NOTES: Failure descriptions for samples tested with neoprene pads are not reported. • S = Shear, C = Cone, CSp = Cone and Split, CSh = Cone and Shear, Col = Columnar FC - Field Cure information in this report applies only to the actual samples tested and shall not be reproduced without the approval of Mayes Testing Engineers, Inc. MTE Form #150, Rev 3, 7-0 4100 ' MAYES TESTING ENGINEERS, INC Project : DHS Regional Headquarters Client: Sabey Corporation Client Address: 12201 Tukwila International Blvd Fourth Floor Seattle, WA 98168-5121 Contractor: Sabey Construction • Project No: E3187 Issued on: 9-17-03 Permit # (s): D03-129 •Original: 0 Revised: ❑ Everett Office 917 - 134th Street SW Suite A-1 Everett, WA 98204 ph 425.742.9360 fax 425.745.1737 Air Temperature: Weather: Product: Supplier: Ticket Number : MixDesign ID : Sample Temp. (ASTM C1064) 84° F 80 °F Clear Concrete Stonewav 339857 4356A Slump (ASTM C143) 4-1/2" FIELD (ASTM C31 EntraTMedA (ASC Water / Cement Ratio: ` IDate Receive 0.450 8-20-03 'Placement Location and Notes SET 1 Pile caps E.9/11, E.9/10, E.9/9, E.9/8, F/7, F/6, E.9/5, E.9/4, E.9/3, E.9/2. Sampled at 49 cubic yards of 88 cubic yards. Ok DATA and C172) Design I Mix Proportions: Ingredient Weight (per cu.yd) Coarse Aggregate 3/4" 1,875.0 lbs Fine Aggregate 1,485.0 lbs Water 225.0 lbs Fly Ash 100.0 lbs Cement --Type I & II 400.0 lbs WRDA-64 30.0 Oz Design Strength (t'c): 3000 Psi @ 28 days Date Made Sample # F8/19/2003 L 0055 18/19/2003 0055 1 8/19/2003 1 0055 15504919/16/2003 28-1L51560 1 8/19/2003 L0055 55050 9/16/2003 28 49320 Remark: COMPRESSION TEST RESULTS (ASTM C39, C1231, and C617 when applicable) Lab # Date Tested Age (day) Load (lbs) Size (in) Dia (in) Surface Area [55047 18/26/2003 7 33840 [ 4 x 8 7 4.031 F550413] 9/16/2003 1 28 11 52320 1-4 x 8 Inspector(s): Del Spicer Tested by: Chris Pratt 4x8 4x8 4.03 12.76 12.76 4.031 I 12.76 4.03 12.76 Reviewed by: Strength (psi) 1 26567 L4_940 F3870 1 Failure Code 1• L _• L_` I . Michael S. Dolder, P.E. Technical Director NOTES: Failure descriptions for samples tested with neoprene pads are not reported. • S = Shear, C = Cone, CSp = Cone and Split, CSh = Cone and Shear, Col = Columnar FC - Field Cure Information In this report applies only to the actual samples tested and shall not be reproduced without the approval of Mayes Testing Engineers, Inc. MTE Form #150, Rev 3, 7.0 • MAYES TESTING ENGINEERS, INC. MTE No.: Project: Address: Permit #: Owner: Architect: Engineer: Contractor: Page 4 Date: Weather: Inspection: E3187 v Ez) DHS REGIONAL HEADQUARTERS 12500 Tukwila Internationa , Tukwila, WAo0 2003 003-129 (City of Tukwila) 4kI,/ Pu Iv Sabey Corporation Lance Mueller and Associates Engineers Northwest, Inc. Sabey Construction 7/28/03 Clear Auger -cast pile Everett Office 917 -134th Street SW Suite A-1 Everett, WA 98204 ph 425.742.9360 fax 425.745.1737 Tacoma Office 10029 S. Tacoma Way Suite E-2 Tacoma, WA 98499 ph 253.584.3720 fax 253.584.3707 Portland Office 7911 NE 33rd Drive Suite 190 Portland, OR 97211 ph 503.281.7515 fax 503.281.7579 A) Witnessed placement of, tested, sampled, and cast (3) sets of (4) 2x4"test cylinders of Stoneway mix #10000. Mix placed via auger -cast pump methods into 24" diameter pile locations designated as follows: A01, A04, A45, B06, B03, B01, E40, E04, E05, E02, D06, D03, D02, C06, CO2, A08, A07, A05, D16, D13, D12, D09, D08, C58, C56 — (total of 25). Location/depth of piling monitored by representative of Earth Consultants, Inc. A total of (150) cubic yards of mix #10000 placed this date. No exceptions were noted. B) Inspected and monitored placement of pre -tied reinforcing steel cages for specific locations as described in paragraph "A" of this report. Reinforcing steel cages comply with approved plans/ specifications as to bar size, number, grade, length, and spacing. No exceptions were noted. To the best of our knowledge, items inspected this date are in accordance with approved plans and specifications. REVIEWED BY: LA:M A 6Iusha, P.E. INSPECTOR: Del Spicer cc: Bldg Dept -City • ukwila, Ralph Hagler-Sabey Corporation, Bob Fadden -Lance Mueller & Associates, Theodore McDonald -Engineers Northwest, Dave Leng-Sabey Construction, Bob Brott-Art Anderson Assoc., Inc. MAYES TESTING ENGINEERS, INC. MTE No.: Project: Address: Permit #: Owner: Architect: Engineer: Contractor: Page 5 Date: Weather: Inspection: E3187 DHS REGIONAL HEADQUARTERS 12500 Tukwila International Blvd, Tukwila, WA D03-129 (City of Tukwila) Sabey Corporation Lance Mueller and Associates Engineers Northwest, Inc. Sabey Construction 7/29/03 Clear/Hot Auger -cast pile Everett Office 917 -134th Street SW Suite A-1 Everett, WA 98204 ph 425.742.9360 fax 425.745.1737 Tacoma Office 10029 S. Tacoma Way Suite E-2 Tacoma, WA 98499 ph 253.584.3720 fax 253.584.3707 Portland Office 7911 NE 33rd Drive Suite 190 Portland, OR 97211 ph 503.281.7515 fax 503.281.7579 A) Witnessed placement of, tested, sampled, and cast sets of (4) 2x4" test cylinders of Stoneway mix #10000. Mix placed via auger -cast pump methods into 24" diameter pile locations designated as follows: E03*, D15, D14, D11, D10, D07, C57, C14, B02, CO3, C15, 010, C11, C07, B08, B09, A09, A13, B13, B12, A14, A11 — (total of 22). *(Note: Reviewed RFI #00026 pertaining to misplaced pile and replacement at this location). Depth/location of piles monitored by representative of Earth Consultants, Inc. A total of (133) cubic yards of Stoneway mix #10000 placed this date. No exceptions were noted. B) Inspected and monitored placement of pre -tied reinforcing steel cages for specific locations as described in paragraph "A" of this report. Reinforcing steel cages comply with approved plans/ specifications as to bar size, number, grade, length, and spacing. No exceptions were noted. To the best of our knowledge, items inspected this date are in accordance with approved plans and specifications. REVIEWED BY: • ar ' . : lusha, P.E. INSPECTOR: Del Spicer cc: Bldg Dept -City o kwila, Ralph Hagler-Sabey Corporation, Bob Fadden -Lance Mueller & Associates, Theodore McDonald -Engineers Northwest, Dave Leng-Sabey Construction, Bob Brott-Art Anderson Assoc., Inc. MAYES TESTING ENGINEERS, INC. MTE No.: Project: Address: Permit #: Owner: Architect: Engineer: Contractor: Page 6 Date: Weather: Inspection: E3187 DHS REGIONAL HEADQUARTERS 12500 Tukwila International Blvd, Tukwila, WA 003-129 (City of Tukwila) Sabey Corporation Lance Mueller and Associates Engineers Northwest, Inc. Sabey Construction 7/29/03 N/A Security Clearance Everett Office 917 -134th Street SW Suite A•1 Everett, WA 98204 ph 425.742.9360 fax 425.745.1737 Tacoma Office 10029 S. Tacoma Way Suite E-2 Tacoma, WA 98499 ph 253.584.3720 fax 253.584.3707 Portland Office 7911 NE 33rd Drive Suite 190 Portland, OR 97211 ph 503.281.7515 fax 503.281.7579 Filled out and researched security clearance paperwork. Had myself fingerprinted by Tukwila Police Department. Delivered paperwork to Michelle (Sabey) and visited site to overlap with D. Spicer (MTE). Preliminary inspection Date: Weather: Inspection: 7/30103 Clear/Hot Auger -cast pile INSPECTORS: Bob VanderPol II A) Witnessed placement of, tested, sampled, and cast (3) sets of (4) 2x4" test cylinders of Stoneway mix #10000. Mix placed via auger -cast pump methods into 24" diameter pile locations designated as follows: C16, C12, C13, C05, C19, B10, B14, B11, A15, C.1/1*, B07, Al2, A10, A02, A03, A06, D56, D54, D50, D51, C54, C50, C68, C51 (total of 24). *Note: Denotes added bridge pile. Location and depth of specific piling monitored by representative of Earth Consultants, Inc. A total of (153) cubic yards of mix #10000 placed this date. No exceptions were noted. B) Inspected/monitored placement of pre -tied reinforcing steel cages for pile locations as described in paragraph "A" of this report. Cages appear to comply with approved plans/specifications, as per bar size, grade, length, number, and spacing. No exceptions were noted. To the best of our knowledge, items inspected this date are in accordance with approved plans and specifications. REVIEWED BY: ark a . - usha, P.E. cc: Bldg Dept -City • f ,Ukwila, Ralph Hagler-Sabey Corporation, Bob Fadden -Lance Mueller & Associates, Theodore McDo ald-Engineers Northwest, Dave Leng-Sabey Construction, Bob Brott-Art Anderson Assoc., Inc. INSPECTOR: Del Spicer IRS • MAYES TESTING ENGINEERS, INC. MTE No.: Project: Address: Permit #: Owner: Architect: Engineer: Contractor: Page 7 Date: Weather: Inspection: E3187 DHS REGIONAL HEADQUARTERS 12500 Tukwila International Blvd, Tukwila, WA D03-129 (City of Tukwila) Sabey Corporation Lance Mueller and Associates Engineers Northwest, Inc. Sabey Construction 7/31/03 Overcast to Clear / 80°F Reinforced Concrete Everett Office 917 -134th Street SW Suite A•1 Everett, WA 98204 ph 425.742.9360 fax 425.745.1737 Tacoma Office 10029 S. Tacoma Way Suite E-2 Tacoma, WA 98499 ph 253.584.3720 fax 253.584.3707 Portland Office 7911 NE 33rd Drive Suite 190 Portland, OR 97211 ph 503.281.7515 fax 503.281.7579 Monitored drilling and filling of (19) auger -cast piles at A37, A44, A31, B28, B37, B33, A41, A38, A34, D49, A35, A42, B36, C53, D52, D52, C52, C49, and B32. Stoneway provided (150) yards of mix #10000 (4000psi at 28 days) placed by pump and auger stem. Cast (3) sets (#1-3) of (4) 2x4" cylinders. No problems noted. Inspected pre -fabricated reinforcing steel cages placed in auger -cast piles listed above. No problems noted. To the best of our knowledge, items inspected this date are in accordance with approved plans and specifications. Date: Weather: Inspection: 8/1/03 Clear Auger -cast pile INSPECTOR: Bob VanderPol II A) Witness placement of, tested, sampled, and cast (2) sets of (4) 2x4" test cylinders of Stoneway mix #10000. Mix placed via auger -cast pump methods into 24" diameter pile locations designated as follows: B35, B34, B31, A43, A36, A39, A29, A40, B29, B25, B24 (total of 11 piles). Location and depth of specific piling monitored by representative of Earth Consultants, Inc. A total of (103) cubic yards of mix #10000 placed this date. No exceptions were noted. B) Inspected and monitored placement of pre -tied reinforcing steel cages for pile locations as described in paragraph "A" of this report. Cages appear to comply with approved plans/ specifications as to bar size, grade, length, number, and spacing. No exceptions were noted. To the best of our knowledge, items inspected this date are in accordance with approved plans and specifications. INSPECTOR: Del Spicer REVIEWED BY: 4:41A,411.. ar'A. c . lusha, P.E. cc: Bldg Dept -City Theodore Mc f Tukwila, Ralph Hagler-Sabey Corporation, Bob Fadden -Lance Mueller & Associates, nald-Engineers Northwest, Dave Leng-Sabey Construction, Bob Brott-Art Anderson Assoc., Inc. MAYES TESTING ENGINEERS, INC Project : DHS Regional Headquarters Client: Sabey Corporation Client Address: 12201 Tukwila International Blvd. Fourth Floor Seattle, WA 98168-5121 Contractor: Sabey Construction Project No: E3187 Issued on: 7-31-03 Permit # (s): D03-129 Original: d❑ Revised: ❑ Everett Office 917 - 134th Street SW Suite A-1 Everett, WA 98204 ph 425.742.9360 fax 425.745.1737 Air Temperature: 66 ° F Weather: Clear Product: Grout Supplier: Stoneway Ticket Number : 331988 MixDesign ID : 10000 FIELD DATA (ASTM C31 and C172) Design I Mix Proportions: Ingredient Weight (per cu.yd) Fine Aggregate 2,309.0 lbs Water 460.0 lbs Cement --Type I & II 940.0 lbs 100 XR 38.0 Oz SampemSlump (ASTMle C1Tp. 064) {(ASTM C143) 1E(AntsraTimnecd2A3iri ) 78°F 10" [Water / Cement Ratio: ' [Date Receive 0.489 7-25-03 (Placement Location and Notes 1 SET 1 Pile F09, E22. Sampled at 30 cubic yards of 161 cubic yards placed. 20 gallons water added on site. [Design Strength (Pc): j 4000 Psi @ 28 days Date Made Sample # F /23/2003 1- 0005 7/23/2003 _1 0005 [ 7/23/2003 r 0005 15341418/20/2003 1 28 L 7/23/2003 0005 L§34181 9/17/20031 56 Remark: Lab # 53412 COMPRESSION TEST RESULTS (ASTM C39, C1231, and C617 when applicable) Date Tested Age (day) Load (lbs) Size (in) Dia (in) Surface Area Strength (psi) Failure Code 7/30/2003 1 7 20270 1 2 x 4 1 2.00J L 3.14 F6-450 s • 53413 18/20/2003 1 28 1L 1 2 x 4 Inspector(s): Del Spicer Tested by: Chris Pratt -� �--- 1" L2 x 4_1 1 1 r J• 1_2x4 1 it 1 1 Reviewed by: Michael S. Dolder, P.E. Technical Director NOTES: Failure descriptions for samples tested with neoprene pads are not reported. S = Shear, C = Cone, CSp = Cone and Split, CSh = Cone and Shear, Col = Columnar FC - Field Cure Information In this report applies only to the actual samples tested and shall not be reproduced without the approval of Mayes Testing Engineers, Inc. MTE Form #150, Rev 3, 7-0 MAYES TESTING ENGINEERS, INC Project : DHS Regional Headquarters Client: Sabey Corporation Client Address: 12201 Tukwila International Blvd. Fourth Floor Seattle, WA 98168-5121 Contractor: Sabey Construction Project No: E3187 Issued on: 7-31-03 Permit # (s): D03-129 Original: Revised: ❑ Everett Office 917 - 134th Street SW Suite A-1 Everett, WA 98204 ph 425.742.9360 fax 425.745.1737 Air Temperature: Weather: Product: Supplier: Ticket Number : MixDesign ID : Sample Temp. (ASTM C1064) 85°F 70 ° F Clear Grout Stoneway 332039 10000 Slump (ASTM C143) 9-1/2" pater / Cement Ratio: 0.489 Placement Location and Notes j SET 2 Pile E15, F07. Sampled at 70 cubic yards of 161 cubic yards placed. 70 gallons water added on site. FIELD DATA (ASTM C31 and C172) Design 1 Mix Proportions: Ingredient Fine Aggregate Water Cement --Type I & II 100 XR Entrained Air (ASTM C231) 'Date Receive 7-25-03 Ok {Design Strength (?c): Weight (per cu.yd) 2,309.0 lbs 460.0 lbs 940.0 lbs 38.0 Oz 4000 Psi @ 28 days Date Made 7/23/2003 Sample # 0006 COMPRESSION TEST RESULTS (ASTM C39, C1231, and C617 when applicable) Lab # Date Tested Age (day) Load (lbs) Size (in) Dia (in) Surface Area Strength (psi) Failure Code 53416 1 7/30/2003 7 12810 1 2 x 4 02.00 1 3.14 1_4080 1_ s __ • 7/23/2003 0006 53417 8/20/2003 rkil 1 2 x 4 r--1 .. I 1 r !• 28 r J 2 x 4 1 � E. 56 L 2 x 4 P 1 r 1( J• 7/23/2003 1-0006 1 53418 8/20/2003 7/23/2003 Remark: 0006 153419 9/17/2003 Inspector(s): Del Spicer Tested by: Chris Pratt Reviewed by: Michael S. Dolder, P.E. Technical Director NOTES: Failure descriptions for samples tested with neoprene pads are not reported. S = Shear, C = Cone, CSp = Cone and Split, CSh = Cone and Shear, Col = Columnar FC - Field Cure Information In this report applies only to the actual samples tested and shall not be reproduced without the approval of Mayes Testing Engineers, Inc. MTE Form #150, Rev 3, 7.0 • "9Ca-i.n35: MAYES TESTING ENGINEERS, INC :{tmr L SdK+1 Project : DHS Regional Headquarters Client: Sabey Corporation Client Address: 12201 Tukwila International Blvd. Fourth Floor Seattle, WA 98168-5121 Contractor: Sabey Construction Project No: E3187 Issued on: 7-31-03 Permit # (s): D03-129 Original: ❑Q Revised: ❑ Everett Office 917 - 134th Street SW Suite A-1 Everett, WA 98204 ph 425.742.9360 fax 425.745.1737 Air Temperature: Weather: Product: Supplier: Ticket Number : MixDesign ID : Sample Temp. (ASTM C1064) 76 ° F Clear Grout Stonewav 332130 10000 FIELD DATA (ASTM C31 and C172) Design ( Mix Proportions: Ingredient Weight (per cu.yd) Fine Aggregate 2,309.0 lbs Water 460.0 lbs Cement --Type I & II 940.0 lbs 100 XR 38.0 Oz Slump Air (ASTM C143) [Entrained (ASTM C231) 80 ° F 9-1/2" [Water / Cement Ratio: 0.489 ;Date Receive' 7-25-03 [Placement Location and Notes SET 3 Pile E07, E45. Sampled at 130 cubic yards of 161 cubic yards placed. 50 gallons water added on site. !Design Strength (t'c): 4000 Psi @ 28 days Date Made Sample # 7/23/2003 J 0007 1_7/23/20031 0007 0007 53422 18/20/2003 L28-11 [53423 9/17/2003 1 56 1 COMPRESSION TEST RESULTS (ASTM C39, C1231, and C617 when applicable) Lab # Date Tested Age (day) Load (lbs) Size (in) Dia (in) Surface Area Strength (psi) Failure Code 153420 [7/30/2003 1 7 11 16790 [53421 8/20/2003 r 7/23/20031 T7/23/2003 r 0007 Remark: Inspector(s): Del Spicer Tested by: Chris Pratt 1 2 x 4 1[2.00 J I. 3.14 3.14 I I[r _ 1 L J ] 2x4 I 2 x 4 1F ] 2x4 11 J NOTES: Failure descriptions for samples tested with neoprene pads are not reported. S = Shear, C = Cone, CSp = Cone and Split, CSh = Cone and Shear, Col = Columnar FC - Field Cure Reviewed by: I 5340 1 —Col 1 * * 1 • Michael S. Dolder, P.E. Technical Director Information in this report applies only to the actual samples tested and shall not be reproduced without the approval of Mayes Testing Engineers, Inc. MTE Form #150, Rev 3, 7-0 MAYES TESTING ENGINEERS, INC Project : DHS Regional Headquarters Client: Sabey Corporation Client Address: 12201 Tukwila International Blvd. Fourth Floor Seattle, WA 98168-5121 Contractor: Sabey Construction gip,,„(,.•. . � f', �.,. .. , . Project No: E3187 Issued on: 7-31-03 Permit # (s): D03-129 Original: d❑ Revised: ❑ Everett Office 917.134th Street SW Suite A-1 Everett, WA 98204 pli 425.742.9360 fax 425.745.1737 Air Temperature: Weather: Product: Supplier: Ticket Number : MixDesign ID : 84 ° F Clear Grout Stoneway 332177 10000 FIELD DATA (ASTM C31 and C172) Design Mix Proportions: Ingredient Fine Aggregate Water Cement --Type 1 & II 100 XR Sample Temp. Slump ' Entrained Air (ASTM C1064) (ASTM C143) (ASTM C231) 82°F 11" [Water / Cement Ratio: [Date Receive 7-25-03 0.489 Ok Weight (per cu.yd) 2,309.0 lbs 460.0 lbs 940.0 lbs 38.0 Oz [Design Strength (t'c): • 4000 psi @ 28 days Placement Location and Notes ! Pile E58. Sampled at 155 cubic yards of 161 cubic yards placed. 150 gallons water added on site, 151 gallons allowed. COMPRESSION TEST RESULTS (ASTM C39, C1231, and C617 when applicable) Date Made Sample # Lab # Date Tested Age (day) Load (lbs) Size (in) Dia (in) Surface Area Strength (psi) Failure Code 7/23/2003 1 0008 1534241 7/30/2001f 7 IL 11680 1 2 x 4 _11 2.0-01 [ 3.14 [ 3720 1 1 c 1 7/23/2003 0008 53425_18/20/2003128-1 1 2 x 4 7 [ ] Li [__1 • 7/23/2003 L 0008 53426 8/20/2003 1 28 ] 1 2 x4 F-1 11/23/2003 L 0008 153427 19/17/2003 1 56 i[ 1 2 x 4 I [ Remark: Inspector(s): Del Spicer Tested by: Chris Pratt Reviewed by: Michael S. Dolder, P.E. Technical Director NOTES: Failure descriptions for samples tested with neoprene pads are not reported. S = Shear, C = Cone, CSp = Cone and Split, CSh = Cone and Shear, Col = Columnar FC - Field Cure Information in this report applies only to the actual samples tested and shall not be reproduced without the approval of Mayes Testing Engineers, Inc. MTE Form #150, Rev 3, 7-0 MAYES TESTING ENGINEERS, INC :i ;tfp+. Project : DHS Regional Headquarters Client: Sabey Corporation Client Address: 12201 Tukwila International Blvd. Fourth Floor Seattle, WA 98168-5121 Contractor: Sabey Construction Project No: E3187 Issued on: 8-1-03 Permit # (s): D03-129 Original: 0 Revised: ❑ Everett Office 917. 1341h Street SW Suite A-1 Everett, WA 98204 ph 425.742.9360 fax 425.745.1737 Air Temperature: Weather: Product: Supplier: Ticket Number : MixDesign ID : Sample Temp. (ASTM C1064) 78°F 65 ° Clear -Hot Grout Stonewav 332210 10000 FIELD DATA (ASTM C31 and C172) Design I Mix Proportions: Ingredient Weight (per cu.yd) Fine Aggregate 2,309.0 lbs Water 460.0 lbs Cement --Type I & II 940.0 lbs 100 XR 38.0 Oz Slump-1Entrained Air (ASTM C143( (ASTM C231) 9" [Water / Cement Ratio: [Date Receive 0.489 7-26-03 (Placement Location and Notes 1 SET 1 Pile E57, E33. Sampled at 20 cubic yards of 140 cubic yards placed. 30 gallons water added on site. Design Strength (Pc): 4000 Psi @ 28 days COMPRESSION TEST RESULTS (ASTM C39, C1231, and C617 when applicable) Date Made Sample # Lab # Date Tested Age (day) Load (lbs) Size (in) Dia (in) Surface Area 7/24/2003 0009 1535471 7/31/2003 1 7 1r 14370 1 2 x 4_1 1.9911 3.11 7/24/2003 T 0009 53548 8/21/2003 28 -1[- 7/24/2003 0009 7/24/2003 Remark: 2x4 53549 8/21/2003 L28 i[ 1 2 x-4— 11 -1 L_ _] 1 2 x 4 1L 1 0009 L5_3550] 9/18/2003 1_58___11 Inspector(s): Del Spicer Tested by: Jesse Kane Reviewed by: Strength (psi) Failure Code 14620 Michael S. Dolder, P.E. Technical Director NOTES: Failure descriptions for samples tested with neoprene pads are not reported. • S = Shear, C = Cone, CSp = Cone and Split, CSh = Cone and Shear, Col = Columnar FC - Field Cure Information in this report applies only to the actual samples tested and shall not be reproduced without the approval of Mayes Testing Engineers, Inc. MTE Form #150, Rev 3, 7-0 MAYES TESTING ENGINEERS, INC Project : DHS Regional Headquarters Client: Sabey Corporation Client Address: 12201 Tukwila International Blvd. Fourth Floor Seattle, WA 98168-5121 Contractor: Sabey Construction Project No: E3187 Issued on: 8-1-03 Permit # (s): D03-129 Original: d❑ Revised: ❑ Everett Office 917 - 134th Street SW Suite A-1 Everett, WA 98204 ph 425.742.9360 fax 425.745.1737 Air Temperature: Weather: Product: Supplier: Ticket Number : MixDesign ID : Sample Temp. (ASTM C1064) 82°F 72 ° F Clear -Hot Grout Stonewav 322352 10000 Slump (ASTM C143) 9-1/2" FIELD DATA (ASTM C31 and C172) Design 1 Mix Proportions: Ingredient Fine Aggregate Water Cement --Type I & II 100 XR Entrained Air (ASTM C231) Water / Cement Ratio: i LDate Receive 0.489 Placement Location and Notes j SET 2 Pile E52, E25, E24. Sampled at 70 cubic yards of 140 cubic yards placed. 45 gallons water added on site. 7-26-03 [Design Strength (Pc): Weight (per cu.yd) 2,309.0 lbs 460.0 lbs 940.0 lbs 38.0 Oz 4000 Psi @ 28 days Date Made Sample # COMPRESSION TEST RESULTS (ASTM C39, C1231, and C617 when applicable) Lab # Date Tested Age (day) Load (lbs) Size (in) Dia (in) Surface Area [ 7/24/2003 0010 153551 17/31/2003 L 7 1[ 18770 1 2 x 4 [1.99 1 L 3.11 1 7/24/2003 I 0010 _153552 18/21/2003 1 281 1 2 x 4 1 L1 7/24/2003 r 0010 -153553 8/21/2003 1 28 J1 1 2 x 4 1 1 r [ 7/24/2003 1 0010 -1-3554 51 9/18/20031 56 IL 1 2 x 4 11 11 Remark: Inspector(s): Del Spicer Tested by: Jesse Kane Reviewed by Strength (psi) Failure Code L603011 LJ • L���• L — 1 --i • Michael S. Dolder, P.E. Technical Director NOTES: Failure descriptions for samples tested with neoprene pads are not reported. • S = Shear, C = Cone, CSp = Cone and Split, CSh = Cone and Shear, Col = Columnar FC - Field Cure Information in this report applies only to the actual samples tested and shall not be reproduced without the approval of Mayes Testing Engineers, Inc. MTE Form #150, Rev 3, 7.0 MAYES TESTING ENGINEERS, INC Project : DHS Regional Headquarters Client: Sabey Corporation Client Address: 12201 Tukwila International Blvd. Fourth Floor Seattle, WA 98168-5121 Contractor: Sabey Construction Project No: E3187 Issued on: 8-1-03 Permit # (s): D03-129 Original: ❑d Revised: ❑ Everett Office 917 - 134th Street SW Suite A-1 Everett, WA 98204 ph 425.742.9360 fax 425.745.1737 Air Temperature: Weather: Product: Supplier: Ticket Number : MixDesign ID : Sample Temp. (ASTM C1064) 85°F 78 ° F Clear -Hot Grout Stoneway 322455 10000 Slump (ASTM C143) 9" FIELD DATA (ASTM C31 and C172) Design 1 Mix Proportions: Ingredient Fine Aggregate Water Cement --Type I & II 100 XR Entrained Air (ASTM C231) [Water / Cement Ratio: 1 [Date Receive 7-26-03 0.489 Placement Location and Notes i SET 3 Piel E17 and E16. Sampled at 120 cubic yards of 140 cubic yards placed. 80 gallons water added on site. [Design Strength (Pc): Weight (per cu.yd) 2,309.0 lbs 460.0 lbs 940.0 lbs 38.0 Oz 4000 Psi @ 28 days COMPRESSION TEST RESULTS (ASTM C39, C1231, and C617 when applicable) Date Made Sample # Lab # Date Tested Age (day) Load (lbs) Size (in) Dia (in) Surface Area Strength (psi) Failure Code /24/2003 [7/24/2003 0011 15355517/31 /2003 1-7 IL 16350 1 2 x 4 1.991 3.11.1 L5260 I 7 • 5355-61 8/21/2003 1 281L 1 2 x 4 0011 17/24/2003 ---I [_- -._ [ - • 0011 153557 1 8/21/2003 1 28 L 1-2x4-1 i L __.� 1* [7/24/2003 0011 153558 L9/18/2003 1 56 I 2 x 4 1r Remark: Inspector(s): Del Spicer Tested by: Jesse Kane Reviewed by: Michael S. Dolder, P.E. Technical Director NOTES: Failure descriptions for samples tested with neoprene pads are not reported. S = Shear, C = Cone, CSp = Cone and Split, CSh = Cone and Shear, Col = Columnar FC - Field Cure Information in this report applies only to the actual samples tested and shall not be reproduced without the approval of Mayes Testing Engineers, Inc. WE Form #150, Rev 3, 7.0 MAYES TESTING ENGINEERS, INC Project : DHS Regional Headquarters Client: Sabey Corporation Client Address: 12201 Tukwila International Blvd. Fourth Floor Seattle, WA 98168-5121 Contractor: Sabey Construction Project No: E3187 Issued on: 8-5-03 Permit # (s): D03-129 Original: Q Revised: ❑ Everett Office 917 - 134th Street SW Suite A-1 Everett, WA 98204 ph 425.742.9360 fax 425.745.1737 Air Temperature: Weather: Product: Supplier: Ticket Number : MixDesign ID : 92 ° F Clear -Hot Grout Stonewav 333711 10000 FIELD DATA (ASTM C31 and C172) Design Mix Proportions: Ingredient Fine Aggregate Water Cement --Type I & II 100 XR Sample Temp. Slump Air (ASTM C1064) (ASTM C143) lEntrained (ASTM C231) 88°F 8" ok [Water / Cement Ratio: L 0.489 [Placement Location and Notes SET 3 Pile B12 and A14. Sampled at 120 cubic yards of 133 cubic yard placed. 130 gallons water added on site. (Date Receive' 7-31-03 Design Strength (fc): Weight (per cu.yd) 2,309.0 lbs 460.0 lbs 940.0 lbs 38.0 Oz 4000 Psi @ 28 days Date Made Sample # COMPRESSION TEST RESULTS (ASTM C39, C1231, and C617 when applicable) Lab # Date Tested Age (day) Load (lbs) Size (in) 7/29/2003 r 0020 7/29/2003 0020 , 7/29/2003 , L7/29/2003 Remark: 0020 53755 8/5/2003 7 15510 153756 L8/26/2003 { 53757 8/26/2003 0020 28 j 53758 9/23/2003 28 [ 2 x4 2 x 4 2 x 4 56 Jr Inspector(s): Del Spicer Tested by: Chris Pratt 2 x 4 Dia (in) Surface Area Strength (psi) 1 .00 r3.14 1 1 4940 1 11-- -I C 1 { 1- J • F 1 L ( 1 • Failure Code 1 Col 7 * • Reviewed by: Michael S. Dolder, P.E. Technical Director NOTES: Failure descriptions for samples tested with neoprene pads are not reported. * S = Shear, C = Cone, CSp = Cone and Split, CSh = Cone and Shear, Col = Columnar FC - Field Cure Informati on in this report applies only to the actual samples tested and shall not be reproduced without the approval of Mayes Testing Engineers, Inc. MTE Form #150, Rev 3, 7.0 Placement Location and Notes 1 MAYES TESTING ENGINEERS, INC S,C':!)"r 4th frRRY}J $ Project : DHS Regional Headquarters Client: Sabey Corporation Client Address: 12201 Tukwila International Blvd. Fourth Floor Seattle, WA 98168-5121 Contractor: Sabey Construction • Project No: E3187 Issued on: 8-5-03 Permit # (s): D03-129 Original: ❑d Revised: ❑ Everett Office 917 - 134th Street SW Suite A-1 Everett, WA 98204 ph 425.742.9360 fax 425.745.1737 Air Temperature: Weather: Product: Supplier: Ticket Number : MixDesign ID : 82 ° F Clear -Hot Grout Stoneway 333560 10000 FIELD DATA (ASTM C31 and C172) Design Mix Proportions: Ingredient Fine Aggregate Water Cement—Type 1 8. II 100 XR Sample Temp. Slump ' Air (ASTM C1064) (ASTM C143) [Entrained (ASTM C231) 84°F 10" [Water / Cement Ratio: i Date Receive) 7-31-03 0.489 Weight (per cu.yd) 2,309.0 lbs 460.0 lbs 940.0 lbs 38.0 Oz [Design Strength (Pc): j 4000 psi @ 28 days SET 2 Pile C15 and C10. Sampled at 70 cubic yards of 133 cubic yards placed. 100 gallons water added on site. Date Made Sample # Lab # COMPRESSION TEST RESULTS (ASTM C39, C1231, and C617 when applicable) Date Tested Age (day) Load (lbs) Size (in) Dia (in) Surface Area Strength (psi) Failure Code 7/29/2003 0019 53751 8/5/2003 1 7_J 7/29/2003) 0019 ( 53752 J 8/26/2003 28 0019 T53753 8/26/2003 7/29/2003 15770 Jr28 2x4 2x4 2x4 7/29/2003 Remark: 0019 53754 9/23/2003 56 2x4 L2.00 1 3.14 5020 r—CoI Inspector(s): Del Spicer Tested by: Chris Pratt NOTES: Failure descriptions for samples tested with neoprene pads are not reported. S = Shear, C = Cone, CSp = Cone and Split, CSh = Cone and Shear, Col = Columnar FC - Field Cure 1 Reviewed b : J J L__J C 1 • Michael S. Dolder, P.E. Technical Director Informat ion in this report applies only to the actual samples tested and shall not be reproduced without the approval of Mayes Testing Engineers, Inc. MTE Form #150. Rev 3. 7-0 MAYES TESTING ENGINEERS, INC 14;k7z1, .,141 ';; wf br a%•,a. 9:.''':,; .. Project : DHS Regional Headquarters Client: Sabey Corporation Client Address: 12201 Tukwila International Blvd. Fourth Floor Seattle, WA 98168-5121 Contractor: Sabey Construction Project No: E3187 Issued on: 8-5-03 Permit # (s): D03-129 Original: 0 Revised: ❑ Everett Office 917 - 134th Street SW Suite A-1 Everett, WA 98204 ph 425.742.9360 fax 425.745.1737 Air Temperature: Weather: Product: Supplier: Ticket Number : MixDesign ID : Sample Temp. (ASTM C1064) 74 °F Clear -Hot Grout Stonewav 333439 10000 Slump (ASTM C143) I 84°F 9" [Water / Cement Ratio: 0.489 [Placement Location and Notes i SET 1 Pile D11 and D10. Sampled at 30 cubic yards of 133 cubic yards placed. 60 gallons water added on site. FIELD DATA (ASTM C31 and C172) Design Mix Proportions: Ingredient Fine Aggregate Water Cement --Type 1 & 11 100 XR Entrained Air (ASTM C231) [Date Receive' 7-31-03 [Design Strength (ft): Weight (per cu.yd) 2,309.0 lbs 460.0 lbs 940.0 lbs 38.0 Oz 4000 Psi @ 28 days Date Made Sample # 7/29/2003 0018 7/29/2003 0018 7/29/2003 [ 0018 COMPRESSION TEST RESULTS (ASTM C39, C1231, and C617 when applicable) Lab # Date Tested Age (day) Load (lbs) Size (in) Dia (in) Surface Area Strength (psi) Failure Code 53747 8/5/2003 L 7 (L 16920 1 2 x 4 1[2.001 3.14 1 5390 1 ( 1 • 53748 8/26/2003 E28 rix x 4 (- 1 L 11 5374918/26/2003_1 28J [ 2 x 4 53750 9/23/2003 1 56 i( L2 x 4 ( r- 1 r ` 7/29/20031 0018 Remark: Inspector(s): Del Spicer Tested by: Chris Pratt Reviewed by: Michael S. Dolder, P.E. Technical Director NOTES: Failure descriptions for samples tested with neoprene pads are not reported. ' S = Shear, C = Cone, CSp = Cone and Split, CSh = Cone and Shear, Col = Columnar FC - Field Cure Information in this report applies only to the actual samples tested and shall not be reproduced without the approval of Mayes Testing Engineers, Inc. MTE Form #150, Rev 3, 7.0 MAYES TESTING ENGINEERS, INC Project : DHS Regional Headquarters Client: Sabey Corporation Client Address: 12201 Tukwila International Blvd. Fourth Floor Seattle, WA 98168-5121 Contractor: Sabey Construction Project No: E3187 Issued on: 8-5-03 Permit # (s): D03-129 Original: Q Revised: ❑ Everett Office 917 - 134th Street SW Suite A-1 Everett, WA 98204 ph 425.742.9360 fax 425.745.1737 Air Temperature: Weather: Product: Supplier: Ticket Number : MixDesign ID : 1. Sample Temp. (ASTM C1064) 80°F FIELD DATA (ASTM C31 and C172) 68 ° F Clear -Hot Grout Stonewav 333082 10000 Slump Entrained Air (ASTM C143) l (ASTM C231) 8-1/2" Water / Cement Ratio: [Date Receive 0.489 7-30-03 Design `Mix Proportions: Ingredient Fine Aggregate Water Cement—Type I & II 100 XR Weight (per cu.yd) 2,309.0 lbs 460.0 lbs 940.0 lbs 38.0 Oz [Design Strength (fc): 4000 Psi @ 28 days [Placement Location and Notes j SET 1 Pile B06, and B03. Sampled at 30 cubic yards of 150 cubic yards placed. Date Made Sample # 7/28/2003 0015 COMPRESSION TEST RESULTS (ASTM C39, C1231, and C617 when applicable) Lab # Date Tested Age (day) Load (lbs) 53735 , 8/4/2003 7 1 15170 Size (in) Dia (in) Surface Area Strength (psi) Failure Code 2x4 (1.99jL3.11 7/28/2003 0015 53736 8/25/2003 28 2x4 7/28/2003 0015 53737 8/25/2003 28 1 J 2x4 7/28/2003 Remark: 0015 5373 9/22/20031 56J Inspector(s): Del Spicer Tested by: Chris Pratt 2x4 NOTES: Failure descriptions for samples tested with neoprene pads are not reported. S = Shear, C = Cone, CSp = Cone and Split, CSh = Cone and Shear, Col = Columnar FC - Field Cure J IL Reviewed b 4880 Col J r Michael S. Dolder, P.E. Technical Director Information in this report applies only to the actual samples tested and shall not be reproduced without the approval of Mayes Testing Engineers, Inc. MTE Form #150, Rev 3, 7-0 MAYES TESTING ENGINEERS, INC Project : DHS Regional Headquarters Client: Sabey Corporation Client Address: 12201 Tukwila International Blvd. Fourth Floor Seattle, WA 98168-5121 Contractor: Sabey Construction Project No: E3187 Issued on: 8-5-03 Permit # (s): D03-129 Original: 0 Revised: ❑ Everett Office 917 - 134th Street SW Suite A-1 Everett, WA 98204 ph 425.742.9360 fax 425.745.1737 Air Temperature: Weather: Product: Supplier: Ticket Number : MixDesign ID : Sample Temp. (ASTM C1064) 80 ° F Clear -Hot Grout Stoneway 333214 10000 85°F [Water / Cement Ratio: FIELD DATA (ASTM C31 and C172) Design { Mix Proportions: Ingredient Weight (per cu.yd) Fine Aggregate 2,309.0 lbs Water 460.0 lbs Cement --Type 1 & 11 940.0 lbs 100 XR 38.0 Oz Slump Entrained Air (ASTM C143) .(ASTM C231) 0.489 9,, Date Receivell 7-30-03 Design Strength (fc): [Placement Location and Notes I SET 2 Pile D03, D02 an C06. Sampled at 80 cubic yards of 150 cubic yards placed. 4000 Psi @ 28 days Date Made 7/28/2003 Sample # Lab # 53739 0016 COMPRESSION TEST RESULTS (ASTM C39, C1231, and C617 when applicable) Date Tested Age (day) Load (lbs) Size (in) Dia (in) Surface Area Strength (psi) Failure Code 8/4/2003 7 19530 7/28/2003 0016 53740 8/25/2003 28 7/28/2003 0016 53741 8/25/2003 28 7/28/2003 Remark: 0016 53742 9/22/2003 56 P r 2x4 1.99 r2 x4 2x4 2x4 Inspector(s): Del Spicer Tested by: Chris Pratt NOTES: Failure descriptions for samples tested with neoprene pads are not reported. S = Shear, C = Cone, CSp = Cone and Split, CSh = Cone and Shear, Col = Columnar FC - Field Cure Reviewed by: 6280 L CSp 1 • f Michael S. Dolder, P.E. Technical Director Information in this report applies only to the actual samples tested and shall not be reproduced without the approval of Mayes Testing Engineers, Inc. MTE Form #150, Rev 3, 7.0 et�vom�w .»rr, pow.�e,rgr� ,e,�r owsr�rtR rra� f °mrFezv� x +b9,^,r0kWcr x .f+;uu 4, MAYES TESTING ENGINEERS, INC Project : DHS Regional Headquarters Client: Sabey Corporation Client Address: 12201 Tukwila International Blvd. Fourth Floor Seattle, WA 98168-5121 Contractor: Sabey Construction Project No: E3187 Issued on: 8-5-03 Permit # (s): D03-129 Original: El Revised: ❑ Everett Office 917 - 134th Street SW Suite A-1 Everett, WA 98204 ph 425.742.9360 fax 425.745.1737 Air Temperature: Weather: Product: Supplier: Ticket Number : MixDesign ID : Sample Temp. (ASTM C1064) 90 ° F Clear -Hot Grout Stonewav 333343 10000 FIELD DATA (ASTM C31 and C172) Slump Entrained Air (ASTM C143) (ASTM C231) 86°F Water / Cement Ratio: • 0.489 8-1/2" [Date Receive 7-30-03 Placement Location and Notes Design 1 Mix Proportions: Ingredient Fine Aggregate Water Cement --Type I & II 100 XR [Design Strength (Pc): SET 3 Pile D12 and D09. Sampled at 130 cubic yards of 150 cubic yards placed. Weight (per cu.yd) 2,309.0 lbs 460.0 lbs 940.0 lbs 38.0 Oz 4000 Psi @ 28 days Date Made Sample # Lab # COMPRESSION TEST RESULTS (ASTM C39, C1231, and C617 when applicable) Date Tested Age (day) Load (lbs) Size (in) Dia (in) Surface Area Strength (psi) Failure Code 7/28/2003 0017 53743 8/4/2003 171 1 17290 1 2 x 4 1.99 7/28/2003 0017 53744 8/25/2003 28 2 x 4 3.11 7/28/2003 0017 53745 8/25/2003 28 2x4 7/28/2003 0017 53746 9/22/2003 56 2 x 4 Remark: Inspector(s): Del Spicer Tested by: Chris Pratt NOTES: Failure descriptions for samples tested with neoprene pads are not reported. S = Shear, C = Cone, CSp = Cone and Split, CSh = Cone and Shear, Col = Columnar FC - Field Cure L Reviewed by: 5560 • L -_____I • Michael S. Dolder, P.E. Technical Director Information in this report applies only to the actual samples tested and shall not be reproduced without the approval of Mayes Testing Engineers, Inc. MTE Form #150, Rev 3, 7.0 •a %Ci::S'w' MAYES TESTING ENGINEERS, INC. MTE No.: Project: Address: Permit #: Owner: Architect: Engineer: Contractor: Page 1 Date: Weather: Inspection: E3187 DHS REGIONAL HEADQUARTERS 12500 Tukwila Internationa Blvd, Tukwila, WA D03-129 (City of Tukwila) Sabey Corporation Lance Mueller and Associates Engineers Northwest, Inc. Sabey Construction 7/21/03 Clear/Hot Auger cast piles / Reinforcing steel Everett Office 917 -134th Street SW Suite A-1 Everett, WA 98204 ph 425.742,9360 fax 425.745.1737 Tacoma Office 10029 S. Tacoma Way Suite E-2 Tacoma, WA 98499 ph 253.584.3720 fax 253.584.3707 Portland Office 7911 NE 33rd Drive Suite 190 Portland, OR 97211 ph 503.281.7515 fax 503.281.7579 A) Arrived at above site at specified time to conduct review of building permit (City of Tukwila – D03-129), and related construction documents. Also, began to review approved plans/specifications for project. B) Upon review of specifications for augered cast -in-place piles, paragraph 2.1 pile materials, 2.1.1(f) grout, called engineer -of -record, Robert Raichle (Engineers NW), for clarification on sample size/number of samples per set. Sets of (4) 2x4" test cylinders may be used. C) Also, reviewed concrete mix designs submitted by Stoneway Concrete. Mix #1000 and #1050 from both Seattle and Houser plants are approved for site use. D) Reviewed reinforcing steel submittal dated 6-23-03, Addison Construction Supply, Inc., for 18" diameter standard auger cages. Engineers NW approval dated 7-3-03. Inspected (20) pile cap cages and (10) grade beam cages for compliance to specifications. No exceptions were noted. To the best of our knowledge, items inspected this date are in accordance with approved plans and specifications. Date: Weather: Inspection: 7/22/03 Clear/Hot Auger cast pile INSPECTOR: Del Spicer A) Conducted final reinforcing steel inspection of (15) 18" diameter cages for 24" diameter auger cast piling with locations designated as follows: E38, E36, E62, E34, E31, E56, E30, E53, F13, F12, E51, F10, E27, E61, E54 (total of 15). Reinforcing steel found to comply with approved plans/specifications. No exceptions were noted. B) Witnessed placement of, tested, sampled, and cast (3) sets of (4) 2x4" test cylinders of Stoneway grout mix #10000. Mix placed in piling locations as described in paragraph "A" of this report. Samples cast per specifications (1 set per 50 cubic yards placed), and a total of (123) cubic yards placed this date. No exceptions were noted. To the best of our knowledge, items inspected this date are in accordance with approved plans and specifications. _ �— REVIEWED BY: cc: Bldg Dept -Cit Theodore Mc MarkVAl Galusha, P.E. ukwila, Ralph Hagler-Sabey Corporation, Bob Fadden -Lance Mueller & Associates, ald-Engineers Northwest, Dave Leng-Sabey Construction, Bob Brott-Art Anderson Assoc., Inc. INSPECTOR: Del Spicer MAYES TESTING ENGINEERS, INC Project : DHS Regional Headquarters Client: Sabey Corporation Client Address: 12201 Tukwila International Blvd. Fourth Floor Seattle, WA 98168-5121 Contractor: Sabey Construction Project No: E3187 Issued on: 8-7-03 Permit # (s): D03-1246 ASG �D Cor,,15 2403 oFLo ME Original: d❑ Revised: ❑ Air Temperature: Weather: Product: Supplier: Ticket Number : MixDesign ID : Sample Temp. (ASTM C1064) 85 °F 90 ° F Clear -Hot Grout Stonewav 334132 10000 Slump (ASTM C143) I 8-1/2" FIELD DATA (ASTM C31 and C172) Design Mix Proportions: Ingredient Fine Aggregate Water Cement --Type 1 & II 100 XR Entrained Air (ASTM C231) pateratcr / Cement Ratio: [Date Receive 0.489 8-1-03 [Design Strength (tic): Everett Office 917 - 134th Street SW Suite A-1 Everett, WA 98204 ph 425.742.9360 fax 425.745.1737 Weight (per cu.yd) 2,309.0 lbs 460.0 lbs 940.0 lbs 38.0 Oz 4000 Psi @ 28 days Placement Location and Notes' SET 3 Pile D54, D50. Sampled at 120 cubic yards of 153 cubic yards placed. 80 gallons water added on site. COMPRESSION TEST RESULTS (ASTM C39, C1231, and C617 when applicable) Date Made Sample # Lab # Date Tested Age (day) Load (lbs) Size (in) [ 7/30/2003 0023 538941 8/6/2003 1- 7 11480 2 x 4 7/30/2003 0023 538951 8/27/2003 1 28 it J 2 x 4 [ 7/30/2003 0023 153896 [ 8/27/20031 26-11 1 2 x 4 7/30/2003 J 0023 1538971 9/24/2003 1 56 IL 1 2 x 4 Remark: Dia (in) Surface Area Strength (psi) Failure Code 1.99 ] 3.12 1 [16807 1 Inspector(s): Del Spicer Tested by: Jesse Kane Reviewed by: J J (--1 Michael S. Dolder, P.E. Technical Director NOTES: Failure descriptions for samples tested with neoprene pads are not reported. S = Shear, C = Cone, CSp = Cone and Split, CSh = Cone and Shear, Col = Columnar FC - Field Cure Information in this report applies only to the actual samples tested and shall not be reproduced without the approval of Mayes Testing Engineers, Inc. MTE Form #150, Rev 3, 7.0 qtroNoVi 'tP4?P.Slt�INf MAYES TESTING ENGINEERS, INC Project : DHS Regional Headquarters Client: Sabey Corporation Client Address: 12201 Tukwila International Blvd. Fourth Floor Seattle, WA 98168-5121 Contractor: Sabey Construction • Project No: E3187 Issued on: 8-7-03 Permit # (s): D03-129 Original: El Revised: El Everett Office 917 - 134th Street SW Suite A-1 Everett, WA 98204 ph 425.742,9360 fax 425.745.1737 Air Temperature: 76 ° F Weather: Clear -Hot Product: Grout Supplier: Stoneway Ticket Number : 333889 MixDesign ID : 10000 Sample Temp. Slump (ASTM C1064) (ASTM C143) 82°F 9" {Water / Cement Ratio: [Date Receive FIELD DATA (ASTM C31 and C172) Design I Mix Proportions: Ingredient Fine Aggregate Water Cement --Type 1 & II 100 XR Entrained Air (ASTM C231) 0.489 7-31-03 [Placement Location and Notes' SET 1 Pile C05 and C09. Sampled at 30 of 153 cubic yards placed. 50 gallons water added on site. 0/0 Weight (per cu.yd) 2,309.0 lbs 460.0 lbs 940.0 lbs 38.0 Oz [Design Strength (Pc): 1 4000 Psi @ 28 days Date Made COMPRESSION TEST RESULTS (ASTM C39, C1231, and C617 when applicable) Sample # Lab # Date Tested Age (day) Load (lbs) Size (in) Dia (in) Surface Area Strength (psi) Failure Code 1 7/30/2003 0021 1 53 886 L8/6/2003 1 7 1 20410 1 2 x 4 x1.99 1 7/30/2003 0021 53887 x-8/27/2003 1 28 1 2 x 4 F7/30/2003 0021 [53888 1 8/27/2003 1 28 1i 1 2 x 4 [ 7/30/2003 1 0021 153889 1 9/24/2003 L56 11 1 2 x 4 Remark: Inspector(s): Del Spicer Tested by: Jesse Kane NOTES: Failure descriptions for samples tested with neoprene pads are not reported. S = Shear, C = Cone, CSp = Cone and Split, CSh = Cone and Shear, Col = Columnar FC - Field Cure 1 L_ J x-3.11 [ 6560) L_ J J L Reviewed by: Michael S. Dolder, P.E. Technical Director Information In this report applies only to the actual samples tested and shall not be reproduced without the approval of Mayes Testing Engineers, Inc. MTE Form #150, Rev 3, 7-0 MAYES TESTING ENGINEERS, INC Project : DHS Regional Headquarters Client: Sabey Corporation Client Address: 12201 Tukwila International Blvd. Fourth Floor Seattle, WA 98168-5121 Contractor: Sabey Construction Project No: E3187 Issued on: 8-7-03 Permit # (s): D03-129 Original: Revised: ❑ Everett Office 917.134th Street SW Suite A-1 Everett, WA 98204 ph 425.742.9360 fax 425.745.1737 Air Temperature: Weather: Product: Supplier: Ticket Number : MixDesign ID : Sample Temp. (ASTM C1064) 80 °F Clear -Hot Grout Stonewav 333960- 1000 FIELD DATA (ASTM C31 and C172) Design I Mix Proportions: ingredient Fine Aggregate Water Cement --Type I & II 100 XR Slump Entrained Air (ASTM C143) (ASTM C231) 83°F 8" {Water Cement / CRatio: Date Receive l C 0.489 8-1-03 [Placement Location and Notes j SET 2 Pile C.5/1 (bridge pile), B07. Sampled at 70 of 153 cubic yards placed. 30 gallons water added on site. Weight (per cu.yd) 2,309.0 lbs 460.0 lbs 940.0 lbs 38.0 Oz {Design Strength (Pc) j 4000 Psi @ 28 days Date Made COMPRESSION TEST RESULTS (ASTM C39, C1231, and C617 when applicable) Sample # Lab # Date Tested Age (day) Load (lbs) Size (in) Dia (in) Surface Area Strength (psi) Failure Code [ 7/30/2003 L 0022 538901 8/6/2003 7 ][ 16340 1 2 x 4 11.991 7/30/2003 0022 [53891 8/27/2003 1 28] —12 x 4 [ 7/30/2003 0022 53892 8/27/2003 28 1 2 x 4 7/30/2003 0022 J 53893 1 9/24/2003 1-5-6 1 2 x 4 Remark: Inspector(s): Del Spicer Tested by: Jesse Kane 3.11 1 [ R50 Reviewed by: L [ " Michael S. Dolder, P.E. Technical Director NOTES: Failure descriptions for samples tested with neoprene pads are not reported. " S = Shear, C = Cone, CSp = Cone and Split, CSh = Cone and Shear, Col = Columnar FC - Field Cure Information in this report applies only to the actual samples tested and shall not be reproduced without the approval of Mayes Testing Engineers, Inc. MTE Form #150, Rev 3, 7.0 asnH.u� a wuta• a sr »�> w: vmr>m�nn w en. i.. s verx1'! tray Vr Y Y$C t MAYES TESTING ENGINEERS, INC C;3; a1* Kr7:hl71•nM+r'„ Project : DHS Regional Headquarters Client: Sabey Corporation Client Address: 12201 Tukwila International Blvd. Fourth Floor Seattle, WA 98168-5121 Contractor: Sabey Construction Project No: E3187 Issued on: 8-8-03 Permit # (s): D03-129 Original: 0 Revised: ❑ Everett Office 917 -134th Street SW Suite A-1 Everett, WA 98204 ph 425.742.9360 fax 425.745.1737 Air Temperature: Weather: Product: Supplier: Ticket Number : MixDesign ID : 79 ° F Overcast Grout Stoneway 334551 10000 Sample Temp. ' Slump (ASTM C1064) [(ASTM C143) FIELD DATA (ASTM C31 and C172) Design 1 Mix Proportions: Ingredient Weight (per cu.yd) Fine Aggregate 2,335.0 lbs Water 460.0 lbs Cement --Type I & II 940.0 lbs Entrained Air (ASTM C231) 85 ° F 10-1/2" [Water / Ratio: [Date Receive 0.489 8-2-03 [Placement Location and Notes 1 SET 3 Auger cast piles A34 and A37. [Design Strength (t'c): 4000 Psi @ 28 days COMPRESSION TEST RESULTS (ASTM C39, C1231, and C617 when applicable) Date Made Sample # Lab # Date Tested Age (day) Load (lbs) Size (in) Dia (in) Surface Area Strength (psi) Failure Code 7/31/2003 0026 53973 38/7/2003 7 J 14100 1 2 x 4 2.00 11 3.14 ] ( 4490 1 r s * 0026 5397418/28/2003 28 L 1 2 x 4 L 1 0026 53975 7/31/2003 7/31/2003 7/31/2003 Remark: J 1 8/28/2003 28 ]( J 2 x 4 11-1 1 r 1 56 _1 2 x 4 1 1 0026 15397619/25/2003 Inspector(s): Bob VanderPol Tested by: Chris Pratt NOTES: Failure descriptions for samples tested with neoprene pads are not reported. * S = Shear, C = Cone, CSp = Cone and Split, CSh = Cone and Shear, Col = Columnar FC - Field Cure Reviewed by: Michael S. Dolder, P.E. Technical Director Information In this report applies only to the actual samples tested and shall not be reproduced without the approval of Mayes Testing Engineers, Inc. MTE Form #150, Rev 3, 7.0 rte r , ,tm Ewzt.mriv MAYES TESTING ENGINEERS, INC Project : DHS Regional Headquarters Client: Sabey Corporation Client Address: 12201 Tukwila International Blvd. Fourth Floor Seattle, WA 98168-5121 Contractor: Sabey Construction Project No: E3187 Issued on: 8-8-03 Permit # (s): D03-129 Original: I Revised: ❑ Everett Office 917 - 134th Street SW Suite A-1 Everett, WA 98204 ph 425.742.9360 fax 425.745.1737 Air Temperature: 74 ° F Weather: Overcast Product: Grout Supplier: Stoneway Ticket Number : 334423 MixDesign ID : 10000 FIELD DATA (ASTM C31 and C172) Design I Mix Proportions: Ingredient Weight (per cu.yd) Fine Aggregate 2,335.0 lbs Water 460.0 lbs Cement --Type I & 11 940.0 lbs [Sample Temp. Slump Entrained Air (ASTM C1064) (ASTM C143) (ASTM C231) 83 ° F 10-1/2" Water / Cement Ratio: {Date Receive 8-2-03 0.489 [Placement Location and Notes SET 2 Auger cast piles B37 and C53. [Design Strength (Pc): 4000 Psi @ 28 days COMPRESSION TEST RESULTS (ASTM C39, C1231, and C617 when applicable) Date Made Sample # Lab # Date Tested Age (day) Load (lbs) Size (in) Dia (in) Surface Area Strength (psi) Failure Code 7/31/2003 1 0025 7/31/2003 0025 7/31/2003 7/31/2003 53969 8/7/2003 _ 7 if 13370 1 2 x 4 2.00 3.14 L42-613-1 s 1 53970 18/28/2003 28 ;L 2 x 4 LJ L- 1 0025 53971 8/28/2003 L28 r2 x 4 1 0025 Remark: 53972 1 9/25/2003 56 11 2 x 4 IL___1 Inspector(s): Bob VanderPol Tested by: Chris Pratt Reviewed by: Michael S. Dolder, P.E. Technical Director NOTES: Failure descriptions for samples tested with neoprene pads are not reported. S = Shear, C = Cone, CSp = Cone and Split, CSh = Cone and Shear, Col = Columnar FC - Field Cure f Information in this report applies only to the actual samples tested and shall not be reproduced without the approval of Mayes Testing Engineers, Inc. MTE Form #150, Rev 3, 7.0 star .nrOt. ;PVIV#IAZtt,,,t, {n:.4.rir �:wmusrnrar a+r � xn .nr ev f rswtrr. MAYES TESTING ENGINEERS, INC ti Project : DHS Regional Headquarters Client: Sabey Corporation Client Address: 12201 Tukwila International Blvd. Fourth Floor Seattle, WA 98168-5121 Contractor: Sabey Construction Project No: E3187 Issued on: 8-8-03 Permit # (s): D03-129 Original: 0 Revised: ❑ Everett Office 917 - 134th Street SW Suite A-1 Everett, WA 98204 ph 425.742.9360 fax 425.745.1737 Air Temperature: Weather: Product: Supplier: Ticket Number : MixDesign ID : Sample Temp. (ASTM C1064) 83°F 64 ° F Clear Grout Stoneway 334245 10000 Slump (ASTM C143) 10-1/2" FIELD DATA (ASTM C31 and C172) Design I Mix Proportions: Ingredient Weight (per cu.yd) Fine Aggregate 2,335.0 lbs Water 460.0 lbs Cement --Type 1 & II 940.0 lbs Entrained Air (ASTM C231) Water /Cement Ratio: i Date Receive 8-2-03 0.489 [besign Strength (Pc): 4000 psi @ 28 days ;Placement Location and Notes 1 Auger cast piles C49 and C52. 38 oz of Retarder added on site. Date Made 7/31/2003 7/31/2003 COMPRESSION TEST RESULTS (ASTM C39, C1231, and C617 when applicable) Sample # Lab # Date Tested Age (day)Load (lbs) Size (in) Dia (in) Surface Area 0024 153965 8/7/2003 1 7 -j[ 11010 [ 2 x 4 JI 2.001 53966 8/28/2003 28 11 1 2 x 4 0024 7/31/2003 1 7/31/2003 Remark: 0024 153967 [ 8/28/2003 28 1 2 x 4 0024 153968 9/25/2003 1-56 J[ — 1 2 x 4 Inspector(s): Bob VanderPol Tested by: Chris Pratt 3.14 Reviewed by: Strength (psi) Failure Code s 1 1 3500' 1 I __1 r- 1 • Michael S. Dolder, P.E. Technical Director NOTES: Failure descriptions for samples tested with neoprene pads are not reported. S = Shear, C = Cone, CSp = Cone and Split, CSh = Cone and Shear, Col = Columnar FC - Field Cure Information in this report applies only to the actual samples tested and shall not be reproduced without the approval of Mayes Testing Engineers, Inc. MTE Form #150, Rev 3, 7.0 F(fnK. �'::. �'hAy;rrx;q�$ t v1'.'.+nn��?4N4eyv�"r•}. ,•� �r+.z^�w � :► ���.;raa;±�ca+�r�r5'rtA'fiF�tR.�riRak� MAYES TESTING ENGINEERS, INC Project : DHS Regional Headquarters Client: Sabey Corporation Client Address: 12201 Tukwila International Blvd. Fourth Floor Seattle, WA 98168-5121 Contractor: Sabey Construction Project No: E3187 Issued on: 8-11-03 Permit # (s): D03-129 Original: 0 Revised: ❑ Everett Office 917 -134th Street SW Suite A-1 Everett, WA 98204 ph 425.742.9360 fax 425.745.1737 Air Temperature: Weather: Product: Supplier: Ticket Number : MixDesign ID : Sample Temp. (ASTM C1064) 82°F [Water / Cement Rat 0.489 70 ° F Clear Grout Stoneway 334909 10000 FIELD DATA (ASTM C31 and C172) Design I Mix Proportions: Ingredient Weight (per cu.yd) Fine Aggregate 2,309.0 lbs Water 460.0 lbs Cement --Type I & II 940.0 lbs 100 XR 38.0 Oz Slump Entrained Air (ASTM C143) (ASTM 0231) 9,, io: Date Receive 8-3-03 Design Strength (Pc): 4000 Psi @ 28 days (Placement Location and Notes 1 SET 2 Pile A29 and A39. Sampled at 70 cubic yards of 103 cubic yards placed. 70 gallons water added on site. Date Made COMPRESSION TEST RESULTS (ASTM C39, C1231, and C617 when applicable) Sample # Lab # Date Tested Age (day) Load (lbs) Size (in) Dia (in) Surface Area Strength (psi) L8/1/2003 0028 8/1/2003 1 0028 8/1/2003 54030 1 8/8/2003 1 7 IL 12450 1 2 x 4 54031-1 8/29/2003 1 28 1 1 2 x 4 0028 154032 18/29/2003 1 28 IL 1 2 x 4 8/1/2003 Remark: 0028 154033 19/26/20031 56 11 1 2 x 4 Inspector(s): Del Spicer Tested by: Zenaida Revilla [ 1.99 [ 311 i j 4000 �- L'--1 1 —J C-- L—J[ 1 L Reviewed by: Failure Code 1 colt+ J* L Michael S. Dolder, P.E. Technical Director NOTES: Failure descriptions for samples tested with neoprene pads are not reported. S = Shear, C = Cone, CSp = Cone and Split, CSh = Cone and Shear, Col = Columnar FC - Field Cure Information in this report applies only to the actual samples tested and shall not be reproduced without the approval of Mayes Testing Engineers, Inc. MTE Form #150, Rev 3, 7.0 Jaz* vm .,.,x ixGe.tYtt rrAitrsf,: a.15,Wr;. ry MAYES TESTING ENGINEERS, INC Project : DHS Regional Headquarters Client: Sabey Corporation Client Address: 12201 Tukwila International Blvd. Fourth Floor Seattle, WA 98168-5121 Contractor: Sabey Construction Project No: E3187 Issued on: 8-11-03 Permit # (s): D03-129 Original: ❑Q Revised: ❑ Everett Office 917 - 134th Street SW Suite A-1 Everett, WA 98204 ph 425.742.9360 fax 425.745.1737 Air Temperature: Weather: Product: Supplier: Ticket Number : MixDesign ID : Sample Temp. (ASTM C1064) 78°F 60 ° F Clear Grout Stoneway 334725 10000 FIELD DATA (ASTM C31 and C172) Design I Mix Proportions: Ingredient Fine Aggregate Water Cement --Type I & 11 100 XR [ Slump Entrained Air (ASTM C143) (ASTM C231) 9-1/2" ok Water / Cement Ratio: Date Receive 8-3-03 0.489 Weight (per cu.yd) 2,309.0 lbs 460.0 lbs 940.0 lbs 38.0 Oz iDesign Strength (Pc): 4000 psi @ 28 days [Placement Location and Notes j SET 1 Piles B31 and A43. Sampled at 30 cubic yards of 103 cubic yards placed. 50 gallons water added on site. COMPRESSION TEST RESULTS (ASTM C39, C1231, and C617 when applicable) Date Made Sample # Lab # Date Tested Age (day) Load (lbs) Size (in) Dia (in) Surface Area Strength (psi) Failure Code 8/1/2003 0027 5402-618/8/2003 7 L 12830 1 2 x 4 _1L1.99] 1 3.11 [ 4130] CSP 1 * 8/1/2003 0027 154027 18/29/2003 28 jr r 2 x 4 [- 1I�_ - r 1 • 8/1/2003 j 0027 54028 18/29/2003 J 28 1 2 x 4 7 l 1 r __ 1 L 8/1/2003 [ 0027 154029 L9/26/2003 56 1[ �1 2 x 4 ] 1 L___ Remark: Inspector(s): Del Spicer Tested by: Zenaida Revilla NOTES: Failure descriptions for samples tested with neoprene pads are not reported. ' S = Shear, C = Cone, CSp = Cone and Split, CSh = Cone and Shear, Col = Columnar FC - Field Cure Reviewed by: Michael S. Dolder, P.E. Technical Director Information In this report applies only to the actual samples tested and shall not be reproduced without the approval of Mayes Testing Engineers, Inc. MTE Form #150, Rev 3, 7.0 MAYES TESTING ENGINEERS, INC Project : DHS Regional Headquarters Client: Sabey Corporation Client Address: 12201 Tukwila International Blvd. Fourth Floor Seattle, WA 98168-5121 Contractor: Sabey Construction Project No: E3187 Issued on: 8-12-03 Permit # (s): D03-129 Original: 0 Revised: ❑ Everett Office 917 - 134th Street SW Suite A-1 Everett, WA 98204 ph 425.742.9360 fax 425.745,1737 Air Temperature: Weather: Product: Supplier: Ticket Number : MixDesign ID : Sample Temp. (ASTM C1064) 83°F FIELD DATA (ASTM C31 and C172) 78 ° F Clear Grout Stoneway 335499 10000 Slump Entrained Air (ASTM C143) (ASTM C231) Water / Cement Ratio: 0.489 8-1/2" Date Receive 8-6-03 0/0 Design I Mix Proportions: Ingredient Weight (per cu.yd) Fine Aggregate 2,309.0 lbs Water 460.0 lbs Cement --Type I & II 940.0 lbs 100 XR 38.0 Oz [Design Strength (Pc): 1Placement Location and Notes 1 SET 3 Pile C24 and C21. Sampled at 120 cubic yards of 151 cubic yards. 4000 Psi @ 28 days Date Made COMPRESSION TEST RESULTS (ASTM C39, C1231, and C617 when applicable) Sample # Lab # Date Tested Age (day) Load (lbs) Size (in) Dia (in) Surface Area Strength (psi) Failure Code r 8/4/2003 8/4/2003 8/4/2003 0031 54143 18/11/2061 7 l( 15890 1 2 x 4_ jj 1.99 0031 [54144 l 9/1/2003 28JL 2 x 4 0031 54145 _ 9/1/2003 1_ 28 ] 1_2 x 4 ]L 0031 54146 19/29/2003 l 56 L 1 2 x 4 8/4/2003 Remark: Inspector(s): Del Spicer Tested by: Neal Bastian 3.12 L Reviewed by: 5100 ^1' 1 r l • _11 L 1 1-7 • 1 [ 1* Michael S. Dolder, P.E. Technical Director NOTES: Failure descriptions for samples tested with neoprene pads are not reported. S = Shear, C = Cone, CSp = Cone and Split, CSh = Cone and Shear, Col = Columnar FC - Field Cure Information in this report applies only to the actual samples tested and shall not be reproduced without the approval of Mayes Testing Engineers, Inc. MTE Form #150, Rev 3, 7.0 o-rw Ntirlx*tia r.Kr{ntSOM 4i4 ^k Ywt�SpTf' h'rvy! r�c?Y KH3 �"ts!9Lfr�i�Wrb'YR24341 S , MAYES TESTING ENGINEERS, INC Project : DHS Regional Headquarters Client: Sabey Corporation Client Address: 12201 Tukwila International Blvd. Fourth Floor Seattle, WA 98168-5121 Contractor: Sabey Construction Project No: E3187 Issued on: 8-12-03 Permit # (s): D03-129 Original: 1 Revised: ❑ Everett Office 917 - 1341h Street SW Suite A-1 Everett, WA 98204 ph 425.742.9360 fax 425.745.1737 Air Temperature: Weather: Product: Supplier: Ticket Number : MixDesign ID : Sample Temp. (ASTM C1064) 82°F 68 ° F Clear Grout Stoneway 335391 10000 FIELD DATA (ASTM C31 and C172) Design I Mix Proportions: Ingredient Weight (per cu.yd) Fine Aggregate 2,309.0 lbs Water 460.0 lbs Cement --Type 1 & 11 940.0 lbs 100 X R 38.0 Oz Slump E(ASTM(ASTM C143) 9-1/2" [Water / Cement Ratio: ! Date Receive 0.489 8-6-03 [Placement Location and Notes 1 SET 2 Pile D19 and D22. Sampled at 80 of 151 cubic yards. [Design Strength (fc) 4000 Psi @ 28 days Date Made COMPRESSION TEST RESULTS (ASTM C39, C1231, and C617 when applicable) Sample # Lab # Date Tested Age (day) Load (lbs) Size (in) Dia (in) Surface Area Strength (psi) Failure Code 8/4/2003 0030 54131_18/11/2003 1 7 1P11420 1 2 x 4 8/4/2003-1 0030 541401 9/1/2003 1 28 L )2 x 4 8/4/2003 0030 54141 9/1/2003 28 1 1 2 x 4 1 8/4/2003 0030 Remark: 54142 L9/29/2003 56 [1.991 t 3.12 1 [_ 3660 1 1 2x4 f Inspector(s): Del Spicer Tested by: Neal Bastian Reviewed b Michael S. Dolder, P.E. Technical Director NOTES: Failure descriptions for samples tested with neoprene pads are not reported. S = Shear, C = Cone, CSp = Cone and Split, CSh = Cone and Shear, Col = Columnar FC - Field Cure Information in this report applies only to the actual samples tested and shall not be reproduced without the approval of Mayes Testing Engineers, Inc. MTE Form #750, Rev 3, 7.0 7):-w41ti,svrt MAYES TESTING ENGINEERS, INC Yi' : i..WA +1t' kw. , Project : DHS Regional Headquarters Client: Sabey Corporation Client Address: 12201 Tukwila International Blvd. Fourth Floor Seattle, WA 98168-5121 Contractor: Sabey Construction Project No: E3187 Issued on: 8-12-03 Permit # (s): D03-129 Original: Revised: ❑ Everett Office 917 - 134th Street SW Suite A-1 Everett, WA 98204 ph 425.742,9360 fax 425.745.1737 Air Temperature: Weather: Product: Supplier: Ticket Number : MixDesign ID : Sample Temp. (ASTM C1064) 74°F Water / Cement R 0.489 64°F Clear Grout Stoneway 335264 10000 FIELD DATA (ASTM C31 and C172) Design 1 Mix Proportions: Ingredient Weight (per cu.yd) Fine Aggregate 2,309.0 lbs Water 460.0 lbs Cement --Type I & 11 940.0 lbs 100 XR 38.0 Oz Slump Entrained Air (ASTM C143) (ASTM C231) 9" ok atio: Date Receive 8-6-03 'Design Strength (t'c): !Placement Location and Notes 1 SET 1 Pile D30 and D31. Sampled at 30 cubic yards of 151 cubic yards placed. 4000 Psi @ 28 days Date Made COMPRESSION TEST RESULTS (ASTM C39, C1231, and C617 when applicable) Sample # Lab # Date Tested Age (day) Load (lbs) Size (in) Dia (in) Surface Area Strength (psi) Failure Code 8/4/2003 0029 [641351-8/11/2003 7 jj 14460 2 x 4 1 1.9911 3.12 1 [ 4640 8/4/20031 0029 54136 9/1/20031 28 r 1 2 x 4 ['-1 1 1 1 54137 9/1/2003 28 j 1 2 x 4 [ 1 1-----1 0029 54138 19/29/2003 1 56 L 1 2 x 4 11 1r -1 L I 8/4/2003-1 0029 8/4/2003 Remark: Inspector(s): Del Spicer Tested by: Neal Bastian Reviewed by: Michael S. Dolder, P.E. Technical Director NOTES: Failure descriptions for samples tested with neoprene pads are not reported. S = Shear, C = Cone, CSp = Cone and Split, CSh = Cone and Shear, Col = Columnar FC - Field Cure Information In this report applies only to the actual samples tested and shall not be reproduced without the approval of Mayes Testing Engineers, Inc. MTE Form #150, Rev 3, 7.0 MAYES TESTING ENGINEERS, INC. MTE No.: Project: Address: Permit #: Owner: Architect: Engineer: Contractor: Page 8 RECEIVE() E3187 'AUG 151003 DHS REGIONAL HEADQUARTERS commuNrrY 12500 Tukwila International Blvd, Tukwila, VavELOPMENT D03-129 (City of Tukwila) (j Sabey Corporation Lance Mueller and Associates Engineers Northwest, Inc. Sabey Construction Everett Office 917.134th Street SW Suite A-1 Everett, WA 98204 ph 425.742.9360 fax 425.745.1737 Tacoma Office 10029 S. Tacoma Way Suite E-2 Tacoma, WA 98499 ph 253.584.3720 fax 253.584.3707 Portland Office 7911 NE 33rd Drive Suite 190 Portland, OR 97211 ph 503.281.7515 fax 503.281.7579 Date: 8/4/03 Weather: Inspection: Auger -cast pile A) Witnessed placement of, tested, sampled, and cast (3) sets of (4) 2x4" test cylinders of Stoneway mix #10000. Mix placed via auger -cast pump methods into 24" diameter piling locations designated as follows: D35, D34, D30, D31, C36, C62, C33, C64, D18, D19, D22, D23, S26, D27, C60, C24, C21, C17, C20, B17, B21, B16 (total of 22). Location and depth of individual pile monitored representative of Earth Consultants, Inc. A total of (151) yards of Stoneway mix #10000 placed this date. No exceptions were noted. B) Inspected and monitored placement of pre -tied reinforcing steel cages for pile locations as described in paragraph "A" of this report. Reinforcing steel cages appear to comply with approved plans/specifications as to bar size, grade, length, number, type, and spacing. No exceptions were noted. To the best of our knowledge, items inspected this date are in accordance with approved plans and specifications. REVIEWED BY: ark A .Galusha, P.E. cc: Bldg Dept -City of Tukwila, Ralph Hagler-Sabey Corporation, Bob Fadden -Lance Mueller & Associates, Theodore McD • nald-Engineers Northwest, Dave Leng-Sabey Construction, Bob Brott-Art Anderson Assoc., Inc. INSPECTOR: Del Spicer MAYES TESTING ENGINEERS, INC. MTE No.: Project: Address: Permit #: Owner: Architect: Engineer: Contractor: Page 9 E3187 DHS REGIONAL HEADQUARTERS 12500 Tukwila International Blvd, Tukwila, WA D03-129 (City of Tukwila) Sabey Corporation Lance Mueller and Associates Engineers Northwest, Inc. Sabey Construction Everett Office 917.134th Street SW Suite A-1 Everett, WA 98204 ph 425.742.9360 fax 425.745.1737 Tacoma Office 10029 S. Tacoma Way Suite E-2 Tacoma, WA 98499 ph 253.584.3720 fax 253.584.3707 Portland Office 7911 NE 33rd Drive Suite 190 Portland, OR 97211 ph 503.281.7515 fax 503.281.7579 Date: 8/5/03 Weather: Inspection: Auger -cast pile A) With the assistance of Bob VanderPol II (MTE), spent time setting up conex/portable laboratory for site use. Testing machine will require recalibration per ASTM. Awaiting permanent hook-up to power. B) Witnessed placement of, tested, sampled, and cast (4) sets of (4) 2x4" test cylinders of Stoneway mix #10000. Mix placed via auger -cast pump methods into 24" diameter pile locations designated as follows: D17, D20, D21, D24, D24, D28, D29, D32, D36, D33, C63, C34, C35, C61, C18, C19, C22, C23, C26, C27, C30, C31, B18 (total of 23 piles). Location and depth of individual pile monitored by representative of Earth Consultants, Inc. A total of (155) cubic yards of Stoneway mix #10000 placed this date. No exceptions were noted. C) Inspected and monitored placement of pre -tied reinforcing steel cages for pile locations as described in paragraph "A." Reinforcing steel cages comply with approved plans/specifications. No exceptions were noted. To the best of our knowledge, items inspected this date are in accordance with approved plans and specifications. REVIEWED BY: Mar Galusha, P.E. cc: Bldg Dept -City f ukwila, Ralph Hagler-Sabey Corporation, Bob Fadden -Lance Mueller & Associates, Theodore McDonald -Engineers Northwest, Dave Leng-Sabey Construction, Bob Brott-Art Anderson Assoc., Inc. INSPECTORS: Don Evans Bob VanderPol II MAYES TESTING ENGINEERS, INC. MTE No.: Project: Address: Permit #: Owner: Architect: Engineer: Contractor: Page 10 Date: Weather: Inspection: E3187 DHS REGIONAL HEADQUARTERS 12500 Tukwila International Blvd, Tukwila, WA D03-129 (City of Tukwila) Sabey Corporation Lance Mueller and Associates Engineers Northwest, Inc. Sabey Construction 8/6/03 Clearing Auger -cast pile Everett Office 917 -134th Street SW Suite A-1 Everett, WA 98204 ph 425.742.9360 tax 425.745.1737 Tacoma Office 10029 S. Tacoma Way Suite E-2 Tacoma, WA 98499 ph 253.584.3720 fax 253.584.3707 Portland Office 7911 NE 33rd Drive Suite 190 Portland, OR 97211 ph 503.281.7515 fax 503.281.7579 A) Witnessed placement of, tested, sampled, and cast (4) sets of (4) 2x4" test cylinders of Stoneway mix #10000. Mix placed via auger -cast pump methods into 24" diameter pile locations as designated: C59, C25, C28, C29, C32, B22, B19, B15, D46, D43, D42, C66, D47, D38, D39, C48, C45, C44, C41, C38, C39, B26, B23 (total of 23 piles). Location and depth of individual pile monitored by representative of Earth Consultants, Inc. A total of (163) cubic yards of Stoneway mix #10000 were placed this date. No exceptions were noted. B) Inspected and monitored placement of pre -tied reinforcing steel cages for pile locations as described in paragraph "A" of this report. Reinforcing steel cages comply with approved plans/ specifications as to size, grade, length, number, type, and spacing of bars. No exceptions were noted. To the best of our knowledge, items inspected this date are in accordance with approved plans and specifications. REVIEWED BY: ark . Galusha, P.E. INSPECTOR: Del Spicer cc: Bldg Dept -City o ukwila, Ralph Hagler-Sabey Corporation, Bob Fadden -Lance Mueller & Associates, Theodore McDonald -Engineers Northwest, Dave Leng-Sabey Construction, Bob Brott-Art Anderson Assoc., Inc. MAYES TESTING ENGINEERS, INC. MTE No.: Project: Address: Permit #: Owner: Architect: Engineer: Contractor: Page 11 Date: Weather: Inspection: E3187 DHS REGIONAL HEADQUARTERS 12500 Tukwila International Blvd, Tukwila, WA 003-129 (City of Tukwila) Sabey Corporation Lance Mueller and Associates Engineers Northwest, Inc. Sabey Construction 8/7/03 Clear Auger -cast pile Everett Office 917.134th Street SW Suite A-1 Everett, WA 98204 ph 425.742.9360 fax 425.745.1737 Tacoma Office 10029 S. Tacoma Way Suite E-2 Tacoma, WA 98499 ph 253.584.3720 fax 253.584.3707 Portland Office 7911 NE 33rd Drive Suite 190 Portland, OR 97211 ph 503.281.7515 fax 503.281.7579 A) Informed Rich Gardner (Sabey Construction) that the onsite laboratory lacks only permanent power hook-up and water for curing tanks to be operational. B) Witnessed placement of, tested, sampled, and cast (3) sets of (4) 2x4" test cylinders of Stoneway mix #10000. Mix placed via auger -cast pump methods into 24" diameter pile locations described/ designated as follows: B20, D44, D48, D45, C67, D40, D37, D41, C65, C46, C47, C42, C43, C40, C37, B30, B27, A30, A32 (total of 19 piles). Location and depth monitored by representative of Earth Consultants, Inc. A total of (137) cubic yards of Stoneway mix #10000 placed this date. No exceptions were noted. C) Inspected and monitored placement of pre -tied reinforcing steel cages for pile locations as described in paragraph "A" of this report. Reinforcing steel cages comply with approved plans/ specifications as to bar size, grade, length, number, type, and spacing. No exceptions were noted. To the best of our knowledge, items inspected this date are in accordance with approved plans and specifications. REVIEWED BY: INSPECTOR: Del Spicer cc: Bldg Dept -City o Tukwila, Ralph Hagler-Sabey Corporation, Bob Fadden -Lance Mueller & Associates, Theodore McDoa d -Engineers Northwest, Dave Leng-Sabey Construction, Bob Brott-Art Anderson Assoc., Inc. MAYES TESTING ENGINEERS, INC. MTE No.: Project: Address: Permit #: Owner: Architect: Engineer: Contractor: Page 12 Date: Weather: Inspection: E3187 DHS REGIONAL HEADQUARTERS 12500 Tukwila International Blvd, Tukwila, WA D03-129 (City of Tukwila) Sabey Corporation Lance Mueller and Associates Engineers Northwest, Inc. Sabey Construction 8/8/03 Partly Cloudy Auger -cast pile Everett Office 917 -134th Street SW Suite A-1 Everett, WA 98204 ph 425.742.9360 fax 425.745.1737 Tacoma Office 10029 S. Tacoma Way Suite E-2 Tacoma, WA 98499 ph 253.584.3720 fax 253.584.3707 Portland Office 7911 NE 33rd Drive Suite 190 Portland, OR 97211 ph 503.281.7515 fax 503.281.7579 A) Witnessed placement of, tested, sampled, and cast one set of (4) 2x4" test cylinders of Stoneway mix #10000. Mix placed via auger -cast pump methods into 24" diameter locations designated as follows: E.9111.9, E/11.9, D/11.9* - total of (3) piles. *Note: Soil conditions extremely difficult for drilling, approximately 1 hour +/- per hole. Contractor advised of time/temperature factor on sitting Readimix trucks. After drilling approximately 25' at location C/11.9, contractor experienced mechanical failure. No further progress made. Stand by for repairs. B) A total of (30) cubic yards of mix #10000 placed. No exceptions were noted. C) Inspected and monitored placement of pre -tied reinforcing steel cages into locations described in paragraph "A" of this report. Reinforcing steel complies with approved plans/specifications as to bar size, grade, length, number, type, and spacing. No exceptions were noted. To the best of our knowledge, items inspected this date are in accordance with approved plans and specifications. REVIEWED BY: INSPECTOR: Del Spicer cc: Bldg Dept -City o ukwila, Ralph Hagler-Sabey Corporation, Bob Fadden -Lance Mueller & Associates, Theodore McDonald -Engineers Northwest, Dave Leng-Sabey Construction, Bob Brott-Art Anderson Assoc., Inc. PIDV Reid iddleton June 17, 2003 File No. 26-03-005-008-02 Mr. Bob Benedicto City of Tukwila 6300 Southcenter Blvd., Suite 100 Tukwila, WA 98188 RECEIVED CITY OF TUKWILA JUN 1 i3 2003 PERMIT CENTER Subject: Building Permit Plan Review - Final Submittal Department of Homeland Security, Foundation (D03-129) Dear Mr. Benedicto: We reviewed the proposed project for compliance with the structural provisions of the 1997 Edition of the Uniform Building Code as amended and adopted by the City of Tukwila. The applicant has responded successfully to our comments. Enclosed are one complete set of the revised structural drawings (bound with the originally submitted architectural drawings) and an additional complete set of the revised structural drawings. We are also forwarding the structural calculations, geotechnical report, and correspondence from the structural and geotechnical engineers for your records. If you have any questions or require any additional clarification, please call. Sincerely, Reid Middleton, Inc. Phili Braz 1, P.E., S.E. Senior Engineer Enclosures vls\26se\planrevw\tukwila\03\t008r2.doc\prb cc: Haynes Lund, Sabey Construction Theodore McDonald, Engineers Northwest Engineers Planners surveyors Washington Oregon Alaska Reid Middleton, Inc. 728134th Street SW Suite 200 Everett, WA 98204 Ph: 425 741-3800 Fax: 425 741-3900 05/27/2003 02:10 4257460060 Earth Consultants, Inc,. EARTH CONSULTANTS PAGE 02 (A7 N11't II1M :II Ii» iIH1'!ti (A'1fk1111IVS 4 I'll\•irr Nt,1M111i1I ,`t tt •1 IIIV •. 011'4n 1es1' 1't:,ihig, tri 1(1•'\%',\IV)It .:0ot 00114.014 IT. t'ista))1iSlhI (I 1075 May 27, 2003 E-2579-44 Sabey Corporation 12201 Tukwila International Boulevard Fourth Floor Seattle, Washington 98168-5121 Attention: Subject: Reference: Dear Mr. Paulus: Mr. Stanley Paulus 3 Building Permit Plan Review Comments Proposed INS Building Tukwila, Washington Reid Middleton Review Comments Dated May 12, 2003 In accordance with your request, Earth Consultants, Inc. (ECT) has reviewed the referenced review comments. The pertinent geotechnical related review comments followed by our response are presented below. Reid Middleton Comment 7 The calculations assume vertical capacities of 240 kips and 300 kips for each concrete pile on pages FND4 and FND5, respectively. However, the geotechnical report recommends a capacity 210 kips on page 12. The design Toads determined in the calculations substantially exceed the recommended capacity at several locations (e.g., pages FND4, FND5, etc.). The foundation design should be revised to accommodate gravity design Toads based on the geotechnical recommendations. 1805 136th Place N.E., Suite 201. Bellevue, WA 98005 Bellevue (425) 643.3780 FAX (425) 746-0860 Toll Free (888) 739.6670 .Na*+xn;� . wc.., ,, W�'4}• il'ViYTK'irW'ZW.11 iC,.S9`IY*IN 05/27/2003 02:18 4257460860 EARTH CONSULTANTS PAGE 03 Sabey Corporation May 27, 2003 ECI Response E-2579-44 Page 2 ECI previously provided to the structural engineer geotechnical criteria for exceeding the recommended pile capacities provided in the geotechnical report. Specifically, for twenty- four (24) inch diameter augercast piles, ECI recommended the following allowable capacities in compression, based on additional pile embedment into the bearing strata: 10 ft. Embedment (original recommendation) 105 Tons 15 ft. Embedment 120 Tons 20 ft. Embedment 135 Tons 25 ft. Embedment 150 Tons Based on the maximum recommended allowable vertical pile capacity of one hundred fifty (150) tons, total pile lengths on the order of forty-five (45) feet to sixty (60) feet will likely be necessary to achieve the twenty-five (25) feet of embedment into the bearing strata. We have been informed by Sabey Corporation that ECI will provide the geotechnical inspections during the pile installation to verify the pile embedment into the bearing strata. Reid Middleton Comment 8 The calculations consider pile capacities greater than recommended in the geotechnical report based on embedments into the dense bearing strata greater than 10'-0" recommended in the geotechnical report. The geotechnical engineer should submit a supplemental report that recommends these higher capacities. ECI Response The criteria for the higher capacities based on additional embedment are provided as part of our response to Comment 7. Earth Consultants, Inc. fit{ %,'"; a;S4i., .¢t 7WA- %al4'444 ,Awn!'{1': :::; 1 05/27/2003 02:18 4257460860 Sabey Corporation May 27, 2003 EARTH CONSULTANTS PAGE 04 E-2579-44 Page 3 We trust this information meets your current needs. If you have any questions, or if additional information is required, please call. Sincerely, EARTH CONSULTANTS, INC. Raymond A. Coglas, P.E. ..x°" S7 W:2_7547.1_0 Project Manager RAC1csm cc: Reid Middleton Attention: Mr. Philip Brazil, P.E., S.E. Fax Only (425) 741-3900 Engineers Northwest Attention: Mr. Ted McDonald Fax Only (206) 522-6698 Earth Consultants, Inc. • 2,7 (o2 Rvu yaC'SIJ:.sK55xaiiVI•,±" !.4.;•,i�'{ ;t; ;syg, „'„%,f;,,.�'.�a.,-:,c'4,:`(i:•i� .. a;?.i:....� ENSENGINEERS NORTHWEST, INC. P.S. STRUCTURAL ENGINEERS - 6869 WOODLAWN AVE. N. E., SEArru , WA 98115 (206) 525-7560 FAx (206) 522-6698 May 28, 2003 [1• CITY OF TUKWILA 6300 Southcenter Blvd., Suite 100 Tukwila, WA 98188 ATTN: Mr. Bob Benedicto- RE: enedicto RE: Department of Homeland Security Office Building Foundation Mr. Benedicto: •i AY 2 9 2003 R;E) Mir)OLETON The following is my response to Reid Middleton's plan check comments for the foundation permit submittal for the above-mentioned project. The list is itemized to correspond to their comments, except item number 1 has been skipped, as this item contained only general. instructions for this response. The response to the shell and core plan check comments will follow. 2. The "Light Gage Framing" section of the General notes has been revised. 3. The "Live Load" section of the General Notes had been revised to match page G1 of the calculations. Note that page G1 has been revised. 4. Column designs have been revised. See revised pages C1 to C5. Sheet S4.1 has been revised accordingly. 5. The straight embedment lengths in the calculations are based on conservative assumptions, and do not match the assumptions made for the lap splice lengths. The straight embedment lengths have been reduced, using the same assumptions as the lap splice lengths. See revised calculation pages G8R, G11R, G14R, G17R and G20R. The assumptions of bar cover and spacing have been added as notes to the table on S5.1, along with appropriate factors for other conditions. 6. The appropriate seismic design factors and base shears have been added to the General Notes on sheet S0.1. 7. See response from Earth Consultants, Inc. (ECI). Recommendations from ECJ have been included as pages FND 35 through FND 38 in the calculations. 8. See item 7 above. w�.E+' :i�+'r+�4a`r?1;.;�' � t;�'1+`.�*lu v�:�S:rw4�i�'a5AV1!z'z':4i5ya.`•.� May 28, 2003 CITY OF TUKWILA Department of Homeland Security Page 2 of 2 9. See item 7 above. The reference to a 10' -0" minimum embedment has been removed from the General Notes on sheet S0.1. 10. The extents of reinforcing in Section A-2.1 has been clarified. Since the piles are not being used to resist lateral loads, I do not feel that the 120% of flexural length requirement needs to be met. 11. Transverse reinforcing per UBC Section 1809.5.2.2 has been provided for the length of vertical reinforcing. See item number 10 above. The area of reinforcing is provided, but the maximum spacing has not been adhered to. 12. The requested input data from ETABS has been included in the supplemental calculations. 13. ETABS designs for axial and in -plane flexural loads. Additional wall calculations from ETABS are included in the supplemental calculations. 14. Typical shear wall details have been added to sheet S6.1, showing the confinement reinforcing extending 12" into foundations. 15. See typical shear wall details added to sheet S6.1. 16. See typical shear wall details on Sheet S6.1. All walls shall have horizontal reinforcing terminate in a 90° hook, or be spliced to U shaped stirrups. 17. Vertical dowels will be shown with hooks in details to match wall elevations. If you need any additional information, please call. Sincerely, ENGINEERS NORTHWEST, INC., P.S. Theodore D. McDonald, P.E. Senior Project Engineer Cc: Philip Brazil, Reid Middleton Stanley Paulus, Sabey Corporation Bob Fadden, Lance Mueller and Associates TM:tn ENW Project No. 02110000 ENGINEERS NORTHWEST, INC., P.S. — STRUCTURAL ENGINEERS 6869 WooDLAwN AVE. N.E.. SEATTLE. WA 98115 (206) 525-7560 FAx (206) 522-6698 1 May 1, 2003 City of Tukwila Steven M. Mullet, Mayor Department of Community Development Steve Lancaster, Director Dave Swanson, P.E. Reid Middleton 728 - 134th Street SW, Suite 200 Everett, WA 98204 RE: Structural Review DHS — Seattle District Office Core and Shell — D03-128 Foundation — D03-129 North Parking Structure — D03-131 Dear Mr. Swanson: Please review the enclosed plans and documents for structural compliance with the 1997 Uniform Building Code. If you should have any questions, please feel free to contact me at (206)431-3672. Sincerely, 4wtdL 14W— Brenda Holt, Permit Coordinator encl xc: Permit File No. D03-128 Permit File No. D03-129 Permit File No. D03-131 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone: 206-431-3670 • Fax: 206-431-3665 Lai:.urwtu:. 1 May 1, 2003 City of Tukwila Steven M Mullet, Mayor Department of Community Development Haynes Lund Sabey Corporation 12201 Tukwila International BI 4th Floor Seattle, WA 98188 RE: Letter of Complete Application Permit Application Number D03-128 — DHS Permit Application Number D03-129 — DHS Permit Application Number D03-131 — DHS 12500 Tukwila International BI Dear Mr. Lund: Shell and Core Foundation North Parking Structure Steve Lancaster, Director This letter is to inform you that your permit applications received at the City of Tukwila Permit Center on April 30, 2003, were reviewed at the May 1, 2003, plan review meeting and have been determined to be complete. Your permits have begun the plan reviewprocess and you will be notified of any required corrections or when your plans are approved:. If you have any questions, please contact me at the City of Tukwila Permit Center at (206)431-3672. Sincerely, ittwik Brenda Holt Permit Coordinator File: D03-128 D03-129 D03-131 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone: 206-431-3670 • Fax: 206-431-3665 Haynes Lund From: Brenda Holt [bholt@ci.tukwila.wa.us] Sent: Friday, April 18, 2003 3:18 PM To: Haynes Lund Cc: Bob Benedicto; Deborah Ritter; Mike Cusick Subject: Re: DHS Seattle -- submittal schedule Haynes, Sorry for the delay in getting back to you. However, after talking with Bob, Mike and Deb the following would be the submittal information for the phasing you are talking about. Building Foundation e e se#4of plans (arPhitectural,structural, civil,. landscape,,, rri c ariical'and elect icalF'1‘1' 4,t0:0,ip `4copies of soils; report:; copies efstriacturalcalculations'''- a"terAvailabilityLetter:- Water District #125 g Sewer' AvailabilityLetter `Val'Vue'Sewer District Shell and Core 5 complete sets of plans (architectural, structural, civil, landscape, mechanical and electrical) 4 copies of structural calculations 2 copies of 2001 Energy Code Compliance Form 1 Non -Residential Sewer Use Certification Form North Parking Structure 5 complete sets of plans (architectural, structural, civil, landscape, mechanical and electrical) 4 copies of soils report 4 copies of structural calculations If you would like to talk about the specifics, please feel free to contact me. Thanks, Brenda Brenda Holt Permit Coordinator City of Tukwila 6300 Southcenter BI, #100 Tukwila, WA 98188 Email: bholt@ci.tukwila.wa.us Phone: (206)431-3672 Fax: (206)431-3665 »> "Haynes Lund" <HaynesL@sabey.com> 04/08/2003 3:29:27 PM »> Brenda: Attached is the updated submittal schedule for the DHS Seattle District Office. The design team now plans to submit all the Core & Shell drawings at the same time -- architectural, structural, civil, landscape, mechanical and electrical. From this package of drawings we would be applying for 3 permits: Building Foundations, Building Core and 4/22/2003 '.. August 4, 2004 city of Tukwila Steven M. Mullet, Mayor Department of Community Development Steve Lancaster, Director Ralph Hagler 12201 Tukwila International Boulevard Tukwila, WA 98188 RE: Permit Application No. D03-129 12500 Tukwila International Boulevard Dear Permit Holder: In reviewing our current records the above noted permit has not received a final inspection by the City of Tukwila Building Division. Per the International Building Code, International Residential Code and/or the International Mechanical Code, every permit issued by the Building Official under the provisions of this code shall expire by limitation and become null and void if the building or work authorized by such permit is not commenced within 180 days from the date of such permit, or if the building or work authorized by such permit is suspended or abandoned at any time after the work is commenced for a period of 180 days. Based on the above, you are hereby advised to: • Call the City Of Tukwila Permit Center at (206) 431-3670 to arrange for the next or final inspection. This inspection is intended to determine if substantial work has been accomplished since issuance of the permit or last inspection; or if the project should be considered abandoned. If such determination is made, the Building Code does allow the Building Official to approve a one-time extension up to 180 days. Extension requests must be in writing and provide satisfactory reasons why circumstances beyond the applicants control have prevented action from being taken. In the event you do not call for the above inspection or request and receive an extension prior to September 13, 2004, your permit will become null and void and any further work on the project will require a new permit and associated fees. Thank you for your cooperation in this matter. Sincerely, Stefania Spencer Permit Technician Xc: Permit File No. D03-129 Bob Benedicto, Building Official 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone: 206-431-3670 • Fax: 206-431-3665 .'it4 "1i�1(:.i}; City of Tukwila Steven M. Mullet, Mayor Department of Community Development Steve Lancaster, Director February 2, 2004 Ralph Hagler 12201 Tukwila International Blvd Tukwila, WA 98188 RE: Permit Application No. D03-129 12500 Tukwila International Blvd Dear Permit Holder: In reviewing our current records the above noted permit has not received a final inspection by the City of Tukwila Building Division. Per the Uniform Building Code and/or Uniform Mechanical Code, every permit issued by the Building Official under the provisions of this code shall expire by limitation and become null and void if the building or work authorized by such permit is not commenced within 180 days from the date of such permit, or if the building or work authorized by such permit is suspended or abandoned at any time after the work is commenced for a period of 180 days. z w re JU UO uJJ= 1— U) IL U)LL w0 J u. U � =d I—W Z= t-- ZO w • w Based on the above, you are hereby advised to: U 0 O 52 • Call the City Of Tukwila Permit Center at (206) 431-3670 to arrange for the next or final 0 '— inspection. inspection. 2 w This inspection is intended to determine if substantial work has been accomplished since issuance of the permit u O or last inspection; or if the project should be considered abandoned. — Z LLI U= O I' If such determination is made, the Building Code does allow the Building Official to approve a one-time extension up to 180 days. Extension requests must be in writing and provide satisfactory reasons why circumstances beyond the applicants control have prevented action from being taken. In the event you do not call for the above inspection or request and receive an extension prior to April 5, 2004, your permit will become null and void and any further work on the project will require a new permit and associated fees. Thank you for your cooperation in this matter. Sincerely, Stefania Spencer Permit Technician Xc: Permit File No. 003-129 Bob Benedicto, Building Official 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone: 206-431-3670 • Fax: 206-431-3665 It.:t...: ' r o. ' - .. '. •> rt5411.4 a. f MSO FA,f f.'"1 Z Reid iddleton May 12, 2003 File No. 26-03-005-008-01 Mr. Bob Benedicto City of Tukwila 6300 Southcenter Blvd., Suite 100 Tukwila, WA 98188 Subject: Building Permit Plan Review - First Submittal Department of Homeland Security, Foundation (D03-129) Dear Mr. Benedicto: 6-1:k RECEIVED MAY 1.3 2003 COMMUNITY DEVELOPMENT We reviewed the proposed project for compliance with the structural provisions of the 1997 Edition of the Uniform Building Code as amended and adopted by the City of Tukwila. The permit applicant should address the following comments. Copies of this letter were forwarded to the project contact and structural engineer for your convenience. General 1. The following list of comments should be responded to in itemized letter form. The permit applicant should have the Engineer of Record respond and resubmit two copies of revised structural drawings and one copy of supplemental calculations. All information should be submitted directly to Reid Middleton, Inc. 2. At the Light Gage Steel Framing section of the General Notes on Sheet SO.1, ASTM A 446 should be changed to ASTM A 653, two places. ASTM A 446 was withdrawn and replaced by ASTM A 653 in 1994. 3. At the Live loads section of the General Notes on Sheet S0.1, live loads of 50 psf (nonreducible) for the parking areas, 100 psf (nonreducible) for the exit facilities and conference rooms, and 150 psf (nonreducible) for the storage areas, should be specified per page G1 of the calculations. Engineers Planners Surveyors 4. Cross ties should be added to the column sections noted below at the Column Schedule on Sheet S4.1 so that alternate longitudinal bars have lateral support and no bar is further than 6" clear on each side from a laterally supported bar, Washington per UBC Section 1907.10.5.3: Oregon Alaska a) 24" x 36" section with 16 bars: three cross ties required in the 24" direction. b) 36" x 36" section with 16 bars: three cross ties required in each direction. c) 24" x 24" section with 8 bars: one cross tie required in each direction. d) 24" x 36" section with 10 bars: two cross ties required in the 24" direction and one cross tie required in the 36" direction. .:� .:.:..... .::.. ..w .ate -. :f i�t�ii,tiii-1M.::e.7i ?rYi:-IM.:N.PY.:a' ..1... y.n ��. • Reid Middleton, Inc. 728134th Street SW Suite 200 Everett, WA 98204 Ph: 425141-3800 Fax: 425741-3900 Mr. Bob Bendicto City of Tukwila May 12, 2003File No. 26-03-005-008-01 Page 2 5. The Reinforcement Lap Splice and Embedment Schedules on Sheet S5.1 should be revised as follows: a) The lap splice lengths for #3 through #8 bars should be increased at all of the Schedules. The apparent intent is to specify a Class B splice, which is 30% longer than a comparable straight embedment length. However, the dimensions are substantially less than the listed straight embedment lengths. b) The dimensions for lap splices and straight embedment are apparently based on minimum clear spacing and cover specified in the Table at UBC Section 1912.2.2. A note should be added that specifies this, namely, that the dimensions shall be increased by 50% where the clear spacing exceeds 2 db or the clear cover exceeds db. Note that the required dimensions for "Other Cases" in the Table are 50% greater. c) The dimensions for hooked embedment are apparently based on minimum concrete side cover of 2.5" normal to the plane of the hook and a minimum end cover of 2" at 90° end hooks, per Section 1912.5.3.2. A note should be added that specifies this. 6. The R, Ca, C,, and T factors and the design base shear in each direction should be specified at the Live Loads section of the General Notes on Sheet SO.1 to enable review of the design criteria used for the support of seismic forces. See UBC Sections 106.3.3 and 1630.2. Foundations 7. The calculations assume vertical capacities of 240 kips and 300 kips for each concrete pile on pages FND4 and FND5, respectively. However, the geotechnical report recommends a capacity of 210 kips on page 12. The design loads determined in the calculations substantially exceed the recommended capacity at several locations (e.g., pages FND4, FND5, etc.). The foundation design should be revised to accommodate gravity design loads based on the geotechnical recommendations. 8. The calculations consider pile capacities greater than recommended in the geotechnical report based on embedments into the dense bearing strata greater than 10'0" recommended in the geotechnical report. The geotechncial engineer should submit a supplemental report that recommends these higher capacities. 9. The assumed capacities of 240 and 300 kips for the concrete piles are apparently based on embedments of 15'0" and 25'0", respectively, per page FND25 of the calculations. However, a minimum embedment of 15'0" is specified in the Foundation section of the General Notes on Sheet S0.1. This minimum embedment should be revised in a manner consistent with the structural calculations and geotechnical recommendations. The allowable pile capacities for the support of gravity loads and gravity + short-term loads should be specified on Sheet S0.1. Reid iddleton n. z � Z re 2w O 0 ND J U w w 0 u_? w a =w H= z� O w~ • w • 0 O • 5 O I- ww u'O ..z w • Cr) 0h- z Mr. Bob Bendicto City of Tukwila May 12, 2003File No. 26-03-005-008-01 Page 3 10. The extent of the transverse reinforcement in the concrete piles at Section A/S2.1 is not clear. They are required to extend for a length at least equal to 120% of the flexural length, per UBC Section 1809.5.1. Their extent should be specified for review. 11. The amount of transverse reinforcement in the concrete piles, Section A/S2.1, should be increased, per UBC Section 1809.5.2.2. Lateral 12. The ETABS analysis of the building for the support of gravity + seismic loads is not clear. Insufficient data was submitted for review. There is no input to enable review of the design loads, building dimensions, etc. Calculations of the determination of seismic loads (i.e., seismic base shear, vertical distribution of base shear) were also not included. Substantiating data should be submitted to verify the structural design loads and design criteria used in the ETABS analysis. 13. Calculations for the design of the concrete shear walls for the support of flexural and axial loads apparently were not submitted for review. Substantiating data should be submitted to verify the capacities of the shear walls for the support of these loads. See UBC Section 1921.6.6. 14. The Shear Wall Elevations on Sheets S5.2, S5.4, and S5.5 should be revised by specifying that the horizontal confinement reinforcement at the boundary elements shall continue down below the bottom of the wall into the grade beam at least 12", per UBC Section 1921.6.6, Item 1.2, Paragraph 2. Note that the reference to Section 1921.4.4.6 should be 1921.4.4.5. For further information, see Section 21.6.6.4(d) of ACI 318-99. 15. The termination of the horizontal wall reinforcement at the boundary zone Details on Sheet S6.1 is not clear. It appears from Details M and P.S6.1 that all reinforcement will terminate in a standard 90° hook at the inside face of the back row of longitudinal reinforcement. A note should be added to Sheet S6.1 that specifies this. See UBC Section 1921.6.6.6(3.1). See also the comment below. 16. When V„ > Ac,, • f'c, the horizontal wall reinforcement in the concrete shear walls on Sheets S5.1 -S5.6 is required to terminate at the edges of the walls in a standard 90° hook that engages edge reinforcement, unless the edge reinforcement is enclosed in standard U -stirrups spliced to, and with the same size and spacing as, the horizontal reinforcement. See Paragraph 2 of UBC Section 1921.6.2.2. According to the calculations, this appears to occur at the interior concrete shear walls and exterior concrete foundation walls where the reinforcement ratio determined by the calculations on pages L21 -L27 exceeds 0.0015. Design information and details should be added to the drawings to enable review of this design requirement at the exterior foundation walls and interior Reid iddleton Mr. Bob Bendicto City of Tukwila May 12, 2003File No. 26-03-005-008-01 Page 4 shear walls without boundary elements. Where the design requirement is not proposed, substantiating data should be submitted to verify the areas of these walls where Vu < Ac„ • f',. See Section 1921.6.2.1. At the interior concrete shear walls with boundary elements, it is possible to terminate the horizontal reinforcement within the boundary elements without engagement of the edge reinforcement. See the comment above and Sections 21.6.6.4 and 21.6.6.5 of ACI 318-99 for more information. 17. The termination of the vertical reinforcement at the concrete shear walls in the concrete grade beams is not clear. The Wall Elevations on Sheets S5.2, S5.4 and S5.5 depict 90° standard hooks. However, Section KJS2.1 specifies a straight bar termination within the grade beam. Note that the depth of the grade beam is 4'5", which is not sufficient to accommodate straight bar development lengths specified for bars greater than #7 in 3,000 psi concrete. See Sheet S5.1. Corrections and comments made during the review process do not relieve the project applicant or designer from compliance with code requirements, conditions of approval, and permit requirements; nor is the designer relieved of responsibility for a complete design in accordance with the laws of the state of Washington. This plan review check is for general compliance with the Uniform Building Code as it relates to the project. If you have any questions or require any additional clarification, please call. Sincerely, Reid Mi. dleton, Inc. >/ /o_ Philip : azil, P.E., S. Senior Engineer vls\26se\planrevw\tukwila\03\t008r 1.doc\prb cc: Haynes Lund, Sabey Construction Robert Raichle, Engineers Northwest Reid iddleton is PLAN REVIEW/ROUTING SLIP ACTIVITY NUMBER: D03-129 DATE: 4-30-03 PROJECT NAME: DHS - SEATTLE DISTRICT OFFICE - FOUND SITE ADDRESS: 12500 TUKWILA INTERNATIONAL BL X Original Plan Submittal Response to Correction Letter # Response to Incomplete Letter # Revision # After Permit Is Issued DEPARTMENTS: Bukg :vision • Public WorksIVO • 0 it,k 5 -22-v3 Fire Prevention Structural %-i - ' • Planning Division [1 Permit Coordinator DETERMINATION OF COMPLETENESS: (Tues., Thurs.) Complete Incomplete ri DUE DATE: 5-1-03 Not Applicable n Comments: Permit Center Use Only INCOMPLETE LETTER MAILED: LETTER OF COMPLETENESS MAILED: Departments determined incomplete: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: TUES/THURS ROUT G: Please Route Structural Review Required No further Review Required REVIEWER'S INITIALS: DATE: n APPROVALS OR CORRECTIONS: Approved Notation: Approved with Conditions DUE DATE: 5-29-03 Not Approved (attach comments) n REVIEWER'S INITIALS: DATE: Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: Documents/routing slip.doc 2.28-02 sl`?3v�+its't?zii'i:i�,f'.?47`k,!'�+�kd ENWENGINEERS NORTHWEST, INC., P.S. STRUCTURAL EN N. AX (206) 522-6698 DEPARTMENT OF HOMELAND SECURITY SEATTLE DISTRICT OFFICE CYP POPFTR O\tin CE ILA FILE COPY 1 understand that th • -,,P7,1c: n'e=- subject tc.) ertr • . • " ..; • • . 12500 Tukwila International Bou Seattle, Washington JUN 18 2003 Jo1 STRUCTURAL CALCULATIONS FOR NEW OFFICE BUILDING • April 29, 2003 ENW Project No. 02110000 RECEIVED CITY OF TUKWILA APR 3 0 20(13 PERMIT CENTER )'II') ................ g; d 'd 1 i'd 1 I VAY - 2 2003 ....., ,..:i R:11-1 mIciDl ETON CODE: 1997 UNIFORM BUILDING CODE SEISMIC: ZONE 3, Soil Type So WIND: 80 mph, Exposure B 1.1.70/ • 1 In re 11.12 -Jc-) 00 0 • W W U) u_ w 0 • < U) I CI • W Z I- 0 Z W w U) 0 O I- W w I 0 IL 1- - 0 O U) O I- Department of Homeland Security Seattle District Office 12500 Tukwila International Blvd Seattle, Washington ENW PROJECT # 02110 STRUCTURAL CALCULATIONS ITEM Loads/General Lateral Level P2 & P1 P.T. First Floor P.T. Second Floor P.T. Third Floor P.T. Fourth Floor P.T. Roof P.T. Columns Walls Foundations Garden Walls Entry Canopy SHEETS G-1 thru G-20 L-1 thru L-78 FLR-1 thru FLR-46 FLR-47 thru FLR-101 FLR-102 thru FLR-142 FLR-143 thru FLR-183 FLR-184 thru FLR-225 RF -1 thru RF -44 C-1 thru C-7 W-1 thru W-9 FND-1 thru FND-34 GW -1 thru GW -11 CAN -1 thru CAN -9 ENGINEERS - NORTHWEST, INC. P.S. 6869 WOODLAWN AVE. N.E. (Suite 205) SEATTLE, WA. 98115 Ph. (206) 525 - 7560 Fax (206) 522 - 6698 ENGINEERS -NORTHWEST, INC. P.S. 6869 WOODLAWN AVE N.E., SUITE 205 SEATTLE, WA 98115 Project Name: DHS Office Building Project No.: 02110000 )Live Loads Roof: Floors: SHEET 6-( OF Rev 8/3/00 1 25 psf, snow (+ Drift per UBC) LL Reduction? Y or N Load (psf) Description 100.0 Exit facilities/ Conference Rooms N 80.0 Office Y 150.0 Storage N 50.0 Parking Dead Loads 1 Roof Dead Loads: Roofing, Insulation Deck Joists, Purlins Beams Ceiling Fireproofing Sprinklers Misc, Mech, etc. 8.0 psf 106.0 2.0 3.0 4.0 Total 123.0 psf DL Floor Dead Loads: Flooring, Topping 4th, 3rd & 2nd Deck Joists, Purlins Beams Ceiling Fireproofing Sprinklers Misc, Mech, etc. 6.0 psf 106.0 2.0 3.0 4.0 Subtotal 121.0 psf DL Partitions 20.0 Total 141.0 psf DL LoadDataX - page 1 4/28/2003 LoadData02110.xls z Z 1- ~w ce UO w J = F- U)ti w0 u_¢ co1 w z= zI- w • w 0 • co O — OI— WW Li- u) ..z w U =. O~ z Project Name: Project No.: )Dead Loads ENGINEERS -NORTHWEST, INC. P.S. 6869 WOODLAWN AVE N.E., SUITE 205 SEATTLE, WA 98115 DHS Office Building 02110000 SHEETGZ OF Rev 8/3/00 1st Floor Dead Loads: Flooring, Topping Deck Joists, Purlins Beams Ceiling Fireproofing Sprinklers Misc, Mech, etc. 6.0 psf 106.0 3.0 4.0 Insulation 4.0 Subtotal 123.0 psf DL Partitions 20.0 .rte. Total 143.0 psf DL Parking Dead Loads: Flooring, Topping psf Deck 106.0 Joists, Purlins Beams Ceiling Fireproofing Sprinklers 3.0 Misc, Mech, etc. 4.0 Subtotal Partitions Total Floor Dead Loads: Flooring, Topping Deck Joists, Purlins Beams Ceiling Fireproofing Sprinklers Misc, Mech, etc. Subtotal Partitions Total 113.0 psf DL 113.0 psf DL psf 0.0 psf DL 0.0 psf DL LoadDataX - page 2 4/28/2003 LoadData02110.xls ENWENGINEERS NORTHWEST, INC., P.S. STRUCTURAL ENGINEERS PROJECT II OZ-( (C 6869 WOODLAWN AVE. N. E.. #205• SEATTLE. WA 93115 (206) 525-7560 FAX (206) 522-6698 PROJECT 1 K[ �j - Tu I 1 DATE 1 /2C-3/01 SUBJECT Lc ko -. s}IEET 63 OF BY 1 IJ/l U 4-L L.. 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(SUITE 205) SEATTLE, WA. 98115 REINFORCING STEEL TENSION SPLICE LENGTHS (inches)l'2,3&4 GRADE 60 UNCOATED BARS per 1997 UBC per ACI 318-95 & 99 Fy (ksi) = F'c (ksi) = 60 3 NORMAL WEIGHT CONCRETE Sec. 1912.2.1, 1912.2.3 , 1912.2.4 , 1912.14 & 1912.15 Sec. 12.2.1, 12.2.3, 12.2.4, 12.14 & 12.15 NORMAL WEIGHT CONCRETE? (Y or N) EPDXY COATED BARS? (Y or N) Lap Class "A":- As = 2•As (required) & max. 50% bars spliced. Lap Class "B" = ALL OTHER Y N SHEET6(0 OF Rev. 9/28/99 Lap lengths (inches) Category Bar Size Lap Class Top bars4 Other bars 4 Structural Element Minimum Clear Concrete Cover* Minimum Center to Center Bar Spacing* Category Category 1 2 I 3 1 2 3 >=2db <3db >=3db <5db >=5db #3 #4 #5 B 42 28 17 33 22 16 B B 56 38 23 43 29 18 Beams & Columns w/ code ties >=1db,<1.5db 2 2 2 70 47 28 54 36 22 >=1.5db,<2db 2 2 3 #6 #7 #8 B B B 84 56 34 65 43 26 >=2db 2 2 3 122 81 49 94 63 38 Other >=1db,<1.5db 1 1 1 139 93 56 107 72 43 >=1.5db,<2db 1 2 2 #9 #10 #11 B B B 157 105 63 121 81 49 >=2db 1 2 3 177 118 71 136 91 55 • db = bar diameter 196 131 79 151 101 61 NOTES : - 1.) Categories 1 thru 3 which depend on the type of structural element, concrete cover, and the center to center spacing of the bars are defined above right :- 2.) Lap splice lengths are multiples of tension development lengths. Class A = 1.0*Id & Class B = 1.3•Id (ACI 12.15.1). Values for Id for bars in beams or columns are based on transverse reinforcement meeting requirements for stirrups in ACI 11.5.4 & 11.5.5.3 or meeting tie requirements in ACI 7.10.5: & are based on minimum cover specified in ACI 7.7.1. 3.) Conditions which require Category 1 lap splice lengths (shaded regions) should be avoided if at all possible for the larger bar sizes. These inordinately long lengths present possible constructability problems due to placing, congestion, etc. Options available in trying to avoid Category 1 conditions include: a.) Increasing the concrete cover to more than 1.5 bar diameters and increasing the bar center -to -center spacing to more than three diameters. b.) Utilizing the Atr allowance in ACI 12.2.3.1(b) for beams or columns. Note that if ties or stirrups meet the minimum Atr requirement, Category 1 lengths are reduced to Category 2 lengths. 4.) Top bars are horizontal bars with more than 12 in. of concrete cast below the bars. 5.) @ Category = 1 2 3 (c+Ktr)/db = 1 1.5 2.5 Table R12.15.2 - Tension lap splices As provided Maxumum percent of As spliced within required lap length As required 50 100 Equal to or greater than 2 Class A Class B Less than 2 Class B Class B Page 1 3/17/2003 REBAR095.XLS ENGINEERS -NORTHWEST, INC.P.S. 6869 WOODLAWN AVE. N.E. (SUITE 205) SEATTLE, WA. 98115 SHEET 6 7 OF Tension Embedment of Standard REINFORCING STEEL HOOKS (inches) #11 Bars and smaller In Concrete strength F'c = Bar yield strength Fy = Is concrete cover less than 2-1/2" ? (Y or N) = Is concrete cover less than 2" ? (Y or N) = Is hook enclosed within ties ? (Y or N) = As (required)/As (provided) = Is concrete lightweight ? (Y or N) = Are bars epoxy coated ? (Y or N) = Bar Size Idh #3 6 in. #4 8 in. #5 10 in. #6 12 in. #7 14 in. #8 16 in. #9 18 in. #10 20 in. #11 22 in. t per ACI 318-95 Sec 12.5 ksi per 97 UBC Sec 1912.5 ksi (Normal to plane of hook) (Beyond end of 90 degree hook) (Along the full development length spaced<=3db) I dh End cover not less than 2 inches Reinforcing Tension Values with Reduced Hook Embedment by ratioing actual embedment to required embedment with a .50 lower limit. Input Bar Size = Actual Embedment = 6 in. Output Required Embedment = 10 in. ( for full value ) Ratio = 0.60 actual/required As = 0.31 in.2 Reduced Fy = 36 ksi ( ultimate ) Reduced Tu = 10.0 kips ( ultimate) .9 Fy As Reduced Ts = Tu/1.4 = 7.14 kips ( working ) Hook embed Page 1 3/17/2003 REBAR095.XLS ENGINEERS-NORTHWEST,INC.P.S. 6869 WOODLAWN AVE. N.E. (SUITE 205) SEATTLE, WA. 98115 REINFORCING TENSION DEVELOPMENT LENGTHS (in.) 1997 UBC Section 1912.2 & ACI 318-95 & 99 Section 12.2 Input : - fy fc= Are bars "top bars" ? (Yor N) = Are bars "epoxy coated" ? (Yor N) = Is concrete normal weight concrete ? (Yor N) SHEET C.1 e3 OF 60 ksi 3 ksi <= 10 ksi N Top bars have 12 in. min. concrete cast below these bars Constants : - a = 1.0 Sec. 1912.2.4 /3 = 1.0 Sec. 1912.2.4 y = 0.8 for #6 and smaller, 1.0 for #7 and larger Sec. 1912.2.4 X = 1.0 Sec. 1912.2.4 = 1/25 for (#6 & smaller) S = 1/20 for (#7 & larger) NOTE:- Center to center bar spacing must be at least 3db and clear cover at least 1.5db. Equations : - Id =Sa/3X fy db/(fc)112 min. Id=3a/37X fy db2 /(40(fc)1n(c+Ktr/db)) min. Id =12 in. min. REINFORCING TENSION DEVELOPMENT LENGTHS ( inches Reinforcing size # Minimum ctr. to ctr. Spacing Minimum clear cover Required straight Embedment Required straight Embedment 3 1 1/8 0.375 44db 17in. 4 1 1/2 0.500 44db 22in. 5 1 7/8 0.625 44db 28in. 6 2 1/4 0.750 44db 33in. 7 2 5/8 0.875 55db 48in. 8 3 1.000 55db 55in. 9 3 3/8 1.128 55db 62in. 10 3 7/8 1.270 55db 70in. 11 4 1/4 1.410 55db 78in. c+Ktr/db = 1.5 Sec. 1912.2.2 Sec. 1912.2.3 Sec. 1912.2.1 REINFORCING COMPRESSION DEVELOPMENT LENGTHS ( inches) Sec. 1912.3 Reinforcing size # Minimum ctr. to ctr. Spacing Minimum clear cover Required straight Embedment Required straight Embedment 3 1 1/8 0.375 22db 9in. 4 1 1/2 0.500 22db 11in. 5 1 7/8 0.625 22db 14in. 6 2 1/4 0.750 22db 17in. 7 2 5/8 0.875 22db 20in. 8 3 1.000 22db 22in. 9 3 3/8 1.128 22db 25in. 10 3 7/8 1.270 22db 28in. 11 41/4 1.410 22db 31 in. Development lengths A 3/17/2003 REBAR095.XLS VU7 ENGINEERS -NORTHWEST, INC.P.S. 6869 WOODLAWN AVE. N.E. (SUITE 205) SEATTLE, WA. 98115 REINFORCING STEEL TENSION SPLICE LENGTHS (inches)1.2,3&4 GRADE 60 UNCOATED BARS per 1997 UBC per ACI 318-95 & 99 Fy (ksi) = F'c (ksi) _ 60 4 NORMAL WEIGHT CONCRETE Sec. 1912.2.1, 1912.2.3 , 1912.2.4 , 1912.14 & 1912.15 Sec. 12.2.1, 12.2.3,12.2.4,12.14&12.15 NORMAL WEIGHT CONCRETE? (Y or N) EPDXY COATED BARS? (Y or N) Lap Class "A":- As = 2 As (required) & max. 50% bars spliced. Lap Class "B" = ALL OTHER Y N SHEET 69 OF Rev. 9/28/99 Lap lengths (inches) Category Bar Size Lap Top bars4 Other bars 4 Structural Element Minimum Clear Concrete Cover' Minimum Center to Center Bar Spacin " CategoryCategor 1 2 1 3 Class 1 2 3 >=2db <3db >=3db <5db >=5db #3 #4 #5 B l 37 25 16 28 19 16 B B 49 33 20 37 25 16 Beams & Columns w/ code ties >=1db,<1.5db 2 2 2 61 41 25 47 31 19 >=1.5db,<2db 2 2 3 #6 #7 #8 B B B 73 49 29 56 37 23 >=2db 2 2 3 106 71 43 81 54 33 Other >=1db,<1.5db 1 1 1 121 81 49 93 62 37 >=1.5db,<2db 1 2 2 #9 #10 #11 B B B 136 91 55 105 70 42 >=2db 1 2 3 153 102 62 118 79 47 " db = bar diameter _ 170 114 68 131 87 53 NOTES : - 1.) Categories 1 thru 3 which depend on the type of structural element, concrete cover, and the center to center spacing of the bars are defined above right :- 2.) Lap splice lengths are multiples of tension development lengths. Class A = 1.0*Id & Class B = 1.3*Id (ACI 12.15.1). Values for Id for bars in beams or columns are based on transverse reinforcement meeting requirements for stirrups in ACI 11.5.4 & 11.5.5.3 or meeting tie requirements in ACI 7.10.5: & are based on minimum cover specified in ACI 7.7.1. 3.) Conditions which require Category 1 lap splice lengths (shaded regions) should be avoided if at all possible for the larger bar sizes. These inordinately long lengths present possible constructability problems due to placing, congestion, etc. Options available in trying to avoid Category 1 conditions include: a.) Increasing the concrete cover to more than 1.5 bar diameters and increasing the bar center -to -center spacing to more than three diameters. b.) Utilizing the Atr allowance in ACI 12.2.3.1(b) for beams or columns. Note that if ties or stirrups meet the minimum Atr requirement, Category 1 lengths are reduced to Category 2 lengths. 4.) Top bars are horizontal bars with more than 12 in. of concrete cast below the bars. 5.) @ Category = 1 2 3 (c+Ktrj/db = 1 1.5 2.5 Table R12.15.2 - Tension lap splices As provided Maxumum percent of As spliced within required lap length As required 50 100 Equal to or greater than 2 Class A Class B Less than 2 Class B Class B rt Page 1 3/7/2003 REBAR095.XLS ENGINEERS -NORTHWEST, INC.P.S. 6869 WOODLAWN AVE. N.E. (SUITE 205) SEATTLE, WA. 98115 SHEETG (. OF Tension Embedment of Standard REINFORCING STEEL HOOKS (inches) #11 Bars and smaller Input Concrete strength F'c = 4 Bar yield strength Fy =1 60 Is concrete cover Tess than 2-112" ? (Y or N) =i N Is concrete cover Tess than 2" ? (Y or N) =r N Is hook enclosed within ties ? (Y or N) = N As (required)/As (provided) = 1 Is concrete lightweight ? (Y or N) = N Are bars epoxy coated ? (Y or N) _ N Bar Size 1 dh #3 6 in. #4 7 in. #5 9 in. #6 10 in. #7 12 in. #8 14 in. #9 15 in. #10 17 in. #11 19 in. per ACI 318-95 Sec 12.5 ksi per 97 UBC Sec 1912.5 ksi (Normal to plane of hook) (Beyond end of 90 degree hook) (Along the full development length spaced<=3db) I dh } End cover not Tess than 2 inches Reinforcing Tension Values with Reduced Hook Embedment by ratioing actual embedment to required embedment with a .50 lower limit. Input Bar Size = Actual Embedment = in. Output Required Embedment = 9 in. ( for full value ) Ratio = 0.67 actuallrequired As = 0.31 in.2 Reduced Fy = 40 ksi ( ultimate ) Reduced Tu = 11.1 kips ( ultimate) .9 Fy As Reduced Ts = Tu/1.4 = 7.93 kips ( working ) Hook embed Page 1 3/7/2003 REBAR095.XLS LAI WV U OcnQ W= N u_ W O Q LLQ CO 2d I- W Z= H O ZI- W • W U� O N 3 I - W W • U U. -O Z - I O 1- Z ENGINEERS-NORTHWEST,INC.P.S. 6869 WOODLAWN AVE. N.E. (SUITE 205) SEATTLE, WA. 98115 REINFORCING TENSION DEVELOPMENT LENGTHS (in.) 1997 UBC Section 1912.2 & ACI 318-95 & 99 Section 12.2 Input : - fy 60 ksi fc =�- 4 ksi <= 10 ksi SHEET I( OF Are bars "top bars" ? (Yor N) = N Top bars have 12 in. min. concrete cast below these bars Are bars "epoxy coated" ? (Yor N) = Is concrete normal weight concrete ? (Yor N) = Constants : - a = 1.0 Sec. 1912.2.4 3 = 1.0 Sec. 1912.2.4 Y = 0.8 for #6 and smaller, 1.0 for #7 and larger Sec. 1912.2.4 X = 1.0 Sec. 1912.2.4 S = 1/25 for (#6 & smaller) S = 1/20 for (#7 & larger) NOTE:- Center to center bar spacing must be at least 3db and clear cover at least 1.5db. Equations : - Id =Sa/3X fy db/(fc)112 min. Id=3a13yX fy db2 /(40(fc)112(c+Ktr/db)) min. Id =12 in. min. REINFORCING TENSION DEVELOPMENT LENGTHS ( inches) Reinforcing size # Minimum ctr. to ctr. Spacing Minimum clear cover Required straight Embedment Required straight Embedment 3 1 1/8 0.375 38db 151n. 4 1 1/2 0.500 38db 19in. 5 1 7/8 0.625 38db 24in. 6 2 1/4 0.750 38db 29in. 7 2 5/8 0.875 47db 42in. 8 3 1.000 47db 48in. 9 3 3/8 1.128 47db 54in. 10 3 7/8 1.270 47db 61in. 11 4 1/4 1.410 47db 67in. c+Ktr/db = 1.5 Sec. 1912.2.2 Sec. 1912.2.3 Sec. 1912.2.1 REINFORCING COMPRESSION DEVELOPMENT LENGTHS ( inches) Sec. 1912.3 Reinforcing size # Minimum ctr. to ctr. Spacing Minimum clear cover Required straight Embedment Required straight Embedment 3 1 1/8 0.375 19db 8in. 4 1 1/2 0.500 19db 10in. 5 1 7/8 0.625 19db 12in. 6 2 1/4 0.750 19db 15in. 7 2 5/8 0.875 19db 17in. 8 3 1.000 19db 19in. 9 3 3/8 1.128 19db 22in. 10 3 7/8 1.270 19db 25in. 11 41/4 1.410 19db 27in. Development lengths 3/7/2003 REBAR095.XLS Fk03TrO,x�Sp Pf4iN�3?�!-• c �KayYFi§,Fdi+�E e'U!f.'1t'd'TOrY?r r'i n+" vAv .. yi3t �.�.n�rnr,.�i�nnoes� �� iso d�aRf rfr rio..r.�ai ENGINEERS -NORTHWEST, INC.P.S. 6869 WOODLAWN AVE. N.E. (SUITE 205) SEATTLE, WA. 98115 REINFORCING STEEL GRADE 60 UNCOATED BARS per 1997 UBC Sec per ACI 318-95 & 99 Sec. Fy (ksi) = F'c (ksi) = TENSION SPLICE LENGTHS (inches)1'2' NORMAL WEIGHT CONCRETE .1912.2.1,1912.2.3,1912.2.4,1912.14&1912.15 12.2.1,12.2.3,12.2.4,12.14&12.15 60 5 NORMAL WEIGHT CONCRETE? (Y or N) EPDXY COATED BARS? (Y or N) Lap Class "A":- As = 2'As (required) & max. 50% bars spliced. Lap Class "B" = ALL OTHER Y N 3&4 SHEETIZ OF Rev. 9/28/99 Lap lengths (inches) Category Bar Size Lap Top bars 4 Other bars 4 Structural Element Minimum Clear Concrete Cover* Minimum Center to Center Bar Spacin Category Category 1 2 I 3 Class 1 2 I 3 >=2db <3db >=3db <5db >=5db #3 #4 #5 B ll 33 22 16 25 17 16 B B 44 29 18 34 23 16 Beams & Columns w/ code ties >=1db,<1.5db 2 2 2 54 36 22 42 28 17 >=1.5db,<2db 2 2 3 #6 #7 #8 B B B 65 44 26 50 34 20 >=2db 2 2 3 95 63 38 73 49 29 Other >=1db,<1.5db 1 1 1 108 72 44 83 56 34 >=1.5db,<2db 1 2 2 #9 #10 #11 B B B 122 81 49 94 63 38 >=2db 1 • 2 3 137 92 55 106 71 43 * db = bar diameter 152 102 61 117 78 47 NOTES : - 1.) Categories 1 thru 3 which depend on the type of structural element, concrete cover, and the center to center spacing of the bars are defined above right :- 2.) Lap splice lengths are multiples of tension development lengths. Class A = 1.01d & Class B = 1.3*Id (ACI 12.15.1). Values for Id for bars in beams or columns are based on transverse reinforcement meeting requirements for stirrups in ACI 11.5.4 & 11.5.5.3 or meeting tie requirements in ACI 7.10.5: & are based on minimum cover specified in ACI 7.7.1. 3.) Conditions which require Category 1 lap splice lengths (shaded regions) should be avoided if at all possible for the larger bar sizes. These inordinately long lengths present possible constructability problems due to placing, congestion, etc. Options available in trying to avoid Category 1 conditions include: a.) Increasing the concrete cover to more than 1.5 bar diameters and increasing the bar center -to -center spacing to more than three diameters. b.) Utilizing the Atr allowance in ACI 12.2.3.1(b) for beams or columns. Note that if ties or stirrups meet the minimum Atr requirement, Category 1 lengths are reduced to Category 2 lengths. 4.) Top bars are horizontal bars with more than 12 in. of concrete cast below the bars. 5.) @ Category = 1 2 3 (c+Ktr)/db = 1 1.5 2.5 Table R12.15.2 - Tension lap splices As provided Maxumum percent of As spliced within required lap length As required 50 100 Equal to or greater than 2 Class A Class B Less than 2 Class B Class B Page 1 3/17/2003 REBAR095.XLS ENGINEERS -NORTHWEST, INC.P.S. 6869 WOODLAWN AVE. N.E. (SUITE 205) SEATTLE, WA. 98115 SHEET 6, OF Tension Embedment of Standard REINFORCING STEEL HOOKS (inches) #11 Bars and smaller In ' ut per ACI 318-95 Sec 12.5 Concrete strength Pc = Bar yield strength Fy = Is concrete cover less than 2-112" ? (Y or N) = Is concrete cover less than 2" ? (Y or N) = Is hook enclosed within ties ? (Y or N) = As (required)/As (provided) = Is concrete lightweight ? (Y or N) = Are bars epoxy coated ? (Y or N) = Bar Size Idh #3 6 in. #4 6 in. #5 8 in. #6 9 in. #7 11 in. #8 12 in. #9 14 in. #10 16 in. #11 17 in. ksi per 97 UBC Sec 1912.5 ksi (Normal to plane of hook) (Beyond end of 90 degree hook) (Along the full development length spaced<=3db) Idh End cover not less than 2 inches Reinforcing Tension Values with Reduced Hook Embedment by ratioing actual embedment to required embedment with a .50 lower limit. Input Bar Size = Actual Embedment = 5 6 in. Output Required Embedment = 8 in. ( for full value ) Ratio = 0.75 actual/required As = 0.31 in.2 Reduced Fy = 45 ksi ( ultimate ) Reduced Tu = 12.5 kips ( ultimate) .9 Fy As Reduced Ts = Tu/1.4 = 8.93 kips ( working ) Hook embed Page 1 3/17/2003 REBAR095.XLS Z Q• W O O cn0 11.1 (n u- WO J C0 =d Z= 1-O Zui 0 O - • 1 - W W H p II .. Z W 0 O~ Z ENGINEERS-NORTHWEST,INC.P.S. 6869 WOODLAWN AVE. N.E. (SUITE 205) SEATTLE, WA. 98115 REINFORCING TENSION DEVELOPMENT LENGTHS (in.) 1997 UBC Section 1912.2 & ACI 318-95 & 99 Section 12.2 SHEETI4- OF Input : - fy = 60 ksi fc = 5 ksi <= 10 ksi N Are bars "top bars" ? (Yor N) = Top bars have 12 in. min. concrete cast below these bars Are bars "epoxy coated" ? (Yor N) = w N is concrete normal weight concrete ? (Yor N) = Y Constants : - a = 1.0 Sec. 1912.2.4 = 1.0 Sec. 1912.2.4 -y = 0.8 for #6 and smaller, 1.0 for #7 and larger Sec. 1912.2.4 X = 1.0 Sec. 1912.2.4 s = 1/25 for (#6 & smaller) s = 1/20 for (#7 & larger) NOTE:- Center to center bar spacing must be at least 3db and clear cover at least 1.5db. Equations : - Id =sa,QA fy db/(fc)1 min. Id=3aj3yX fy db2 /(40(f'c)112(c+Ktr/db)) min. Id =12 in. min. REINFORCING TENSION DEVELOPMENT LENGTHS ( inches) Reinforcing size # Minimum ctr. to ctr. Spacing Minimum clear cover Required straight Embedment Required straight Embedment 3 1 1/8 0.375 34db 131n. 4 1 1/2 0.500 34db 17in. 5 1 7/8 0.625 34db 22in. 6 2 1/4 0.750 34db 26in. 7 2 5/8 0.875 42db 38in. 8 3 1.000 42db 43in. 9 3 3/8 1.128 42db 48in. 10 3 7/8 1.270 42db 54in. 11 41/4 1.410 42db 60in. c+Ktr/db = 1.5 Sec. 1912.2.2 Sec. 1912.2.3 Sec. 1912.2.1 REINFORCING COMPRESSION DEVELOPMENT LENGTHS ( inches) Sec. 1912.3 Reinforcing size # Minimum ctr. to ctr. Spacing Minimum clear cover Required straight Embedment Required straight Embedment 3 1 1/8 0.375 18db 8in. 4 1 1/2 0.500 18db 9in. 5 1 7/8 0.625 18db 12in. 6 2 1/4 0.750 18db 14in. 7 2 5/8 0.875 18db 16in. 8 3 1.000 18db 18in. 9 3 3/8 1.128 18db 21in. 10 3 7/8 1.270 18db 23in. 11 41/4 1.410 18db 26in. Development lengths A5'PJ #4,4 3/17/2003 REBAR095.XLS ar�.wG"nxrp;,y'�..r ra.�rt,rtG^.%,�dr>r4'SY%'.i ENGINEERS -NORTHWEST, INC.P.S. 6869 WOODLAWN AVE. N.E. (SUITE 205) SEATTLE, WA. 98115 REINFORCING STEEL TENSION SPLICE LENGTHS (inches)1'2'3s4 GRADE 60 UNCOATED BARS per 1997 UBC per ACI 318-95 & 99 Fy (ksi) = Pc (ksi) = 60 6 NORMAL WEIGHT CONCRETE Sec. 1912.2.1, 1912.2.3 , 1912.2.4 , 1912.14 & 1912.15 Sec. 12.2.1, 12.2.3,12.2.4,12.14&12.15 NORMAL WEIGHT CONCRETE? (Y or N) EPDXY COATED BARS? (Y or N) Lap Class "A":- As = 2°As (required) & max. 50% bars spliced. Lap Class "B" = ALL OTHER Y N SHEET4)15 OF Rev. 9/28/99 Lap lengths (inches) Category Bar Size Lap To bars Other bars Structural Element Minimum Clear Concrete Cover° Minimum Center to Center BarS.acin•• Cate. or Class B Cate. or Class 1 2 3 1 2 3 >=2db <3db >=3db <5db >=5db #3 #4 #5 B 30 20 16 23 16 16 B B 40 27 16 31 21 16 Beams & Columns w/ code ties >=1db,<1.5db 2 2 2 50 33 20 38 26 16 >=1.5db,<2db 2 2 3 #6 #7 #8 B B B 59 40 24 46 31 19 >=2db 2 2 3 86 58 35 67 45 27 Other >=1db,<1.5db 1 1 1 99 66 40 76 51 31 >=1.5db,<2db 1 2 2 #9 #10 #11 B B B 111 74 45 86 57 35 >=2db 1 2 3 125 84 50 96 64 39 • db = bar diameter 139 93 56 107 71 43 NOTES : - 1.) Categories 1 thru 3 which depend on the type of structural element, concrete cover, and the center to center spacing of the bars are defined above right :- 2.) Lap splice lengths are multiples of tension development lengths. Class A = 1.0"Id & Class B=1.3"Id (ACI 12.15.1). Values for Id for bars in beams or columns are based on transverse reinforcement meeting requirements for stirrups in ACI 11.5.4 & 11.5.5.3 or meeting tie requirements in ACI 7.10.5: & are based on minimum cover specified in ACI 7.7.1. 3.) Conditions which require Category 1 lap splice lengths (shaded regions) should be avoided if at all possible for the larger bar sizes. These inordinately long lengths present possible constructability problems due to placing, congestion, etc. Options available in trying to avoid Category 1 conditions include: a.) Increasing the concrete cover to more than 1.5 bar diameters and increasing the bar center -to -center spacing to more than three diameters. b.) Utilizing the Atr allowance in ACI 12.2.3.1(b) for beams or columns. Note that if ties or stirrups meet the minimum Atr requirement, Category 1 lengths are reduced to Category 2 lengths. 4.) Top bars are horizontal bars with more than 12 in. of concrete cast below the bars. 5.) @ Category = 1 2 3 (c+Ktr)/db = 1 1.5 2.5 Table R12.15.2 - Tension lap splices As provided Maxumum percent of As spliced within required lap length As required 50 100 Equal to or greater than 2 Class A Class B Less than 2 Class B Class B ry Page 1 3/7/2003 REBAR095.XLS ENGINEERS -NORTHWEST, INC.P.S. 6869 WOODLAWN AVE. N.E. (SUITE 205) SEATTLE, WA. 98115 SHEET_c%(o OF Tension Embedment of Standard REINFORCING STEEL HOOKS (inches) #11 Bars and smaller In Concrete strength F'c = Bar yield strength Fy = Is concrete cover Tess than 2-1/2" ? (Y or N) = Is concrete cover Tess than 2" ? (Y or N) = Is hook enclosed within ties ? (Y or N) = As (required)/As (provided) = Is concrete lightweight ? (Y or N) = Are bars epoxy coated ? (Y or N) = Bar Size Idh #3 ' 6 in. #4 6 in. #5 7 in. #6 9 in. #7 10 in. #8 11 in. #9 13 in. #10 14 in. #11 16 in. t per ACI 318-95 Sec 12.5 ksi per 97 UBC Sec 1912.5 ksi (Normal to plane of hook) (Beyond end of 90 degree hook) (Along the full development length spaced<=3db) Idh End cover not less than 2 inches Reinforcing Tension Values with Reduced Hook Embedment by ratioing actual embedment to required embedment with a .50 lower limit. Input Bar Size = Actual Embedment = In. Output Required Embedment = 7 in. ( for full value ) Ratio = 0.86 actual/required As = 0.31 in.2 Reduced Fy = 51.43 ksi ( ultimate ) Reduced Tu = 14.3 kips ( ultimate) .9 Fy As Reduced Ts = Tu/1.4 = 10.21 kips ( working ) Hook embed Page 1 ....«.... ..�......ww.....nYr.at�r�.n� �.. v;,L�.Lk'iMr1iG)Nw.w.-�=•-.... IL 4 3/7/2003 REBAR095.XLS ENGINEERS-NORTHWEST,INC.P.S. 6869 WOODLAWN AVE. N.E. (SUITE 205) SEATTLE, WA. 98115 REINFORCING TENSION DEVELOPMENT LENGTHS (in.) 1997 UBC Section 1912.2 & ACI 318-95 & 99 Section 12.2 SHEET I7 OF Input : - fy = 60 ksi fc = ksi <= 10 ksi Are bars "top bars" ? (Yor N) = Top bars have 12 in. min. concrete cast below these bars Are bars "epoxy coated" ? (Yor N) = Is concrete normal weight concrete ? (Yor N) = Constants : - a = 1.0 Sec. 1912.2.4 3 = 1.0 Sec. 1912.2.4 y = 0.8 for #6 and smaller, 1.0 for #7 and larger Sec. 1912.2.4 X = 1.0 Sec. 1912.2.4 = 1/25 for (#6 & smaller) = 1/20 for (#7 & larger) NOTE:- Center to center bar spacing must be at least 3db and clear cover at least 1.5db. Equations : - Id =gaaX fy db/(fc)112 min. Id=3a/3y?, fy db2 /(40(fc)112(c+Ktr/db)) min. Id =12 in. min. REINFORCING TENSION DEVELOPMENT LENGTHS ( inches Reinforcing size # Minimum ctr. to ctr. Spacing Minimum clear cover Required straight Embedment Required straight Embedment 3 1 1/8 0.375 31db 12in. 4 1 1/2 0.500 31db 16in. 5 1 7/8 0.625 31db 20in. 6 2 1/4 0.750 31db 24in. 7 2 5/8 0.875 39db 34in. 8 3 1.000 39db 39in. 9 3 3/8 1.128 39db 44in. 10 3 718 1.270 39db 50in. 11 41 /4 1.410 39db 55in. c+Ktr/db = 1.5 Sec. 1912.2.2 Sec. 1912.2.3 Sec. 1912.2.1 REINFORCING COMPRESSION DEVELOPMENT LENGTHS ( inches). Sec. 1912.3 Reinforcing size # Minimum ctr. to ctr. Spacing Minimum clear cover Required straight Embedment Required straight Embedment 3 1 1/8 0.375 18db 8in. 4 1 1/2 0.500 18db 9in. 5 1 7/8 0.625 18db 12in. 6 2 1/4 0.750 18db 14in. 7 2 518 0.875 18db 16in. 8 3 1.000 18db 18in. 9 3 3/8 1.128 18db 21 in. 10 3 7/8 1.270 18db 23in. 11 41/4 1.410 18db 26in. Development lengths 3/7/2003 REBAR095.XLS ENGINEERS -NORTHWEST, INC.P.S. 6869 WOODLAWN AVE. N.E. (SUITE 205) SEATTLE, WA. 98115 REINFORCING STEEL TENSION SPLICE LENGTHS (inches)1'2'3" GRADE 60 UNCOATED BARS per 1997 UBC per ACI 318-95 & 99 Fy (ksi) F'c (ksi) = 60 10 NORMAL WEIGHT CONCRETE Sec. 1912.2.1, 1912.2.3, 1912.2.4, 1912.1481912.15 Sec. 12.2.1,12.2.3,12.2.4,12.14812.15 NORMAL WEIGHT CONCRETE? (Y or N) EPDXY COATED BARS? (Y or N) Lap Class "A":- As = 2*As (required) & max. 50% bars spliced. Lap Class "B" = ALL OTHER Y N SHEETGIS OF Rev. 9/28/99 Lap lengths (inches) Category Bar Size Lap Class Top bars 4 Other bars 4 Structural Element Minimum Clear Concrete Cover* Minimum Center to Center Bar Spacin ' Cate . or Category 1 2 3 1 2 1 3 >=2db <3db >=3db <5db >=5db #3 #4 #5 B 23 16 16 18 16 16 B B 31 21 16 24 16 16 Beams & Columns w/ code ties >=1db,<1.5db 2 2 2 39 26 16 30 20 16 >=1.5db,<2db 2 2 3 #6 #7 #8 B B B 46 31 19 36 24 16 >=2db 2 2 3 67 45 27 52 35 21 Other >=1db,<1.5db 1 1 1 77 51 31 59 39 24 >=1.5db,<2db 1 2 2 #9 #10 #11 B 8 B 86 58 35 66 44 27 >=2db 1 • 2 3 97 65 39 75 50 30 ' db = bar diameter 108 72 43 83 65 33 NOTES : - 1.) Categories 1 thru 3 which depend on the type of structural element, concrete cover, and the center to center spacing of the bars are defined above right :- 2.) Lap splice lengths are multiples of tension development lengths. Class A = 1.0"Id & Class B = 1.3'Id (ACI 12.15.1). Values for Id for bars in beams or columns are based on transverse reinforcement meeting requirements for stirrups in ACI 11.5.4 811.5.5.3 or meeting tie requirements in ACI 7.10.5: & are based on minimum cover specified in ACI 7.7.1. 3.) Conditions which require Category 1 lap splice lengths (shaded regions) should be avoided if at all possible for the larger bar sizes. These inordinately long lengths present possible constructability problems due to placing, congestion, etc. Options available in trying to avoid Category 1 conditions include: a.) Increasing the concrete cover to more than 1.5 bar diameters and increasing the bar center -to -center spacing to more than three diameters. b.) Utilizing the Atr allowance in ACI 12.2.3.1(b) for beams or columns. Note that if ties or stirrups meet the minimum Atr requirement, Category 1 lengths are reduced to Category 2 lengths. 4.) Top bars are horizontal bars with more than 12 in. of concrete cast below the bars. 5.) @ Category = 1 2 3 (c+Ktr)/db = 1 1.5 2.5 Table R12.15.2 - Tension lap splices As provided Maxumum percent of As spliced within required lap length As required 50 100 Equal to or greater than 2 Class A Class B Less than 2 Class B Class B Page 1 3/7/2003 REBAR095.XLS ENGINEERS -NORTHWEST, INC.P.S. 6869 WOODLAWN AVE. N.E. (SUITE 205) SEATTLE, WA. 98115 SHEET G Fi OF Tension Embedment of Standard REINFORCING STEEL HOOKS (inches) #11 Bars and smaller Concrete strength F'c = Bar yield strength Fy = Is concrete cover less than 2-112" ? (Y or N) = Is concrete cover Tess than 2" ? (Y or N) = Is hook enclosed within ties ? (Y or N) = As (required)/As (provided) = Is concrete lightweight ? (Y or N) _ Are bars epoxy coated ? (Y or N) = Bar Size 1 dh #3 6in. #4 6in. #5 6in. #6 7 in. #7 8 in. #8 9 in. #9 10 in. #10 11 in. #11 12 in. per ACI 318-95 Sec 12.5 ksi per 97 UBC Sec 1912.5 ksi (Normal to plane of hook) (Beyond end of 90 degree hook) (Along the full development length spaced<=3db) Idh End cover not Tess than 2 inches Reinforcing Tension Values with Reduced Hook Embedment by ratioing actual embedment to required embedment with a .50 lower limit. Input Bar Size = 5 Actual Embedment = 6 in. Output Required Embedment = 6 in. ( for full value ) Ratio = 1.00 actual/required As = 0.31 in.2 Reduced Fy = 60 ksi ( ultimate ) Reduced Tu = 16.7 kips ( ultimate) .9 Fy As Reduced Ts = Tu/1.4 = 11.93 kips ( working ) Hook embed Page 1 3/7/2003 REBAR095.XLS ENGINEERS-NORTHWEST,INC.P.S. 6869 WOODLAWN AVE. N.E. (SUITE 205) SEATTLE, WA. 98115 REINFORCING TENSION DEVELOPMENT LENGTHS (in.) 1997 UBC Section 1912.2 & ACI 318-95 & 99 Section 12.2 SHEET6Zr-3 OF Z Input : - fy = 60 ksi 1 Z f'c =. 10 ksi <= 10 ksi Are bars "top bars" ? (Yor N) = Top bars have 12 in. min. concrete cast below these bars Are bars "epoxy coated" ? (Yor N) = N U 0 Is concrete normal weight concrete ? (Yor N) =tu Y H u - WO 2 J co u. < =0 f. W Z F- 0 Z H - Sec. 1912.2.2 2ui c+Ktr/db = 1.5 Sec. 1912.2.3 U 0 Sec. 1912.2.1 O - OH WW ~ H O .• Z U= Constants : - a = 1.0 Sec. 1912.2.4 a = 1.0 Sec. 1912.2.4 = 0.8 for #6 and smaller, 1.0 for #7 and larger Sec. 1912.2.4 X = 1.0 Sec. 1912.2.4 = 1/25 for (#6 & smaller) S = 1/20 for (#7 & larger) NOTE:- Center to center bar spacing must be at least 3db and clear cover at least 1.5db. Equations : - Id =Sa3A fy db/(fc)112 min. Id=3a13yX fy db2 /(40(fc)1/2(c+Ktr/db)) min. Id =12 in. min. REINFORCING TENSION DEVELOPMENT LENGTHS ( inches) Reinforcing size # Minimum ctr. to ctr. Spacing Minimum clear cover Required straight Embedment Required straight Embedment 3 1 1/8 0.375 24db 12in. 4 1 1/2 0.500 24db 12in. 5 1 7/8 0.625 24db 15in. 6 2 1/4 0.750 24db 18in. 7 2 5/8 0.875 30db 27in. 8 3 1.000 30db 30in. 9 3 3/8 1.128 30db 34in. 10 3 7/8 1.270 30db 39in. 11 4 1/4 1.410 30db 43in. REINFORCING COMPRESSION DEVELOPMENT LENGTHS ( inches) Sec. 1912.3 Reinforcing size # Minimum ctr. to ctr. Spacing Minimum clear cover Required straight Embedment Required straight Embedment 3 1 1/8 0.375 18db 8in. 4 1 1/2 0.500 18db 9in. 5 1 7/8 0.625 18db 12in. 6 2 1/4 0.750 18db 14in. 7 2 5/8 0.875 18db 16in. 8 3 1.000 18db 18in. 9 3 3/8 1.128 18db 21in. 10 3 7/8 1.270 18db 23in. 11 4 1/4 1.410 18db 26in. 3/7/2003 Development lengths REBAR095.XLS Z E TABS Engineers Northwest L( G ETABS v7.22 - File: INS Tukwila 2 2 - March 20,2003 15:43 Plan View - ROOF - Elevation 1008 - Kip -in Units iib lily;' nt ,�� _ i `.�N'ag.1 A,1? r�, '‘'.4 es E TABS Engineers Northwest LZ_ ETABS v7.22 - File: INS Tukwila 2_2 - March 20,2003 15:43 Plan View - STORY4 - Elevation 852 - Kip -in Units r ETABS Engineers Northwest L3 ETABS v7.22 - File: INS _Tukwila 2 2 - March 20,2003 15:43 Plan View- STORY3 - Elevation 696 - Kip -in Units ETABS Engineers Northwest L...4- ETABS 4- ETABS v7.22 - File: INS_Tukwila 2 2 - March 20,2003 15:44 Plan View - STORY2 - Elevation 540 - Kip -in Units ETABS Engineers Northwest LS I il ETABS v7.22 - File: INS_Tukwila_2_2 - March 20,2003 15:44 Plan View- STORY1 - Elevation 360 - Kip -in Units 1.1 z a • 1-- J- 6 re 2 O 0 w CO W LU w 0 co_ Do I— In Z 0 Z U.1 u • 0 • co O — I— LLI w LI 0 Lij 0 ETABS Engineers Northwest ETABS v7.22 - File: INS_Tukwila_2_2 - March 20,2003 15:44 Plan View - P1 - Elevation 240 - Kip -in Units •" 1,4:44.141t Lc, z 1— j— z w ce 2 6 0 00 tu • u. w 0 u_ < I a u±1 z I-0 ZI— UJ• W O (.2 O 1— LU 0 LU -L6 3 co • -±- o 1- z ETABS Engineers Northwest L7 Pc)7 ETABS v7.22 - File: INS_Tukwila_2_2 - March 20,2003 15:44 Plan View - P2 - Elevation 120 - Kip -in Units " • ENGINEERS -NORTHWEST, INC.P.S. 6869 WOODLAWN AVE. N.E. (SUITE 205) SEATTLE, WA. 98115 SHEET La) OF Rev. 3/18/99 Input = cells s_h_aded thus Job number .- 02110_ Job name INS Building,: Tukwilla,WA 97 UBC Section 1630.1.1 Redundancy Factor ( for shearwalls ) at -G e 5,r,12-‘rDefinitions:- 1.) Wall = summation of piers in a line _l ��, ,}� Cz "� Fie.) 2.) Pier = a segment of a wall DQ h- kr�bp ?/_; F- Direction of earthquaker-NS Wall on Grid Line Pier % of story shear to this wall = % of wall shear to this pier = Length of this pier (Iw) = AB( ground area of the structure) = % of story shear to this pier = ri = p calc.= P= p design = 1.00 For NS Shearwalls ft. ft.2 Direction of earthquake_ Wall on Grid Line Pier % of story shear to this wall = % of wall shear to this pier = Length of this pier (Iw) = AB( ground area of the structure) = % of story shear to this pier = ri = p calc.= P= D D 01 D i. P08A J PO8B 47.3 47.3_ P08C - 47.3 1 P08D 47.3 PO9C 32.1 L 45.4 6.8 15.7 52.7 _ 52.7 21.5 28.5 9.5 11.5 9.6 14.4 39000 39000 39000 39000 39000 39000 Output Output Output Output Output Output 15.18 0.071 0.57 21.47 0.075 0.66 3.22 0.034 -0.99 7.43 0.065 0.43 0.00 0.000 0.00 0.00 0.000 0.00 1.00 1.00 1.00 1.00 0.00 0.00 p design = 1.00 For NS Shearwalls ft. ft.2 Direction of earthquake_ Wall on Grid Line Pier % of story shear to this wall = % of wall shear to this pier = Length of this pier (Iw) = AB( ground area of the structure) = % of story shear to this pier = ri = p calc.= P= D D 01 D PO9A P_09B PO9C P09D 52.7 52.7 52.7 _ 52.7 --T-- 30.9 30.9 45.1 9.6 14.4 ....-- �21.5 21.5 28.5 9.5 11.5 39000 39000 39000 39000 39000 Out ut Out ut Out ut Out ut Out ut 16.28 0.076 0.66 23.77 0.083 0.79 5.06 0.053 0.10 7.59 0.066 0.47 0.00 0.000 0.00 0.00 0.000 0.00 1.00 1.00 1.00 1.00 0.00 0.00 p design = 1.00 For NS Shearwalls ft. ft.2 NOTE :- In order for p design not to exceed 1.00, then ri max. = 0.101 & the pier shear for this structure must not exceed 1.012 % of the story shear per lineal foot of the pier. In other words a 20`-0"long pier should not carry more than 20.25 % of the story shear for this AB. rho shearwalls -.Yl'dlw Yit.ti2.:IG.NLfhiYY�. 2/13/2003 RHO_Story_2_NS.xls • Input = Job number Job name ENGINEERS -NORTHWEST, INC.P.S. 6869 WOODLAWN AVE. N.E. (SUITE 205) SEATTLE, WA. 98115 cells shaded thus 02110 INS Building- Tukwilla, WA - Story 2 - EW SHEET Lc( OF Rev. 3/18/99 97 UBC Section 1630.1.1 Redundancy Factor ( for shearwalls ) Definitions:- 1.) Wall = summation of piers in a line 2.) Pier = a segment of a wall Direction of earthquake EW Wall on Grid Line Pier % of story shear to this wall = % of wall shear to this pier = Length of this pier (Iw) = AB( ground area of the structure) = % of story shear to this pier = ri = p calc.= p= 4 6 7 9 P02 P03- PO4 P05 35.1 16.7 14.5 33.7 • 100 100 100 100 30 22.5 22.5 32 39000 39000 39000 39000 39000 39000 Output Output Output Output Output Output Output 35.10 0.117 1.13 16.70 0.074 0.64 14.50 0.064 0.43 33.70 0.105 1.04 0.00 0.000 0.00 0.00 0.000 0.00 1.13 1.00 1.00 1.04 0.00 0.00 p design = 1.13 For EW Shearwalls • ft. ft.2 Direction of earthquake Wali on Grid Line Pier % of story shear to this wall = % of wall shear to this pier = Length of this pier (Iw) = AB( ground area of the structure) = % of story shear to this pier = ri = p calc.= p= p design = 0.00 For Shearwalls ft. ft.2 NOTE :- In order for p design not to exceed 1.00, then ri max. = 0.101 & the pier shear for this structure must not exceed 1.012 % of the story shear per lineal foot of the pier. In other words a 20'-0"long pier should not carry more than 20.25 % of the story shear for this AB. rho shearwalls WR ''iiVYi!`P!'i=G'44U.'..ae'.�ww.rr•d;•; !•'^'+t v.171f.�41 2/13/2003 RHO_Story_2_EW.xls Ar, 4414 4414 39000 39000 39000 39000 39000 39000 Output Output Output Output Output Output 0.00 0.000 0.00 0.00 0.000 0.00 0.00 0.000 0.00 0.00 0.000 0.00 0.00 0.000 0.00 0.00 0.000 0.00 0.00 0.00 0.00 0.00 0.00 0.00 p design = 0.00 For Shearwalls ft. ft.2 NOTE :- In order for p design not to exceed 1.00, then ri max. = 0.101 & the pier shear for this structure must not exceed 1.012 % of the story shear per lineal foot of the pier. In other words a 20'-0"long pier should not carry more than 20.25 % of the story shear for this AB. rho shearwalls WR ''iiVYi!`P!'i=G'44U.'..ae'.�ww.rr•d;•; !•'^'+t v.171f.�41 2/13/2003 RHO_Story_2_EW.xls Ar, 4414 4414 ENGINEERS -NORTHWEST, INC.P.S. 6869 WOODLAWN AVE. N.E. (SUITE 205) SEATTLE, WA. 98115 SHEET LIU OF Input = I eIls shaded thus Job number 02110 -I`___ Job name INS Building - Tukwilla, WA - Story 1 - NS Rev. 3/18/99 97 UBC Section 1630.1.1 Redundancy Factor ( for shearwalls ) Definitions:- 1.) Wall = summation of piers in a line 2.) Pier = a segment of a wall Direction of earthquake Wall on Grid Line Pier % of story shear to this wall = % of wall shear to this pier = Length of this pier (1w)= AB( ground area of the structure) = % of story shear to this pier = ri = p calc.= P= NS D - D D E/F P09A P07B P07C P08A P08B P08C P08D 1 95.7 95.764.1_ - 64.1 64.1 64.1 50.1 -_w 49.9 ~ -9-5- 33.5 44.8 6.2 15.5 I-3- 93 21 .5 28.5 9.5 - 11.5 39000 39000 . 39000 39000 39000 39000 Output Output Output Output Output 23.07 0.107 1.06 Output Output Output Output Output Output 47.95 47.75 21.47 28.72 3.97 9.94 0.052 0.051 0.100 0.101 0.042 0.086 0.04 0.03 0.99 0.99 -0.42 0.83 1.00 1.00 1.00 1.00 1.00 1.00 p design = 1.00 For NS Shearwalls ft. ft.2 Direction of earthquake NS Wall on Grid Line Pier % of story shear to this wall = % of wall shear to this pier = Length of this pier (Iw) _ AB( ground area of the structure) = % of story shear to this pier = ri = p calc.= P= D D - D D E/F P09A P09B P09C P09D P10A/B P10C 69.7 69.7 69.7 69.7 138 w 138 33.1 8.1 15.1 57.7 21.5 28.5 9.5 11.5 60 153 39000 39000 39000 39000 39000 39000 Output Output Output Output Output Output 23.07 0.107 1.06 30.46 0.107 1.05 5.65 0.059 0.30 10.52 0.092 0.89 29.39 0.049 -0.07 79.63 0.052 0.05 1.06 1.05 1.00 1.00 1.00 1.00 p design = 1.06 For NS Shearwalls ft. ft.2 NOTE :- In order for p design not to exceed 1.00, then ri max. = 0.101 & the pier shear for this structure must not exceed 1.012 % of the story shear per lineal foot of the pier. In other words a 20'-0"long pier should not carry more than 20.25 % of the story shear for this AB. rho shearwalls ,ti e�.gr;.ti?nt 2/13/2003 RHO_Story_1_NS.xls Input = ENGINEERS -NORTHWEST, INC.P.S. 6869 WOODLAWN AVE. N.E. (SUITE 205) SEATTLE, WA. 98115 cells shaded thus Job number 1 02110 SHEET L l( OF Rev. 3/18/99 Job name INS Building - Tukwilla, WA - Stor I1 - EW 97 UBC Section 1630.1.1 Redundancy Factor ( for shearwalls ) Definitions:- 1.) Wall = summation of piers in a line 2.) Pier = a segment of a wall Direction of earthquake Wall on Grid Line Pier % of story shear to this wall = % of wall shear to this pier = Length of this pier (Iw) = AB( ground area of the structure) = % of story shear to this pier = ri = p calc.= p= EW 2 _ 2 4 6 7 �r.��� P01A P016 P02 P03 PO4 - P05 61.6 61.6 0.8 8.8 8.2 13.9 70.3 29.7 100 100 100 100 73 1 38 30 22.5 22.5 30 , 39000 39000 39000 39000 39000 39000 Output Output Output Output Output Output 43.30 0.059 0.29 18.30 0.048 -0.10 0.80 0.003 -35.98 8.80 0.039 -0.59 8.20 0.036 -0.78 13.90 0.046 -0.19 1.00 1.00 1.00 1.00 1.00 1.00 p design = 1.00 For EW Shearwalls ft. ft.2 Direction of earthquake E Wall on Grid Line Pier % of story shear to this wall = % of wall shear to this pier = Length of this pier (Iw) _ AB( ground area of the structure) = % of story shear to this pier = ri = p calc.= p= 11 PO6A 1111111111111111111 70 _ 100 mint=1: 112.5 39000 39000 39000 39000 39000 39000 Out •ut Out•ut Out •ut Out •ut Out •ut Out •ut 70.00 0.062 0.37 0.00 0.000 0.00 0.00 0.000 0.00 0.00 0.000 0.00 0.00 0.000 0.00 0.00 0.000 0.00 1.00 0.00 0.00 0.00 0.00 0.00 p design = 1.00 For EW Shearwalls ft. ft.2 NOTE :- In order for p design not to exceed 1.00, then ri max. = 0.101 & the pier shear for this structure must not exceed 1.012 % of the story shear per lineal foot of the pier. In other words a 20'-0"long pier should not carry more than 20.25 % of the story shear for this AB. rho shearwalls 2/13/2003 RHO_Story_1_EW.xls ENGINEERS -NORTHWEST, INC.P.S. 6869 WOODLAWN AVE. N.E. (SUITE 205) SEATTLE, WA. 98115 SHEET L (Z OF Rev. 3/18/99 Input = -- cells shaded thus R Job number 02110 ( Job name INS Building - Tukwilla, WA - Story P1 - NS I 97 UBC Section 1630.1.1 Redundancy Factor ( for shearwalls ) Definitions:- 1.) Wall = summation of piers in a line 2.) Pier = a segment of a wall Direction of earthquake Wall on Grid Line Pier % of story shear to this wall = % of wall shear to this pier = Length of this pier (Iw) = AB( ground area of the structure) = % of story shear to this pier = ri = p calc.= P= NS�� ...,..... A .,,.,.,.,_r,,.. -.,.,C . ...............M C ......_.,�...,.. C _,..,. _C . ,..._ _.,,. Dom....... PO7A PO8A PO8B PO8C PO8D P09A 72.6 21.6 21.6 21.6 21.6 22.9 100 32.2 52.5 2.4 12.930.8 72.8 273 -1 21.5 28.5 9.5 11.5 ~ 21.5 39000 39000 39000 39000 39000 39000 39000 Output Output Output Output Output Output 72.60 0.027 -1.81 , 6.96 0.032 -1.13 11.34 0.040 -0.55 0.52 0.005 -16.56 2.79 0.024 -2.18 7.05 0.033 -1.09 1.00 1.00 1.00 1.00 1.00 1.00 p design = 1.00 For NS Shearwalls ft. ft.2 Direction of earthquake Wall on Grid Line Pier % of story shear to this wall = % of wall shear to this pier = Length of this pier (Iw) _ AB( ground area of the structure) = % of story shear to this pier = ri = p calc.= P= D D D E/F EIF EIF PO9B PO9C P09D P10A MOB P10C 22.922.9 1-5"0.9 Y 7.2 22.9 11.2 72.8 72.8 20 72.8 58 28.5 9.5 60 60 153 39000 39000 39000 39000 39000 39000 Output Output Output Output Output Output 11.66 0.041 -0.48 1.65 0.017 -3.84 2.56 0.022 -2.54 15.36 0.026 -1.96 14.56 0.024 -2.17 42.22 0.028 -1.67 1.00 1.00 1.00 1.00 1.00 1.00 • p design = 1.00 For NS Shearwalls ft. ft.2 NOTE :- In order for p design not to exceed 1.00, then ri max. = 0.101 & the pier shear for this structure must not exceed 1.012 % of the story shear per lineal foot of the pier. In other words a 20'-0"long pier should not carry more than 20.25 % of the story shear for this AB. rho shearwalls 2/13/2003 RHO_Story_P1_NS.xIs 'ci,r,.;w `.?,+* ti. �eT�.r". �?Md•.::tyiJ,-� F=,7, : r�•Y,d::°'?'P:".:Y�w!.4�^F2i�1='�'� Jn'X;C°,t�{�'.r.;; ENGINEERS -NORTHWEST, INC.P.S. 6869 WOODLAWN AVE. N.E. (SUITE 205) SEATTLE, WA. 98115 SHEET L -(S OF Rev. 3/18/99 Input = cells shaded thus Job number 02110 Job name INS Building - Jukwilla, WA - Storyr P1 --EW 97 UBC Section 1630.1.1 Redundancy Factor ( for shearwalls ) Definitions:- 1.) Wall = summation of piers in a line 2.) Pier = a segment of a wall Direction of earthquakeEW- Wall on Grid Line Pier % of story shear to this wall = % of wall shear to this pier = Length of this pier (Iw) = AB( ground area of the structure) = % of story shear to this pier = ri = p calc.= P= 2 4 6 7 9 11 P01A P02 P03 PO4 I P05 PO6A 54.7 0.7 2 r- 2.1 2.5 51.3 100 100 100 100 100 fi 14.9 138 30 r-. 22.5 22.5 30 22.5 39000 39000 39000 39000 39000 39000 39000 Output Output Output Output Output Output 54.70 0.040 -0.55 0.70 0.002 -41.40 2.00 0.009 -9.39 2.10 0.009 -8.85 2.50 0.008 -10.15 7.64 0.034 -0.98 1.00 1.00 1.00 1.00 1.00 1.00 p design = 1.00 For EW Shearwalls ft. ft.2 Direction of earthquake Wall on Grid Line Pier % of story shear to this wall = % of wall shear to this pier = Length of this pier (Iw) _ AB( ground area of the structure) = % of story shear to this pier = ri = p calc.= P= 11 PO6B 85.1 87.5 39000 39000 39000 39000 39000 39000 Output Output Output Output Output Output 43.66 0.050 -0.03 0.00 0.000 0.00 0.00 0.000 0.00 0.00 0.000 0.00 0.00 0.000 0.00 0.00 0.000 0.00 1.00 0.00 0.00 0.00 0.00 0.00 p design = 1.00 For EW Shearwalls ft. ft.2 NOTE :- In order for p design not to exceed 1.00, then ri max. = 0.101 & the pier shear for this structure must not exceed 1.012 % of the story shear per lineal foot of the pier. In other words a 20'-0"long pier should not carry more than 20.25 % of the story shear for this AB. rho shearwalls %.Cw'ew�0 iP3.yr5s:zyd>kt 2/13/2003 RHO_Story_P1_EW.xls ENGINEERS -NORTHWEST, INC.P.S. 6869 WOODLAWN AVE. N.E. (SUITE 205) SEATTLE, WA. 98115 Input = cells shaded thus Job number Job name INS Building - Tukwilla,.WA Stoy P2-;_NS1 97 UBC Section 1630.1.1 Redundancy Factor ( for shearwalls ) Definitions:- 1.) Wall = summation of piers in a line 2.) Pier = a segment of a wall Direction of earthquake NS Wall on Grid Line Pier % of story shear to this wall = % of wall shear to this pier = Length of this pier (Iw) _ Ae( ground area of the structure) = % of story shear to this pier = ri = p calc.= P= SHEET LIA. OF Rev. 3/18/99 i A A i A A A A PO7A ' P07K PO7L PO7P PO7Q PO7R 36.9 36.9 36.9 36.9 36.9 36.9 41.2 -..85.5-~ 10 2.2 3.9 0.9 0.6 85.5 20 - 5 9.17 2 2.17 39000 39000 39000 39000 39000 39000 Output Output Output Output Output Output Output 15.20 0.018 -3.70 3.69 0.018 -3.49 0.81 0.016 -4.24 1.44 0.016 -4.45 0.33 0.017 -4.10 0.22 0.010 -7.93 1.00 1.00 1.00 1.00 1.00 1.00 p design = 1.00 For NS Shearwalls ft. ft.2 Direction of earthquake Wall on Grid Line Pier % of story shear to this wall = % of wall shear to this pier = Length of this pier (Iw) = AB( ground area of the structure) = % of story shear to this pier = ri = p calc.= p = NS A C C c 111113M II POTS PO8A P08B . PO8C P08D 36.97.4 � 7.4 7.4 41.1 33.8 21.5 31.6 28.5 15.6 9.5 19 11.5 ME 85.5 39000 39000 39000 39000 39000 39000 Output Output Output Output Output Output 15.17 0.018 -3.71 2.50 0.012 -6.71 2.34 0.008 -10.34 1.15 0.012 -6.33 1.41 0.012 -6.28 0.00 0.000 0.00 1.00 1.00 1.00 1.00 1.00 0.00 p design = 1.00 For NS Shearwalls ft. ft.2 NOTE :- In order for p design not to exceed 1.00, then ri max. = 0.101 & the pier shear for this structure must not exceed 1.012 % of the story shear per lineal foot of the pier. In other words a 20'-0"long pier should not carry more than 20.25 % of the story shear for this AB. rho shearwalls 2/13/2003 R H O_St o ry_P2_ N S 1. x l s ENGINEERS -NORTHWEST, INC.P.S. 6869 WOODLAWN AVE. N.E. (SUITE 205) SEATTLE, WA. 98115 Input = cells shaded thus Job number 02115- a Job name INS Building - Tukwilla, WA - Story P2 - NS2 SHEET L!5 OF Rev. 3/18/99 97 UBC Section 1630.1.1 Redundancy Factor ( for shearwalls ) Definitions:- 1.) Wall = summation of piers in a line 2.) Pier = a segment of a wall Direction of earthquake NS 1 Wall on Grid Line Pier % of story shear to this wall = % of wall shear to this pier = Length of this pier (Iw) = AB( ground area of the structure) = % of story shear to this pier = ri = p Calc.= p= r D D I D D MY P10B 1 PO9A P09B P09C P09D 48.9 21.5 6.8 6.8 6.8 6.8 60 60 35.7 31.8 10.5 22 39000 39000 21.5 28.5 r 9.5 11.5 Output Output 39000 39000 39000 39000 39000 39000 0.00 0.000 0.00 Output Output Output Output Output Output 2.43 0.011 -6.97 2.16 0.008 -11.35 0.71 0.008 -11.47 1.50 0.013 -5.79 0.00 0.000 0.00 0.00 0.000 0.00 1.00 1.00 1.00 1.00 0.00 0.00 p design = 1.00 For NS Shearwalls ft. ft.2 Direction of earthquake Wall on Grid Line Pier % of story shear to this wall = % of wall shear to this pier = Length of this pier (Iw) = AB( ground area of the structure) = % of story shear to this pier = ri = p calc.= p= E/F E/F OF IIIIIIIIIIIIIIIIIIIIMIIIIIIII P10A P10B P10C 48.9 48.9 48.9 21.5 21.5 NMI 60 60 IIMIIIIIIIIIIIIII 39000 39000 39000 39000 39000 39000 Output Output Output Output Output Output 10.51 0.018 -3.78 10.51 0.018 -3.78 27.87 0.018 -3.56 0.00 0.000 0.00 0.00 0.000 0.00 0.00 0.000 0.00 1.00 1.00 1.00 0.00 0.00 0.00 p design = 1.00 For NS Shearwalls ft. ft.2 NOTE :- In order for p design not to exceed 1.00, then ri max. = 0.101 & the pier shear for this structure must not exceed 1.012 % of the story shear per lineal foot of the pier. In other words a 20'-0"long pier should not carry more than 20.25 % of the story shear for this AB. rho shearwalls crt"Wh4: 2/13/2003 RHO_Story_P2_NS2.xIs A.,IAd?t:.ave.7;.YiH; ENGINEERS -NORTHWEST, INC.P.S. 6869 WOODLAWN AVE. N.E. (SUITE 205) SEATTLE, WA. 98115 Input = "icells shaded thus Job number 02110 �. Job name INS Building.- Tukwilla, WA - Stor P2 - EW SHEET L•/(c, OF Rev. 3/18/99 97 UBC Section 1630.1.1 Redundancy Factor ( for shearwalls ) Definitions:- 1.) Wall = summation of piers in a line 2.) Pier = a segment of a wall Direction of earthquake Wall on Grid Line Pier % of story shear to this wall = % of wall shear to this pier = Length of this pier (Iw) = AB( ground area of the structure) = % of story shear to this pier = ri = p calc.= P= EW 2 � _ . _ P01 A P02 P03 PO4 PO6A 41.6 5.9 3.4 2.9 4.4 41.8 100 100 100 100 100 100 138 30 1 22.5 22.5 30_ 1381 39000 39000 39000 39000 39000 39000 39000 Output Output Output Output Output Output 41.60 0.030 -1.36 5.90 0.020 -3.15 3.40 0.015 -4.70 2.90 0.013 -5.86 4.40 0.015 -4.91 41.80 0.030 -1.34 1.00 1.00 1.00 1.00 1.00 1.00 p design = 1.00 For EW Shearwalls ft. ft.2 Direction of earthquake Wall on Grid Line Pier % of story shear to this wall = % of wall shear to this pier = Length of this pier (Iw) = AB( ground area of the structure) _ % of story shear to this pier = ri = p calc.= P= p design = 0.00 For Shearwalls ft. ft.2 NOTE :- In order for p design not to exceed 1.00, then ri max. = 0.101 & the pier shear for this structure must not exceed 1.012 % of the story shear per lineal foot of the pier. In other words a 20'-0"tong pier should not carry more than 20.25 % of the story shear for this AB. rho shearwalls 2/13/2003 RHO_Story_P2_EW.xts .pn,.,iU:';.'(<'a.ii'eVp!iS:,t'.'121ti', W.I.Sr.lg6.?.�"Ki ir".S 39000 39000 39000 39000 39000 39000 Output Output Output Output Output Output 0.00 0.000 0.00 0.00 0.000 0.00 0.00 0.000 0.00 0.00 0.000 0.00 0.00 0.000 0.00 0.00 0.000 0.00 0.00 0.00 0.00 0.00 0.00 0.00 p design = 0.00 For Shearwalls ft. ft.2 NOTE :- In order for p design not to exceed 1.00, then ri max. = 0.101 & the pier shear for this structure must not exceed 1.012 % of the story shear per lineal foot of the pier. In other words a 20'-0"tong pier should not carry more than 20.25 % of the story shear for this AB. rho shearwalls 2/13/2003 RHO_Story_P2_EW.xts .pn,.,iU:';.'(<'a.ii'eVp!iS:,t'.'121ti', W.I.Sr.lg6.?.�"Ki ir".S Floor Masses & Mass Ratios 7199.42 Fi hi FiNb ROOF 1688.84 84 0.235 Story 4 1601.77 71 0.222 Story 3 1327.91 58 0.184 Story 2 997,64 45 0.139 Story 1 831,18 30 0.115 P1 500.60 20 0.070 P2 251.47 10 0.035 (Fi/Vb)/hi 0.0028 0.0031 0.0032 0.0031 0.0038 0.0035 0.0035 0.0230 h m hm hm/Zhm ROOF 84.00 5341.11 448654 0.235 Story 4 71.00 5993.28 425523 0.222 Story 3 58.00 6082.24 352770 0.184 Story 2 45.00 5889.58 265031 0.139 Story 1 30.00 7360.32 220810 0.115 P1 20.00 6649.42 132988 0.070 P2 10.00 6680.50 66805 0.035 1912580 J.'J..illwi�i�if.�.w..L`3 :�Yi�).':.�i1.i...'J "•.�•iw�i.`Yi.4:G ((Fi/Vb)/h i)/(Z (Fi/Vb)/h i) 0.121 0.136 0.138 0.134 0.167 0.151 0.152 F 1688.842 1601.772 1327.912 997.641 831.181 500.601 251.470 43996.44 mi mi/mi+1 mi/mi-1 5341.11 0.891 5993.28 1.122 0.985 6082.24 1.015 1.033 5889.58 0.968 0.800 7360.32 1.250 1.107 6649.42 0.903 0.995 6680.50 1.005 rr• 0.891 1.122 1.033 0.968 1.250 0.995 1.005 O.K. O.K. O.K. O.K. O.K. O.K. O.K. ^cor4s, lflec.,ut_Ale-e PT. r z ~ W re 6 JU O 0 CO I/1 J N LL W D Q. id w Z= Z O. w U� O N • I- W w ww H - U. O .z U= O~ z sx".„ Joint Displacements, Story Drift, Stifness Ratios X -direction - positive e Corner Displacement Delta Ave 1.2*Dave Floor SE SW R 0.459 0.475 0.467 0.560 4 0.344 0.356 0.350 0.420 3 0.230 0.237 0.234 0.280 2 0.126 0.129 0.127 0.153 1 0.037 0.035 0.036 0.043 X -direction - negative e Corner Displacement Delta Ave 1.2*Dave Floor SE SW R 0.429 0.518 0.473 0.568 4 0.321 0.389 0.355 0.426 3 0.214 0.260 0.237 0.284 2 0.117 0.141 0.129 0.155 1 0.036 0.037 0.036 0.043 Y -direction - positive e Corner Displacement Delta Ave 1.2*Dave Floor NE SE R 0.129 0.417 0.273 0.328 4 0.108 0.324 0.216 0.259 3 0.083 0.226 0.154 0.185 2 0.059 0.132 0.095 0.114 1 0.032 0.040 0.036 0.043 Y -direction - negative e Corner Displacement Delta Ave 1.2*Dave Floor NE SE R 0.300 0.223 0.261 0.313 4 0.240 0.174 0.207 0.248 3 0.173 0.125 0.149 0.178 2 0.106 0.078 0.092 0.111 1 0.038 0.033 0.035 0.042 LAK--12-Ac- /v,12.0, �(v Raz ` PrP a,-(1 v,tt�-,�5 t lv (-r--c- Pe--fE C.rAL<_.s rlv LJE�t�} 6..)(c_ 0(x.r6 Hike. c.4..r(-. O.K. O.K. O.K. O.K. O.K. O.K. O.K. O.K. O.K. O.K. N.G. N.G. N.G. N.G. O.K. O.K. O.K. O.K. O.K. O.K. r• -to h drift ea16-4-44,r,oer r-. 13 0.000747 13 0.000749 0.998 13 0.000680 1.101 15 0.000508 1.339 h drift 13 0.000757 13 0.000759 13 0.000690 15 0.000517 0.998 1.100 1.335 Jh drift 13 0.000368 13 0.000393 0.935 13 0.000379 1.039 15 0.000329 1.151 h drift 13 0.000347 13 0.000374 13 0.000361 15 0.000316 0.930 1.035 1.143 ETABS v7.22 File: INS0TUKWILA_2_2 Kip -in Units PAGE 1 March 17, 2003 16:15 Engineers Northwest POINT DISPLACEMENTS L9 STORY POINT LOAD UX UY UZ RX RY R0, ROOF 52 EQXPOS 0.4746 0.0022 -0.0729 0.00037 0.00023 ".'Ir:O' ROOF 52 EQXNEG 0.5175 0.0852 -0.0705 0.00045 0.00016 ,nr,.- ROOF 52 EQYPOS 0.0564 0.4022 0.0291 0.00031 -0.00036 .00.? . ROOF 52 EQYNEG -0.0342 0.2264 0.0240 0.00014 -0.00022 -0.00002 ROOF C31 EQXPOS 0.4592 -0.0322 0.0002 0.00004 0.00061 1 ROOF C31 EQXNEG 0.4288 -0.1126 0.0004 0.00014 0.00057 .00'0; ROOF C31 EQYPOS -0.0659 0.1294 -0.0006 -0.00011 -0.00009 -, ROOF C31 EQYNEG -0.0014 0.2996 -0.0012 -:.00032 -:.00001 ROOF C40 EQXPOS 0.4592 0.0040 -0.0003 0.00000 0.00061 0.00?•01 ROOF C40 EQXNEG 0.4288 0.0956 -0.0006 -0.00011 0.00057 ,.003: 6 ROOF C40 EQYPOS -0.0659 0.4166 -0.0008 -0.00050 -0.000.10 00.0 • ROOF C40 EQYNEG -0.0014 0.2226 -0.0001 -0.00026 -:'.00001 - .00•:2 STORY4 C10 EQXPOS 0.3562 0.0036 -0.0067 -1.00002 0.00074 STORY4 C10 EQXNEG 0.3892 0.0742 -0.0067 -0.00016 0.00080 STORY4 C10 EQYPOS 0.0429 0.3238 0.0025 -0.00058 0.00010 STORY4 C10 EQYNEG -0.0272 0.1743 0.0026 -0.00029 -0.00005 STORY4 C31 EQXPOS 0.3444 -0.0240 0.0000 0.00005 0.00070 :.011), STORY4 C31 EQXNEG 0.3209 -0.0863 0.0003 0.00017 0.00065 -.1700:: STORY4 C31 EQYPOS -0.0493 0.1075 -0.0006 -0.00014• -0.00010 STORY4 C31 EQYNEG 0.0006 0.2395 -0.0011 -0.00039 -0.00001 -0.00002 STORY4 C40 EQXPOS 0.3444 0.0036 -0.0002 0.00000 0.00070 .000.)1 STORY4 C40 EQXNEG 0.3209 0.0742 -0.0004 -).00014 0.00065 .000c STORY4 C40 EQYPOS -0.0493 0.3238 -0.0007 -0.00059 -0.00011 STORY4 C40 EQYNEG 0.0006 0.1743 -0.0001 -0.00030 -0.00001 - 1,:_ STORY3 C10 EQXPOS 0.2372 0.0025 -0.0066 -0.00001 0.00072 0.000:1 STORY3 C10 EQXNEG 0.2595 0.0500 -0.0066 -0.00015 0.00079 0.00003 STORY3 C10 EQYPOS 0.0285 0.2255 0.0024 -0.00060 0.00009 0.00004 STORY3 C10 EQYNEG -0.0188 0.1247 0.0025 -0.00030 -0.00005 -.,00001 STORY3 C31 EQXPOS 0.2298 -0.0150 -0.0003 0.00005 0.00065 STORY3 C31 EQXNEG 0.2139 -0.0572 -0.0001 0.00017 0.00060 0.00003 STORY3 C31 EQYPOS -0.0322 0.0831 -0.0005 -0.00014 -0.00010 0.00004 STORY3 C31 EQYNEG 0.0016 0.1725 -0.0010 -0.00040 0.00000 -0.00001 STORY3 C40 EQXPOS 0.2298 0.0025 0.0001 -0.00001 0.00065 0.11000' STORY3 C40 EQXNEG 0.2139 0.0500 -0.0001 -0.00014 01.00060 .00::3 STORY3 C40 EQYPOS -0.0322 0.2255 -0.0005 -0.00058 -0.00010 .01:C:.; STORY3 C40 EQYNEG 0.0016 0.1247 0.0000 -0.00029 0.00000 -0.00001 STORY2 C10 EQXPOS 0.1290 0.0009 -0.0064 -0.00003 STORY2 C10 EQXNEG 0.1408 0.0260 -0.0065 -0.00018 STORY2 C10 EQYPOS 0.0147 0.1316 0.0022 -0.00059 STORY2 C10 EQYNEG -0.0102 0.0782 0.0024 -0.00028 0.00065 11, r) .11)00 0.00072 (.001:_2 0.00009 ' -0.00006 - STORY2 C31 EQXPOS 0.1259 -0.0063 -0.0008 0.00005 0.00058 STORY2 C31 EQXNEG 0.1174 -0.0287 -0.0006 0.00017 0.00053 STORY2 C31 EQYPOS -0.0162 0.0589 -0.0003 -3.00014 -0.00009 STORY2 C31 EQYNEG 0.0018 0.1063 -0.0007 -0.00041 0.00001 STORY2 C40 EQXPOS 0.1259 0.0009 0.0006 -0.00001 0.00053 STORY2 C40 EQXNEG 0.1174 0.0260 0.0004 -0.00015 0.00053 STORY2 C40 EQYPOS -0.0162 0.1316 -0.0002 -0.00056 -0.00010 STORY2 C40 EQYNEG, 0.0018 0.0782 0.0002 -0.00027 ' 0.00000 STORY1 C10 EQXPOS 0.0353 -0.0019 -0.0061 0.00004 STORY1 C10 EQXNEG 0.0367 0.0016 -0.0062 0.00001 STORY1 C10 EQYPOS 0.0015 0.040A 0.0019 -'0.00021 STORY1 C10 EQYNEG -0.0014 0.0332 0.0021 -0.00014 STORYI C31 EQXPOS 0.0368 0.0015 -0.0016 0.00001 STORY1 C31 EQXNEG 0.0355 -0.0013 -0.0014 0.00006 STORY1 C31 EQYPOS -0.0022 0.0317 -0.0001 -0.00012 STORY1 C31 EQYNEG 0.0004 0.0375 -0.0004 -0.00021 STORY1 C40 EQXPOS STORYI C40 EQXNEG «disai:yivla;:ayu:ti¢e:�x 0.0368 0.0355 -0.0019 0.0013 0.0016 0.0012 - 0.00001 - 0.00006 0.00024 0.00026 0.00002 -0.00002 0.00022 0.00021 -0.00003 0.00000 0.00021 0.00019 0 . n x11: 00 )1 1) :2 0.0,,,.. 0.000 0.00001 0.001.0 0.00:; 0.00000 0.)00:'0 Z = f-. IH dr - W 10 00. Nco w 0. J= H w0 J LL d =W Z HO W • I--' al 0 O - O I- LL W tL N H LI 0Z W F--▪ = O~ Z ETABS v7.22 File: INS_TUKWILA_2_2 Kip -in Units PAGE 2 March 17, 2003 16:15 Engineers Northwest POI N T DISPLACEMENTS STORY POINT LOAD UX UY UZ RX RY R STORY1 C40 EQYPOS -0.0022 0.0404 0.0002 -0.00023 -0.00002 0.00001. STORY1 C40 EQYNEG 0.0004 0.0332 0.0004 -0.00014 0.00001 0,0,:.00' ETABS v7.22 File: INS_TUKWILA_2 2 Kip -in Units PAGE 3 March 17, 2003 16:15 Engineers Northwest 1,24 DISPLACEMENTS AT DIAPHRAGM CENTER OF MASS STORY DIAPHRAGM LOAD POINT X Y Ur; U'C FZ ROOF DROOF EQXPOS 536 1928.619 813.140 3.4669 -0.0142 ROOF DROOF EQXNEG 536 1928. 619 (:.0(..001 • ROOF DROOF EQYPOS 536 1928.619813.140 :.0050 -0.00917 :;o+: ROOF 813.140 - x.0050 0.2722 : _.�,o DROOF EQYNEG 536 1928.619 813.140 -).0177 0.2613 -..0-007 STORY4 D4 EQXPOS 537 1921.244 817.037 .1 STORY4 D4 EQXNEG:. 350 -0.0103 STORY4 D4 537 1921.244 817.037 -.3547 -0.0069 1''. 11" :1o5 EQYPOS 537 1921.244 817.037 -?.0037 0.2145 STORY4 D4 EQYNEG 537 1921.244 817.037 -,.0132 -. 7 STORY3 D3 EQXPOS 538 1921.489 813.648 2 STORY3 D3 EQXNEG 538 366 -0.00644 .1;.:I03 STORY3 D3 1921.489 813.648 .2366• -0.0041 r.,-.. :,,13 EQYPOS 538 1921.489 813.648 -,.0020 STORY3 D3 EQYNEG0.15.88 :. ::,.,1 538 1921.489 813.648 - .00861 0.1488 -:.,.:,•,.:.01 STORY2 D2 EQXPOS 539 1 919. 603 822.664 .1274 -0.0028 x!028 ::11 STORY2 02 EQXNEG 539 1919.603 539 1919.603822.664 9 STORY2 D2 EQYPOS 539 -0,0017 .011..:0_ 822.664 - .0010' 0.0948:02 STORY2 D2 EQYNEG 539 1919.603 822.664 -..I. .0041• 0.0924 -:.+ 01 STORY1 D1 EQXPOS 540 1925.110 STORY1 01 EQXNEG 540 1925.110 STORY1 01 EQYPOS 540 1925.110 STORY1 D1 EQYNEG 540 1925.110 P1 DP1 EQXPOS 541 1918.927 P1 DP1 EQXNEG 541 1918.927 P1 DP1 EQYPOS 541 1918.927 P1 DP1 EQYNEG 541 1918.927 P2 DP2 EQXPOS 542 1918.603 911.148 P2 DP2 EQXNEG 542 1918.603 911.148 P2 DP2 EQYPOS 542a 542 191 603 911.148 P2 DP2 EQYNEG 1918.603 911.148 941.942 1.0362 941.942 .0360 941.942 - .0007 ' 941.942 -x.0003 -0.0002 0.0C1:200 0.0001 0.1.":100 0.0360 0.0354 0.0.:033 915.478 3.0179 -0.0001 915.478 • .0179 0.0001 O.CI_• 00 915.478 -:.0002 0.0199 0: nn 915.478 -:.0001 :1.0196 'e•k;i.:ai -aft^; •.'c ; a .0074 0.0000 0.00:100 . 0073 0.0000 0.0.::30 .0001 0.0090 0.c.,:',00 . 0000 0.0080 C.0(':,00 ETABS v7.22 File: INS_TUKWILA_2_3 Kip -in Units PAGE 1 April 11, 2003 11:07 Engineers Northwest LZZ-- Summary Output Data - Section Designer Pier Section Check (UBC97) Story Pier Station Pier D/C Av 2 -Dir E -Zone Av 3 -Dir Label Label Location Section Ratio in^2/ft Length -2 in^2/ft Length. -.7: ST0RY1 P1 P2 STORY1 ROOF ST0RY4 STORY3 ST0RY2 ST0RY1 PO1A Top PSEC32 0.035 0. 966 Not Needed N/A 1:'/A Bottom PSEC32 0.122 0.956 131.400 N/A Ci/r. PO1A Top PSEC34 0.055 0.553 243.400 N/A U'A. Bottom PSEC34 0.062 0.553 249.400 N/A ::/A P01A Top PSEC34 Bottom PSEC34 0.071 0.078 0.540 249.400 0.540 248.400 N/A N/A N/A tri=•. P018 Top PSEC33 0.027 0.734 Not Needed N/A F:/•. Bottom PSEC33 0.269 0.733 Not Needed N/A ::i-. P02 Top PSEC01 0.268 0.975 Not Needed Bottom PSECO1 0.380 0.965 Not Needed N/A NIA P02 Tot: PSECO2 0.163 1.730 Not Needed N/A N/A Bottom PSECO2 0.499 1.717 Not Needed N/A N/A. PO2 Top PSEC03 Bottom PSECO3 0.079 2.209 Not Needed N/P. ::/: . 0.564 2.193 Not Needed N/A N!A P02 Top PSECO5 0.059 2.339 Not Needed N/A NfA Bottom PSEC05 0.960 2.320 Not Heeded N/A tti P02 Top PSEC04 0.429 0.720 54.000 N/A Bottom PSECO4 0.203 0.720 54.000 N/A ?;/r. P1 P02 Top PSEC05 0.313 0.720 54.000 N!A Ni,:. Bottom PSEC05 0.207 0.720 54.000 N/A :;i'A P2 ROOF ST0RY4 ST0RY3 STORY2 STORY1 P02 Top PSEC01A 0.234 0.720 54.000 N!A r:'. Bottom PSECO1A 0.302 0.720 54.000 N/A N/A PO3 Top PSECO6 Bottom PSEC06 0.363 0.360 Not Needed N/A N/A 0.474 0.360 Not Needed N!A NIA P03 Top PSEC06A 0.393 0.540 Not Needed N/A t:ir. Bottom PSEC06A 0.794 0.540 Not Needed N/A ti/F. P03 Top PSECO7 0.435 0.720 Not Needed N/A N/A Bottom PSEC07 0.879 0.720 Not Needed N/A ti!:: P03 Top PSEC08A 0.462 0.720 40.500 N/A ;:ir. Bottom PSEC08A 0.970 0.720 40.500 N/A ti!F. P03 Top PSEC09 0.928 0.720 Not Needed N/A tl!F. Bottom PSEC09 0.616 0.720 Not Needed N/A t:i:'•. P1 P03 Top PSECOBA 0.597 0.720 40.500 N/A ::/r•. Bottom PSEC08A 0.481 0.720 40.500 N/A UiA P2 ROOF ST0RY4 STORY3 ST0RY2 STORY1 P03 Top PSECIO 0.528 0.720 40.500 N/A Bottom PSEC10 0.607 0.720 40.500 N/A NIA PO4 Top PSEC06 0.038 0.360 Not Needed N!A N/A Bottom PSECO6 0.250 0.360 Not Needed N/A ItiP. PO4 Top PSEC06A 0.053 0.540 Not Needed N/A N/A Bottom PSEC06A 0.453 0.540 Not Needed N!A tttA PO4 Top PSECO7 Bottom PSECO7 PO4 Top PSECO8 Bottom PSECO8 0.144 0.720 Not Needed NiA is/=. 0.514 0.720 Not Needed N/A N/A 0.226 0.720 Not Needed N/A N/P. 0.694 0.720 40.500 N/A I:,.=. PO4 'rop PSEC09 0.608 0.720 Not Needed N/A N/A Bottom PSEC09 0.312 0.720 Not Needed N/A tt!L. twin tt : i$i 1'. itls'a x:.�i: ETABS v7.22 File: INS_TUNWILA_2_3 Kip -ire Units PAGE 2 April 11, 2003 11:07 Engineers Northwest ( 1 Summary Output Data - Section Designer Pier Section Check (UBC97) LZ! Story Pier Station Pier D/C Av 2 -Dir B -Zone Av 3 -Dir B -Zone Label Label Location Section Ratio in^2/f.t Length -2 in^2/ft Length - P1 PO4 Top PSECO8A 0.288 0.720 40.500 N/A I./A, Bottom PSECO8A 0.227 0.720 40.500 N/A ti/F. P2 PO4 Top PSEC10 0.219 0.720 40.500 N/P. N/A Bottom PSEC10 0.312 0.720 4:.500 N/A N/A ROOF P05 Top PSECO1B 0.253 0.482 N:•t Needed N/A Ni,:.. Bottom PSECO1B 0.435 0.482 Not Needed N/A N/A STORY4 P05 Top PSECO2A 0.153 1.090 Nit Needed N/A N/P. Bottom PSECO2A 0.433 1.078 Not Needed N/A INA. STORY3 P05 Top PSECO3 0.240 1.469 .._t Needed N/A N/A. Bottom PSECO3 0.554 1.469 Not heeded N/A N/A :TORY2 P05 Top PSECO3A 0.420 1.686 54.000 N/P. N/A Bottom PSECO3A 0.774 1.686 54.000 N/A II/A STORY1 P05 Top PSECO4 0.921 0.720 Not Needed N/A tl%A. Bottom PSECO4 0.481 0.720 Not Needed N/A N/A P1 P05 Top PSECO5 0.344 0.720 54.000 N/A N/A. Bottom PSECO5 0.252 0.720 54.000 N/A PI/A. P2 P05 Top PSECO1A 0.275 0.720 54.000 N/A ti/ c, Bottom PSECO1A 0.348 0.720 54.000 N/A N/A STORY1 PO6A Top PSEC35 0.038 1.041 Not Needed N/A N/P. Bottom PSEC35 0.062 1.036 Not Needed N/A N/A P1 PO6A Top PSEC36 0.323 0.540 4:.500 N/A t;%A. Bottom PSEC36 0.552 0.540 40.500 N/A PI/r". P2 PO6A Top PSEC34 0.069 0.540 Not Needed N/A N/A. Bottom PSEC34 0.076 0.540 Ni -..t Needed N/A WA P1 PO6B Top PSEC37 0.067 0.782 157.500 N/A N/A Bottom PSEC37 0.105 0.782 157.500 N/A N/A STORY1 PO7A Top PSEC38 0.016 0.454 ti.:r_ Needed N/A N/F--. Bottom PSEC38 0.018 0.454 Not deeded N/A N/T. P1 PO7A Top PSEC38 0.037 0.360 Not Needed N/A N/A Bottom PSEC38 0.044 0.360 Not Needed N/A N/P. P2 PO7A 'Top PSEC40 0.058 0.360 153.900 N/A N/P. Bottom PSEC40 0.065 0.360 153.900 N/A N/A STORY1 PO7B Top PSEC39 0.019 0.758 Not Needed N/A N/A Bottom PSEC39 0.048 0.754 Not Needed N/A N/A STORY1 PO7C Top PSEC39 0.017 0.734 167.400 N/A N/A Bottom PSEC39 0.052 0.731 167.400 N/A N/P. STORY1 P07D Top PSEC38 0.021 0.453 Not Needed N/A PIiA, Bottom PSEC38 0.023 0.453 Ptc.t_ Needed tI/P. N/A P2 P2 P2 P2 PO7K Top PSEC41 Bottom PSEC41 0.081 0.360 36.000 N/A N/A 0.108 0.360 36.000 N/A N/A PO7L Top PSEC42 0.432 0.360 Not Needed N/A ti/P. Bottom PSEC42 0.475 0.360 9.000 N/A N/A P07N Top PSEC41 0.075 0.360 36.000 N/A N/A Bottom PSEC41 0.076 0.360 36.000 N/A N/P. P07P Top PSEC43 0.102 Bottom PSEC43 0.208 0.360 16.500 N/A N/A 0.360 16.500 N/A N/A ETABS v7.22 File: IUS_TUKWILA_2__3 trip -in Units PAGE 3 April 11, 2003 11:07 Engineers Northwest 124 Summary Output Data - Section Designer Pier Section Check (UBC97) Story Pier Station Pier D/C Av 2 -Dir B -Zone Av 3 -Dir B -Zone Label Label Location Section Ratio in^2/ Et Length -2 i.n•`2/ ft Length; -3 P2 807Q Top PSEC44 0.563 0.360 3.600 N/A NSA Bottom PSEC44 0.583 0.360 3.600 N/A it/r. P2 P07R Top i•'SEC45 Bottom PSEC45 0.328 0.376 0.360 3.900 0.360 3.900 N/A N/A N/A K%-. 82 P07S Top PSEC40 0.060 0.360 153.900 NIA tti=•. Bottom PSEC40 0.069 0.360 153.900 N/A tt/F. ROOF P08A Top PSEC11 0.135 0.360 Not Neejed N/A N/A Bottorn PSEC11 0.366 0.360 38.700 N/A N/A STORY4 P08A Top PSEC11A 0.517 0.540 3.8.7'00 N/A Bottom PSEC11A 0.973 0.540 38.700 N/A N/ STORY3 P08F. Top PSEC12 0.639 0.720 36.700 tt/P. N/A Bottom PSEC12 0.988 0.720 39.700 0/A iii?. . STORY2 P08A Top PSEC13 0.675 0.720 39.700 NIA N/ Bottom PSEC13 0.972 0.826 38.700 N/A N/A STORY1 P08A Top PSEC14 0.969 0.957 41.491 ti/F. NIA Bottom FSEC14 0.700 0.957 41.929 N/A N/A P1 P08A Top PSEC13 0.621. 0.720 42.030 N/A 1./A Bottom E'SEC13 0.567 0.720 42.466 N/A N/A. 82 ROOF STORY4 STORY3 STORY2 STORY1 808A Top PSEC15 Bottom PSEC15 0.914 0.720 45.336 N/A N/A 0.903 0.720 45.°04 N/A N/A P08B Top PSEC16 0.067 0.360 51.300 N/A N/A Bottom PSEC16 0.343 0.360 51.300 N/A N/r. P088 Top PSEC17 Bottorn PSEC17 0.172 0.581 51.300 N/A N/A 0.683 0.581 51.300 N/A N/A P08B Top PSEC18 0.267 0.720 51.300 N/A N/A Bottorn PSEC18 0.539 0.720 51.3:)0 N/A N/z. P0138 Top PSEC18 Bottom PSEC18 0.531 0.720 51.300 t4/A N/A 0.794 0.720 51.300 N/A ti/i: 8088 Top PSEC19 0.759 1.172 Not Needed N/A ti!:-. Bottom PSEC19 0.390 1.172 Not Needed N/A N/P. 81 P08B Top PSEC18 0.404 0.720 51.300 N/A N/A Bottom PSEC18 0.236 0.720 51.300 N/A N/A P2 ROOF STORY4 STORY3 STORY2 STORY1 P08B P08C Top PSEC17 Bottorn PSEC17 Top PSEC20 Bottorn PSEC20 0.442 0.540 51.300 N/A N/A 0.441 0.540 51.300 N/A N/A 0.241 0.360 17.100 tt/A t/=. 0.137 0.360 • 17.100 N/A N/A 8080 Top PSEC2 0A 0.084 0.540 Not Needed N/A N%:': Bottom PSEC20A 0.238 0.540 Not Needed N/A N/A P080 Top E'SEC21 Bottom P3EC21 0.102 0.720 Not Needed N/A N/F. 0.215 0.720 17.100 N/A N/A P08C Top PSEC22 0.128 0.720 1.7.100 t1/A NIA Bottom PSEC22 0.395 0.720 17.100 N/A N/A P080 Top PSEC23 Bottom PSEC23 0.333 0.720 17.100 tt/A N/A 0.174 0.720 17.100 N/A N/A P1 P08C Top PSEC22 0.198 0.720 17.100 N/A N/A Bottorn PSEC22 0.204 0.720 17.100 N/A N/A ETABS v7.22 File: INS_TUKWILA_2_3 Kip -in Units PAGE 4 April 11, 2003 11:07 Engineers Northwest LAS Summary Output Data - Section Designer Pier Section Check (UBC97) Story Pier Station Pier D/C Av 2 -Dir B -Zone Av 3 -Dir B -Zone Label Label Location Section Ratio in^2/ft Length -2 in^2/ft Length -3 P2 PO8C Top PSEC24 0.262 0.720 17.'00 N/A N/A Bottom PSEC24 0.269 0.720 17,100 N/P. N/P, ROOF P08D Top PSEC25 0.777 0.360 Not Needed t1/A N/F. Bottom PSEC25 0.873 0.360 Not Needed N/A ti,r. STORY4 P08D Top PSEC25A 0.609 0.540 20.700 N/P. NIA Bottom PSEC25A 0.853 0.540 20.700 N/A N/A STORY3 P080 Top PSEC26 0.735 0.720 20.700 N/A N/P. Bottom PSEC26 0.950 0.720 20.700 N/A N/A STORY2 P080 Top PSEC27 0.600 0.720 20.700 N/A N/A Bottom PSEC27 0.893 1.085 20.879 N/A N/A STORY1 P08D Top PSEC28 0.856 1.110 22.623 N/A N/A Bottom PSEC28 0.518 0.973 22.841 N/A N/ P1 P08D Top PSEC27 0.454 0.720 22.918 N/A :,t, Bottorn PSEC27 0.438 0.720 23.136 N/A N/A P2 P08D Top PSEC29 0.745 0.720 25.306 N/A NiA Bottom PSEC29 0.716 0.720 25.547 N/A t;i,:, ROOF PO9A Top PSEC11 0.148 0.360 38.700 N/A N/ Bottom PSEC11 0.326 0.360 38.700 N/A N/A STORY4 PO9A Top PSEC11A 0.466 0.540 38.700 N/A U/. Bottom PSEC11A 0.921 0.540 38.700 N/A N/A STORY3 PO9A Top PSEC12 0.581. 0.720 38.70)) N/A tip:•. Bottom PSEC12 0.949 0.720 38.700 N/A N/A. STORY2 PO9A Top PSEC13 0.637 0.720 38.700 N/A N/A Bottom PSEC13 0.994 0.998 38.700 N/A N0A STOR'll PO9A Top PSEC14 0.993 1.274 41.514 N/A N/A Bottorn PSEC14 0.633 1.262 41.952 N/A N/P, PI PO9A Top PSEC13 0.580 0.720 42.076 N/A N/A Bottom PSEC13 0.549 0.720 42.512 N/A N/A P2 PO9A Top PSEC15 0.882 0.720 44.881 N/A t;,:,, Bottom PSEC15 0.871 0.720 45.349 N/A N/P. ROOF P098 Top PSEC16 0.202 0.472 51.300 N/A N/A Bottom PSEC16 0.492 0.472 Not Needed N/A N/A STORY4 P09B Top PSEC17 0.334 0.757 51.300 N/A N/A Bottom PSEC17 0.974 0.757 51.30) N/A tt/A STORY3 P09B Top PSEC18 0.345 0.928 51.3)0 N/A ttiA Bottorn PSEC18 0.644 0.928 51.3.)0 N/A N/A STORY2 P098 Top PSEC18 0.670 0.775 51.300 N/A r,A Bottom PSEC18 0.982 1.034 51.300 N/A N/A STORY? P098 Top PSEC19 0.969 1.525 Bottom PSEC19 0.542 1.525 51.300 51.3)0 tl/A N/A N/A N/A P1 P098 Top PSEC18 0.558 0.720 51.300 N/A 11/A Bottom PSEC18 0.355 0.720 51.300 N/A N/A P2 P098 Top PSEC17 0.898 0.540 51.672 N/P. ti/A Bottom PSEC17 0.859 0.540 52.527 N/A N/A ROOF PO9C Top PSEC20 0.297 0.360 Not Needed N/A N/A Bottom PSEC20 0.322 0.360 Not Needed N/A N/A ETABS v7.22 File: INS_TUIWILA_2_3 trip -in Units PAGE 5 April 11, 2003 11:07 Engineers Northwest Summary Output Data - Section Designer Pier Section Check (UBC97) Story Pier Station Pier D/C Av 2 -Dir B -Zone Av 3 -Dir B -Zone Label Label Location Section Ratio in92/ft Length -2 in92/ft Length -3 STORY4 STORY3 STORY2 STORY1 P09C Top FSEC20A 0.139 0.540 Not Needed N/A ti/A Bottorn PSEC20A 0.777 0.540 17.100 N/A N/A P09C Top PSEC21 0.288 0.720 Not Needed N/A b'/A. Bottom PSEC21 0.949 0.720 17.100 N/A 11/A P09C Top PSEC22 0.312 0.720 17.100 N/A U/A. Bottom PSEC22 0.842 0.720 17.100 N/A N/A P09C Top PSEC23 0.767 0.720 17.100 N/A PI/A. Bottom PSEC23 0.297 0.720 17.100 N/A N/A. P1 P090 Top PSEC22 0.225 0.720 17.100 N/A N/A Bottom PSEC22 0.222 0.720 17.100 N/A N/=. P09C Top PSEC24 0.573 0.720 17.100 N/P. t(/A, Bottom PSEC24 0.554 0.720 17.110 N/A FI/A. P090 Top PSEC25 0.694 0.360 Not Needed N/A N/A. Bottom PSEC25 0.661 0.360 Not Needed N/A N/A P09D Top PSEC25A 0.582 0.540 20.700 N/A N/F. Bottom PSEC25A 0.561 0.540 20.700 N/A N/A. P09D Top PSEC26 0.734 0.720 20.700 N/A N/A. Bottom PSEC26 0.725 0.720 20.700 N/A N/F. P090 Top PSEC27 0.581 0.720 20.896 N/A N/A. Bottom PSEC21 0.691 0.852 21.223 N/A N/.=. P2 ROOF STORY4 STORY3 STORY2 STORY1 P1 P2 STORY1 P1 P2 STORY1 P1 P2 STORY1 P1 P090 Top PSEC28 0.675 0.893 22.897 N/A N/A Bottom PSEC28 0.499 0.893 23.115 N/A N/P. P090 Top PSEC27 0.462 0.720 23.107 N/A N/A. Bottom PSEC27 0.440 0.720 23.325 N/A N/A P090 Top PSEC29 Bottom PSEC29 0.737 0.720 25.048 N/A N/A 0.714 0.720 25.290 N/A N/A P10A Top PSEC30 0.048 0.713 Not Needed N/A N/P. Bottorn PSEC30 0.075 0.718 Not Needed N/A N/A. P10A Top PSEC30 0.076 0.360 108.000 N/A DI/A. Bottom PSEC30 0.078 0.360 108.000 N/A N/A P10A Top PSEC30 0.105 0.360 108.000 N/A N/A. Bottom PSEC30 0.102 0.360 108.000 N/A N/A. P10B Top PSEC30 0.054 0.623 106.000 N/A N/A Bottom PSEC30 0.106 0.626 Not Needed N/A N/P. P10B Top PSEC30 0.075 0.360 Not deeded N/A N/A. Bottom PSEC30 0.094 0.360 Not Needed N/A EUA. P10B Top PSEC30 0.089 0.360 108.000 N/A NiA Bottom PSEC30 0.107 0.360 108.000 N/A N/F. P100 Top PSEC31 Bottom PSEC31 0.054 0.748 Not Needed N/A N/?. 0.064 0.740 275.400 N/A N/A. P10C Top PSEC31 0.095 0.360 Not. Needed N/A t•1iF. Bottom PSEC31 0.103 0.360 Not deeded N/A N/A 22 P10C Top PSEC31 0.111 0.360 Not deeded N/A N/A Bottom PSEC31 0.118 0.360 275.400 N/A N/A ETABS v7.22 File: INS_TUKWILA_2_3 Kip -in Units PAGE 6 April 11, 2003 11:07 Engineers Northwest Spandrel Output Data - Spandrel Design (UBC97) L2-7 / Required Reinforcing Steel / Story Spandrel Station L/d Shear M{top} M(bot} Av Ah Avd Label Label Location Ratio Phi Vc in^2 in --2 in^2/ft to^2/f.t in -2 STORY]. S06A Left 4.762 103.277 0.601 0.656 1.195 1.195 L/d >= 4 Right 4.762 103.277 0.678 0.627 1.278 1.278 L/d >= 4 P1 S06A Left 11.111 44.262 0.662 0.390 1.363 1.363 L/d >= 4 Right 11.111 44.262 0.721 0.464 1.397 1.397 _/,d >= 4 P2 S06B Left 3.333 147.539 0.200 0.787 1.368 1.368 31.841 Right 3.333 147.539 0.234 0.564 0.808 0.808 22.065 P2 S07N Left 1.389 26.229 0.810 0.599 0.318 Right 1.389 26.229 0.571 0.655 0.298 P2 S07P Left 1.389 Right 1.389 26.229 0.557 26.229 0.318 'si e�..:',n;rA�:�:+'«:::.::<;.w✓..z,u,.,d»:.i;::.�„„u;t;�,�' 11:e::a�Vifu{�'4:crlii:dirt�`•ili 0.434 0.260 0.299 0.317 0.360 1.384 0.360 1.33 0.360 1.255 0.360 1.382 ENSENGINEERS NORTHWEST, INC., P.S. ~ STRUCTURAL ENGINEERS 6869 WOODLAWN AVE. N. E.. #205. SEATTLE. WA 98115 (206) 525-7560 FAX (206) 522-6698 PROJECT # CD2 t Ic> PRoJE•cT ILLS SUBJECT l7tkpue G -r .# 4- " c t-rAs,e F'v,,R. ol3ci2AG,i-t e CB °)'cc'') 1 - J DATE: +17/03 SHEET LZ OF R- c,._c_ 2'4(?,(l is G.c1f tet , �"/� < LD Vi4 Ac4J (az•c._ 3. j 14/, t 5 _ �; c rtif 7 i / c_ `-x 1R=�( C(e.)<21.(,) AT- 19r- IZ `.;cA(', CJ/ -07 Cv 1z" )c'/C C5 >� & = 3c k—/ -r -f— ENGINEERS NORTHWEST, INC., P.S. 6869 WOODLAWN AVE NE, SUITE 500 SEATTLE, WA 98115 Y - Direction (+) eccentricity P02 Level V V -V.,., Roof 439 439 4th 857 418 3`d 1181 324 2nd 1328 147 1St 409 -919 P1 272 -137 P2 466 194 PO4 Level V V, -V;.., Roof 156 156 4th 345 189 3rd 504 159 2nd 759 255 1st -541 -1300 P1 -133 408 P2 219 352 P03 Level V V, -V,..., Roof 163 163 4th 347 184 3rd 522 175 2nd 782 260 1st -457 -1239 P1 -80 377 P2 256 336 P05 Level V V; V,+, Roof 654 654 4th 1302 648 3rd 1901 599 2nd 2108 207 1st -1182 -3290 P1 -262 920 P2 318 580 Sheet LLcr of rev 4/10/03 Y - Direction (-) eccentricity P02 Level V v, V+1 Roof 693 693 4th 1402 709 3`d 1958 556 2nd 2184 226 1st -267 -2451 P1 -34 233 P2 433 467 PO4 Level V v, V+1 Roof 133 133 4th 280 147 3rd 420 140 2nd 651 231 1st -399 -1050 P1 -84 315 P2 230 314 P03 Level V V V;+, Roof 164 164 4th 339 175 3rd 543 204 2nd 846 303 1st -523 -1369 P1 -110 413 P2 259 369 P05 Level V vi -v+, Roof 430 430 4th 840 410 3rd 1192 352 2nd 1290 98 1st -333 -1623 P1 67 400 P2 369 302 _ Page 1 of 10 4/15/2003 Drag Loads.xls ��i ENGINEERS NORTHWEST, INC., P.S. 6869 WOODLAWN AVE NE, SUITE 500 SEATTLE, WA 98115 X - Direction (+) eccentricity PO8A Level V V, -V,„, Roof 132 132 4th 359 227 3`d 542 183 2nd 761 219 1St -1237 -1998 P1 -454 783 P2 173 627 PO8C Level V V, -V,+1 1 Roof 53 53 4th 69 16 3`d 58 -11 2nd 164 106 1st -229 -393 P1 -34 195 P2 79 113 PO9A Level V V, -V,,1 Roof 129 129 4th 355 226 3`d 539 184 2nd 786 247 1St -1281 -2067 P1 -449 832 P2 168 617 I P09C Level V V1 -V,+, Roof 77 77 4th 121 44 3rd 136 15 2nd 243 107 1St -311 -554 P1 -102 209 P2 50 152 PO8B Level V V; V,+, Roof 372 372 4th 753 381 3`d 1156 403 2nd 1091 -65 lSt -1648 -2739 P1 -739 909 P2 163 902 P08D Level V V, -V,+, Roof 55 55 4th 152 97 3rd 195 43 2nd 361 166 1st -563 -924 P1 -174 389 P2 99 273 PO9B Level V V V,+, Roof 418 418 4th 813 395 3rd 1236 423 2nd 1166 -70 1St -1684 -2850 P1 -735 949 P2 154 889 P09D Level V Vi -V,+, Roof 59 59 4th 156 97 3`d 198 42 2nd 378 180 1St -592 -970 P1 -171 421 P2 100 271 Page 2 of 10 Sheet L—S of rev 4/10/03 4/15/2003 Drag Loads.xls ENGINEERS NORTHWEST, INC., P.S. 6869 WOODLAWN AVE NE, SUITE 500 SEATTLE, WA 98115 X - Direction (-1 eccentricity PO8A Level V V; V,+, Roof 133 133 4t1 356 223 3rd 537 181 2nd 728 191 1St -1187 -1915 P1 -438 749 P2 170 608 PO8C Level V V; V,+, Roof 51 51 4th 66 15 3rd 57 -9 2nd 155 98 1St -219 -374 P1 -33 186 P2 77 110 PO9A Level V V, V,+, Roof 127 127 4th 355 228 3`d 541 186 2nd 814 273 1St -1329 -2143 P1 -457 872 t P2 166 623 PO9C J ks ss.cuuS.ul: e� �.x•z� Level V V; V;+, Roof 80 80 4th 127 47 3rd 145 18 2nd 257 112 1st -330 -587 P1 -109 221 P2 47 156 74.34 PO8B Level V V; V;,., Roof 365 365 4th 736 371 3`d 1127 391 2nd 1041 -86 1St -1583 -2624 P1 -712 871 P2 161 873 P08D Level V V; V,o, Roof 70 70 4th 177 107 3rd 242 65 2nd 371 129 1St -558 -929 P1 -189 369 P2 91 280 PO9B Level V V; V,„, Roof 423 423 4th 826 403 3`d 1257 431 2nd 1209 -48 1St -1746 -2955 P1 -752 994 P2 151 903 PO9D Level V Vi -V, Roof 43 43 4th 131 88 3rd 153 22 2nd 369 216 1St -601 -970 P1 -156 445 P2 104 260 Page 3 of 10 Sheet L31 of rev 4/10/03 4/15/2003 Drag Loads.xls '1�i'.«. :§G}i;�gs!{t;'?{t'k.:h aiii,7!v;4,.r5'�Sj!{h'.! �r'}.'.�f:'i.hY{!i:i;':.ERr45n}i:"a't {'.L`hiFty%R"s$�bi7C ENGINEERS NORTHWEST, INC., P.S. 6869 WOODLAWN AVE NE, SUITE 500 SEATTLE, WA 98115 Y - Direction (4) eccentricity P01 Level V V, -V,+, 1st A 2316 2316 1 St B 975 975 P1 3313 22 P2 2462 -851 P06 Level V V, -V,,, 1st 4581 4581 P1 A 529 -165 P1 B 2961 -926 P2 3016 -474 Sheet LSZ of Y - Direction (-) eccentricity P01 Level V V; V,+, 1St A 2759 2759 1st B 1177 1177 P1 3690 -246 P2 2983 -707 P06 Level V V, V;+, 1st 3693 3693 P1 A 434 -126 P1 B 2462 -671 P2 2461 -435 Page 4 of 10 rev 4/10/03 4/15/2003 Drag Loads.xls ENGINEERS NORTHWEST, INC., P.S. 6869 WOODLAWN AVE NE, SUITE 500 SEATTLE, WA 98115 X - Direction (+) eccentricity P07 Level V V, -V1+1 1St 6141 6141 P1 4841 -1300 P2 2565 -2276 P10A Level V V; V,+, 1st 1628 1628 P1 958 -670 P2 690 -268 P1 OB Level V V, V,+, 1st 1608 1608 P1 952 -656 P2 689 -263 P10C Level V V; V;+, 1St 4450 4450 P1 2658 -1792 P2 1837 -821 Page 5 of 10 Sheet L-33 of rev 4/10/03 4/15/2003 Drag Loads.xls ENGINEERS NORTHWEST, INC., P.S. 6869 WOODLAWN AVE NE, SUITE 500 SEATTLE, WA 98115 X - Direction (-1 eccentricity P07 Level V V1 -V41 1st 5842 5842 P1 4588 -1254 P2 2416 -2172 P10A Level V V, -V,+, 1St 1701 1701 P1 1012 -689 P2 727 -285 P10B Level V v, -V,,.., 1st 1675 1675 P1 1003 -672 P2 726 -277 P1 OC Level V V, -V;+, 1st 4628 4628 P1 2789 -1839 P2 1931 -858 Page 6 of 10 Sheet Lad- of rev 4/10/03 4/15/2003 Drag Loads.xls ENGINEERS NORTHWEST, INC., P.S. 6869 WOODLAWN AVE NE, SUITE 500 SEATTLE, WA 98115 Sheet L of rev 4/10/03 Maximum Draq Loads Level Pier P01 P02 P03 PO4 P05 T P06 Roof 133 693 164 156 654 4th 381 709 184 189 648 183 3rd 11 556 204 159 599 86 2nd 91.. 32759 226 303 255 207 4581 E 1St p 1,,1177 2451 1369 1300 3290 165 • P1 246 233 413 408 920 926 •' P2 851 467 369 352 580 474 Maximum Drag Loads Level Pier P07 PO8A PO8B PO8C PO8D Roof P10C 133 372 53 70 4th 227 381 16 107 3rd 47 183 403 11 65 2nd 186 219 86 106 166 1St 6141 1998 2739 393 929 P1 1300 783 909 195 389 P2 2276 627 902 113 280 PC' S t+ Maximum Drag Loads Level Pier PO9A P096 PO9C PO9D P10A P1OB P10C Roof 129 423 80 59 4th 228 403 47 97 3rd 186 431 18 42 2nd 273 70 112 216 1st 2143 2955 587 970 1701 1675 4628 P1 872 994 221 445 689 672 1839 P2 623 903 156 271 285 277 858 'ti;as�,i�;.�:�3ti:r�'�;...i;::k>.u.::di::;:.::L:i•� ,.'zr�taz�_: �:<:iy�. Page 7 of 10 4/15/2003 Drag Loads.xls I^.r:;t�'7vY,@�C�r7.;�;?'r,.;i�!S•i� �1�131ijfr'�s.�3% +�, you ii � �la�� nq�111t1��im� PVN AVN ENGINEERS NORTHWEST, INC., P.S. 6869 WOODLAWN AVE NE, SUITE 500 SEATTLE, WA 98115 12.98 39.90 KLF - typical (except 1st floor) KLF - at first floor Sheet ►-.o of rev 4/10/03 <h Vu Level PO1A PO1B L `I, VN Vu L 4' VN Vu 1St 72.50 2893 2759 OK 37.50 1496 1177 OK P1 137.00 1778 246 OK 24.50 318 184 • P2 137.00 1778 851 OK 25.00 325 204 • <h Vu Level P02 P03 L ct' VN Vu L `=' VN Vu Roof 33.00 428 693 NG 24.00 312 164 • 4th 34.00 441 709 NG 24.50 318 184 • 3rd 35.00 454 556 NG 25.00 325 204 • 2nd 35.00 454 226 OK 25.00 325 303 • 1St 35.00 1397 2451 NG 25.00 998 1C%3 NG P1 35.00 454 233 OK 25.00 325 41 NG P2 35.00 454 467 (N7 25.00 325 (-369--) NG <h Vu Level PO4 P05 L `I) VII Vu L `0 VN Vu Roof 24.50 318 156 OK 41.00 532 654 NG 4th 25.00 325 189 OK 42.00 545 648 NG 3rd 25.50 331 159 OK 43.00 558 599 NG 2nd 25.50 331 255 OK 43.00 558 207 OK 15t 25.50 1017 1300 NG 43.00 1716 3290 NG P1 25.50 331 4084 NG 43.00 558 920 NG P2 25.50 331 3-52' ) NG 43.00 558 580 (NG' <h Vu Level PO6A PO6B L `PVN Vu L (t' VN Vu r 1St 112.00 4469 4581 NG P1 22.00 286 165 OK 87.00 1129 926 OK P2 137.00 1778 474 OK jY;i'��"�'ii:'«.liti:6i::ikuSe Page 8 of 10 roCe S 4/15/2003 Drag Loads.xis .l:ti ?r:.':t",;�.�a'Y'E�I'e�=.`•r.\'"•ifi'ri�. ENGINEERS NORTHWEST, INC., P.S. 6869 WOODLAWN AVE NE, SUITE 500 SEATTLE, WA 98115 Sheet L37 of rev 4/10/03 Level P07 L d>VN Vu Vu L 1St 272.00 10853 6141 OK P1 272.00 3531 1300 OK P2 272.00 3531 2276 OK Sheet L37 of rev 4/10/03 Page 9 of 10 Biu:}»rr1,^'7x .�a^�r�'yilrvayr 4/15/2003 Drag Loads.xis Level PO8A PO8B L (t) VN Vu L L c VN Vu L Cp VN Roof 32.00 415 133 OK 57.00 740 372 OK 4th 32.00 415 227 OK 57.00 740 381 OK 3`d • 32.00 415 183 OK 57.00 740 403 OK 2nd 32.00 415 219 OK 57.00 740 86 OK 1St 32.00 1277 1998 NG 57.00 2274 2739 NG P1 32.00 415 783 NG 57.00 740 909 NG P2 32.00 415 627 NG 57.00 740 902 NG Page 9 of 10 Biu:}»rr1,^'7x .�a^�r�'yilrvayr 4/15/2003 Drag Loads.xis (PVu PO9A PO9B Level PO8C PO8D L P VN Vu Vu L Cp VN Vu 41.00 532 Roof 20.00 260 53 OK 12.50 162 70 OK 4th 20.50 266 16 OK 13.00 169 107 OK 3rd 21.00 273 11 OK 13.50 175 65 OK 2nd 21.00 273 106 OK 13.50 175 166 OK 1St 21.00 838 393 OK 13.50 539 929 NG P1 21.00 273 195 OK 13.50 175 389 NG P2 21.00 273 113 OK 13.50 175 280 NG Page 9 of 10 Biu:}»rr1,^'7x .�a^�r�'yilrvayr 4/15/2003 Drag Loads.xis Level PO9A PO9B L VN Vu L Vr, Vu Roof 41.00 532 129 OK 46.50 604 423 OK 4th 41.00 532 228 OK 46.50 604 403 OK 3rd 41.00 532 186 OK 46.50 604 431 OK 2nd 41.00 532 273 OK 46.50 604 70 OK 1St 41.00 1636 2143 NG 46.50 1855 2955 NG P1 41.00 532 872 NG 46.50 604 994 NG P2 41.00 532 623 NG 46.50 604 903 NG Page 9 of 10 Biu:}»rr1,^'7x .�a^�r�'yilrvayr 4/15/2003 Drag Loads.xis ENGINEERS NORTHWEST, INC., P.S. 6869 WOODLAWN AVE NE, SUITE 500 SEATTLE, WA 98115 Sheet L.3B of rev 4/10/03 IN (PV N P10C L Level PO9C PO9D L `t'VN Vu 4628 L (AVN Vu 1960 1839 Roof 11.50 149 80 OK 24.00 312 59 OK 4th 12.00 156 47 OK 24.50 318 97 OK 3rd 12.50 162 18 OK 25.00 325 42 OK 2nd 12.50 162 112 OK 25.00 325 216 OK 1St 12.50 499 587 NG 25.00 998 970 OK P1 12.50 162 221 NG 25.00 325 445 NG P2 12.50 162 156 OK 25.00 325 271 OK IN Level P10C L Level P1OA P1OB L (PVN Vu 4628 L AVN Vu 1960 1839 1St 60.50 2414 1701 OK 60.50 2414 1675 OK P1 60.50 785 689 OK 60.50 785 672 OK P2 60.50 785 285 OK 60.50 785 277 OK IN Level P10C L `DVN Vu 1St 151.00 6025 4628 OK P1 151.00 1960 1839 OK P2 151.00 1960 858 OK Page 10 of 10 4/15/2003 Drag Loads.xls ETABS v7.22 File: IUS_TUKWWILA _2_3 Kip -in Units PAGE 1 April 10, 2003 11:56 Engineers Northwest 1-3c1 PIER FORCES STORY PIER LOAD LOC P V2 V3 T M2 4,1 ROOF P02 EQYPOS Top -0.82 439.30 -0.10 46.798 8.722 - Bottom -0.82 439.30 -0.10 46.798 -7.086 4:451. ROOF P03 EQYPOS Top -38.36 163.19 0.78 60.435 -72.904 -10167.80'. Bottom -38.36 163.19 0.78 60.435 48.280 15289.92. ROOF PO4 EQYPOS Top 10.39 156.15 0.7.1. 114.481 -100.369 . 1 Bottorn -2.1.19 157.95 0.92 139.618 72.994 12939.3-. ROOF P05 EQYPOS Tc,p -6.82 654.04 0.85 -71.586 -77.490 -38311.46`.. Bottorn -6.92 654.04 0.85 -71.586 55.424 63688.75 ROOF P08A EQYPOS Top -75.21 -16.00 4.02 65.116 -350.703 Bottorn -75.21 -16.00 4.02 65.116 275.896 -1544.97_ ROOF P08B EQYPOS Top -18.65 -31.89 13.96 355.549 -1335.819 1783.686 Bottom -18.65 -31.89 13.96 355.549' 841.967 -3190.441 ROOF POBC EQYPOS Top -22.22 -17.39 10.83 149.527 -871.437 1717,051_ Bottom -22.22 -17.39 10.83 149.527 717.370 -995.53 ROOF POBD EQYPOS Top -96.03 93.17 4.30 60.370 -388.272 -6796.855 Bottorn -96.03 93.17 4.30 60.370 282.398 7738.370 ROOF PO9A EQYPOS Top 76.34 5.15 3.97 23.215 -351.290 -699..55 Bottom 76.34 5.15 3.97 23.215 268.435 104.023 ROOF P09B EQYPOS Top 55.34 44.37 5.07 -52.606 -469.325 -3530.145 Bottorn 55.34 44.37 5.07 -52.606 321.282 3391.65 ROOF P09C EQYPOS Top 10.74 29.04 3.33 79.909 -198.852 -1114.505 Bottom 42.32 29.24 1.52 -15.996 98.792 1675.945 L ROOF P09D EQYPOS Top 102.59 -98.96 4.76 73.142 -436.087 7339.340 Bottorn 102.59 -98.96 4.76 73.142 306.836 -80 9;.247 STORY4 P02 EQYPOS Top 3.50 856.70 0.07 256.941 11.894 -381 c" Bottom 3.50 856.70 0.07 256.941 22.786 95488.510 STORY4 P03 EQYPOS Top -191.55 346.53 0.62 175.226 -52.022 -11009.224 Bottom -191.55 346.53 0.62 175.226 45.132 43048. 910 STORY4 PO4 EQYPOS Top -40.85 345.03 -2.63 798.979 -23.160 -21...26.545 Bottom -120.31 349.22 1.06 295.076 97.938 417:,;. STORY4 P05 EQYPOS Top -16.42 1302.18 1.40 -301.600 -104.041 -41246.509 Bottom -16.42 1302.18 1.40 -301.600 115.087 161893.437 STORY4 PO8A EQYPOS Top -293.21 -49.64 6.95 174.695 -552.9666 . .3 Bottom -293.2I -49.64 6.95 174.695 531.020 ^...✓ STORY4 P08B EQYPOS Top -40.36 -75.99 13.98 481.061 -1108.868 -1195.19 Bottom -40.36 -75.99 13.98 481.061 1071.726 -13051.937 ETABS v7.22 File: INS_TUt<WILA_2_3 Kip -in Units PAGE 2 April 10, 2003 11:56 Engineers Northwest L eco PIER FORCES STORY PIER LOAD LOC P V2 V3 T M2 1.13 STORY4 P08C EQYPOS Top -55.37 -18.27 14.70 349.440 -1269.442 131 .853 Bottom -55.37 -18.27 14.70 349.440 1023.296 -1533-.371 ST0RY4 P08D EQYPOS Top -377.28 145.33 9.01 14.332 -693.226 -11679.-78 Bottom -377.28 145.33 9.01 14.332 713.032 10991.69' STORY4 P09A EQYPOS Top 290.27 18.12 6.50 131,471 -512.2.1 - Bottom 290.27 18.12 6.50 131.471 501.759 _. ST0RY4 P098 EQYPOS Top 228.88 79.92 8.57 181.745 -624.443 -6916.130 Bottom 228.88 79.92 8.57 181.745 713.232 5542.'12 STORY4 P09C EQYPOS Top 94.40 56.55 8.20 320.017 -360.675 -1-86.337 Bottorn 173.87 60.24 4.01 56.419 284.578 237.1 STORY4 P09D EQYPOS Top 392.93 -156.60 9.02 2.1)94 -694.640 12010.396 Bottom 392.93 -156.60 9.02 22.094 712.275 -12418.-19 STORY3 P02 EQYPOS Top 5.16 1180.83 0.29 462.796 29.287 -371-6_3;8 Bottom 5.16 1180.83 0.29 462.796 74.271 146921.-93 STORY3 P03 EQYPOS Top -483.44 522.13 0.73 376.901 -26.433 -1419.3 Bottom -483.44 522.13 0.73 376.901 86.781 8603.1._67 STORY3 PO4 EQYPOS Top -186.41 504.34 -10.21 '069.276 207.769 2C122.2-1 Bottom 01 2._ -- Bottom -322.90 513.82 0.50 619.505 104.617 81861.165 STORY3 P05 EQYPOS Top -37.26 1901.23 3.00 -1177.077 -188.366 -11763.3 Bottorn -37.26 1901.23 3.00 -1177.077 279.128 281328.6/4 STORY3 P08A EQYPOS Top -664.45 -71.36 11.37 355.055 -833.126 -3445.::1 Bottom -664.45 -71.36 11.37 355.055 941.101 -145-".1:0 ST0RY3 ?08B EQYPOS Top -60.58 -108.94 11.04 654.673 -882.880 -11198.-46 Bottorn -60.58 -108.94 11.04 654.673 839.165 -28193.-98 STORY3 P08C EQYPOS Top -90.56 -17.78 15.77 590.666 -1261.110 -.3'4 Bottom -90.56 -17.78 15.77 590.666 1198.945 -1935.210 STORY3 P08D EQYPOS Top -846.94 262.55 10.48 -213.875 -717.071 -21170.:26 Bottom -846.94 262.55 10.49 -218.875 917.103 19,58.312 STORY3 P09A EQYPOS Top 659.88 10.53 10.49 331.204 -770.190 -2292.53: Bottom 659.88 10.53 10.49 331.204 866.847 -619.-61 STORY3 8098 EQYPOS Top 540.31 102.04 7.36 569.921 -161.681 -12570.31) Bottorn 540.31 102.04 7.36 569.921 687.011 3347.9-4 STORY3 P09C EQYPOS Top 275.03 94.44 14.11. 946.304 -390.140 Bottorn 411.53 105.14 4.64 320.825 323.192 54":•.:_:.3 ,-....." ST0RY3 P09D EQYPOS Top 883.05 -273.48 10.30 -212.606 -705.113 2105:x.151 Bottom 883.05 -273.48 10.30 -212.606 901.690 -21612.354 ,u?uthiti�„il,G:wil{s•+5i'•i�':cSo.:.:.:..'d,.``w"i: ETABS v7.22 File: INS_TUKWILA_2_3 Kip -in Units PAGE 3 April 10, 2003 11:56 Engineers Northwest P I E R FORCES STORY PIER LOAD LOC P V2 V3 T M2 M3 STORY2 802 EQYPOS Top 23.66 1328.49 1.05 493.434 69.106 -22009.747 Bottom 23.66 1328.49 1.05 493.434 257.245 217119.583 STORY2 803 EQYPOS Top -919.12 782.33 0.54 350.033 42.377 17201.113 Bottom -919.12 782.33 0.54 350.033 140.018 158020.580 STORY2 804 EQYPOS Top -460.68 759.23 -7.51 1511.399 337.955 51511.?0C Bottom -635.87 757.38 1.91 263.018 256.680 165381.238 STORY2 805 EQYPOS Top -30.17 2108.24 2.25 -269.876 -59.428 75174.162 Bottom -30.17 2108.24 2.25 -269.876 345.862 454657.121 STORY2 P08A EQYPOS Top -1147.96 -94.72 16.26 339.054 -937.765 -100.15.121. Bottom -1147.96 -94.72 16.26 339.054 1989.925 -27098.142 STORY2 8088 EQYPOS Top -78.82 -107.72 26.70 573.918 -1019.661 -26579.988 Bottom -78.82 -107.72 26.70 573.918 3785.832 -45970.106 STORY2 PO8C EQYPOS Top -123.44 -24.55 16.25 321.779 -974.148 232.774 Bottom -123.44 -24.55 16.25 321.779 1951.061 -A186.892 STORY2 P08D EQYPOS Top -1433.75 13.61 20.18 -27.499 -935.811 -20312.959 Bottom -1433.75 138.61 20.18 -27.499 2696.604 4636.532 STORY2 P09A EQYPOS Top 1124.95 41.60 15.47 319.936 -865.376 -4809.590 Bottom 1124.95 41.60 15.47 319.936 1919.308 2679.726 STORY2 809B EQYPOS Top 993.84 109.57 25.16 523.764 -964.084 -227.2.358 Bottom 993.84 109.57 25.16 523.764 3564.759 -3018.977 STORY2 P09C EQYPOS T6p 583.58 83.89 15.01 406.947 -504.790 -4267.794 Bottom 758.77 93.31 16.86 498.883 1637.963 2146.013 STORY2 P09D EQYPOS Top 1462.52 -152.30 19.83 -6.834 -909.163 17815.580 Bottom 1462.52 -152.30 19.83 -6.834 2659.656 -9599.,267 STORY1 PO1A EQYPOS Top -36.41 2315.74 8.33 -3.45.430 -274.362 -16361.133 Bottom -109.04 2316.34 3.72 -1231.794 226.437 229794.024 STORY1 PO1B EQYPOS Top 29.66 974.68 -7.33 -158.346 245.304 -8957.963 Bottom 120.54 973.44 -5.42 -1185.260 -183.344 89317.467 STORY1 802 EQYPOS Top 32.43 408.70 -3.05 -499.627 320.601 103022.654 Bottom 32.43 408.70 -3.05 -4:19.627 -44.871 152066.-51 STORY1 P03 EQYPOS Top -1085.40 -456.79 -0.68 -34.879 116.433 132131.'•99 Bottom -1085.40 -456.79 -0.68 -34.879 35.052 77317.629 STORY1 804 EQYPOS Top -685.09 -5.10.79 -33.82 4530.525 437.260 150390.(58 Bottom -621.04 -612.88 5.21 -744.805 349.217 86722.-75 "•...,/ STORY1 805 EQYPOS Top -17.00 -1182.43 -2.00 -357.197 246.686 371006.:54 Bottom -17.00 -1182.43 -2.00 -357.197 6.708 229114.541 ETABS v7.22 File: INS_TUKWILA 2_3 Kip -in Units PAGE 4 April 10, 2003 11:56 Engineers Northwest PIER P O RCE S STORY PIER LOAD LOC P V2 V3 T M2 MJ STORY1 P06A EQYPOS Top 20.93 4580.84 6.92 7512.039 -75.683 -43015..33 Bottom 147.13 4580.39 5.51 6570.516 216.180 420_6.49 STORY1 PO7A EQYPOS Top -63.77 -435.07 21.42 2383.972 -1063.741 7941.05 Bottom -63.77 -435.07 21.42 2.353.972 -468.987 -•1.,C.;:1' STORY1 PO7B EQYPOS Top -68.76 -22.32 6.51 348.925 -141.045 -26102.114 Bottom -68.78 -22.32 6.51 348.925 223.506 2/45 . - STORY1 PO7C EQYPOS Top -82.82 -375.76 7.31 -139.581 -199.992 33.634.342 Bottom -82.82 -375.76 7.31 -139.581 209.217 12591.672 STORY1 P07D EQYPOS Top -'80.86 -434.57 23.10 1109.309 505.1:1 C 29135.:32 Bottom -280.86 -434.57 23.10 1109.309 1336.711 1349:1..963 STORY1 PO8A EQYPOS Top -1471.73 125.20 -1.81 -12.100 859.282 -24C15.9'.,9 Bottom -1471.73 125.20 -1.81 -12.100 641.896 -5994.-39 STORY1 PO8B EQYPOS Top -90.30 189.67 -19.07 -56.077 2681.566 -45. 9. -=- Bottom -90.30 189.67, -19.CJ -56.077 392.593 - 22:65.945 STORY1 PO8C EQYPOS Top -143.54 19.59 -2.57 270.421 Bottom -143.54 19.59 -2.57 270.421 686.403 377.991 -2932..-__ STORY1 PO8D EQYPOS Top -1668.21 62.30 -25.36 302.692 2460.494 -11500.' Bottom -1668.21 62.30 -25.36 302.692 -553.075 -4024.140 STORY1 PO9A EQYPOS Top 1440.02 -11.08 -2.33 -42.612 Bottom 1440.02 -11.08 -2.33 -42.612 924.329 645.122 -173._-_ -1503.141 STORY1 PO9B EQYPOS Top 1171.58 23.16 -30.16 -618.088 3367.497 -13351.945 Bottorn 1171.56 23.16 -30.16 -618.088 -251.115 -10572.1:%7 STORY1 PO9C EQYPOS Top 827.52 -71.45 -85.81 -4204.530 2559.022 -1945.696 Bottom 763.47 -32.42 -13.72 -88.632 -318.857 -281:1.693 STORY1 P09D EQYPOS Top 1683.77 -29.60 -24.99 323.073 2475.916 5601.:'92 Bottom 1683.77 -29.60 -24.99 323.073 -522.422 2049.-79 STORY1 P1OA EQYPOS Top 36.70 -163.86 11.41 1938.033 -336.279 6759..354 Bottom 82.20 -168.46 5.53 268.644 351.744 22512.549 STORY1 P10B EQYPOS Top 44.36 162.13 11.34 -1055.264 -223.676-4P63:.:_- Bottom 25.59 162.47 3.15 -871.466 248.655 -4723.516 STORY1 P1OC EQYPOS Top 72.04 103.53 12.12 397.304 -503.930 -5151.: Bottom 128.96 103.63 9.15 -180.068 656.664 -1010.9,7 81 PO1A EQYPOS Top -30.78 3133.18 -1.47 -1965.555 136.412 48904.142 Bottom -30.78 3133.18 -1.47 -1965.555 -40.143 4249.85. P1 P02 EQYPOS Top 12.14 272.25 -0.52 57.688 41.911 112954.:14 Bottom 12.14 272.25 -0.52 57.688 -20.655 1455.13.097 8'd}�i'}•sikY� G �i4.t,"Sie?w�':?t:.�,t�uyt'�q:5.S�7.u,: Ys_ ETABS v7.22 File: INS_TUKWtLA_2_3 Kip -in Units PAGE 5 April 10, 2003 11:56 Engineers Northwest L.d-3 PIER FORCES STORY PIER LOAD LOC P V2 V3 T N2 1':3 P1 P03 EQYPOS Top -1010.09 -79.87 -0.20 94.893 23.095 94946.5,1:: Bottom -1010.09 -79.87 -0.20 ?4.883 -0.422 75_62.6 P1 PO4 EQYPOS Top -535.64 -133.01 -39.79 5516.642 475.17.19 9333--:-1_. Bottom -514.63 -131.50 5.14 -565.917 26.0.407 803i97.c.i2 P1 P05 EQYPOS Top -39.02 -261.63 -0.27 337.553 24.302 257124. Bottom -39.02 -261.63 -0.27 237.553 -8.009 225.707. P1 P06A EQYPOS Top -218.02 528.82 2.58 .392.501 -149.773 -2119'..:').3 Bottom -218.02 528.82 2.58 392.501 160.155 42257.23.5 P1 P06B EQYPOS Top 362.55 2960.95 -2.68 2167.221 17).835 -3657 Bottom 362.55 2960.95 -2.68 2167.221 -150.462 315757.1:1 81 P07A EQYPOS Top -482.39 -582.06 6.76 3393.817 133.252 88449.10 Bottom -482.39 -582.06 6.76 3393.817 • 943.919 18611.119 81 P08A EQYPOS Top -1571.19 30.34 3.63 75.320 111.530 -7964. Bottom -1571.19 30.34 3.63 75.320 548.189 -4324.166 81 808E EQYPOS Top -97.95 63.08 9.42 161.169 -258.290 -21652.314 Bottom -97.95 68.08 9.42 164.169 872.083 -13453.363 ) P1 P08C EQYPOS Top -155.71 -4.79 7.40 153.025 -345.1.11 162..:43 Bottom -155.71 -4.79 7.40 153.025 542.914 -413.154 81 P08D EQYPOS Top -1573.87 -20.47 3.79 196.234 -114.104 228 Bottom -1573.87 -20.47 3.79 196.234 3.10.590 -169.151 81 P09A EQYPOS Top 1559.84 20.80 4.20 6.3.670 71.433 -2595.41 Bottom 1559.84 20.80 4.20 69.670 571.994 -102.699 81 P09B EQYPOS Top 1103.73 39.29 5.10 -35.022 72.634 -68333.21. Bottom 1103.73 39.29 5.10 -35.022 684.218 -2110.7:'7 81 P09C EQYPOS Top 689.71 -59.13 1.44 -1:3.135 133.227 1361.951 Bottom 668.71 -13.21 -0.07 -1'1.485 130.868 81 P09D EQYPOS Top 1611.45 28.31 4.59 1-0.889 -181.325 -2713.1.15 Bottom 1611.45 28.31 4.59 1-0.889 369.1.27 63.1.115 P1 P1OA EQYPOS Top 165.39 -51.97 0.74 :95.879 .9.690 63269.41 Bottom 165.39 -51.97 0.74 195.879 155.393 57632.6 P1 P10B EQYPOS Top 61.90 211.91 3.38 -166.732 -72.167 -44085.239 Bottom 61.90 211.91 3.38 -166.732 333.467 -18656.313 P1 P1OC EQYPOS Top 232.39 274.50 4.01 591.463 96.121 -24306.517 Bottom 232.39 274.50 4.01 591.463 577.428 8633.53:, P2 P01A EQYPOS Top -77.21 2461.71 0.01 -12:6.655 -7.264 301875.1.11 Bottom -77.21 2461.71 0.01 -12:6.655 -5.612 597250.411 .,..i.,lei;,.:,:ui',wr':a4i::LFru•�l�0.Ut.:"' ETABS v7.22 File: INS_TUKWILA_2_3 Kip -in Units PAGE 6 April 10, 2003 11:56 Engineers Northwest PIER FORCES STORY PIER LOAD LOC P V2 V3 T h12 h13 P2 P02 EQYPOS Top 17.68 466.25 -0.10 2.985 14.696 113215.:41 Bottom 17.68 466.25 -0.10 2.985 2.934 169165. '4 P2 P03 P2 PO4 P2 P05 P2 P06A P2 P07A P2 P07K P2 P07L P2 807N P2 807P P2 P07Q P2 P07R P2 P07S P2 P08A P2 P08B P2 808C P2 P08D P2 P09A EQYPOS Top -1027.75 255.50 0.15 -7.321 -9.372 71746. 529 Bottom -1027.75 255.50 0.15 -7.321 9.178 10240".314 EQYPOS Top -489.14 219.14 -42.40 5'24.439 550.715 81:66.514 Bottom -513.14 243.24 1.97 -.63.814 34.524 10703Y.:- EQYPOS Top -20.90 318.28 -0.08 22.537 Bottom -20.90 318.28 -0.08 22.537 EQYPOS Top 91.87 3016.11 -0.14 406.519 Bottom 91.87 3016.11 -0.14 406.519 EQYPOS Top -225.28 -41.03 -0.26 24.509 Bottom -225.28 -41.03 -0.26 24.509• 11.771 227:94.269 2.736 266095.154 24.416 429-46. 7.569 791. 9.544 30.992 -73569.201 0.000 -78492.233 EQYPOS Top -12.07 -16.99 -0.08 2.100 9.423 Bottom -12.07 -16.99 -0.08 2.100 0.000 EQYPOS Top -4.11 -3.54 -0.06 0.276 7.633 Bottom -4.11 -3.54 -0.06 0.276 0.000 EQYPOS Top -15.92 -8.95 -0.11 -1.700 13.469 Bottom -15.92 -8.95 -0.11 -1.700 9.877 EQYPOS Top -11.26 -6.49 -0.06 -1.284 4.875 Bottom -11.26 -6.49 • -0.06 -1.284 0.000 EQYPOS Top -2.33 -1.5.1 -0.03 0.128 2.610 Bottom -2.33 -1.54 -0.03 0.128 0.000 EQYPOS Top -2.33 -0.92 -0.03 0.010 2.393 Bottorn -2.33 -0.92 -0.03 0.010 0.000 EQYPOS Top -285.95 -102.15 -0.86 -73.446 102.943 Bottom -285.95 -102.15 -0.86 -73.446 0.000 EQYPOS Top -1665.33 1.54 3.58 51.646 -24.933 Bottorn -1665.33 1.54 3.58 51.646 404.516 EQYPOS Top -102.67 11.28 -3.58 3.906 Bottorn -102.67 11.28 -3.58 3.906 - 223.:15 197.•-- 193. 917 - 37(S. 9 4 66.162 -69.595 36.384 -44.199 814:8.1:6 6914:.575 - 3435.792 - 3153.632 429.186 -13124.515 0.000 -1177.:'.731 EQYPOS Top -163.50 -2.77 -0.58 48.367 69.876 Bottom -163.50 -2.77 -0.58 48.367 0.000 43.329 - 289. 417 EQYPOS Top -1575.50 -0.75 0.3.1 -191.198 183.895 -.69.525 Bottom -1575.50 -0.75 0.34 -131.198 224.548 -461.3700 EQYPOS Top 1648.47 1.86 2.28 37.445 23.290 Bottom 1648.47 1.86 2.28 37.445 296.471 - 992.53; -669.530 ETABS v7.22 File: INS_TUKWILA_2_3 Kip -in Units PAGE 7 April 10, 2003 11:56 Engineers Northwest PIER F O RCE S STORY PIER LOAD LOC P V2 V3 T M2 M3 P2 PO9B EQYPOS Top 1126.02 4.84 -0.67 193.940 326.508 -3463.182 Bottom 1126.02 4.84 -0.67 .83.940 246.460 -2892.579 P2 PO9C EQYPOS Top 650.65 -35.36 24.65 1493.806 -37.351 1373.703 Bottom 674.65 9.02 0.55 108.030 107.261 337.432 to2 P09D EQYPOS Top 1594.96 2.43 -0.78 -106.829 231.009 -331.403 Bottom 1594.96 2.43 -0.78 -106.829137.5..E 22 P2 P1OA EQYPOS Top 223.07 -27.52 1.09 379.040 -31.857 99929.307 Bottom 223.07 -27.52 1.09 379.040 99.109 96626.064 P2 P1OB EQYPOS Top 141.05 84.75 0.86 -479.646 9.596 -84171:.120 Bottom 141.05 84.75 0.86 -479.646 113.339 -74000.095 P2 P1OC EQYPOS Top 359.81 93.03 -0.58 -.33.875 95.006 -16139.925 Bottom 359.81 93.03 -0.58 -133.875* 24.846 -4976.915 ETABS v7.22 File: INS_TUKWILA_2_3 Kip -in Units PAGE 1 April 10, 2003 11:54 Engineers Northwest PIER FORCES STORY PIER LOAD LOC P V2 V3 T M2 M3 ROOF P02 EQYNEG Top -2.40 693.17 -0.11 -5.580 8.898 -44897.18; Bottom -2.40 693.17 -0.11 -5.580 -7.749 63237.961 ROOF P03 EQYNEG Top -37.52 164.36 0.85 23.682 -79.899 -10126.669 Bottom -37.52 164.36 0.85 23.682 53.301 15513.786 ROOF PO4 EQYNEG Top 7.91 132.99 0.67 100.776 -85.330 Bottom -17.08 134.58 0.80 76.137 61.528 -6415.551. 11150. 734 ROOF P05 EQYNEG Top -4.51 429.94 0.59 -86.927 -54.242 -25090.357 Bottom -4.51 429.94 0.59 -86.927 38.496 41980.891 ROOF PO8A EQYNEG Top -118.67 -18.45 6.27 -28.451 -550.579 1156.)91 Bottom -118.67 -18.45 6.27 -28.451 428.243 -1722.59 ROOF PO8B EQYNEG Top -17.41 -17.46 14.50 229.869 -1385.301 1149.165 Bottom -17.41 -17.46 14.50 229.869' 877.383 -1575.023 ROOF P08C EQYNEG Top -20.15 -12.84 9.52 107.154 -854.161 1255.127 Bottom -20.15 -12.84 9.52 107.154 631.268 -74.298 ROOF P08D EQYNEG Top -62.63 61.25 2.62 19.807 -236.159 -4499.519 Bottom -62.63 61.25 2.62 19.807 172.596 5055.799 ROOF PO9A EQYNEG Top 121.47 9.94 6.33 -83.463 -563.153 -966.444 Bottom 121.47 9.94 6.33 -83.463 424.434 583.699 ROOF PO9B EQYNEG Top 52.85 34.60 5.54 -171.331 -512.166 -2826.053 Bottom 52.85 34.60 5.54 -171.331 352.445 2571.566 ROOF PO9C EQYNEG Top 11.80 21.80 3.02 51.216 -183.536 -756.235 Bottom 36.80 21.94 1.44 -32.871 94.265 1262.690 ROOF P09D EQYNEG Top 66.95 -65.47 2.89 27.368 -264.614 4882.641 Bottom 66.95 -65.47 2.89 27.368 186.963 -5330.900 STORY4 P02 EQYNEG Top 2.48 1401.52 0.00 8.209 14.738 -63193.151 Bottom 2.48 1401.52 0.00 8.209 14.276 155443.190 STORY4 P03 EQYNEG Top -187.67 338.88 0.77 27.333 -65.435 -10463.017 Bottom -187.67 338.88 0.77 27.333 54.845 42402.753 STORY4 PO4 EQYNEG Top -32.28 280.15 -1.91 512.077 -28.879 -1397.493 Bottom -94.47 283.63 1.03 110.215 89.892 34432.515 STORY4 P05 EQYNEG Top -12.36 840.17 0.98 -332.808 -71.974 -26322.885 Bottom -12.36 840.17 0.98 -332.808 80.530 104742.995 STORY4 PO8A EQYNEG Top -470.08 -43.71 11.40 -24.301 -905.455 1513.834 Bottom -470.08 -43.71 11.40 -24.301 872.242 -5304.240 STORY4 PO8B EQYNEG Top -37.66 -40.15 14.33 215.028 -1141.602 -289.642 Bottom -37.66 -40.15 14.33 215.028 1094.440 -6552.456 ETABS v7.22 File: INS_TUKWILA_2_3 Kip -in Units PAGE 2 April 10, 2003 11:54 Engineers Northwest L47 PIER FORCES STORY PIER LOAD LOC P V2 V3 T M2 M3 STORY4 P08C EQYNEG Top -49.79 -12.97 12.74 237.923 -1102.667 975.252 Bottom -49.79 -12.97 12.74 237.923 894.093 -1049.129 STORY4 P08D EQYNEG Top -244.62 94.07 5.57 -46.431 -424.668 -7588.506 Bottom -244.62 94.07 5.57 -46.431 444.590 7086.684 STORY4 P09A EQYNEG Top 468.27 16.86 10.78 -75.963 -850.514 -2360.144 Bottom 468.27 16.86 10.78 -75.963 830.504 269.679 STORY4 P09B EQYNEG Top 221.38 54.12 8.83 -80.222 -649.146 -6832.730 Bottom 221.38 54.12 8.83 -80.222 727.682 1609.559 STORY4 P09C EQYNEG Top 81.61 42.83 6.93 207.150 -313.020 -1317.216 Bottom 143.81 45.76 3.45 13.654 245.076 2235.233 STORY4 P09D EQYNEG Top 256.43 -103.53 5.57 -42.170 -424.895 7901.054 Bottom 256.43 -103.53 5.57 -42.170 444.103 -8249.229 STORY3 P02 EQYNEG Top 3.61 1957.74 0.30 -70.655 23.824 -62694.752 Bottom 3.61 1957.74 0.30 -70.655 70.320 242722.164 STORY3 P03 EQYNEG Top -481.07 543.43 1.04 -29.398 -49.276 -2361.830 Bottom -481.07 543.43 1.04 -29.398 113.292 82413.112 STORY3 PO4 EQYNEG Top -147.08 420.21 -8.19 1357.006 167.123 16487.630 Bottom -258.23 428.24 0.43 178.113 87.381 68287.611 STORY3 P05 EQYNEG Top -30.89 1191.54 2.13 -1090.489 -123.395 -5834.271 Bottom -30.89 1191.54 2.13 -1090.489 208.396 180046.462 STORY3 P08A EQYNEG Top -1079.95 -61.14 18.04 -30.755 -1366.003 245.749 Bottom -1079.95 -61.14 18.04 -30.755 1447.874 -9292.602 STORY3 P08B EQYNEG Top -56.62 -45.39 11.09 107.655 -938.604 -5383.638 Bottom -56.62 -45.39 11.09 107.655 790.716 -12463.761 STORY3 P08C EQYNEG Top -81.28 -14.72 13.74 350.759 -1102.309 745.314 Bottom -81.28 -14.72 13.74 350.759 1040.806 -1550.927 STORY3 P08D EQYNEG Top -540.66 162.32 6.63 -272.043 -432.228 -13268.215 Bottom -540.66 162.32 6.63 -272.043 602.091 12054.196 STORY3 P09A EQYNEG Top 1077.01 6.94 16.51 -62.126 -1259.138 -5045.796 Bottom 1077.01 6.94 16.51 -62.126 1317.090 -3963.784 STORY3 P09B EQYNEG Top 532.55 55.77 7.55 45.783 -515.490 -15897.018 Bottom 532.55 55.77 7.55 45.783 661.818 -7197.252 STORY3 P09C EQYNEG Top 228.34 75.58 11.99 567.040 -343.996 -2424.318 Bottom 339.49 84.21 3.95 123.056 273.145 4228.642 STORY3 P09D EQYNEG Top 570.76 -176.73 6.54 -268.818 -426.250 13322.260 Bottom 570.76 -176.73 6.54 -268.818 593.630 -14247.000 ETABS v7.22 File: INS_TUKWILA_2_3 Kip -in Units PAGE 3 April 10, 2003 11:54 Engineers Northwest PIER FOR C E S STORY PIER LOAD LOC P V2 V3 T M2 M:: STORY2 P02 EQYNEG Top 42.52 2184.13 0.91 -151.962 56.812 -31832._4 Bottom 42.52 2184.13 0.91 -151.962 221.315 36131.:.99` STORY2 P03 EQYNEG Top -937.61 845.71 1.19 -62.502 -5.014 16709.66c Bottom -937.61 845.71 1.19 -62.502 208.293 168936.03` STORY2 PO4 EQYNEG Top -366.57 651.10 -4.99 916.382 243.355 43785.19; Bottom -502.10 649.39 2.49 -181.151 338.633 143153.72r STORY2 P05 EQYNEG Top -40.93 1290.45 1.81 -666.156 -34.246 41743.47; Bottom -40.93 1290.45 1.81 -666.156 291.689 274024.919 STORY2 P08A EQYNEG Top -1870.77 -24.86 31.35 -56.457 -1717.418 -2145.65- Bottom 214;.Bottom -1870.77 -24.86 31.35 -56.457 3925.030 -6626..994 STORY2 P08B EQYNEG Top -73.80 -1.45 30.18 -53.433 -1164.235 -11459.494 Bottom -73.80 -1.45 30.18 -53.433' 4267.398 -11721.196 STORY2 P08C EQYNEG Top -110.90 -7.10 14.28 142.957 -860.950 87.23: Bottom -110.90 -7.10 14.28 142.957 1709.755 STORY2 P08D EQYNEG Top -919.84 117.73 10.86 -160.865 -506.764 -13943.939. Bottom -919.84 117.73 10.86 -160.865 1447.536 7246.936 STORY2 P09A EQYNEG Top 1828.96 -18.90 30.02 -81.550 -159.830 -10604.06;- Bottom 1828.96 -18.90 30.02 -81.550 3809.932 -14006.781 STORY2 P09B EQYNEG Top 1006.27 19.47 28.73 -93.129 -1127.973 -34089.901 Bottom 1006.27 19.47 28.73 -93.129 4042.978 -30584.344 STORY2 P09C EQYNEG Top 478.48 54.66 13.04 213.421 -442.599 -3459.095 Bottom 614.01 62.14 14.75 298.570 1436.449 -350.194 STORY2 P09D EQYNEG Top 959.83 -133.12 10.65 -148.193 -491.001 12326.366 Bottom 959.83 -133.12 10.65 -148.193 1425.497 -11635.946 STORY1 POlA EQYNEG Top -53.16 2759.31 10.16 -4145.691 -331.748 -22356.303 Bottom -142.77 2760.61 4.34 -1602.579 260.502 269657.957 STORY1 PO1B EQYNEG Top 39.17 1176.92 -9.48 -1970.166 300.369 -8716.342 Bottom 162.50 1175.63 -7.58 -1559.398 -274.202 104472.702 STORY1 P02 EQYNEG Top 54.92 -266.81 -3.53 221.242 316.947 219230.02. Bottom 54.92 -266.81 -3.53 221.242 -107.030 187212_.73• STORY1 P03 EQYNEG Top -1109.57 -523.05 -2.94 230.166 266.234 142185.534 Bottom -1109.57 -523.05 -2.94 230.166 -86.044 79419.527 STORY1 PO4 EQYNEG Top -543.14 -399.18 -37.70 5009.960 569.681 130290.564 Bottom -514.76 -456.03 2.57 -437.380 215.486 80426.98( STORY1 P05 EQYNEG Top -28.03 -333.29 -2.27 -167.997 234.458 205936.570 Bottom -28.03 -333.29 -2.27 -167.997 -38.284 165941.386 ETABS v7.22 File: INS_TUKWILA_2_3 Kip -in Units PAGE 4 April 10, 2003 11:54 Engineers Northwest PIER FORCES STORY PIER LOAD LOC P V2 V3 T M2 M= STORY1 P06A EQYNEG Top 15.74 3692.54 5.07 5809.335 -60.907 -3:216.63 Bottom 105.76 3692.06 3.50 4'59.130 126.211 35197.21(. STORY1 P07A EQYNEG Top -63.17 196.20 20.96 -:166.832 -1039.409 -1.5917.544 Bottom -63.17 196.20 20.96 -2166.832 -452.644 -2423.94.4 STORY1 P07B EQYNEG Top -85.10 264.58 7.47 89.926 -161.365 -33_14.60: Bottom -85.10 264.58 7.47 89.926 256.926 -15395.09. STORY1 P07C EQYNEG Top -63.96 -82.72 6.07 -381.894 -166.210 25551.77r Bottom -63.96 -82.72 6.07 -381.894 173.467 20919.60 STORY1 P07D EQYNEG Top -276.52 196.52 22.73 -3462.948 502.583 -5150.05(_ Bottom -276.52 196.52 22.73 -3462.948 1320.875 -44775.19.. STORY1 P08A EQYNEG Top -2272.19 19.39 -24.84 7.028 2887.727 -2965.93: Bottom -2272.19 19.39 -24.84 7.028' -93.532 -639.063 STORY1 PO8B EQYNEG Top -84.73 51.46 -23.38 :62.541 3129.984 -11066.93' Bottom -84.73 51.46 -23.38 .62.541 324.569 -4912.15: STORY1 P08C EQYNEG Top -129.49 -0.92 -1.50 238.588 566.158 -185.002 Bottom -129.49 -0.92 -1.50 238.588 385.819 -295.92C STORY1 P08D EQYNEG Top -1113.12 51.35 -10.05 56.432 1117.021 -69"0.50(- Bottom -1113.12 51.35 -10.05 56.432 -89.292 91.97: STORY1 P09A EQYNEG Top 2218.04 90.80 -24.68 -23.134 2949.166 -1/394.301 Bottom 2218.04 90.80 -24.68 -23.134 -11.891 -6495.472 STORY1 P09B EQYNEG Top 1188.91 155.02 -35.33 -442.439 3867.045 -40633.95S Bottom 1188.91 155.02 -35.33 -442.439 -372.226 -2:231.693 STORY1 P09C EQYNEG Top 673.33 -30.51 -67.82 -3302.758 2132.802 -3533.553 Bottom 644.95 9.76 -10.97 -51.531 -211.744 -1406.870 STORY1 P09D EQYNEG Top 1140.18 -9.69 -9.98 76.529 1132.362 783.884 Bottom 1140.18 -9.69 -9.98 76.529 -65.137 -378.396 STORY1 P10A EQYNEG Top 54.58 -317.26 13.82 2:23.427 -378.105 12236.867 Bottom 104.59 -323.36 6.55 345.951 416.526 20623.53: STORY1 P10B EQYNEG Top 27.19 21.15 8.81 -1198.920 -202.123 -348.26`. Bottom 17.33 21.23 2.60 -634.593 197.869 -1:55:x.244 STORY1 P10C EQYNEG Top 69.98 -271.86 12.08 -1406.618 -503.210 6369.264 Bottom 125.65 -271.87 9.15 -631.890 656.626 -11110.093 P1 POlA EQYNEG Top -28.34 3690.24 -0.85 -:388.037 88.607 24415.89( Bottom -28.34 3690.24 -0.85 -:388.037 -13.424 46'247.24' P1 P02 EQYNEG Top 6.14 -33.73 -0.17 134.214 13.623 186012.499 Bottom 6.14 -33.73 -0.17 134.214 -6.300 181965.143 41i'r.#'�L`.iE�• A �� � t{ii4iSF+��`+�•�ii�J:'� t;., ....a. ETABS v7.22 File: INS_TUKWILA_2_3 Kip -in Units PAGE 5 April 10, 2003 11:54 Engineers Northwest L7 PIER FORCES STORY PIER LOAD LOC P V2 V3 T 142 M3 P1 P03 EQYNEG Top -1018.84 -109.81 -0.10 110.122 12.964 88954.606 Bottom -1018.84 -109.81 -0.10 110.122 1.303 75777.646 P1 804 EQYNEG Top -464.62 -83.94 -35.56 4960.132 390.955 82724.384 Bottom -455.43 -80.91 4.55 -470.172 231.117 74260.586 P1 P05 EQYNEG Top -23.65 68.83 0.41 -10.892 -23.451 165892.133 Bottom -23.65 68.83 0.41 -10.892 25.243 174151.403 P1 P06A EQYNEG Top -195.92 434.30 2.51 304.430 -160.467 -16886.905 Bottom -195.92 434.30 2.51 304.430 140.479 35228.806 P1 P06B EQYNEG Top 305.00 2462.28 -1.85 1742.430 125.651 -25053.513 Bottom 305.00 2462.28 -1.85 1742.430 -96.405 270420.05C P1 P07A EQYNEG Top -472.00 -53.43 6.07 3440.561 159.224 -45954.798 Bottom -472.00 -53.43 6.07 3440.561' 888.215 -52366.575 P1 PO8A EQYNEG Top -2247.72 -2.18 2.82 -6.584 101.943 -831.725 Bottom 72247.72 -2.48 2.82 -6.584 440.791 -1129.506 P1 PO8B EQYNEG Top -92.05 10.04 9.82 74.208 -321.896 -4460.347 Bottom -92.05 10.04 9.82 74.208 856.846 -3255.386 P1 PO8C EQYNEG Top -141.12 -6.21 6.60 133.070 -292.691 344.619 Bottom -141.12 -6.21 6.60 133.070 499.611 -401.034 81 P08D EQYNEG Top -1112.81 11.56 3.58 31.983 -73.178 29.925 Bottom -1112.81 11.56 3.58 31.983 356.868 1416.789 P1 PO9A EQYNEG Top 2242.42 37.27 4.21 -8.790 -11.600 -6608.426 Bottom 2242.42 37.27 4.21 -8.790 493.815 -2136.184 P1 P09B EQYNEG Top 1105.20 74.01 5.10 -147.279 39.662 -17344.511 Bottom 1105.20 74.01 5.10 -147.279 651.411 -8462.839 P1 P09C EQYNEG Top 606.02 -42.71 3.25 23.511 117.763 907.554 Bottom 596.83 -2.60 0.21 -134.416 138.401 413.251 81 P09D EQYNEG Top 1135.51 -3.57 4.02 18.479 -107.138 -593.633 Bottom 1135.51 -3.57 4.02 18.479 375.486 -1021.671 P1 P1OA EQYNEG Top 195.37 -165.14 0.86 243.195 78.028 76169.254 Bottom 195.37 -165.14 0.86 2.13.195 180.848 56352.297 P1 P1OB EQYNEG Top 55.92 104.72 2.83 -124.737 -59.961 -37103.661 Bottom 55.92 104.72 2.83 -124.737 279.741 -24537.687 P1 P10C EQYNEG Top 225.83 1.11 3.61 415.365 111.282 -1980.961 Bottom 225.83 1.11 3.61 415.365 544.078 -1847.965 P2 PO1A EQYNEG Top -81.59 2982.76 -0.25 -1414.496 22.300 304703.003 Bottom -81.59 2982.76 -0.25 -1414.496 -7.729 662634.375 :.:;.w... •:o. s., :� :. •.: .i5 � fd'N;'t.,,7 i;,t..`ss..,...viv::�#�4b"<ieSiJMew, 4A4 i+`+a;6aV.U3naiiatrn. Cftiv.i ETABS v7.22 File: INS_TUKWILA_2_3 Kip -in Units PAGE 6 April 10, 2003 11:54 Engineers Northwest !_� PIER FORCES STORY PIER LOAD LOC P V2 V3 T M2 M3 P2 P02 EQYNEG Top 10.13 433.08 -0.30 -23.918 31.715 166114.725 Bottom 10.13 433.08 -0.30 -23.918 -3.970 218084.1.90 P2 P03 EQYNEG Top -1032.06 259.12 0.04 -18.101 5.748 72842.040 Bottom -1032.06 259.12 0.04 -18.101 10.365 103936.095 P2 PO4 EQYNEG Top -440.99 229.53 -38.96 5232.850 515.318 73765.724 Bottom -467.30 253.30 1.59 -238.872 29.283 100535.770 P2 P05 EQYNEG Top -5.81 368.94 -0.16 -95.160 19.243 161310.307 Bottom -5.81 368.94 -0.16 -95.160 -0.136 205582.791 P2 PO6A EQYNEG Top 66.23 2461.26 -0.37 218.993 49.654 387541.619 Bottom 66.23 2461.26 -0.37 218.993 5.204 682892.728 P2 P07A EQYNEG Top -264.73 86.93 -0.14 7.948 17.209 -80965.154 Bottom -264.73 86.93 -0.14 7.948' 0.000 -70533.797 P2 PO7K EQYNEG Top -16.37 12.42 -0.06 -0.531 7.725 -479.595 Bottom -16.37 12.42 -0.06 -0.531 0.000 1011.113 P2 PO7L EQYNEG Top -4.37 2.86 -0.05 -0.229 6.596 -163.777 Bottom -4.37 2.86 -0.05 -0.229 0.000 179.862 P2 PO7N EQYNEG Top -11.90 7.22 -0.08 -3.653 9.728 -677.025 Bottom -11.90 7.22 -0.08 -3.653 7.134 -445.844 P2 P07P EQYNEG Top -7.83 5.10 -0.03 -1.903 2.845 -157.383 Bottom -7.83 5.10 -0.03 -1.903 0.000 291.213 P2 PO7Q EQYNEG Top -1.92 1.17 -0.02 -0.058 2.176 -50.013 Bottom -1.92 1.17 -0.02 -0.058 0.000 52.703 P2 P07R EQYNEG Top -2.15 0.96 -0.02 -0.187 2.112 -39.857 Bottom -2.15 0.96 -0.02 -0.187 0.000 44.580 P2 PO7S EQYNEG Top -234.29 26.79 -0.75 -89.263 89.904 71450.152 Bottom -234.29 26.79 -0.75 -89.263 0.000 74664.456 P2 P08A EQYNEG Top -2294.00 8.93 3.18 42.897 49.386 -699.285 Bottom -2294.00 8.93 3.18 42.897 430.847 372.741 P2 PO8B EQYNEG Top -96.60 14.51 -3.42 -4.128 410.377 -2981.662 Bottom -96.60 14.51 -3.42 -4.128 0.000 -1241.050 P2 P08C EQYNEG Top -148.59 1.30 -0.46 39.428 55.295 -3.240 Bottom -148.59 1.30 -0.46 39.428 0.000 152.584 P2 P08D EQYNEG Top -1157.05 15.60 0.93 -189.883 100243 -1649.830; Bottom -1157.05 15.60 0.93 -189.883 211..800 222.581 P2 P09A EQYNEG Top 2284.75 4.73 1.48 24.539 118.861 -2489.419 Bottom 2284.75 4.73 1.48 24.539 296.172 -1922.094 }aSc'�S"'�:ii£x.4"+il!riSde�ta4i�:%lax"a.,d� :it,��`�';;psi:;6°c�t�G,;�.'�'•::'tt,`•uak�d'iPa's.�.'�Z":3rii�i:�.�`iGitiii'ru`,s:LL.,i ETABS v7.22 File: INS_TUKWYLA_2_3 Kip -in Units PAGE 7 April 10, 2003 11:54 Engineers Northwest L5?-- PIER 5Z PIER FORCES STORY PIER LOAD LOC P V2 V3 T M2 M3 P2 P09B EQYNEG Top 1122.87 12.99 -0.48 178.220 307.945 -9461.315 Bottom 1122.87 12.99 -0.48 178.220 250.231 -7903.071 P2 P09C EQYNEG Top 589.52 -29.25 24.58 1465.664 -60.012 1068.341 Bottom 615.84 11.29 0.81 108.857 110.818 246.526 P2 P09D EQYNEG Top 1161.91 -7.94 0.07 -132.965 133.502 815.907 Bottom 1161.91 -7.94 0.07 -132.965 141.813 -136.426 P2 P10A EQYNEG Top 264.30 -104.39 1.46 430.069 -60.520 113840.133 Bottom 264.30 -104.39 1.46 430.069 114.841 101312.929 P2 P10B EQYNEG Top 120.70 9.08 0.65 -421.156 19.458 -73362.242 Bottom 120.70 9.08 0.65 -421.156 97.591 -72273.008 P2 P10C EQYNEG Top 351.08 -104.09 -0.38 -240.725 69.989 3302.071 Bottom 351.08 -104.09 -0.38 -240.725' 24.903 -9189.313 .sw:. 1 .iWrtl:'.4:Y'd:nJYt In ETABS v7.22 File: INS_TUKWILA_2_3 Kip -in Units PAGE 1 April 10, 2003 11:49 Engineers Northwest 1_53 PIER FORCES STORY PIER LOAD LOC P V2 V3 T M2 M; ROOF P02 EQXPOS Top -16.03 -92.99 0.53 46.745 -54.106 6010.09 Bottom -16.03 -92.99 0.53 46.745 28.638 -8495.60: ROOF P03 EQXPOS Top -67.23 79.60 -0.65 24.287 53.763 -6966.862 Bottom -67.23 79.60 -0.65 24.287 -47.105 5451.046 ROOF PO4 EQXPOS Top 5.87 48.73 -6.44 -61.943 476.688 3428.09 Bottom -55.20 48.65 -5.58 -172.997 -323.074 2798.69_ ROOF P05 EQXPOS Top 56.78 -20.88 -4.45 -40.585 425.112 408.506 Bottom 56.78 -20.88 -4.45 -40.585 -269.650 -2848.948 ROOF P08A EQXPOS Top 24.97 132.17 -1.07 -129.449 95.235 -3691.53;. Bottom 24.97 132.17 -1.07 -129.449 -71.735 16923.79.8 ROOF P08B EQXPOS Top 31.75 371.64 -4.73 -166.168 448.128 -10171.090 Bottom 31.75 371.64 -4.73 -166.168' -290.262 47805.521 ROOF P08C EQXPOS Top -18.20 53.26 -0.53 -78.943 40.108 -5024.324 Bottom -18.20 53.26 -0.53 -78.943 -42.513 3283.606 ROOF P08D EQXPOS Top -25.66 54.85 -0.80 -23.470 73.604 -3759.380 Bottom -25.66 54.85 -0.80 -23.470 -50.874 4797.878 ROOF P09A EQXPOS Top -7.16 128.70 -0.71 60.684 60.460 -3524.87E Bottom -7.16 128.70 -0.71 60.684 -49.630 16551.587 ROOF P09B EQXPOS Top 89.76 417.76 0.41 1.733 -39.540 -14696.741 Bottom 89.76 417.76 0.41 1.733 24.746 50473.654 ROOF P09C EQXPOS Top -46.68 76.74 -0.27 20.193 38.158 -422.8.741 Bottom 14.39 77.60 -0.19 19.816 -17.696 4466.344 ROOF P09D EQXPOS Top -28.09 58.64 0.34 17.170 -32.230 -4023.095 Bottom -28.09 58.64 0.34 17.170 20.336 5124.375 STORY4 P02 EQXPOS Top -64.36 -186.01 -7.28 166.017 175.231 8410.775 Bottom -64.36 -186.01 -7.28 166.017 -959.720 -20607.486 STORY4 803 EQXPOS Top -210.04 110.41 -6.18 224.071 245.673 -11413.381 Bottom -210.04 110.41 -6.18 224.071 -718.771 5810.197 STORY4 804 EQXPOS Top -102.81 99.01 -13.63 416.089 568.452 80.954 Bottom -206.97 100.21 -10.30 -27.652 -887.252 1669.576 STORY4 805 EQXPOS Top 316.91 -12.09 -9.52 49.808 461.220 -1074.524 Bottom 316.91 -12.09 -9.52 49.808 -1023.148 -2960.490 STORY4 P08A EQXPOS Top 96.12 358.94 -1.57 -142.618 130.591 12647.126 Bottom 96.12 358.94 -1.57 -142.618 -113.910 68641.345 STORY4 8088 EQXPOS Top 67.10 753.13 -3.78 -135.074 332.687 36813.681 Bottom 67.10 753.13 -3.78 -135.074 -257.243 154302.529 ETABS v7.22 File: INS_TUKWILA_2_3 Kip -in Units PAGE 2 April 10, 2003 11:49 Engineers Northwest PIER FORCES L54 - STORY PIER LOAD LOC P V2 V3 T M2 M3 STORY4 PO8C EQXPOS Top -35.10 68.88 -1.42 -124.178 119.459 2354.108 Bottom -35.10 68.88 -1.42 -124.178 -102.188 8391.609 STORY4 PO8D EQXPOS Top -149.26 152.48 -0.44 -48.695 47.353 -5867.608 Bottom -149.26 152.48 -0.44 -48.695 -21.546 17919.618 STORY4 PO9A EQXPOS Top -29.38 354.65 -1.29 95.370 105.811 13072.478 Bottom -29.38 354.65 -1.29 95.370 -96.195 68397.416 STORY4 P09B EQXPOS Top 258.20 813.36 0.57 60.514 -53.813 30571.348 Bottom 258.20 813.36 0.57 60.514 35.809 157456.172 STORY4 P09C EQXPOS Top 14.59 120.88 1.34 110.781 -13.913 -3100.668 Bottom 118.74 124.21 0.14 36.262 -7.625 1049..138 STORY4 P09D EQXPOS Top -161.74 156.20 0.33 41.748 -34.049 -6318.834 Bottom -161.74 156.20 0.33 41.748' 17.776 18047.603 STORY3 P02 EQXPOS Top -145.61 -266.75 -6.47 516.611 -472.296 8333.315 Bottom -145.61 -268.75 -G.47 516.611 -1482.060 -33591.946 STORY3 P03 EQXPOS Top -424.34 128.36 -8.42 998.529 -48.113 -20743.481 Bottom -424.34 128.36 -8.42 998.529 -1361.228 -724.473 STORY3 PO4 EQXPOS Top -290.85 153.73 -18.95 1513.467 126.479 -5804.306 Bottom -421.09 157.11 -8.31 122.329 -1201.155 1140.513 STORY3 P05 EQXPOS Top 804.18 -1.31 -9.00 292.194 -183.335 -2482.209 Bottom 804.18 -1.31 -9.00 292.194 -1586.595 -2686.882 STORY3 P08A EQXPOS Top 218.22 541.90 -2.60 -82.214 183.963 64342.503 Bottom 218.22 541.90 -2.60 -82.214 -222.065 148879.167 STORY3 P08B EQXPOS Top 99.21 1156.37 -4.87 -64.360 377.065 144153.535 Bottom 99.21 1156.37 -4.87 -64.360 -383.129 324547.707 STORY3 PO8C EQXPOS Top -49.85 58.22 -2.68 -182.987 204.735 3193.648 Bottom -49.85 58.22 -2.68 -182.987 -213.913 12276.277 STORY3 P080 EQXPOS Top -390.38 195.22 0.85 -144.414 -62.905 -582.310 Bottom -390.38 195.22 0.85 -144.414 70.176 29871.239 STORY3 PO9A EQXPOS Top -69.17 539.05 -2.14 115.858 149.404 65671.654 Bottom -69.17 539.05 -2.14 115.858 -183.903 149763.794 STORY3 PO9B EQXPOS Top 496.27 1235.74 1.38 143.227 -142.990 134890.788 Bottom 496.27 1235.74 1.38 143.227 71.936 327665.476 STORY3 P09C EQXPOS Top 157.65 136.26 4.47 308.407 -114.229 1508.772 Bottom 287.89 146.89 1.09 70.704 37.383 16969.668 STORY3 P09D EQXPOS Top -405.31 198.41 -0.89 102.441 30.475 -616.193 Bottom -405.31 198.41 -0.89 102.441 -108.569 30335.942 i4.„.4 14 d;;:xai4?,(i�tiiC4ui 'Swl�+'���tii (a 2iti3 A''„ti b ETABS v7.22 File: INS_TUKWILA_2_3 Kip -in Units PAGE 3 April 10, 2003 11:49 Engineers Northwest LS5 PIER FORCES STORY PIER LOAD LOC P V2 V3 T M2 M3 STORY2 P02 EQXPOS Top -231.90 -212.91 -34.55 198.899 -324.460 -3525.331 Bottom -231.90 -212.91 -34.55 198.899 -6544.192 -41849.439 STORY2 P03 EQXPOS Top -619.75 51.00 -26.40 227.014 -160.389 -25111.249 Bottom -619.75 51.00 -26.40 227.014 -4912.703 -15931.229 STORY2 PO4 EQXPOS Top -594.32 91.06 -36.92 1202.010 114.036 -18742.295 Bottom -819.01 92.90 -32.92 744.374 -5246.743 -32389.057 STORY2 P05 EQXPOS Top 1578.51 84.17 -35.23 131.149 -306.883 1432.492 Bottom 1578.51 84.17 -35.23 131.149 -6648.585 16583.806 STORY2 POEM EQXPOS Top 346.51 760.70 -4.38 2.629 177.215 145343.493 Bottom 346.51 760.70 -4.38 2.629 -611.478 282269.213 STORY2 P08B EQXPOS Top 126.44 1090.86 -3.65 39.531 157.559 315993.336 Bottom 126.44 1090.86 -3.65 39.531' -499.675 512347.790 STORY2 P08C EQXPOS Top -61.71 163.56 -1.05 -62.802 76.191 7829.719 Bottom -61.71 163.56 -1.05 -62.802 -112.234 37269.833 STORY2 P08D EQXPOS Top -765.54 360.91 1.60 -34.392 -160.783 2619.075 Bottom -765.54 360.91 1.60 -34.392 127.208 67583.297 STORY2 P09A EQXPOS Top -110.20 785.87 -3.89 79.850 135.580 148011.816 Bottom -110.20 785.87 -3.89 79.850 -564.404 289469.240 STORY2 P09B EQXPOS Top 701.69 1166.31 -1.04 139.383 -111.571 310772.724 Bottom 701.69 1166.31 -1.04 139.383 -299.562 520708.902 STORY2 P09C EQXPOS Top 431.49 243.10 2.23 184.117 -146.870 5417.852 Bottom 656.18 247.10 0.40 -2.737 -40.608 37653.844 STORY2 P09D EQXPOS Top -802.50 377.95 1.04 51.514 -50.666 1696.544 Bottom -802.50 377.95 1.04 51.514 135.870 69730.268 STORY1 POlA EQXPOS Top 84.65 3.25 -16.83 499.377 497.053 12168.936 Bottom 155.59 -1.68 -16.54 327.578 -1404.405 43161.063 STORY1 PO1B EQXPOS Top 47.03 269.98 -12.94 -901.224 335.592 -5687.834 Bottom 198.66 272.00 -16.60 -1712.792 -923.483 -7484.051 STORY1 P02 EQXPOS Top -222.90 321.07 78.29 -1313.942 -7956.645 -41385.771 Bottom -222.90 321.07 78.29 -1313.942 1438.620 -2857.860 STORY1 P03 EQXPOS Top -666.43 113.25 61.53 -2481.232 -6161.211 -21263.474 Bottom -666.43 113.25 61.53 -2481.232 1222.003 -7673.020 STORY1 PO4 EQXPOS Top -869.10 -84.19 99.31 -8156.179 -5919.074 -37867.162 Bottom -670.24 -78.48 49.31 -1321.553 476.100 -20615.303 STORY1 P05 EQXPOS Top 1517.09 -125.79 70.53 -1019.655 -7522.713 16074.497 Bottom 1517.09 -125.79 70.53 -1019.655 941.050 979.488 fY.itin.• ETABS v7.22 File: INS_TUKWILA_2_3 Kip -in Units PAGE 4 April 10, 2003 11:49 Engineers Northwest PIER FOR C E S STORY PIER LOAD LOC P V2 V3 T M2 M3 STORY1 P06A EQXPOS Top -116.05 -533.31 -23.34 -2214.580 602.071 5243.019 Bottom -269.11 -535.41 -27.33 -4879.214 -1907.893 44180.803 STORY1 PO7A EQXPOS Top 0.17 6141.38 -0.16 -17991.546 6.045 -118060.076 Bottom 0.17 6141.38 -0.16 -17991.546 1.476 53898.543 STORY1 P07B EQXPOS Top -52.48 2789.74 0.50 -1699.735 11.607 -20037.909 Bottom -52.48 2789.74 0.50 -1699.735 39.524 136187.260 STORY1 PO7C EQXPOS Top 55.66 2783.31 -0.51 -1747.326 -12.738 -19107.140 Bottom 55.66 2783.31 -0.51 -1747.326 -41.350 136758.128 STORY1 PO7D EQXPOS Top 1.60 6133.73 -0.08 -11294.718 -6.388 -100410.643 Bottom 1.60 6133.73 -0.08 -11294.718 -9.358 120403.-67 STORY1 P08A EQXPOS Top 342.13 -1236.56 9.47 -101.925 -719.379 280309.599 Bottom 342.13 -1236.56 9.47 -101.925' 417.578 131922.316 STORY1 P08B EQXPOS Top 140.16 -1648.37 2.76 -176.049 -270.977 507804.547 Bottom 140.16 -1648.37 2.76 -176.049 60.470 310000.479 STORY1 PO8C EQXPOS Top -69.83 -228.94 0.31 -81.038 -36.706 35089.677 Bottom -69.83 -228.94 0.31 -81.038 0.549 7616.681 STORY1 PO8D EQXPOS Top -735.25 -563.46 -6.31 200.586 370.045 68455.368 Bottom -735.25 -563.46 -6.31 200.586 -387.457 839.926 STORY1 P09A EQXPOS Top -114.66 -1281.26 9.79 -26.585 -765.876 287058.988 Bottom -114.66 -1281.26 9.79 -26.585 408.877 133308.305 STORY1 PO9B EQXPOS Top 759.28 -1684.24 5.65 -47.889 -470.973 511842.565 Bottom 759.28 -1684.24 5.65 -47.889 206.630 309733.387 STORY1 PO9C EQXPOS Top 687.51 -311.08 4.85 325.500 -147.057 31789.782 Bottom 488.65 -361.08 -0.86 -84.401 -73.971 273.770 STORY1 PO9D EQXPOS Top -770.22 -591.60 -0.69 -71.784 63.074 70388.949 Bottom -770.22 -591.60 -0.69 -71.784 -20.312 -603.934 STORY1 P10A EQXPOS Top 1.14 1627.90 -15.41 -993.042 234.724 -29384.991 Bottorn 45.17 1632.63 -6.08 -1133.636 -288.830 99641.990 STORY1 P1OB EQXPOS Top -13.27 1608.42 16.18 -903.522 -237.276 -26502.832 Bottom -79.10 1610.79 5.38 -1379.021 271.244 108784.235 STORY1 P1OC EQXPOS Top -2.69 4449.95 0.10 8994.751 -7.310 -62929.707 Bottom -3.82 4454.57 0.07 3358.682 2.370 259885.357 P1 POlA EQXPOS Top 567.86 -7.23 8.78 286.474 -1715.143 -11698.424 Bottom 567.86 -7.23 8.78 286.474 -661.652 -12566.490 P1 P02 EQXPOS Top -167.35 92.84 7.21 -566.967 -879.840 -19428.234 Bottom -167.35 92.84 7.21 -566.967 -15.118 -8287.053 ETABS v7.22 File: INS_TUKWILA_2_3 Kip -in Units PAGE 5 April 10, 2003 11:49 Engineers Northwest Z-57 PIER FORCES STORY PIER LOAD LOC P V2 V3 T M2 M3 P1 P03 EQXPOS Top -658.90 10.19 6.00 -1109.464 -701.907 -6265.225 Bottom -658.90 10.19 6.00 -1109.464 19.232 -5042.365 P1 PO4 EQXPOS Top -478.21 -78.82 -11.19 933.355 8.711 5541.309 Bottom -420.42 -73.66 3.03 -965.908 -144.360 4365.184 P1 P05 EQXPOS Top 822.20 -7.22 2.74 -349.632 -556.124 -5304.712 Bottom 822.20 -7.22 2.74 -349.632 -227.861 -6171.229 P1 P06A EQXPOS Top -244.80 -117.27 3.04 -49.053 -417.667 12624.906 Bottom -244.80 -117.27 3.04 -49.053 -53.235 -1447.686 P1 P06B EQXPOS Top -290.04 110.47 3.11 2182.083 -899.556 -74959.259 Bottom -290.04 110.47 3.11 2182.083 -515.892 -61702.773 P1 P07A EQXPOS Top 3.40 4840.72 0.00 -765.890 -5.958 -204376.988 Bottom 3.40 4840.72 0.00 -765.890' -5.477 376508.996 P1 P08A EQXPOS Top 266.79 -453.55 -1.12 -10.664 117.876 131001.817 Bottom 266.79 -453.55 -1.12 -10.664 -16.580 76576.234 P1 P08B EQXPOS Top 148.47 -739.38 -1.74 -1.755 137.192 307186.664 Bottom 148.47 -739.38 -1.74 -1.755 -71.995 218461.395 f P1 P08C EQXPOS Top -77.03 -33.63 -0.10 -20.135 3.795 6382.992 Bottom -77.03 -33.63 -0.10 -20.135 -7.742 2347.609 P1 P080 EQXPOS Top -403.91 -173.64 -1.59 150.180 101.858 22772.784 Bottom -403.91 -173.64 -1.59 150.180 -88.518 1936.421 P1 P09A EQXPOS Top -94.54 -449.34 -1.46 28.809 148.050 130837.716 Bottom -94.54 -449.34 -1.46 28.809 -27.433 76917.358 P1 P09B EQXPOS Top 757.81 -735.39 -0.96 27.015 81.628 305677.077 Bottom 757.81 -735.39 -0.96 27.015 -33.040 217430.615 P1 P09C EQXPOS Top 287.69 -101.96 3.79 243.390 -39.205 9558.585 Bottom 229.90 -87.74 -1.37 -70.687 -64.615 1806.627 P1 P09D EQXPOS Top -405.89 -170.68 1.84 -45.903 -145.715 23128.001 Bottom -405.89 -170.68 1.84 -45.903 75.644 2646.617 P1 P10A EQXPOS Top 98.17 957.55 -4.63 -170.264 301.869 -7515.298 Bottom 98.17 957.55 -4.63 -170.264 -253.556 107391.250 P1 P10B EQXPOS Top -135.45 952.02 4.82 -101.451 -321.066 2065.228 Bottom -135.45 952.02 4.82 -2)1.451 256.901 116307.696 P1 P10C EQXPOS Top -4.37 2658.01 0.06 2525.234 -7.068 -432.35.604 Bottom -4.37 2658.01 0.06 2525.234 0.441 275725.949 P2 P01A EQXPOS Top 748.87 146.06 2.11 -134.403 -312.308 -19763.908 Bottom 748.87 146.06 2.11 -134.403 -59.069 -2236.726 )446J1.. ETABS v7.22 Pile: INS_TUKWILA_2_3 Kip -in Units PAGE 6 April 10, 2003 11:49 Engineers Northwest L' PIER FORCES STORY PIER LOAD LOC P V2 V3 T M2 M3 P2 P02 EQXPOS Top -138.36 50.71 -1.01 268.235 -348.555 -15122.884 Bottom -138.36 50.71 -1.01 268.235 -469.904 -9037.820 P2 P03 EQXPOS Top -619.41 0.72 -0.42 493.908 -281.128 428.362 Bottom -619.41 0.72 -0.42 493.908 -331.977 514.872 P2 PO4 EQXPOS Top -377.42 -24.52 -36.09 5225.307 175.942 10418.119 Bottom -423.59 -17.29 0.26 332.905 -263.086 1983.311 P2 P05 EQXPOS Top 696.66 -21.56 -0.98 257.668 -321.243 -3658.539 Bottom 696.66 -21.56 -0.98 257.668 -439.203 -6245.889 P2 P06A EQXPOS Top -734.99 -159.93 1.30 -924.415 -211.744 9259.969 Bottom -734.99 -159.93 1.30 -924.415 -55.664 -9932.110 P2 P07A EQXPOS Top -41.56 1056.89 0.00 -130.974 -0.372 69415.216 Bottom -41.56 1056.89 0.00 -130.974• 0.000 196241.462 P2 P07K EQXPOS Top -45.93 256.10 -0.14 -8.803 17.031 -13569.811 Bottom -45.93 256.10 -0.14 -8.603 0.000 17162.029 P2 P07L EQXPOS Top -2.96 55.60 0.00 -1.233 -0.274 -3170.628 Bottom -2.96 55.60 0.00 -1.233 0.000 3500.944 P2 P07N EQXPOS Top 37.14 141.50 0.10 -6.847 -12.420 -7978.762 Bottom 37.14 141.50 0.10 -6.847 -9.108 -3450.806 P2 P07P EQXPOS Top 29.29 101.30 0.10 -0.134 -8.489 -3112.158 Bottom 29.29 101.30 0.10 -0.134 0.000 5801.903 P2 PO7Q EQXPOS Top 4.41 23.80 0.01 -0.348 -0.716 -1020.956 Bottom 4.41 23.80 0.01 -0.348 0.000 1073.375 P2 P07R EQXPOS Top 3.45 16.40 0.00 -0.317 0.097 -666.838 Bottom 3.45 16.40 0.00 -0.317 0.000 776.649 P2 PO7S EQXPOS Top 56.47 1054.86 0.06 -135.032 -6.901 74023.854 Bottom 56.47 1054.86 0.06 -135.032 0.000 200606.506 P2 P08A EQXPOS Top 232.80 173.41 1.06 -7.883 -102.335 76343.465 Bottom 232.80 173.41 1.06 -7.883 24.851 97152.875 P2 P08B EQXPOS Top 153.08 163.17 0.23 -18.128 -27.228 216933.956 Bottom 153.08 163.17 0.23 -18.128 0.000 236513.990 P2 PO8C EQXPOS Top -80.73 79.23 -0.02 -9.787 2.809 1633.836 Bottom -80.73 79.23 -0.02 -9.787 0.000 11141.281 P2 P08D EQXPOS Top -333.75 99.16 -0.64 22.876 57.646 6489.231 Bottom -333.75 99.16 -0.64 22.876 -18.914 18388.974 P2 P09A EQXPOS Top -89.42 167.69 1.05 -4.951 -104.359 76231.151 Bottom -89.42 167.69 1.05 -4.951 22.158 96354.249 i3air.��1L.ta ETABS v7.22 File: INS_TUKWILA_2_3 Kip -in Units PAGE 7 April 10, 2003 11:49 Engineers Northwest PIER FORCES STORY PIER LOAD LOC P V2 V3 T M2 M3 P2 P09B EQXPOS Top 721.52 154.42 0.31 -19.275 -35.937 218001.106 Bottom 721.52 154.42 0.31 -19.275 0.897 236531.411 P2 PO9C EQXPOS Top 182.05 49.99 6.88 394.712 -93.124 3920.391 Bottom 228.21 86.34 -0.35 -32.333 -8.106 11179.898 P2 PO9D EQXPOS Top -350.17 99.58 -0.16 -9.762 20.399 6175.554 Bottom -350.17 99.58 -0.16 -8.762 0.784 18124.665 P2 P10A EQXPOS Top 127.70 690.05 -0.96 -150.242 89.821 31362.880 Bottom 127.70 690.05 -0.96 -150.242 -25.782 114169.904 P2 P1OB EQXPOS Top -152.24 689.36 0.96 -155.640 -90.228 3416).815 Bottom -152.24 689.36 0.96 -155.640 24.542 116894.263 P2 P1OC EQXPOS Top -4.80 1836.62 0.05 377.245 -6.253 582663.590 Bottom -4.80 1836.62 0.05 377.245 • 0.126 278657.748 ETABS v7.22 File: INS TUKWILA_2_3 Kip -in Units PAGE 1 April 10, 2003 11:48 Engineers Northwest PIER FOR C E S STORY PIER LOAD LOC P V2 V3 T M2 M3 ROOF P02 EQXNEG Top -15.32 -215.23 0.53 71.795 -54.187 13947.319 Bottom -15.32 -215.23 0.53 71.795 28.973 -19629.113 ROOF P03 EQXNEG, Top -67.59 78.86 -0.68 41.825 57.111 -6980.107 Bottom -67.59 78.86 -0.68 41.825 -49.520 5321.795 ROOF PO4 EQXNEG Top 7.02 59.96 -6.42 -26.651 469.615 2967.79. Bottom -57.27 59.99 -5.52 -142.740 -318.107 3671.4; - ROOF P05 EQXNEG Top 55.72 87.19 -4.33 -33.385 414.078 -5944.096 Bottom 55.72 87.19 -4.33 -33.385 -261.596 7657.6'4 ROOF P08A EQXNEG Top 45.89 133.16 -2.15 -34.975 190.846 -3794.496 Bottom 45.89 133.16 -2.15 -94.975 -145.045 16979.1:=1 ROOF P08B EQXNEG Top 31.17 364.53 -4.99 -106.404 471.779 -9869.649 Bottom 31.17 364.53 -4.99 -106.404• -307.343 46996.550 ROOF P08C EQXNEG Top -19.18 51.08 0.09 -58.829 -15.511 -4305.141 Bottom -19.18 51.08 0.09 -58.829 -1.657 3162.6 ROOF P08D EQXNEG Top -41.71 70.08 0.00 -4.229 1.022 -4862.769 Bottom -41.71 70.08 0.00 -4.229 1.799 6070.451 ROOF P09A EQXNEG Top -28.84 126.57 -1.83 111.381 161.638 -3395.729 Bottom -28.84 126.57 -1.83 111.381 -124.602 16348.543 ROOF P09B EQXNEG Top 90.90 422.61 0.18 58.210 -19.066 -15028.009 Bottom 90.90 422.61 0.18 58.210 9.696 50899.650 ROOF P09C EQXNEG Top -47.16 80.24 -0.12 33.697 30.839 -4400.451 Bottom 17.12 81.14 -0.14 27.873 -15.472 4666.724 ROOF P09D EQXNEG Top -11.01 42.68 1.23 38.877 -113.948 -2846.244 Bottom -11.01 42.68 1.23 38.877 77.759 3811.390 STORY4 P02 EQXNEG Top -63.95 -443.90 -7.24 283.599 173.895 20168.890 Bottom -63.95 -443.90 -7.24 283.599 -955.662 -49079.066 STORY4 P03 EQXNEG Top -211.79 114.03 -6.25 293.998 251.983 -11688.857 Bottom -211.79 114.03 -6.25 293.998 -723.369 6100.535 STORY4 PO4 EQXNEG Top -107.04 129.73 -13.97 551.912 571.145 -198.E:.46 Bottom -219.37 131.26 -10.28 59.728 -883.436 5129.943 STORY4 P05 EQXNEG Top 315.04 206.59 -9.31 64.325 446.031 -7994.545 Bottom 315.04 206.59 -9.31 64.325 -1006.775 24234.045 STORY4 P08A EQXNEG Top 180.53 356.15 -3.67 -48.487 296.846 12231.412 Bottorn 180.53 356.15 -3.67 -48.487 -275.922 67790.4)6 STORY4 POBB EQXNEG Top 65.82 736.18 -3.95 -9.242 347.943 36339.444 Bottom 65.82 736.18 -3.95 -9.242 -268.129 151183.122 ETABS v7.22 File: INS_TUKWILA_2_3 Kip -in Units PAGE 2 April 10, 2003 11:48 Engineers Northwest LGl PIER FORCES STORY PIER LOAD LOC P V2 V3 T M2 M3 STORY4 PO8C EQXNEG Top -37.74 66.39 -0.49 -71.426 40.601 Bottom -37.74 66.39 -0.49 -71.426 -36.292 STORY4 PO8D EQXNEG Top -212.55 176.79 1.19 -19.956 -79.374 -7315.623 Bottom -212.55 176.79 1.19 -19.956 105.839 15760.538 STORY4 PO9A EQXNEG Top -114.25 355.23 -3.32 193.499 265.325 13-:....:28 Bottom -114.25 355.23 -3.32 193.499 -252.297 6776.61 STORY4 P09B EQXNEG Top 261.67 825.57 0.46 184.428 -42.360 3.567.493 Bottom 261.67 825.57 0.46 184.428 28.828 159355.993 STORY4 PO9C EQXNEG Top 20.82 127.37 1.94 164.141 -36.285 -3321.1) Bottom 133.15 131.06 0.40 70.696 11.137 10970.995 STORY4 PO9D EQXNEG Top -96.69 131.04 1.96 72.145 -161.329 -4361.024 Bottom -96.69 131.04 1.96 72.145• 145.034 16080.744 STORY3 P02 EQXNEG Top -144.92 -634.33 -6.48 768.044 -469.695 20175.171 Bottom -144.92 -634.33 -6.48 768.044 -1480.135 -7578(.573 STORY3 P03 EQXNEG Top -425.40 118.39 -8.57 1190.080 -37.429 -20321.577 Bottom -425.40 118.39 -8.57 1190.080 -1373.688 -1852.064 STORY3 PO4 EQXNEG Top -309.61 193.29 -19.89 1849.455 145.606 -4959.659 Bottom -451.76 197.34 -8.27 325.576 -1192.955 7557.903 STORY3 P05 EQXNEG Top 801.20 332.61 -8.59 251.931 -213.936 -5049.277 Bottom 801.20 332.61 -8.59 251.931 -1553.230 46337.800 STORY3 PO8A EQXNEG Top 415.22 537.15 -5.74 99.869 434.045 6:569.315 Bottom 415.22 537.15 -5.74 99.869 -461.759 146365.326 STORY3 P08B EQXNEG Top 97.33 1126.53 -4.90 193.751 403.180 141357.442 Bottom 97.33 1126.53 -4.90 193.751 -360.744 317096.475 STORY3 PO8C EQXNEG Top -54.24 56.78 -1.72 -69.792 129.862 3234.771 Bottom -54.24 56.78 -1.72 -69.792 -139.181 12092.556 STORY3 PO8D EQXNEG Top -535.57 242.40 2.67 -119.093 -196.482 -4311.360 Bottom -535.57 242.40 2.67 -119.093 219.267 33503.770 STORY3 PO9A EQXNEG Top -266.90 540.69 -4.97 301.482 378.827 66?96.124 Bottom -266.90 540.69 -4.97 301.482 -397.049 151343.968 STORY3 PO9B EQXNEG Top 499.88 1257.46 1.29 390.596 -117.826 136503.357 Bottom 499.88 1257.46 1.29 390.596 83.445 332666.477 STORY3 PO9C EQXNEG Top 179.89 145.12 5.47 439.957 -135.756 1.53.494 Bottom 322.05 156.74 1.41 163.937 61.023 17554.464 ,....1 STORY3 PO9D EQXNEG Top -257.31 152.85 0.88 129.199 -100.301 3030.682 Bottom -257.31 152.85 0.88 129.199 37.272 26874.861 ETABS v7.22 File: INS_TUKWILA_2_3 Kip -in Units PAGE 3 April 10, 2003 11:48 Engineers Northwest PIER FORCES L(.,�_ STORY PIER LOAD LOC P V2 V3 T M2 M' STORY2 P02 EQXNEG Top -240.78 -614.51 -34.49 502.470 -319.105 805.17' Bottom -240.78 -614.51 -34.49 502.470 -6527.305 -169717.29:: STORY2 P03 EQXNEG Top -611.05 21.30 -26.70 421.127 -138.158 -24994.224 Bottom -611.05 21.30 -26.70 421.127 -4944.902 -21060.25- STORY2 PO4 EQXNEG Top -638.81 141.80 -38.10 .529.077 158.507 -14:131..57F. Bottom -882.11 143.57 -33.19 953.091 -5271.070 -21914.57: STORY2 P05 EQXNEG Top 1583.56 467.96 -35.02 317.957 -318.663 17419.36+: Bottom 1583.56 467.96 -35.02 317.957 -6623.149 101652.983 STORY2 P08A EQXNEG Top 687.93 727.93 -11.46 188.853 542.439 141600.212 Bottom 687.93 727.93 -11.46 188.853 -1521.149 271623.3) STORY2 P08B EQXNEG Top 124.07 1041.02 -5.28 334.778 225.180 309829.406 Bottom 124.07 1041.02 -5.28 334.778• -725.861 496212.250 STORY2 P08C EQXNEG Top -67.64 155.36 -0.12 21.425 22.932 7894.948 Bottom -67.64 155.36 -0.12 21.425 1.453 35859.833 STORY2 P08D EQXNEG Top -1008.31 370.69 5.98 28.559 -361.718 -376.421 Bottom -1008.31 370.69 5.98 28.559 714.690 66348.649 STORY2 P09A EQXNEG Top -442.77 814.25 -10.72 268.885 476.315 150757.669 Bottom -442.77 814.25 -10.72 268.885 -1453.210 297323.462 STORY2 P09B EQXNEG Top 695.85 1208.57 -2.72 429.720 -34.901 316147.344 Bottom 695.85 1208.57 -2.72 429.720 -524.168 533690.685 STORY2 P09C EQXNEG Top 481.17 256.81 3.16 275.133 -175.957 5039.777 Bottom 724.47 261.73 1.39 86.782 54.213 39826.933 STORY2 P09D EQXNEG Top -565.00 368.97 5.35 118.223 -246.503 4280.328 Bottom -565.00 368.97 5.35 118.223 716.362 70694.601 STORY1 POlA EQXNEG Top 92.57 -207.18 -17.69 925.781 524.250 15004.886 Bottom 171.56 -212.44 -16.84 503.140 -1420.317 24243.392 STORY1 PO1B EQXNEG Top 42.52 174.05 -11.92 -717.017 309.472 -4353.402 Bottom 178.76 176.10 -15.57 -1525.949 -880.580 -14670.584 STORY1 P02 EQXNEG Top -233.45 639.33 78.53 -1610.692 -7954.994 -96171.677 Bottom -233.45 639.33 78.53 -.610.692 1468.023 -19451.688 STORYI P03 EQXNEG Top -655.07 144.37 62.59 -2605.848 -6231.753 -25939.452 Bottorn -655.07 144.37 62.59 -26605.848 1279.114 -8665.097 STORY1 PO4 EQXNEG Top -936.00 -150.98 101.13 -8381.122 -5981.351 -28389.677 Bottom -720.33 -152.45 50.55 -1466.270 539.226 -176.38.000 STORYI P05 EQXNEG Top 1522.24 -526.04 70.66 -1107.755 -7516.973 93889.092 Bottom 1522.24 -526.04 70.66 -1107.755 962.342 30764.252 ETABS v7.22 File: INS_TUKWILA_2_3 Kip -in Units PAGE 4 April 10, 2003 11:48 Engineers Northwest L1,3 . PIER FORCES STORY PIER LOAD LOC P V2 V3 T M2 M3 STORY). P06A EQXNEG Top -113.59 -112.31 -22.47 -1407.662 595.012 -293.256 Bottom -249.50 -114.39 -26.38 -4)21.730 -1865.296 77615.649 STORY1 PO7A EQXNEG Top -0.11 5841.97 0.05 -15342.667 -7.717 -107708.207 Bottom -0.11 5841.97 0.05 -15842.667 -6.223 55867.007 STORY1 P07B EQXNEG Top -44.74 2653.65 0.05 -1577.075 21.211-167nc. sir. Bottom -44.74 2653.65 0.05 -1577.075 23.815 131894.713 STORY1 PO7C EQXNEG Top 46.74 2644.33 0.07 -1632.420 -28.691 -15275.614 Bottom 46.74 2644.33 0.07 -1632.420 -24.634 132806.685 STORY1 P07D EQXNEG Top -0.43 5834.41 0.09 -9127.920 -5.351 -6202.1.+72 Bottom -0.43 5834.41 0.09 -9127.920 -2.095 148015.799 STORY1 P08A EQXNEG Top 719.83 -1186.77 20.31 -110.707 -1673.691 270400.418 Bottom 719.83 -1186.77 20.31 -110.707• 763.780 127987.789 STORY1 PO8B EQXNEG Top 137.52 -1583.29 4.78 -278.678 -491.558 491813.826 Bottom 137.52 -1583.29 4.78 -:78.678 92.194 301818.541 STORY1 PO8C EQXNEG Top -76.48 -219.29 -0.19 -65.952 Bottom -76.48 -219.29 -0.19 -65.952 19.888 -3.201 33797.442 7482.137 STORY1 PO8D EQXNEG Top -997.19 -558.40 -13.52 316.806 1002.420 65908.269 Bottom -997.19 -558.40 -13.52 316.806 -620.211 -1099.251 STORY1 P09A EQXNEG Top -481.83 -1329.23 20.30 -35.530 -1718.424 295163.054 Bottom -481.83 -1329.23 20.30 -35.530 718.160 135655.612 STORY1 PO9B EQXNEG Top 751.16 -1746.37 8.07 -130.332 -705.574 524783.-10 Bottom 751.16 -1746.37 8.07 -130.332 263.312 315219.907 STORY1 P09C EQXNEG Top 760.19 -330.37 -3.63 -99.300 53.723 32583.118 Bottom 544.52 -380.95 -2.16 -101.873 -124.562 -383.828 STORY1 P09D EQXNEG Top -513.66 -600.91 -7.76 44.569 695.453 72648.209 Bottom -513.66 -600.91 -7.76 44.569 -235.877 530.973 STORY1 P10A EQXNEG Top -7.29 1700.67 -16.56 -1034.668 254.682 -32257.308 Bottom 34.60 1706.12 -6.56 -1170.492 -319.465 100547.835 STORY1 P10B EQXNEG Top -5.18 1675.31 17.38 -837.061 -247.627 -28680.848 Bottom -75.23 1677.80 5.64 -1491.247 295.160 111559.877 STORY1 P1OC EQXNEG Top -1.72 4627.96 0.12 9847.718 -7.603 -68248.745 Bottom -2.27 4632.63 0.06 3666.807 2.257 264696.813 P1 POlA EQXNEG Top 566.68 -273.85 8.48 493.003 -1692.481 9.868 Bottom 566.68 -273.85 8.48 493.003 -674.436 -32851.983 P1 P02 EQXNEG Top -164.50 236.70 7.04 -602.573 -866.361 -53924.030 Bottom -164.50 236.70 7.04 -602.573 -22.038 -25520.058 ETABS v7.22 File: INS_TUKWILA_2_3 Kip -in Units PAGE 5 April 10, 2003 11:48 Engineers Northwest PIER FORCES STORY PIER LOAD LOC P1 P03 EQXNEG Top Bottom P1 PO4 EQXNEG Top Bottom P1 P05 EQXNEG Top Bottom P1 P06A EQXNEG Top Bottom P1 P06B EQXNEG Top Bottom P1 P07A EQXNEG Top Bottom P1 P08A EQXNEG Top Bottom P1 PO8B EQXNEG Top Bottom 2 - 654.79 - 654.79 - 511.67 -448.34 814.94 814.94 -255.24 -255.24 -262.80 -262.80 -1.50 -1.50 586.14 586.14 145.67 145.67 1C V2 V3 T M2 M; 24.30 5.95 24.30 5.95 -101.83 -97.38 - 162.46 -162.46 -72.10 -72.10 -13.19 3.30 2.41 2.41 - 1116.401 -1116.401 1196.955 - 1010.811 -185.414 -185.414 3.08 -11.817 3.08 -11.817 348.60 2.72 348.60 4588.12 4588.12 - 438.12 -438.12 - 712.09 - 712.09 P1 P08C EQXNEG Top -83.92 -32.95 Bottom -83.92 -32.95 2,72 0.33 0.33 2385.048 2385.048 - 777.159 - 777.159• - 696.992 17.280 48.951 -130.667 - 533.482 -243.707 -412.861 -43.773 -0199.95c -5283.53' 10542.975 7263.66. 37695.23; 18n.il6 10557.571 1906.130 - 867.922 -90477.12E. - 541.676 -38645.58 - 18.516 -140474.484 21.099 410099.825 -0.74 28.057 122.935 127642.971 -0.74 28.057 33.978 75066.650 -1.93 40.853 166.864 299082.533 -1.93 40.853 -64.555 213631.161 0.28 -10.637 0.28 -10.637 - 21.218 12.757 6297.073 2342.613 P1 P08D EQXNEG Top -621.54 -188.69 -1.48 227.519 82.241 23836.867 Bottom -621.54 -188.69 -1.48 227.519 -95.910 1193.547 P1 P09A EQXNEG Top -416.76 -457.03 -1.47 65.442 187.216 132720.973 Bottom -416.76 -457.03 -1.47 65.442 10.137 77877.045 P1• P09B EQXNEG Top 757.13 -751.67 -0.95 80.097 96.895 310623.668 Bottom 757.13 -751.67 -0.95 80.097 -17.348 220423.547 P1 P09C EQXNEG Top 327.15 -109.21 2.95 184.509 -32.203 9773.761 Bottom 263.82 -92.72 -1.50 -88.061 -68.038 1681.860 21 P09D EQXNEG Top -181.22 -155.65 2.12 25.855 -180.990 22127.304 Bottom -181.22 -155.65 2.12 25.855 72.937 3448.724 P1 P10A EQXNEG Top Bottom 83.95 83.95 1011.64 -4.69 1011.64 -4.69 -192.666 - 192.666 298.258 -13659.562 -264.412 107737.46? P1 P10B EQXNEG Top -132.59 1003.28 5.08 -121.356 -327.300 -1272.721 Bottom -132.59 1003.28 5.08 -121.356 282.656 119120.398 P1 P10C EQXNEG Top Bottom P2 P01A EQXNEG Top Bottom -1.27 -1.27 750.98 750.98 2788.70 2788.70 - 104.69 - 104.69 0.26 0.26 2611.698 2611.698 -14.406 -53672.631 16.350 280771.892 2.24 -33.125 -326.488 -21061.625 2.24 -33.125 -58.055 -33624.257 j X Y 4r rL� 4 f' a •rt,.� f ( f' TA i Aio >sk t`^ A ':�A: vt•i�`L..,,.S..,S.)....�.a_iso,.f4�`3utn?+:til"�iti+inis.4�iii+�:iitni e:�Lvi«, �.c�:.Ms�il�,ra.:sS�.r.•u� sua>„w+,..rc,:Sur ETABS v7.22 File: INS_TUKWILA_2_3 Kip -in Units PAGE 6 April 10, 2003 11:48 (�J Engineers Northwest PIER FORCES STORY PIER LOAD LOC P V2 V3 T M2 M3 P2 P02 EQXNEG Top -134.81 65.64 -0.92 281.480 -356.740 -4007,2:.479 Bottom -134.81 65.64 -0.92 281.480 -466.593 -32193.153 P2 P03 EQXNEG Top -617.36 -1.09 -0.37 499.179 -288.326 -83.393 Bottom -617.36 -1.09 -0.37 499.179 -332.558 -213.923 P2 PO4 EQXNEG, Top -400.17 -29.34 -37.72 5458.068 192.614 13913.077 Bottom -445.26 -21.95 0.44 321.348 -260.640 506.901 P2 P05 EQXNEG Top 689.54 -44.77 -0.94 313.445 -324.935 27769.008 Bottom 689.54 -44.77 -0.94 313.445 -437.789 22395.762 P2 PO6A EQXNEG Top -722.89 106.82 1.41 -832.802 -223.924 29149.191 Bottom -722.89 106.82 1.41 -832.802 -54.533 41967.076 P2 PO7A EQXNEG Top -22.78 995.36 -0.05 -122.988 6.334 72974.516 Bottom -22.78 995.36 -0.05 -122.988• 0.000 192417.929 P2 PO7K EQXNEG Top -43.89 241.96 -0.15 -7.538 17.838 -12839.261 Bottom -43.89 241.96 -0.15 -7.538 0.000 16196.043 P2 PO7L EQXNEG Top -2.84 52.52 0.00 -0.990 0.220 -2995.352 Bottom -2.84 52.52 0.00 -0.990 0.000 3307.001 P2 PO7N EQXNEG Top 35.24 133.73 0.09 -5.911 -10.642 -7559.643 Bottom 35.24 133.73 0.09 -5.911 -7.804 -3280.341 P2 P07P EQXNEG Top 27.65 95.73 0.09 0.164 -7.524 -2943.513 Bottom 27.65 95.73 0.09 0.164 0.000 5480.673 P2 PO7Q EQXNEG Top 4.22 22.50 0.01 -0.259 -0.510 -965.149 Bottom 4.22 22.50 0.01 -0.259 0.000 1014.622 P2 PO7R EQXNEG Top 3.38 15.50 0.00 -0.222 0.230 -630.193 Bottom 3.38 15.50 0.00 -0.222 0.000 733.930 P2 P07S EQXNEG Top 31.90 992.87 0.01 -127.408 -0.863 78791.445 Bottom 31.90 992.87 0.01 -127.408 0.000 197935.417 P2 P08A EQXNEG Top 529.72 169.78 1.24 -3.684 -136.669 75049.173 Bottom 529.72 169.78 1.24 -3.684 11.941 95422.417 P2 PO8B EQXNEG Top 150.20 161.45 0.15 -14.148 -18.077 212144.097 Bottom 150.20 161.45 0.15 -14.148 0.000 231517.564 P2 PO8C EQXNEG Top -87.78 77.27 -0.08 -5.505 9.722 1656.736 Bottom -87.78 77.27 -0.08 -5.505 0.000 10928.793 P2 PO8D EQXNEG Top -531.39 91.41 -0.91 26.774 96.852 7090.735 Bottom -531.39 91.41 -0.91 26.774 -12.629 18060.400 P2 P09A EQXNEG Top -389.92 166.36 1.42 1.218 -148.748 76986.090 Bottom -389.92 166.36 1.42 1.218 21.903 96949.776 u.....<......., ETABS v7.22 File: INS_TUKWILA_2_3 Kip -in Units PAGE 7 April 10, 2003 11:48 Engineers Northwest PIER FORCES STORY PIER LOAD LOC P V2 V3 T M2 613 P2 P09B EQXNEG Top 723.01 150.62 0.22 -16.448 -26.852 220931.15: Bottom 723.01 150.62 0.22 -16.448 -0.959 238906.093 P2 P09C EQXNEG Top 210.93 47.13 6.92 403.695 -82.449 4065.371 Bottom 256.01 85.29 -0.47 -32.607 -9.746 11223.645 P2 P09D EQXNEG Top -145.64 104.45 -0.56 3.399 66.148 563-.5_92 Bottom -145.64 104.45 -0.56 3.399 -1.021 19171.544 P2 P10A EQXNEG Top 108.05 727.01 -1.14 -174.779 103.699 24'02.766 Bottom 108.05 727.01 -1.14 -174.779 -33.353 111943.935 P2 P10B EQXNEG Top -142.48 725.75 1.06 -183.714 -95.162 2e97.:.:37 Bottom -142.48 725.75 1.06 -183.714 32.120 116061.039 P2 P10C EQXNEG Top -0.66 1931.42 -0.05 429.111 5.648 48948.743 Bottom -0.66 1931.42 -0.05 429.111• 0.099 280719.658 ...:�.ly.•ti:.: aiii:.:w�1u:A«[ili:df�ahill�onJlns..czii(d:�.i� idiY'A'1 ENSENGINEERS NORTHWEST, INC., P.S. STRUCTURAI, ENGINEERS 6869 WOODLAWN AVE. N. E.. #205. SEATTLE, WA 98115 (206) 525-7560 FAX (206) 522-6698 PROJECT # OZ1lc7 PROJECT � K1 ZuDATE, • f u(o-g SUBJECT I.A SHEET ) ,7 OF 19 a BY PAG� \.r c .(a rq ,k7 c L �ti>r Vu � A1010 PPAG �QTS 24._) ";e-0 c)." L. t- Pi <=e -e, PC) z Pc rz (-L e p ,4c . 5:712 -L -Tr. KCv G . Ft5z._ e_ -)F CDvkc = 4-Z' )L @.- Vei k- CCS 9 3 — 4-7 ?)9/ZYI Z •5 Zl' GxT�� 2D D.S. Peon G fz c i2 (7 G?tk.A-CR-hc✓-c Lo,tc7 _ • �Y* 3. 4-z2=•) = 7�z �- +711 t cD14u 44- i -- Vv -109 k- 1 - d4l)/ (lZ.7ezb = to.3z-1 ok.- P� (z - cV,s Vu = Sok- ( � .- sdr-)(CZ.;C = 3.7 r cam - vj 55a, - +S.4) = ZsCf) pose 01/41=33ze- Uci �� (�sd- - SSz)/(a.cr) - 4- 7 Pte= (z.s>( 4-- - 4 4-) - C -D 3 g0 Vo = (z. 2)( 551 - S5e:3) - Ilsk . `• I c•\14_ ENWENGINEERS NORTHWEST, INC., P.S. ^- STRUCTURAL ENGINEERS 6869 WOODLAWN AvE.. N. E..11205. SEATTLE. WA 98115 (206) 525-7560 FAX (206) 522-6698 PROJECT # C)ZI IC) SUBJECT Lk 4c - PROJECT l ►�� - ,ate DATE 4114/ 0,--c 17P-'L.c, c,�2CJTr= SHEET l-4-2) OF BY 7I T./"1 I�Fcr� f (C� r G Los E Peg- Imo �►�� RDZ Over = )3T? L VL. = (z— I3�7YL��39 �� . l 3•z' < 3v' c" -L= ( z 4 s — (3V7)/z - ) 4-7c - & E: Jo c)F. eta- Pc3 04•=992- PV — C z . �> �� -- 99) = l c PN - OK _ tcct7 _ i 3c=c) (r 3 - 1c47) /(c -X31 .�) = - (z -v`,( 17) = i9z� Pis Vu = 3zctcD 17'co)/cz,)(35.ct) •7' Q Kv - CZ. `?)(3Zcv - f7/ce)/2 = aZc__ EA Ek -co ebcoA, Pu (z ? ( mac) = 31'1- -- tip) QG (-cpkiDs PcD7 dN`-.9'.',,iv, r 3pa:,°d'd ,vaiwig WachNt x ' ENJMT ENGINEERS NORTHWEST, INC., P.S. — STRUCTURAL ENGINEERS 6869 WOODLAWN AVE. N. E.. 4205. SEATTLE, WA 98115 (206) 525-7560 FAX (206) 522-6698 PROJECT # (, Z4 (U PROJECTI �S �f-'cam a I DATE ..,114/0 3 SUBJ ECT L 1\AL `1-7 Rkc,;71Z L)T SHEET Loc( OF By `1D P(E f DBk (25 Kt = 1Z77 vu = 1192:=. (iz?7V-7_y39 � = �v( c_3 Fc _ CZ, v(i - I z ?>>/z = ►c91'- a5(/,.t = z2-74 Uj = z7 31 (z7 s,- Z Z 7*)/C�-)c.3-) = s. & c 3I- zZ7� = c3c-3z- (z- )`b 1716 LoPDS e Pz2 c_. �lc(Zr p°8 < 5$1 v� = 9 2-9 39 )/z)C � r (;c A Vrc = 1C -3c. v� = al (z/¢z -����)/��x .�� - C. +' ru = (z.g'(z/43 -/ c')/L = ?Lc) 1 r Foci 13 (ZS)/(z.)(35,'?) = 13.251 c)k- 19.0 = CZ if))(z— L5/Z = 15 Pim c4==. -1 c23 vj U� = 6E57 7-1)/( 3,,,9\) 1 1,i' (Z .g, i(S.E3-7 - Z4co tr— Qc) CcAP S Poc v2 PVd IEN'\%' ENGINEERS NORTHWEST, INC., P.S. — STRUCTURAL ENGINEERS 6869 Wcxml.AWN AVE. N. E.. 11205. SEATTLE. WA 98115 (206) 525-7560 FAX (206) 522-6698 PROJECT # CZ -0 PROJECT ),\C �U (!-Gt� �. ,� DATE it i .��c..x3 SUBJECT LATeg,t___ 90,46; t�zG—L I9( ? r2- &2(, Pvc_ , 4 pi, ►`c 'AG coos pc) c P p Pr) ak' k- )A)(1Z gtEN) 9R4,6 teA;O (Z. E)( ? - 4 } _ L. 41 -t -S 3zc,,5�C z_Doz, ,9 (� = �z.s;=.(4.r3. 3es) = Z c� SHEET L`.' OF BY -1 E:)1\ d. ✓/ C, IG - 3zs ")A) c12 = 1. 7 1 -3e-55 - ' cpm P�t✓� 1b +- e Pc v,(= 33(I. 33r . r cj 1724c Lc* 7 . �)Cd , -336= Zk �Pz V.) 52, k- )/ez..)6z . 2)0 Pg-R.=(Z•vVS5a--330 = 5`1 �S t'...i. a..:e'3.`'vi7xitdr"31,`•�R+4.hA� «5)4T�i ,tti+at u�t.x;ir43rnr�:i13`a:6�:k'16.;'r,.rtr�iii �t':';7c•:'rt:�:k'r, ENW ENGINEERS NORTHWEST, INC., P.S. ^' STRUCTURAL ENGINEERS 6869 WOODLAWN AVE. N. E.. #205. SEATTLE. WA 98115 (206)525-7560 FAx (206) 522-6698 PROJECT # 0211 C.) PROJECT I k(S TZJ!- SUBJECT L DA'L'E . //4-/G SHEET L7 OF t7(2(24_r Lc 4D BY T[y`l P(E2. R k Pt 93 vod `DV -AG Lop g Vu_ `pa& coL Fiezz. Ft)ems P( Loi= 74 t u 909 cprzxicG,( -42 e, = (z. v> - 7.(c_N> - 4-7 5 PZ Vu (wr - )4Y(Z ��,� = i3,1 C2. e -V 92r_, - 55E) = Jol4-(e- (sem—SE-'I4z,)(Iz•��) ' -8S' P�-(z.v)C-5 --5 i) = c�z� (7P 4 (4?)z-'(Z.9e.,) = c4-• z; Pu CZ7a3 - el.10 3n kc- FIs)/( xf& ,s5) (902 - ? J)/(z-)((z .m)) Z► (Z • e-) ( 74-0) = 4-5 A-14-- ' -<< n o(� ”.61,,tr UiguA ENW ENGINEERS NORTHWEST, INC., P.S. STRUCTURAL ENGINEERS 6869 WOODLAWN AVE. N. E.. fl205. SEATTLE. WA 98115 (206) 525-7560 FAX (206) 522-6698 PROJECT # PROJECT / t•( DATE 111/.E10 SUBJECT �� �r�� SHEET L72.- OF r.:72-ACsCA S By ` ( Y )/-i P/ u2 ec :- pP- Z/`-(75 Vu -- 3e (3t7s)6,)(1v zr FU =(2. S)C3E5 - /7S) � PL (zey-, - 17s _ 4- �► r) =(L.(s) = Z�4k- P( PSA Pt Vit = S3z_ P� = Ca.e-N>c a -533 _ c/5z� � PZ Q ver r✓3Z V - 7Z3 (az 3 Cz. a))C'&3 -3a.) = Per_ Poi Pu ru _- Cz.)(=tc3 "- 837' s4.1N';' a,"i .: _ /I S' cic_. ENWENGINEERS NORTHWEST, INC., P.S. - STRUCTURAL ENGINEERS 6869 WOODLAWN AVE. N. E.. #205. SEATTLE. WA 98115 (206) 525-7560 FAX (206) 522-6698 PROJECT # OZ.((0 PROJECT las 9---U l ( * DATE Al /.4.(63 SUBJECT L-kTET /tC_ SHEET L7; or, BYE 1 '~ W Ce et OL rc.3c:t c__, _, 0 OK 1�Z JI_ ��= ZZ( C2z-�-� �/c�)<rz,���- Z. ujo. �� -• Cz a)(Zz1- /?.- = g- w>. 2 & PZ Iry D 6. u. a cna =ILI ¶<s€. 1ce=.7 1 z I._ e_ .P( Wo W(4.! '="" 3z- W Vu " 4-�S < ��S - 3zs /�x(z �) _ 4.� ` c� $ =. .) =- (z .234- 4 4.- - 32, ) = 33ce k- W w I- U.o. Z w U u) o I - ._J Z ENWENGINEERS NORTHWEST, INC., P.S. STRUCTURAL ENGINEERS PROJECT # C Z(l Ce) SUBJECT 6869 WoorLAWN AVE. N. E.. #205. SEATTLE. WA 98115 (206) 525-7560 FAX (206) 522-6698 PRoJEcTJk( . DATE -( 11/03 SHEET L74 OF BY !1)/x'1 17 246, fc c 45rk Fc_c- - Pct pu = 7 k_ �q5 UQE.. ( Z- j £J/ IZ-IPly Ar - 6 Z) (( z 7) /5. /z+(- c(. 5 U J�� �'-�,i�j s()( �v�KZ - /C�• e -) -f (�kr.{ )((i?-llk' >] � ^ 1_5,4. (4, > pc.) �Awn 2g,, of -U fle, C , : 97-( . ctirG - S,P cye R SR_ c.c c� 'ems - 3 (S . f �//c.K) (AV, - I ..o-1 (s14c f /� 4-M I: (-5-)( +"("( (fo��l)(� rS - ! .c1=1(4r)(2(h)(SGi/Cjk() — - c5 tmZ �-- 4- LEC,J 3 - 4-5 L&s .oar...iti.cs:i»t..ux'.Tirif�:JaT'�i:biLe:! Az 4-?jz 4.("z- "-- 2(1, 5 4) = EA" ((.C74) is" ENWENGINEERS NORTHWEST, INC., P.S. ^• STRUCTURAL ENGINEERS 6869 WOODLAWN AVE. N. E.. #205. SEATTLE. WA 98115 (206) 525-75601 FAX (206) 522-6698 PROJECT # b Z_11 o PRoJEc'r ) E.. yLA. DATE 4(3/c)s SUBJECT �f�r�ceAt- 172,4c, 4 _ 172,4c, G _CJt 3 oc> rLC e ze SHEET L Or BY 17:7/1-\ 7-� (.Acs- IC - 7 h sr. = to) /Y-1-7.( ( c) z 3 7-4- t - u7 1+xz4-rI,L =-- c?c,)(.cac-)[(.e)r)(36. s) (cr-)5(C,. 9 e`? AE,t, _ - 3 C 4#-`(12-1")(5/c)(3%( (24x<< .c)ci(4-)C z,(s/c<c) . 2.14'414;,,t oL — - LES ENW ENGINEERS NORTHWEST, INC., P.S. STRUCTURAL ENGINEERS 6869 WOODLAWN AVE. N. E.. #205. SEATTLE. WA 98115 (206) 525-7560 FAX (206) 522-6698 PROJECT # ) I ld PROJECT I -1 . I u �Ls�l L DATE +//ce,,a3 SUBJECT �ATEZA(..._ SHEET L%Co OF .1C76 ci/S BY -T—Dr( I � FLcx)0. POE_ PLC IUv -#Id- U rz —moi (1.sc-.) _-�.Cd�cirZ- q)Pao -- C PL = Z934- - > P� o�- A4"-Li - (4' )(26- 6- )C540. Ue_ �:k�rxyili�a -- l 1 - . B' `t '„(c- ENWENGINEERS NORTHWEST, INC., P.S. - STRUCTURAL ENGINEERS 6869 W000LAWN AVE. N. E.. #205. SEATTLE. WA 98115 (206) 525-75601 FAX (206) 522-6698 PROJECT# O2!tC) PROJECT ILLS- rUK_tj lc._ SUBJECT LLA,( _. r? �T 2 Lrr Fier, - c-Lcxxz. v P:=.4 - Fu :=.4- fu- 1O?>' - 13_#i1 ` l0 USG to zdr- Z /1,,� = Z . Z, lu 7 - DATE• 04-PC4o3 SHEET L 77 OF BY T't7)-\ ( 7v)C•)[6XS43z — �R►I= 1Ct' > Qom _ rt (SS -& tt 4.LI/ - 3 (+' � ( Z� (V-%=3 � t� (s I e -6 .�3 c of_ _ (-1")(E-1")C51,(-).) VI .44 L use 4--71=4- :+ewe+cxc��azNi+�:fAy!'S1�`w"�.axt;i�`G;t3-".'s?��.,';, ENWENGINEERS NORTHWEST, INC., P.S. STRUCTURAI, ENGINEERS t � 6869 WOODLAWN AVE. N. E.. #205. SEATTLE. WA 98115 (206) 525-7560 FAX (206) 522-6698 PROJECT # OZ -1 Id PROJECT 1 - w ,l LA - SUBJECT •.. DAG Sr - 4,r F rL A. }7v — 3(4 4 CJ/ _ #/ CbTu C 1>(Ic)5(.c6), )(C,o k -s() G 0,r7-- CtI?r ,c3)(.sc) .s d>C)( 3z- 6,)f <4.n\cc,,>] TRESS C)9E: - 4- LEC.1,...› -meg -+7 > Pc k— R8t PLJ C�� lex Z 4 ei.i/ - Or“ (.°1)( c�.�>>( ,j = 1,n-'7 > r� o� -z, Pu E(.2.)(S)(<1-32, I �E".."5S DATE .4- 7/0..3 SHEET L 7?) OF BY TOIL\ 1%)ciA-f2cn12 PLJ =- I E c tc ,z1/40,r Z-2) 11.11-• - I4 - u/ z - f (( Crrit = (9)(Zr-,CE.S .. = CC -S > c34 Z3 - t31.z- = (. -?(.3)c. E.22)r.)( - 31. ?...) Z=r__)2__K ENSENGINEERS NORTHWEST, INC., P.S. N STRUCTURAL ENGINEERS 6869 WOODLAWN AVE. N. E.. 4205, SEATTLE, WA 98115 (206) 525-7560 FAX (206) 522-6698 PROJECT # PROJECT (N S A5 LA) h . DATE . Z60 0 3 SUBJECT i L�a� IIa1►-r , SHEET Fig- ( OF BY rsr, 150 c,� C �z }.. -!- Zd asp_ C. . B.(1, t15) �S �c 173,E LL " Ud cs, 51.ae: v�T• N +1n rty 102.2 :� $0: p ►'. FiAeiGtgG i'1 : 1/1./.G. PJC Engineers Northwest Floor Analysis and Design of Concrete Slabs Dept. of Homeland Security Parking Level Floors P1 & P2 Engineers Northwest, Inc. P.S. 6869 Woodlawn Ave. N.E. Seattle, WA 98115 206-525-7560 Fax 206-522-6698 P1P2.floor Project Number Monday April 28, 2003 Floor ®1993-2001 Bommer Coleman, Inc. v1.04C furz-Z ••%:4„atwh',wr :.3N'S1i6N: i v kt.Y`,oT}'�:. Report Contents Report Cover Report Contents Loadings and Load Cases Element Meth Plan Banded Tendon Pian Distributed Tendon Pian Other Dead Ldg Plan Live Ldg Plan Transfer Max Top Stress Pian Transfer LC: Design Section Summary Transfer LC: Design Section Stresses Service LC: Design Section Summary Service LC: Design Section Stresses Factored LC: Design Section Summary Factored LC: Design Section Stresses Engineers Northwest - P1 P2.floor - Monday April 28, 2003 F Z3 Engineers Northwest, Inc. P.S. Report Contents 2 Loadings and Load Cases Engineers Northwest - P1 P2.floor - Monday April 28, 2003 FI -9- - Transfer LC 1.08 x Balance Loading 1 x Self -Dead Loading O x Live Ldg 0 x Secondary Loading 0 x Other Dead Ldg — Service LC 1 x Balance Loading 1 x Self -Dead Loading 1 x Live Ldg 0 x Secondary Loading 1 x Other Dead Ldg — Factored LC O x Balance Loading 1.4 x Self -Dead Loading 1.7 x Live Ldg 1 x Secondary Loading 1.4 x Other Dead Ldg Engineers Northwest, Inc. P.S. Loadings and Load Cases 3 Z = I–. W CC 6U O O to0 W • I F– N O W • r LLQ. =W F— O Z I-- 11.1 • W Uco 0. O — 0 1- 111 W 2 �O Z W U= O~ z Engineers Northwest - P1 P2.floor- Monday April 28, 2003 Element Mesh Plan Structae:poii SptoglJSupports.Lbe SrringelSupports,Area i w.tb Bela. Slab coAires Bela. Shb.Walle Above SW:C01 m Above Shb,Shbs,Shb EdfloS Sale 1.121 Fuz-5 111111111111111 �i i�•'G■ii� ■■ ei Element Mesh Plan - Continued (2) rii..°it.:�s.`4�'�<,t Engineers Northwest - P1 P2.floor - Monday April 28, 2003 FLR % Engineers Northwest, Inc. P.S. Element Mesh Plan 5 :ta fP.i'+kt4`ulistviiL.wi z Wiz; • W JU O 0 co J = F— WO} g -J u_ N� Id Z �... F- O. Z I— • uj U� OEi2 O H WW I0 U_ . • Z' W U= P. Z Engineers Northwest - P1P2.floor - Monday April 28, 2003 Banded Tendon Plan FL2-7 ‘, Banded Tendo Slowloco:Pobil SPior/SuP901111pe Slrbay/SuppatcArea SpriamPialle Below SlatcColueas Below 5121,6%11db Above SlecColunan Above Slalr,Slab Ekex Scale 1:509 1 7.5. 7.5 7.5 7_5 srit-Inzp12 1 7.5 5.5 4.24.25 5.5 7.5 I 1.5 1 7.5 1 4.25 - 12T=m112T.12 12T•121,1-0'12T*".-12•19Tn•-•"'""Yrn-PrIl2T"-12 • 'I'll 4.25 1 73 1 73 1 7.5 1 7.5 1 7.5 53 4.24.25 5.5 73 1 73 1 73 1 4.25 9--0-24T--,--24T 4 421T-21T-.ifi-0-21T--.--21T-0--'3i-0-11T----21T-4-*-1-24T----2424T•24TV-424T14T3H-2AT---24T • .3, • 21T--•--21T-1-.3t-4-24T--.--24T-1-1, 4.25 1 7.3 2 3i÷21T-21T-03141 T---21 7.5 6 7.5 .1 11 1 1 11 i 1 i 4.25 1 73 2 73_ 611 73 1 7.5_ •6. 73 4 _73 5.5 4.24.25 33 73 1 7.5 6 73 2 7.5 1 4.25 44-21T-•-21T-•-*-0-2 T---21T•-e-c21'li-zr2ITt-s-4-24T--•-24T-0-.:124-64:2427T-27Trir/27T-27T•--24T-24TV-0-24T---24T-1-(21T•11Tv-0-21T-2 T -0-'31-0-217--21T-0-` 1 73 6 73 4 7.5 53 4.24.25 5.5 73 1 73 6 7.5 2 27T-27T6-.24T•24T0-0-24T--24T 1021 21T-2 7.5 1 4.25 T =•11T --,-21T-"-• 1 73 1 7.5 1 7.5 53 4.24.25 5.3 73 1 ti+21T-.-21T/..--; tz1T---•---21T • 3; 1 211'-21T • 3i 21T -.-21T 27T-27T-0-'327T•27T+-•24T•24Tth0--24T 4.25 1 7.5 1 13 FT-0-16T-16T-0-Fr0-13'P-----13T-I-ri --I 7.5 •11 1.25.........11- 1 4.25 24T S, 21T 21Tr-•-'31T-21T-0-4' 1 1 7.j 7.55 53 4.24.25 5.5 7.5 3T-0-...1-0-16T--.--16T-011•16T•16V-`16T-1611 73 1 7.5 1 or.-r13T.*131%.4-m-0-161`•••••••••••16T-61.r, 4.23 Engineers Northwest, Inc. P.S. Banded Tendon Plan 6 Banded Tendon Plan - Continued (2) Engineers Northwest - Pi P2.floor- Monday April 28,2003 Engineers Northwest, Inc. P.S. Banded Tendon Plan 7 z < I I-4 tf- 6 00. 111 L. ;o. I Li. a a (f) z 0 z w w n c.) 0 P- c) WW 1- - 0 17- o Distributed Tendon Plan Engineers Northwest - P1 P2.floor- Monday April 28, 2003 Distributed TeadoecTeadoeq Sbxbre:Wese Below Sbb;Colmee Below Sbsb:Welb Above Slob:Cohn= Above Sbb}Sbb Edi Boded TadoeoTadm; Scale 1303 Nk N Nit N N oL o1l aI Ae 1L v olv e ev N Nr .i. Nb} NJ. NI fY ...1„i„ en en N 7.1 a N J j- fY�) aQvG ♦c.i SLo a NO e4. N " N2i i. Nt NL m „ , mi 4 ..,,.., ---„--,, - - - - P. ' '' • . I ▪ I} • 1; ~ i; J .n174.,::1,ilt-,rzzi.ni___,g Hnrn N a ^} hj- - ._ It ^ -. r_.h 1r -.11.-. ^ h n1T h r11 r rj �}N 'yby lby __.� -_• .1CJ1� {�n...1 N .. �.C.n FJ+ k y� ii:DILL 1a, IYn _ a ...-..-....NH .n wf -- "" 4 a a a e a a v..1 -114.n � N o a a v a N m•4 4 '4 .4 rS 4 '4 N* a a N 4 4 n 4 en en rn 0 Engineers Northwest, Inc. P.S. Distributed Tendon Plan 8 �NN W, 11. C. J U 00 W= H W0 g 7-71 z� W O • W U � O — C3 W YJ„ 1. = O ▪ F - z Engineers Northwest - P1 P2. floor - Monday April 28, 2003 Distributed Tendon Plan - Continued (2) Fi1-V Engineers Northwest, Inc. P.S. Distributed Tendon Plan 9 Engineers Northwest - P1 P2.floor - Monday April 28, 2003 FLY- L( Other Dead Ldg Plan Other > 9InKtOrtakal BpnlralaRpothalnc Serigernapportr4Ares SprinmWalls Below S*cou>ons Below S1 WiOs Above Slab cobmse Above Sl.tr$1 Shb Bade 1:581 0 F1.0.01 Fz = 0.01 ''-+++4444++4++4++4+444++++++++4+4+++4+++++++++4+4+++++++14444++++44+44+++++4+++4++44+4++4+++ -44++++++++4++4++++++++4+++4++4+4+++++4+444444++4+++44+4444+4++4++44+4++44+4444+++4++4+44++- -444+4++4++++44++++4++++4++4++4+4+4+++++++4++++4++++++1++++++4444++4++4+++44++4+-4+-4+4++- .++4++++4+++++4+++++++++4++4+++++++++++++4+++++4++++++++++14+++4++444+4+4++4+44++++++4++++++++. -+++4+4+++++4+4+4tit+++++++4++++++++++++++++++++++++4+4+44+++++++++++++4++++++++444+444++++ -++++++++++++++++++++++++++++++++++++++++++++++++++++4++14++++++4+++++4+++++4++4444+4-444++4+ ++4+++44+j4+44+44+4+444+4+44+4+4+4+4++++4+++++4+++414+++++4+44444+4,4444++4++4+4++444++! N.444+++++++4+44444444444444444-4444444+++++4++++++++.44 4+4 4+ 4+4+ 44+4+444+4 4 4444 44++4+4 4+4 ++•+44+4++- •++++++++++4+++++++++++++++++++++++++4+++++++4444+++++++44++4++++++4++++4444+4++++++++4++44+ -4.444444444444.444++44444+++44+4+-+4+44+44+444+444+44+++4-4+444-4++44444444+44444+4444444-444+4-44 .4+44+++4++44+4++44+++++4++4++4444+4++4+4++4++4+4+4++44++14+4++444-4++44+4444+•+4 44+-44+4+444+4 -4++4+++++44++4+++4+++++4++4++4+44444+4+44+4++4.44+++4++44+++4+4+4+4+44+444+4-4+44+4++4+44444. -4+4+++444444+4444+4+4+44++4+4444+4444++44++444+4++++++444+++++4444+44+44+4+444+44-44+4+44444- -4+44++4+++4++4+4+++4+4+++++++4+4++++4++++++++4+4++++4++44++++++++-4+++++++4+44.4++4+4- 4+4+4 -4+ -4++4++4+++4++4+4+4++++4++++++4+4+++444+++44+4 -++4+4++++++4+++444+444+444444+4444++44+++4+4-44- -444444444+4444+44+4+44+4444+44+4++444-+44444444+4444++++14+++++44+444-4444+4+4.44+44444+44444- '.,4+4444444444+444-4++++44+4+4EXiEIIIII dl+++ -E+++4++4++++4444•++++•444+,. ++44+-+444++4++4+! .4444+44++44+44•1111 ++++++++++I+++++++++ 4+4y44+#++4+4+++++++-++++++++4-4-4-4-+++{+++++++ -4444+44.++++4++4+- 4++++++++i4+++++-+,1„++ +iik4 1}}}+444+++!+4++4+++4+++++++++++i+4-++ .++44++4-++++++}•++++++++++4+++•F 41•i 1+++41+}+}+4-4+4++++44444+4+4++44444-44•-44+++4+4+44.4-.- -N++444+++-++.+4++++++i+4+i+444++++4+-4-L+4444.i-4+++4++44+++•4+ -4-4-4-4-+++4+++++++-++41++++++4+++4•F+++++4+ +4+++44++++++++++++++++•4++++{4.4++++++ -444.44++++++++++•4+-4+.++++++++++.F+++++44.4144+4#44+++++1.1+i+++++444+44+44++444+ -+++++4+14+++++++.-+444-+++++++++1F+++++ +++ +++++44++++++++++++++ 444+444444444+44- .4+4+444*+44++44. '1+44.+++4+44+++44+4++ 4++ 114+44+44++++4+4+44+44+1 4+4444+44++4+4+- -+4+44.44'4-+444+4+-++++H4++44++4444++4+:+4444+1 ++-4 1 ++++#+4+++++44++4++441N+4+44444+-+44+44444+- ,+++++++'$444+++44EETIMM4+++++++44ETEE • +4+ -' +++++44+++++++++++++TEAR-444++4+p+444+44 •44+4+++i ++4++4++++4++4+}+44++4+44++++•++++++4. 4 44+++4 4+444++44+++444+•44+4+4-4+44+4+4-+-1 •+44+44 4- -4+4+4.4+f+4+++4+4+++44+4++44++444+++++4+++4+4+44+4+++4+4444++++44+44++4+444444444+444444+44+- -++++++444++++4+++4+++4+++++++4++++4++4+4++4+++444++444+4++++4++++4++44++44+44+44+444+++++++- -4+44+4+4+4+++•+4++++++++4++4+4++4++44+4++444+4.44++4+4+++4+++4+++++4+4++++444++-4+4+4++++++4- .1111114.1.1 ..... 11 ..... 11111. .......... 1111111 ........ 1+411 11111.1111111111.1111141111111- 4 44r 1..„...,,,,, -++4444+h+++++444+++44+44+++++44.4++44+444.444+4+++44+444+44++4++44+++44++4+4444+4++-44++4++4++- -++++44+f++4++4+++++++444+++++4+4++++++4++++++++++++++++44+++4++++4++4++444++4+4+-44+{•4+44+4+- .++44++44++4++4++++44+++++++++++444+44+++++4+44++44+++++4444+++++++++44+44++44+•14+4+4.4++++44. :5.444+4+4f -4+-+4+4+4++444444++44++4,4+4++4+4+4,+444+4+44x4+4++41 ++4441++++4+444 %4+4+4+44+44 r44++44+! , .4++++++4-4++++4+++++++++4++4++++4+++++4+++4++444++++++++14+++++4++4++++++++++++++++++444++++- -4+4+++44++4+44+4i+44++++++4+44+4+4+4+++44+44+++4++ + 44 +414+++4 +44444++4+44++•4++-4+44++4+44444- -+++4+++++++++4++++++++++4+++++++++-+4++4++4++44+++++++++14+++++44+4++4++•+4++4+++++4++++++++4- .4+++44++++-++++++++++4 4++4++++-4++++4++4.++++4 4+4+++++ 4+++14 4+4 ++44++4++++4.44+4 4+4+4 4+4 •1+4 4+4+- -++++4++++++++++++++++++++4+4++++++++++++++++44+4++++++4++4+++++4++++4+4+4+++++++++-+++++++- •+ 4++++44+++++++++++•4++4+++++++++++++++ -+44++++++++4++++++114+4++++4++++++++4144.44+++++++44+ - iii. +++4++++++4+++++++++++++-4++++++++++++++++++++++++4++++++++++1+4+4+++444++++++++++4++++++ -+++++++4++++++++++4++++++++++++4+++++++++++++++4+++++++114+4+++++444+4+4+4++4+4+4+4+++4++4+ -, n $4++++++++++++++++++++4++444++++++4+44+444++++++++++ .5" " " . + YYYYY YYYY'YYYY++Y,,,.- 444444,+Y+Y144+f+f,„--444441 Fz- 0.01 Engineers Northwest, Inc. P.S. Other Dead Ldg Plan 10 Live Ldg Plan Engineers Northwest - P1 P2.floor - Monday April 28, 2003 FLS 12 • Un 11.400161,01dakle>a.ar.AreoLoodc 9hoctir.Poid SprkiwiSoppoddine 9pti¢hlyputf,Atee 8ptiegWdk Below Sleb:Cobmw Below SWr.Wills Above Slab:Coluns Above Sh,Sleb Edge; sde 1:666 Engineers Northwest, Inc. P.S. Live Ldg Plan 11 Z W cc JU 00 WI Q LL WD Q LL Q N d I =W Z� I- O Zh- uj U0 O .9- 1- U.1 I-W UJ H- O .. Z W U= 0 1- z Engineers Northwest - P1 P2.floor - Monday April 28, 2003 Fa_1� Transfer Max Top Stress Plan Throat I.C.DedRo Sedlon% Strudorc:PobisP/1110001/0/143oe Sj lt/SupportAra SprirsgxWdls Below SltCollme Below SlikWells Above ShbaCokme Above Sbibs.Slrb Et e; Distributed Ta ns:Tadms Scale 1:610 iLev ll6, N26: Il#54s 1160 44821 1194 ; 1111121: N125 ; awl s0.. do N4 ; 1125 .0 o 4155; 1193 0 N124 _ #24 ;113133 1123 1157 N63 '1132 i .1156 N6 ; MI:*r- amaoai : a7Qmasna2 ;N'A34 , , -0158';--T; 11;T9 . le nzm o14 N98T ;1192 '1195 NW 8161 .NW18N19211200a2flm1233 /1239 . 11712584 '268 , IIW284 11301 uiuun :•HU 1171257' N267 11237. ; N245 N2 :-- MIN NJ/149 11160 ;MW189191N199a20'Ji228 n 11P. A1Omai aecmn 1112 11123 .01 i,/!ISM19/1 11232 N238 O : O NN283 $ NA, J/229 ; 11236 ? 11243 ; 11265 11274 • 'n e 75 N303 11329 fi 1121302 1/308 9/32-4 J 1911 111 r_1_ 1101148c 111 5 1 111.' N28 114/5311 1161 N7 II � �= pp 1196....11,11184..//127.:_'11147 -10151.-- Lil3.11:i . oa — aAso masm.n %' 11230 0 e X71301 • asaazQ.ae N307 N32 #327 F ��y11255.°* :11272 1171283 : N305 X1325 011".#231„..._,41 p"1 6 ' tw • p R Ei a7/256'3'e -112 3--,117/300 U3 Engineers Northwest, Inc. P.S. Transfer Max Top Stress Plan 12 Engineers Northwest - P1 P2.floor - Monday April 28, 2003 Transfer LC: Design Section Summary # As Top Controlling As Bot Controlling As Shr Strp Spcg Controlling Status (sq. In.) (sq. in.) (sq. In.) (inches) 1 0 0 0 inf 2 0 0 0 inf 3 0 0 0 inf 4 0 0 0 inf 5 0 0 0 inf 6 0 0 0 .Int 7 0 0 0 int 8 0 0 0 int 9 0 0 0 inf 10 0 0 0 inf 11 0 0 0 Inf 12 0 0 0 int 13 0 0 0 lnf 14 0 0 0 Int 15 0 0 0 Inf 16 0 0 0 int 17 0 0 0 inf 18 0 0 0 inf 19 0 0 0 Int 20 0 0 0 inf 21 0 0 0 inf 22 0 ' 0 0 inf 23 0 0 0 inf 24 0 0 0 inf 25 0 0 0 inf 26 0 0 0 inf 27 0 0 0 inf 28 0 0 0 int 29 0 0 0 inf 30 0 0 0 inf { 31 0 0 0 inf 32 0 0 0 int 33 0 0 0 inf 34 0 0 0 int 35 0 0 0 inf 36 0 0 0 inf 37 0 0 0 inf 38 0 0 0 int 39 0 0 0 inf 40 0 0 0 int 41 0 0 0 inf 42 0 0 0 Int 43 0 0 0 inf 44 0 0 0 Inf 45 0 0 0 inf 46 0 0 0 Int 47 0 0 0 Int 48 0 0 0 Int 49 0 0 0 int 50 0 0 0 inf 51 0 0 0 inf 52 0 0 0 int 53 0 0 0 inf 64 0 0 0 Inf 55 0 0 0 Inf 56 0 0 0 Int 57 0 0 0 inf 58 0 0 0 int 59 0 0 0 inf 60 0 0 0 inf 61 0 0 0 inf 82 0 0 0 inf 63 0 0 0 inf 64 0 0 0 inf 65 0 0 0 int 66 0 0 0 Int "Status" indicates whether Floor has found a feasible solution to satisfy the criteria selected for this section. Engineers Northwest, Inc. P.S. Transfer LC: Design Section Summary 13 Engineers Northwest - P1 P2.floor- Monday April 28, 2003 Transfer LC: Design Section Summary - Continued (2) # As Top Controlling (sq. in.) 67 0 68 0 69 0 70 0 71 0 72 0 73 0 74 0 75 0 76 0 77 0 78 0 79 0 80 0 81 0 82 0 83 0 84 0 85 0 86 0 87 0 88 0 89 0 90 0 91 0 92 0 93 0 94 0 95 0 96 0 97 0 98 0 99 0 100 0 101 0 102 0 103 0 104 0 105 0 106 0 107 0 108 0 109 0 110 0 111 0 112 0 113 0 114 0 115 0 116 0 117 0 118 0 119 0 120 0 121 0 122 0 123 0 124 0 125 0 126 0 127 0 128 0 129 0 130 0 131 0 132 0 As Bot Controlling As Shr Strp Spcg Controlling Status (sq. In.) (sq. In.) (inches) O 0 int O 0 inf O 0 int O 0 Int O 0 Inf O 0 inf O 0 int O 0 Int 0 0 inf O 0 Inf O 0 Int O 0 Inf O 0 Inf O 0 inf 0 0 inf O 0 Int O 0 inf O 0 Inf O 0 int O 0 inf O 0 Int O 0 inf O 0 Int O 0 Int O 0 inf O 0 int O 0 Inf O 0 inf O 0 inf O 0 inf O 0 inf O 0 int O 0 inf O 0 Int 0 0 inf O 0 Int O 0 inf 0 0 int O 0 inf O 0 int O 0 int O 0 inf O 0 int 0 0 inf O 0 int O 0 inf O 0 inf 0 0 inf O 0 inf O 0 Inf O 0 inf 0 0 inf O 0 inf O 0 inf O 0 inf O 0 inf 0 0 inf O 0 int 0 0 Inf O o Int O 0 Inf O 0 int O 0 inf O 0 int O 0 int O 0 int "Status" indicates whether Floor has found a feasible solution to satisfy the criteria selected for this section. Engineers Northwest, Inc. P.S. Transfer LC: Design Section Summary 14 Engineers Northwest - P1 P2.floor - Monday April 28, 2003 Transfer LC: Design Section Summary - Continued (3) # As Top Controlling As Bot Controlling As Shr Strp Spcg Controlling Status (sq. in.) (sq. in.) (sq. in.) (inches) 133 0 0 0 inf OK 134 0 0 0 int OK 135 0 0 0 Int OK 136 0 0 0 int OK 137 0 0 0 int OK 138 0 0 0 Int OK 139 0 0 0 inf OK 140 0 0 0 inf OK 141 0 0 0 inf OK 142 0 0 0 inf OK 143 0 0 0 int OK 144 0 0 0 int OK 145 0 0 0 Inf OK 146 0 0 0 inf OK 147 0 0 0 inf OK 148 0 0 0 inf OK 149 0 0 0 inf OK 150 0 1.34 ACI 18.4.1b 0 Int OK 151 0 0 0 inf OK _152 0 0 0 inf OK 153 0 0 0 int OK 154 0 0 0 Inf OK 155 0 0 0 inf OK 156 0 0 0 inf OK 157 0 0 0 inf OK 158 0 0 0 Int OK 159 0 0 0 int OK 160 0 0 0 int OK 161 1.4 ACI 18.4.1b 0 0 inf OK 162 0 0 0 Inf OK 163 0 0 0 inf OK 164 0 0 0 int OK 165 0 0 0 int OK 166 0 0 0 inf OK 167 0 0 0 inf OK 168 0 0 0 inf OK 169 0 0 0 inf OK 170 0 0 0 inf OK 171 0 0 0 Inf OK 172 0 0 0 inf OK 173 0 0 0 inf OK 174 0 0 0 Inf OK 175 0 0 0 int OK 176 0 0 0 Int OK 177 0 0 0 Int OK 178 0 0 0 Int OK 179 0 0 0 int OK 180 0 0 0 int OK 181 0 0 0 inf OK 182 0 0 0 Inf OK 183 0 0 0 inf OK 184 0 0 0 Inf OK 185 0 0 0 inf OK 186 0 0 0 Int OK 187 0 0 0 int OK 188 0 0 0 Inf OK 189 0 0 0 inf OK 190 0 0 0 inf OK 191 0 0 0 inf OK 192 0 0 0 inf OK 193 0 0 0 inf OK 194 0 0 0 int OK 195 0 6.53 ACI 18.4.1b 0 int OK 196 0 12.2 ACI 18.4.1b 0 int OK 197 0 16.3 ACI 18.4.1b 0 inf OK 198 0 15.1 ACI 18.4.1b 0 Int OK "Status" Indicates whether Floor has found a feasible solution to satisfy the criteria selected for this section. FtS-Y, Engineers Northwest, Inc. P.S. Transfer LC: Design Section Summary 15 r0* -N„,. # As Top Controlling As Bot Controlling As Shr Strp Spcg Controlling Status (sq. In.) (sq. in.) (sq. in.) (inches) 199 0 12.5 ACI 18.4.1b 0 inf OK 200 0 7.85 ACI 18.4.1b 0 Int OK 201 0 0 0 inf OK 202 0 0 0 Int OK 203 0 0 0 inf OK 204 0 0 0 inf OK 205 0 0 0 int OK 206 0 0 0 int OK 207 0 0 0 inf OK 206 0 0 0 Inf OK 209 0 0 0 Int OK 210 0 0 0 int OK 211 0 0 0 inf OK 212 0 0 0 int OK 213 0 0 0 inf OK 214 0 0 0 int OK 215 0 0 0 Inf OK 216 0 0 0 inf OK 217 0 0 0 Int OK 218 0 0 0 int OK 219 0 0 0 inf OK 220 0 0 0 inf OK 221 0 0 0 Inf OK 222 0 0 0 int OK 223 0 0 0 inf OK 224 0 0 0 Inf OK 225 0 0 0 inf OK 226 0 0 0 inf OK 227 0 0 0 inf OK 228 0 0 0 int OK 229 0 0 0 inf OK 230 0 0 0 int OK 231 0 0 0 inf OK 232 0 0 0 Int OK 233 0 0 0 inf OK 234 0 0 0 Inf OK 235 0 0 0 inf OK 236 0 0 0 int OK 237 0 0 0 inf OK 238 0 0 0 int OK 239 0.847 ACI 18.4.1b 0 0 inf OK 240 0 0 0 Int OK 241 0 0 0 inf OK 242 0 0 0 Inf OK 243 0 0 0 inf OK 244 0 0 0 Int OK 245 0 0 0 inf OK 246 0 0 0 inf OK 247 0 0 0 inf OK 248 0 1.16 ACI 18.4.1b 0 Inf OK 249 0 0 0 inf OK 250 0 0 0 Inf OK 251 0 0 0 inf OK 252 0 0 0 Int OK 253 0 0 0 inf OK 254 0 0 0 Inf OK 255 0 0 0 Inf OK 256 0 0 0 Inf OK 257 0 0 0 Int OK 258 0 0 0 inf OK 259 0 0 0 inf OK 260 0 0 0 Int OK 261 0 0 0 int OK 262 0 0 0 inf OK 263 0 0 0 inf OK 264 0 0 0 Int OK "Status" Indicates whether Floor has found a feasible solution to satisfy the criteria selected for this section. Engineers Northwest, Inc. P.S. Transfer LC: Design Section Summary 16 Engineers Northwest - P1 P2.floor - Monday April 28, 2003 Transfer LC: Design Section Summary - Continued (4) FIX- a Engineers Northwest - P1 P2.floor- Monday April 28, 2003 Transfer LC: Design Section Summary - Continued (5) # As Top Controlling .. As Bot Controlling As Shr Strp Spcg Controlling Status (sq. in.) (sq. in.) (sq. in.) (inches) 265 0 0 0 int OK ' 266 0 0 0 int OK 267 0 0 0 inf OK 268 0 0 0 inf OK 269 0 0 0 int OK 270 0 0 0 Int OK 271 0 0 0 int OK 272 0 0 0 Int OK 273 0 0 0 inf OK 274 0 0 0 Int OK 275 0 0 0 Int OK 276 0 0 0 inf OK 277 0 0 0 int OK 278 0 0 0 Int OK 279 0 0 0 int OK 280 0 0 0 inf OK 281 0 0 0 inf OK 282 0 0 0 int OK 283 0 0 0 inf OK 284 0 0 0 int OK 285 0 0 0 Int OK 286 0 0 0 inf OK 287 0 0 0 inf OK 288 0 0 0 int OK 289 0 0 0 inf OK 290 0 0 0 Int OK 291 0 0 0 int OK 292 0 0 0 inf OK 293 0 0 0 int OK 294 0 0 0 int OK 295 0 0 0 inf OK 296 0 0 0 int OK 297 0 0 0 int OK 298 0 0 0 int OK 299 0 0 0 int OK 300 0 0 0 int OK 301 0 0 0 inf OK 302 0 0 0 int OK 303 0 0 0 int OK 304 0 0 0 inf OK 305 0 0 0 inf OK 306 0 0 0 inf OK 307 0 0 0 int OK 308 0 0 0 inf OK 309 0 0 0 inf OK 310 0 0 0 int OK 311 0 0 0 inf OK 312 0 0 0 inf OK 313 0 0 0 inf OK 314 0 0 0 int OK 315 0 0 0 inf OK 316 0 0 0 int OK 317 0 0 0 inf OK 318 0 0 0 Int OK 319 0 0 0 int OK 320 0 0 0 inf OK 321 0 0 0 inf OK 322 0 0 0 Int OK 323 0 0 0 int OK 324 0 0 0 inf OK 325 0 0 0 inf OK 326 0 0 0 inf OK 327 0 0 0 int OK 328 0 0 0 inf OK 329 0 0 0 int OK Rg- "Status" indicates whether Floor has found a feasible solution to satisfy the criteria selected for this section. Engineers Northwest, Inc. P.S. Transfer LC: Design Section Summary 17 go. Transfer LC: Design Section Stresses k Centroid (feet) 1 (1.21,-128.8,-0.3542) 2 (1.203,-80,-0.3542) 3 (1.311,-108.8,-0.3542) 4 (1.237,-22.5,-0.3542) 5 (1.277,-50,-0.3542) 6 (1.259,5,-0.3542) 7 (5.626,-111.2,413542) 8 (5.626,-108.7,-0.3542) 9 (5.826,-81.25,-0.3542) 10 (5.703,-122.4,-0.3542) 11 (5.626,-78.7,-0.3542) 12 (5.626,51.26,-0.3542) 13 (5.703,-94.86,-0.3542) 14 (5.628,-48.67,-0.3542) 15 (5.703,-64.65,-0.3542) 16 (5.703,-35.01,-0.3542) 17 (7.47,-21.24,-0.3542) 18 (7.47,-18.67,-0.3542) 19 (7.47,-10.48,-0.3542) 20 (7.47,-1.209,-0.3542) 21 (7.737,-133.8,-0.3542) 22 (11.21,-108.8,-0.3542) 23 (11.41,-80,-0.3542) 24 (11.41,-50,-0.3542) 25 (14.8,-22.5,-0.3542) 26 (14.8,-5,-0.3542) 27 (15.78,-128.8,-0.3542) 28 (15.78,-128.6,-0.3542) 29 (22.08,-108.8,-0.394) 30 (22.2,-80,-0.3542) 31 (22.2,-50,-0.3542) 32 (24.89,-80,-0.3542) 33 (24.89,-50,-0.3542) 34 (25.01,-108.8,-0.394) 35 (27.45,-111.3,-0.4632) 36 (27.45,-108.8,-0.4632) 37 (26.38,-95.04,-0.3542) 38 (28.18,-35.01,-0.3542) 39 (28.48,-122.5,-0.3542) 40 (28.64,-22.5,-0.3542) 41 (28.78,-128.8,-0.3542) 42 (28.71,5,-0.3542) 43 (29.67,-81.19,-0.3542) 44 (29.67,-78.74,-0.3542) 45 (29.67,-65.04,-0.3542) 46 (29.67,51.29,-0.3542) 47 (29.67,-48.7,-0.3542) 48 (29.66,-21.24,-0.3542) 49 (29.66,-18.75,-0.3542) 50 (29.66,-10.48,-0.3542) 51 (29.66,-1.222,-0.3542) 52 (30.63,-133.8,-0.3542) 53 (31.32,-128.8,-0.3542) 54 (31.27,5,-0.3542) 55 (31.35,-22.5,-0.3542) 56 (36.76,-80,-0.3542) 57 (36.76,-50,-0.3542) 58 (41.55,-108.8,-0.394) 59 (44.95,-22.5,-0.3542) 60 (44.95,-5,-0.3542) 61 (45.76,-128.8,-0.3542) Conc. Top Conc. Bot. Conc. Cent. Conc Limits (Psi) (Psi) (Psi) -321 -191 -256 -171 -165 -168 -195 -169 -182 -191 -267 -229 -169 -166 -168 -265 -162 -214 -333 -106 -219 -298 -94.8 -196 -305 -132 -218 -84.9 -239 -162 -301 -120 -211 -290 -140 -215 -44.6 -263 -154 -291 -151 -221 -43 -284 -164 -63.1 -251 -157 -350 -46.5 -198 -265 -90.5 -178 -83.3 -248 -165 -134 -89.3 -112 -180 -100 -140 -58.1 -290 -174 -81.4 -251 -166 -96.3 -234 -165 -189 -245 -217 -121 -433 -277 -60.2 -515 -288 -60.2 -507 -284 -242 -39.9 -162 -238 -95.9 -167 -232 -97.5 -164 -215 -97.9 -156 -202 -102 -152 -147 -156 -150 -399 66.3 -184 -361 49.5 -171 -93.2 -351 -222 -124 -323 -223 -199 -324 -261 -222 -201 -211 566 27.9 -269 -519 -23.5 -271 -235 -107 -171 -248 -78.2 -163 -68 -315 -191 -237 -109 -173 -234 -117 -176 -392 -61.9 -227 -224 -107 -168 -84 -273 -178 -196 -97 -147 -271 -112 -192 -431 88.6 -171 -336 33.4 -151 -152 -169 -160 -103 -243 -173 -76.4 -241 -159 -141 -166 -151 -71.6 -234 -153 60.1 -293 -116 65.2 -340 -137 Engineers Northwest - P1 P2.floor- Monday April 28, 2003 Rebar Top (Psi) (kal) (-2100,-) (-2100,-) (-2100,-) (-2100,-) (-2100,-) (-2100,-) (-2100,-) (-2100,-) (-2100,-) (-2100,-) (-2100,-) (-2100,-) (-2100,-) (-2100,-) (-2100,-) (-2100,-) (-2100,-) (-2100,-) (-2100,-) (-2100,-) (-2100,-) (-2100,-) (-2100,-) (-2100,-) (-2100,-) (-2100,-) (-2100,-) (-2100,-) (-2100,-) (-2100,-) (-2100,-) (-2100,-) (-2100,-) (-2100,-) (-2100,-) (-2100,-) (-2100,-) (-2100,-) (-2100,-) (-2100,-) (-2100,-) (-2100,-) (-2100,-) (-2100,-) (-2100,-) (-2100,-) (-2100,-) (-2100,-) (-2100,-) (-2100,-) (-2100,-) (-2100,-) (-2100,-) (-2100,-) (-2100,-) (-2100,-) (-2100,-) (-2100,-) (-2100,-) (-2100,-) (-2100,-) Rebar Bot. Rebar Limits (ksi) (ksi) • • • "Centroid" indicates the section centroid in X,Y,Z coordinates. "Conc. Limits" Indicates the minimum and maximum allowable concrete stresses;'-" indicates that no stress limit was calculated. Rebar stresses are not calculated in the Gross Section stress calculation "Rebar Umtts" indicates the maximum allowable reinforcement tensile stresses; "-' Indicates that no stress limit was calculated; if two values are reported the first value is for the top bar and the second Is for the bottom bar "Calc." Indicates the type of calculation used to determine the stresses. Calc. Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Engineers Northwest, Inc. P.S. Transfer LC: Design Section Stresses 18 Engineers Northwest - P1 P2.floor- Monday April 28, 2003 Transfer LC: Design Section Stresses - Continued (2) # Centroid Conc. Top Conc. BoL Conc. Cent. Conc Limits Rebar Top Rebar Bot. Rebar Limits Cato. (feet) (Psi) (Psi) (Psi) (Psi) (►moi) (ksi) (ksi) 62 (47.78,-80,-0.3542) -254 -134 -194 (-2100,-) Gross 63 (47.78,-50,-0.3542) -201 -133 -167 (-2100,-) Gross 64 (53.71,-78.74,-0.3542) -356 -196 -276 (-2100,-) Gross 65 (54.02,-73.96,-0.3542) -218. -234 -226 (-2100,-) Gross 66 (54.48,-81.27,-0.3542) -347 -261 -304 (-2100,-) Gross 67 (57.16,-111.2,-0.4578) -309 -20.2 -177 (-2100,-) Gross 68 (58.57,-95.04,-0.3542) -132 -326 -229 (-2100,-) Gross 69 (57.3,-108.8,-0.4571) -296 -25.7 -173 (-2100,-) Gross 70 (58.63,-128.8,-0.3542) -364 92.1 -136 (-2100,-) Gross 71 (58.66,-108.8,-0.394) -74.9 -215 -130 (-2100,-) Gross 72 (58.68,-5,-0.3542) -326 95.3 -115 (-2100,-) Gross 73 (58.7,-22.5,-0.3542) -162 -97.3 -130 (-2100,-) Gross 74 (59.63,-21.16,-0.3542) -295 -152 -224 (-2100,-) Gross 75 (59.63,-18.75,-0.3542) -156 -171 -163 (-2100,-) Gross 76 (59.63,-10.48,-0.3542) -81.3 -224 -153 (-2100,-) Gross 77 (59.63,-1.229,-0.3542) -150 -71 -110 (-2100,-) Gross 78 (59.71,-48.78,-0.3542) -166 -372 -269 (-2100,-) Gross 79 (59.82,-34.99,-0.3542) -223 -251 -237 (-2100,-) Gross 80 (60.63,-133.7,-0.3542) -197 -173 -185 (-2100,-) Gross 81 (60.67,-122.5,-0.3542) -171 -245 -208 (-2100,-) Gross 82 (61.2,-5,-0.3542) -293 113 -90 (-2100,-) Gross 83 (61.34,-108.8,-0.394) -82.2 -180 -121 (-2100,-) Gross 84 (61.37,-131,-0.3542) -218 47.9 -84.9 (-2100,-) Gross 85 (61.33,-22.5,-0.3542) -143 -95.1 -119 (-2100,-) - - Gross 86 (66.25,-81.31,-0.3542) -307 -158 -233 (-2100,-) Gross 87 (66.25,-78.7,-0.3542) -215 -145 -180 (-2100,-) Gross 88 (66.25,-68.88,-0.3542) -148 -194 -171 (-2100,-) Gross 89 (66.25,-60.85,-0.3542) -158 -157 -158 (-2100,-) - Gross 90 (68.02,-136.2,-03542) -83.5 -375 -229 (-2100,-) Gross 91 (70.53,-50,-0.3542) 19.1 -121 50.9 (-2100,-) Gross 92 (70.61,-80,-0.3542) -9.21 -104 -56.5 (-2100,-) Gross 93 (74.7,-22.5,-0.3542) -33.3 -185 -109 (-2100,-) Gross 94 (74.7,-5,-0.3542) 68.4 -294 -113 (-2100,-) Gross 95 (75.59,-108.8,-0.3542) -81.1 -141 -111 (-2100,-) Gross 96 (75.67,-131,-0.3542) -5.02 -211 -108 (-2100,-) Gross 97 (85.25,-80,-0.3542) 5.39 -131 -62.6 (-2100,-) Gross 98 (85.25,-50,-0.3542) 4.58 -120 -57.8 (-2100,-) Gross 99 (85.4,-81.27,-0.3542) -261 -131 -196 (-2100,-) Gross 100 (85.4,-78.8,-0.3542) -276 -118 -197 (-2100,-) Gross 101 (85.4,-65.04,-0.3542) -109 -292 -200 (-2100,-) Gross 102 (85.4,-51.17,-0.3542) -242 -139 -191 (-2100,-) Gross 103 (85.4,-48.64,-0.3542) -247 -131 -189 (-2100,-) Gross 104 (88.55,-108.8,-0.3542) -65.1 -138 -102 (-2100,-) Gross 105 (88.72,-131,-0.3542) -230 3.12 -113 (-2100,-) Gross 106 (88.69,-5,-0.3542) -300 110 -95.1 (-2100,-) Gross 107 (88.74,-22.5,-0.3542) -130 -85.1 -108 (-2100,-) Gross 108 (89.87,-34.99,-0.3542) -114 -284 -199 (-2100,-) Gross 109 (89.86,-21.16,-0.3542) -335 -76.4 -206 (-2100,-) Gross 110 (89.86,-18.75,-0.3542) -183 -126 -154 (-2100,-) Gross 111 (89.86,-10.48,-0.3542) -79.7 -233 -156 (-2100,-) Gross 112 (89.86,-1.243,-0.3542) -157 -91.1 -124 (-2100,-) Gross 113 (90.64,-138.8,-0.3542) -209 -175 -192 (-2100,-) Gross 114 (90.64,-111.2,-0.3542) -398 -132 -265 (-2100,-) Gross 115 (90.64,-108.7,-0.3542) -271 -148 -209 (-2100,-) Gross 116 (90.68,-125,-0.3542) -226 -324 -275 (-2100,-) Gross 117 (90.68,-95.04,-0.3542) -79.3 -322 -201 (-2100,-) Gross 118 (91.39,-131,-0.3542) -232 20.6 -106 (-2100,-) Gross 119 (91.37,-108.8,-0.3542) -31 -160 -95.5 (-2100,-) Gross 120 (91.28,-22.5,-0.3542) -122 -80.5 -101 (-2100,-) Gross 121 (91.32,-5,-0.3542) -271 115 -77.8 (-2100,-) Gross 122 (100.6,-50,-0.3542) -20.8 -122 -71,5 (-2100,-) Gross "Centroid" Indicates the section centroid In X,Y,Z coordinates. "Conc. Limits" indicates the minimum and maximum allowable concrete stresses; "-" indicates that no stress limit was calculated. Rebar stresses are not calculated In the Gross Section stress calculation "Rebar Limits" Indicates the maximum allowable reinforcement tensile stresses;' -" indicates that no stress limit was calculated; if two values are reported the first value is for the top bar and the second is for the bottom bar "Calc." indicates the type of calculation used to determine the stresses. Engineers Northwest, Inc. P.S. Transfer LC: Design Section Stresses 19 A1Mf,,e+lrYarr.Nlj'A ?n 4:"'.+.V`ti isn vred•rx. .....•fo..oMh . .. Engineers Northwest - P1 P2. floor - Monday April 28, 2003 Transfer LC: Design Section Stresses - Continued (3) FLS 123 124 125 126 127 128 129 130 131 132 133 134 135 136 137 138 139 140 141 142 143 144 145 146 147 148 149 150 151 152 153 154 155 156 157 158 159 160 161 162 163 164 165 166 167 168 169 170 171 172 173 174 175 176 177 178 179 180 181 182 183 Centroid (feet) (100.6,-80,-0.3542) (105,-22.5,-0.3542) (105,-5,-0.3542) (105.8,-108.8,-0.3542) (105.9,-131,-0.3542) (109,-78.8,-0.3542) (109.1,-65.04,-0.3542) (117,-81.19,-0.3542) (117.2,-51.25,-0.3542) (117.2,-48.64,-0.3542) (118.6,-108.8,-0.3542) (118.7,-131,-0.3542) (118.7,-22.5,-0.3542) (118.8,-5,-0.3542) (120.1,-34.99,-0.3542) (120.2,-125,-0.3542) (120.2,-21.22,-0.3542) (120.2,-18.75,-0.3542) (120.2,-10.48,-0.3542) (120.2,-1.317,-0.3542) (120.3,-138.8,-0.3542) (120.3,-111.2,-0.3542) (120.3,-108.7,-0.3542) (120.3,-94.96,-0.3542) (121.3,-131,-0.3542) (121.4,-108.8,-0.3542) (121.3,-22.5,-0.3542) (121.4,-5,-0.3542) (124.4,57.81,-0.3542) (130,-50,-0.3542) (130.1,-80,-0.3542) (134.6,-131,-0.3542) (134.7,-108.8,-0.3542) (134.8,-80,-0.3542) (135,-78.66,-0.3542) (135,-65.04,-0.3542) (135,-50,-0.3542) (135.2,-22.5,-0.3542) (135.2,-5,-0.3542) (139.9,-80,-0.3542) (139.9,50,-0.3542) (148.6,-108.8,-0.3542) (148.7,-131,-0.3542) (148.7,5,-0.3542) (148.7,-22.5,-0.3542) (149.7,-125,-0.3542) (149.8,-108.7,-0.3542) (149.8,-111.2,-0.3542) (149.9,-138.8,-0.3542) (149.8,-81.19,-0.3542) (149.9,-94.96,-0.3542) (150.1,51.34,-0.3542) (150.1,-48.6,-0.3542) (150.1,-35.1,-0.3542) (150.1,-21.24,-0.3542) (150.1,-18.68,-0.3542) (150.1,-10.38,-0.3542) (150.1,-1.375,-0.3542) (151.3,-131,-0.3542) (151.3,-22.5,-0.3542) (151.3,-5,-0.3542) Conc. Top Conc. Bot. Conc. Cent. Conc Limits Rebar Top Rebar Bot. Rebar Limits (Psi) (Psi) (psi) (Psi) (itsl) (itsi) (isl) -28.9 -112 -70.4 (-2100,-) -12.2 -158 -85.2 (-2100,-) 73.1 -247 -87.1 (-2100,-) -79.2 -83.3 -81.2 (-2100,-) -23.5 -189 -106 (-2100,-) -220 -129 -174 (-2100,-) -99.7 -225 -162 (-2100,-) -316 -168 -242 (-2100,-) -240 -193 -216 (-2100,-) -265 -180 -223 (-2100,-) -24.9 -114 -69.7 (-2100,-) -280 61 -110 (-2100,-) -134 -26.8 -80.5 (-2100,-) - -318 175 -71.1 (-2100,-) -115 -317 -216 (-2100,-) -243 -307 -275 (-2100,-) -352 -71.6 -212 (-2100,-) -222 -113 -168 (-2100,-) -81.5 -256 -169 (-2100,-) -182 -67.9 -125 (-2100,-) -279 -139 -209 (-2100,-) -379 -163 -271 (-2100,-) -342 -145 -244 (-2100,-) -114 -389 -251 (-2100,-) -380 97.9 -141 (-2100,-) -153 -101 -127 (-2100,-) -226 1.36 -112 (-2100,-) -527 247 -140 (-2100,-) -273 -269 -271 (-2100,-) -107 -45.1 -76.3 (-2100,-) -65.3 -56.2 -60.8 (-2100,-) 102 -376 -137 (-2100,-) 21 -282 -130 (-2100,-) -76.5 -46 -61.2 (-2100,-) -77.5 -209 -143 (-2100,-) -166 -119 -142 (-2100,-) -116 -38.3 -76.9 (-2100,-) 68.6 -295 -113 (-2100,-) 245 -485 -120 (-2100,-) -51.6 -77.3 -64.4 (-2100,-) -81 -72.3 -76.6 (-2100,-) -76.1 -188 -132 (-2100,-) -266 6.74 -129 (-2100,-) -392 160 -116 (-2100,-) -125 -102 -114 (-2100,-) -324 -80.7 -202 (-2100,-) -173 -308 -241 (-2100,-) -63.1 -349 -206 (-2100,-) -128 -119 -123 (-2100,-) -255 -237 -246 (-2100,-) -215 -299 -257 (-2100,-) -525 -190 -358 (-2100,-) -242 -205 -224 (-2100,-) -163 -251 -207 (-2100,-) -267 -127 -197 (-2100,-) -159 -145 -152 (-2100,-) -94.3 -201 -148 (-2100,-) -150 -73.1 -112 (-2100,-) -176 -88.9 -132 (-2100,-) 32.1 -265 -116 (-2100,-) -163 -83.7 -124 (-2100,-) "Centroid" indicates the section centroid in X,Y,Z coordinates. "Conc. Limits" indicates the minimum and maximum allowable concrete stresses;'-" Indicates that no stress limit was calculated. Rebar stresses are not calculated in the Gross Section stress calculation "Rebar Limits" indicates the maximum allowable reinforcement tensile stresses; '-" indicates that no stress limit was calculated; if two values are reported the first value is for the top bar and the second Is for the bottom bar 'Calc." indicates the type of calculation used to determine the stresses. Calc. Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Engineers Northwest, Inc. P.S. Transfer LC: Design Section Stresses 20 RVt,Y4Hf1* .fir? staiin:rttt. ; 4V}7.tt; Engineers Northwest - P1 P2. floor - Monday April 28, 2003 Transfer LC: Design Section Stresses - Continued (4) it Centroid Conc. Top Conc. Bot. Conc. Cent. Conc Limits Rebar Top Rebar Bot. Rebar Limits Calc. (feet) (Psi) (Psi) (Psi) (Psi) (ksi) (ksi) (Icsi) 184 (151.4,-108.8,-0.3542) 18.8 -296 -139 (-2100,-) - Gross 185 (151.5,-80,-0.3542) 126 -332 -103 (-2100,-) Gross 186 (151.5,-50,-0.3542) 98.1 -327 -115 (-2100,-) Gross 187 (152.6,56.9,-0.3542) -131 -287 -209 (-2100,-) Gross 188 (157.2,-80,-0.3542) -176 -21.2 -98.7 (-2100,-) Gross 189 (157.2,-108.8,-0.3542) -273 -21.2 -147 (-2100,-) Gross 190 (157.2,-50,-0.3542) -189 -38.3 -114 (-2100,-) Gross 191 (157.2,-22.5,-0.3542) -246 12.2 -117 (-2100,-) Gross 192 (157.2,-5,-0.3542) -232 -17.1 -125 (-2100,-) Gross 193 (157.5,-131,-0.3542) -307 72.2 -118 (-2100,-) Gross 194 (158.2,-65.04,-0.3542) -77.6 -226 -152 (-2100,-) Gross 195 (165,-131.1,-0.3542) -86.2 295 104 (-2100,-) Gross 196 (165,-108.7,-0.3542) -82.4 323 121 (-2100,-) Gross 197 (165,-79.99,-0.3542) -7.57 331 162 (-2100,-) Gross 198 (165,-50.06,-0.3542) -28.3 319 145 (-2100,-) Gross 199 (165,-22.78,-0.3542) -20.2 321 150 (-2100,-) Gross 200 (165,-5.322,-0.3542) 103 331 217 (-2100,-) Gross 201 (172.7,-108.8,-0.3542) -291 48.8 -121 (-2100,-) Gross 202 (172.8,-131,-0.3542) -207 -34.3 -120 (-2100,-) Gross 203 (172.9,-80,-0.3542) -188 53.6 -67.3 (-2100,-) Gross 204 (173.1,-50,-0.3542) -183 39.4 -72 (-2100,-) Gross 205 (173.1,-22.5,-0.3542) -248 -3.46 -126 (-2100,-) Gross 206 (173.1,-5,-0.3542) -219 -33.7 -126 (-2100,-) Gross 207 (178.6,-108.8,-0.3542) 82.6 -320 -119 (-2100,-) Gross 208 (178.7,-131,-0.3542) -146 -136 -141 (-2100,-) Gross 209 (178.7,-80,-0.3542) 77 -209 -65.9 (-2100,-) Gross 210 (178.6,-5,-0.3542) -172 -68.3 -120 (-2100,-) Gross 211 (178.7,-50,-0.3542) 83.4 -219 -67.9 (-2100,-) Gross 212 (178.7,-22.5,-0.3542) 2.8 -267 -132 (-2100,-) Gross 213 (179.6,-125,-0.3542) -254 -273 -263 (-2100,-) Gross 214 (179.7,-138.8,-0.3542) -182 -195 -188 (-2100,-) Gross 215 (179.8,-108.7,-0.3542) -163 -221 -192 (-2100,-) Gross 216 (179.8,-111.3,-0.3542) -340 -175 -258 (-2100,-) Gross 217 (179.9,-94.96,-0.3542) -126 -251 -189 (-2100,-) Gross 218 (179.9,-81.32,-0.3542) -220 -178 -199 (-2100,-) Gross 219 (179.9,-78.94,-0.3542) -203 -193 -198 (-2100,-) Gross 220 (179.9,-64.99,-0.3542) -140 -271 -206 (-2100,-) Gross 221 (179.9,-51.3,-0.3542) -209 -191 -200 (-2100,-) Gross 222 (179.9,-48.74,-0.3542) -209 -195 -202 (-2100,-) - Gross 223 (179.9,-34.88,-0.3542) -152 -233 -193 (-2100,-) Gross 224 (179.9,-21.2,-0.3542) -270 -118 -194 (-2100,-) Gross 225 (179.9,-18.73,-0.3542) -164 -139 -151 (-2100,-) Gross 226 (179.9,-10.26,-0.3542) -99.1 -202 -151 (-2100,-) Gross 227 (179.9,-1.34,-0.3542) -160 -82.4 -121 (-2100,-) Gross 228 (181.2,-22.5,-0.3542) -159 -119 -139 (-2100,-) Gross 229 (181.3,-80,-0.3542) -25.1 -112 -68.8 (-2100,-) Gross 230 (181.3,-108.8,-0.3542) -57.2 -190 -124 (-2100,-) Gross 231 (181.4,-131,-0.3542) -230 -68.2 -149 (-2100,-) Gross 232 (181.4,-50,-0.3542) -22.8 -116 -69.3 (-2100,-) Gross 233 (181.3,-5,-0.3542) -423 149 -137 (-2100,-) Gross 234 (194.6,-131,-0.3542) 85.9 -395 -155 (-2100,-) Gross 235 (194.8,-108.8,-0.3542) 6.57 -260 -127 (-2100,-) Gross 236 (1948,-80,-0.3542) 44 -173 -64.6 (-2100,-) Gross 237 (194.8,-50,-0.3542) 47.9 -162 -57.3 (-2100,-) Gross 238 (194.8,-22.5,-0.3542) 56 -328 -136 (-2100,-) Gross 239 (194.8,-5,-0.3542) 190 -535 -172 (-2100,-) Gross 240 (201.6,-65.04,-0.3542) -88.4 -212 -150 (-2100,-) Gross 241 (201.7,-78.91,-0.3542) -266 -84.9 -176 (-2100,-) Gross 242 (202.3,-136.2,-0.3542) -155 -470 -313 (-2100,-) Gross — 243 (208.5,-80,-0.3542) -136 9.82 -63 (-2100,-) Gross 244 (208.6,-131,-0.3542) -370 102 -134 (-2100,-) Gross "Centroid" indicates the section centroid In X,Y,Z coordinates. "Conc. Limits" indicates the minimum and maximum allowable concrete stresses; "-" indicates that no stress limit was calculated. Rebar stresses are not calculated in the Gross Section stress calculation 'Reber Limits" indicates the maximum allowable reinforcement tensile stresses; "-" indicates that no stress limit was calculated; if two values are reported the first value is for the top bar and the second is for the bottom bar 'Calc." Indicates the type of calculation used to determine the stresses. FI -- Engineers Northwest, Inc. P.S. Transfer LC: Design Section Stresses 21 PA;"5?�{p Engineers Northwest - P1 P2. floor - Monday April 28, 2003 Transfer LC: Design Section Stresses - Continued (5) # Centrold (feet) 245 (208.5,-50,-0.3542) 246 (208.7,-108.8,-0.394) 247 (208.7,-22.5,-0.3542) 248 (208.7,-6,-0.3542) 249 (209.5,-21.17,-0.3542) 250 (209.5,-18.75,-0.3542) 251 (209.5,-10.42,-0.3542) 252 (209.5,-1.315,-0.3542) 253 (209.8,-48.65,-0.3542) 254 (209.8,-34.99,-0.3542) 255 (211.2,-128.8,-0.3542) 256 (211.3,-108.8,-0.394) 257 (211.3,-22.5,-0.3542) 258 (211.3,-5,-0.3542) 259 (211.9,-133.8,-0.3542) 260 (211.9,-122.5,0.3542) 261 (213.1,-111.3,-0.4588) 262 (213.1,-108.7,-0.4588) 263 (211.9,-95.04,-0.3542) 264 (214.3,-81.32,-0.3542) 265 (222,-80,-0.3542) 266 (222.1,-50,-0.3542) 287 (224.8,-22.5,-0.3542) 268 (224.8,-5,-0.3542) 269 (227.8,-78.88,-0.3542) 270 (227.6,51.31,-0.3542) 271 (227.9,-64.58,-0.3542) 272 (228.9,-128.8,-0.3542) 273 (228.9,-108.8,-0.394) 274 (233.8,-80,-0.3542) 275 (233.8,-50,-0.3542) 276 (238.6,-128.8,-0.3542) 277 (238.7,-22.5,-0.3542) 278 (238.7,5,-0.3542) 279 (239.5,-21.23,-0.3542) 280 (239.5,-18.75,-0.3542) 281 (239.5,-10.42,-0.3542) 282 (239.5,-1.249,-0.3542) 283 (241.3,-22.5,-0.3542) 284 (241.3,5,-0.3542) 285 (241.4,-128.8,-0.3542) 286 (241.4,-48.56,-0.3542) 287 (241.4,-34.99,-0.3542) 288 (243.4,-122.5,-0.3542) 289 (243.4,-133.8,-0.3542) 290 (242.5,-111.2,-0.4649) 291 (242.5,-108.7,-0.4649) 292 (243.4,-95.04,0.3542) 293 (245.1,-80,-0.3542) 294 (245.2,-108.8,-0.394) 295 (245.1,-50,-0.3542) 296 (245.6,-81.3,-0.3542) 297 (245.6,-78.81,-0.3542) 298 (245.6,-51.31,0.3542) 299 (245.9,-65.04,-0.3542) 300 (247.8,-108.8,-0.394) 301 (247.8,-80,-0.3542) 302 (247.9,-50,-0.3542) 303 (254.2,-22.5,-0.3542) 304 (254.2,-5,-0.3542) 305 (257.6,-128.8,-0.3542) Conc. Top Conc. Bot. Conc. Cent. Conc Limits (Psi) (Ps0 (Psi) (psi) -111 18.8 -46.3 (-2100,-) -160 -104 -138 (-2100,-) -254 -37.8 -146 (-2100,-) -554 231 -161 (-2100,-) -433 -68.4 -251 (-2100,-) -224 -127 -176 (-2100,-) -80.5 -256 -168 (-2100,-) -186 -69.8 -128 (-2100,-) -317 -200 -259 (-2100,-) -151 -366 -259 (-2100,-) -398 111 -143 (-2100,-) -90.1 -174 -123 (-2100,-) -170 -82.2 -126 (-2100,-) -372 147 -112 (-2100,-) -213 -164 -188 (-2100,-) -150 -336 -243, (-2100,-) -411 53.6 -198 (-2100,-) -336 19.7 -173 (-2100,-) -97.6 -353 -225 (-2100,-) -327 -132 -230 (-2100,-) -253 -120 -186 (-2100,-) -208 -117 -162 (-2100,-) -71.9 -204 -138 (-2100,-) 42 -282 -120 (-2100,-) -261 -56.8 -159 (-2100,-) -256 -74.3 -165 (-2100,-) -16.7 -285 -151 (-2100,-) -2.47 -311 -157 (-2100,-) -144 -137 -141 (-2100,-) -95.6 -240 -168 (-2100,-) -74.2 -236 -155 (-2100,-) -414 98.2 -158 (-2100,-) -160 -160 -160 (-2100,-) -315 65.3 -125 (-2100,) -392 -58.1 -225 (-2100,-) -243 -100 -172 (-2100,-) -89.2 -271 -180 (-2100,-) -204 -101 -153 (-2100,-) -211 -213 -212 (-2100,-) -490 -20.3 -255 (-2100,-) -560 37.4 -261 (-2100,-) -240 -110 -175 (-2100,-) -132 -326 -229 (-2100,-) -186 -333 -259 (-2100,-) -242 -138 -190 (-2100,-) -384 51.7 -181 (-2100,-) -347 34.8 -170 (-2100,-) -111 -332 -222 (-2100,-) -221 -83 -152 (-2100,-) -137 -170 -150 (-2100,-) -216 -83.8 -150 (-2100,-) -230 -116 -173 (-2100,-) -228 -109 -168 (-2100,-) -235 -122 -178 (-2100,-) -91.8 -328 -210 (-2100,-) -232 -56 -163 (-2100,-) -236 -94.6 -165 (-2100,-) -231 -97.6 -164 (-2100,-) -172 -247 -209 (-2100,-) -102 -453 -278 (-2100,-) -119 -450 -284 (-2100,-) Rebar Top Rebar Bot. Rebar Limits (ksi) (ksi) (ksi) • "Centroid" indicates the section centroid in X,Y,Z coordinates. "Conc. Limits" Indicates the minimum and maximum allowable concrete stresses;'-" indicates that no stress limit was calculated. Rebar stresses are not calculated in the Gross Section stress calculation "Rebar Limits" indicates the maximum allowable reinforcement tensile stresses; '-" Indicates that no stress limit was calculated; if two values are reported the first value is for the top bar and the second Is for the bottom bar "Calc." indicates the type of calculation used to determine the stresses. t6? Calc. Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Grass Gross Gross Engineers Northwest, Inc. P.S. Transfer LC: Design Section Stresses 22 Engineers Northwest - P1P2.floor - Monday April 28, 2003 Transfer LC: Design Section Stresses - Continued (6) # Centroid (feet) 306 (257.8,-108.8,-0.3542) 307 (258,-80,-0.3542) 308 (258,50,-0.3542) 309 (261.9,-21.15,-0.3542) 310 (261.9,-18.67,-0.3542) 311 (261.9,-10.42,-0.3542) 312 (262,-1.249,-0.3542) 313 (263.7,-133.7,-0.3542) 314 (263.7,-122.5,-0.3542) 315 (263.6,-34.99,-0.3542) 316 (263.7,-111.1,-0.3542) 317 (263.7,-108.7,-0.3542) 318 (263.7,-95.04,-0.3542) 319 (263.7,-81.19,-0.3542) 320 (263.7,-78.77,-0.3542) 321 (263.7,-51.41,-0.3542) 322 (263.7,-48.49,-0.3542) 323 (263.7,-65.04,-0.3542) 324 (268.6,-50,-0.3542) 325 (268.7,-128.8,-0.3542) 326 (268.6,-80,-0.3542) 327 (268.7,-108.8,-0.3542) 328 (268.6,-5,-0.3542) 329 (268.7,-22.5,-0.3542) Conc. Top Conc. Bot. Conc. Cent. Conc Limits (Psi) (Psi) (Psi) (Psi) -38.6 -307 -173 (-2100,-) -71.3 -256 -164 (-2100,-) -87.4 -241 -164 (-2100,-) -337 -52.6 -195 (-2100,-) -203 -107 -155 (-2100,-) -99.7 -211 -156 (-2100,-) -127 -82.1 -105 (-2100,-) -210 -139 -174 (-2100,-) -107 -242 -175 (-2100,-) -83.8 -243 -163 (-2100,-) -282 -109 -196 (-2100,-) -255 -102 -179 (-2100,-) -59.8 -250 -155 (-2100,-) -250 -137 -193 (-2100,-) -246 -131 -188 (-2100,-) -241 -143 -192 (-2100,-) -247 -146 -197 (-2100,-) -59.2 -270 -165 (-2100,-) -172 -161 -166 (-2100,-) -306 -168 -237 (-2100,-) -172 -161 -167 (-2100,-) -192 -167 -180 (-2100,-) -287 -172 -229 (-2100,-) -188 -265 -227 (-2100,-) Rebar Top Rebar Bot. Rebar Limits (ksi) (ksi) (ksi) "Centroid" indicates the section centroid in X,Y,Z coordinates. J "Cont. Limits" indicates the minimum and maximum allowable concrete stresses;'-" indicates that no stress limit was calculated. Rebar stresses are not calculated in the Gross Section stress calculation "Rebar Limits" Indicates the maximum allowable reinforcement tensile stresses; "-" Indicates that no stress limit was calculated; if two values are reported the first value Is for the top bar and the second Is for the bottom bar "Cala." indicates the type of calculation used to determine the stresses. r... .� .,.:�.�....t _L ua.....;...b:J .....z.:z.:.:i::i:a :,.:..11:i�✓iii r 14:.4::i;:f'i Calc. Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Engineers Northwest, Inc. P.S. Transfer LC: Design Section Stresses 23 KA! Service LC: Design Section Summary Engineers Northwest - P1 P2.floor- Monday Apri128, 2003 FIX2r2 1 # As Top ControllingAs Bot Controlling As Shr Strp Spcg Controlling Status (sq. in.) (sq. in.) (sq. In.) (inches) 1 2.3 ACI 18.9.3.3 0 0 int OK 2 2.3 ACI 18.9.3.3 0 0 int OK 3 2.3 ACI 18.9.3.3 0 0 inf OK 4 2.3 ACI 18.9.3.3 0 0 Int OK 5 2.3 ACI 18.9.3.3 0 0 int OK 6 2.3 ACI 18.9.3.3 0 0 int OK 7 2.3 ACI 18.9.3.3 0 0 Int OK 8 2.3 ACI 18.9.3.3 0 0 Int OK 9 2.3 ACI 18.9.3.3 0 0 inf OK 10 0 0 0 Int OK 11 2.3 ACI 18.9.3.3 0 0 int OK 12 2.3 ACI 18.9.3.3 0 0 Int OK 13 0 0 0 Int OK 14 2.3 ACI 18.9.3.3 0 0 Int OK 15 0 0 0 int OK 16 0 0 0 int OK 17 2.3 ACI 18.9.3.3 0 0 int OK 18 2.3 ACI 18.9.3.3 0 0 int OK 19 0 0 0 inf OK 20 2.3 ACI 18.9.3.3 0 0 inf OK 21 2.3 ACI 18.9.3.3 0 0 int OK 22 0 0 0 Int OK 23 0 0 0 inf OK 24 0 0 0 int OK 25 0 0 0 int OK 26 0 0 0 int OK 27 0 0 0 inf OK 28 2.3 ACI 18.9.3.3 0 0 int OK 29 3.24 ACI 18.9.3.3 0 0 inf OK 30 2.3 ACI 18.9.3.3 0 0 int OK ~ �} 31 2.3 ACI 18.9.3.3 0 0 inf OK / 32 2.3 ACI 18.9.3.3 0 0 int OK 33 2.3 ACI 18.9.3.3 0 0 Int OK 34 3.24 ACI 18.9.3.3 0 0 int OK 35 3.28 ACI 18.9.3.3 0 0 int OK 36 3.28 ACI 18.9.3.3 0 0 inf OK 37 0 0 0 inf OK 38 0 0 0 Int OK 39 0 0 0 int OK 40 2.3 ACI 18.9.3.3 0 0 int OK 41 2.3 ACI 18.9.3.3 0 0 Int OK 42 2.3 ACI 18.9.3.3 0 0 inf OK 43 2.79 ACI 18.9.3.3 0 0 inf OK 44 2.79 ACI 18.9.3.3 0 0 inf OK 45 0 0 0 int OK 46 2.79 ACI 18.9.3.3 0 0 Int OK 47 2.79 ACI 18.9.3.3 0 0 Int OK 48 2.3 ACI 18.9.3.3 0 0 int OK 49 2.3 ACI 18.9.3.3 0 0 inf OK 50 0 0 0 int OK 51 2.3 ACI 18.9.3.3 0 0 inf OK 52 2.32 ACI 18.9.3.3 0 0 int OK 53 2.3 ACI 18.9.3.3 0 0 int OK 54 2.3 ACI 18.9.3.3 0 0 int OK 55 2.3 ACI 18.9.3.3 0 0 inf OK 56 0 0 0 inf OK 57 0 0 0 inf OK 58 0 1.09 ACI 18.9.3.2 0 Int OK 59 0 0 0 inf OK 80 0 0 0 inf OK 61 0 0 0 int OK 62 2.3 ACI 18.9.3.3 0 0 inf OK I 63 2.3 ACI 18.9.3.3 0 0 Inf OK 64 2.3 ACI 18.9.3.3 0 0 int OK 65 2.3 ACI 18.9.3.3 0 0 int OK 66 2.3 ACI 18.9.3.3 0 0 int OK "Status" indicates whether Floor has found a feasible solution to satisfy the criteria selected for this section. Engineers Northwest, Inc. P.S. Service LC: Design Section Summary 24 1 Engineers Northwest - P1 P2.floor- Monday April 28, 2003 Service LC: Design Section Summary - Continued (2) # As Top Controlling As Bot Controlling As Shr Strp Spcg Controlling Status (sq. in.) (sq. in.) (sq. In.) (inches) 67 3.65 ACI 18.9.3.3 0 0 inf OK 68 0 0 0 int OK 69 3.68 ACI 18.9.3.3 0 0 inf OK 70 2.3 ACI 18.9.3.3 0 0 int OK 71 3.24 ACI 18.9.3.3 0 0 Int OK 72 2.3 ACI 18.9.3.3 0 0 inf OK 73 2.3 ACI 18.9.3.3 0 0 int OK 74 2.3 ACI 18.9.3.3 0 0 int OK 75 2.3 ACI 18.9.3.3 0 0 inf OK 76 0 0 0 int OK 77 2.3 ACI 18.9.3.3 0 0 int OK 78 2.3 ACI 18.9.3.3 0 0 int OK 79 0 0 0 inf OK 80 2.3 ACI 18.9.3.3 0 0 Int OK 81 0 0 0 int OK 82 2.3 ACI 18.9.3.3 0 0 int OK 83 3.24 ACI 18.9.3.3 0 0 inf OK 84 2.3 ACI 18.9.3.3 0 0 inf OK 85 2.3 ACI 18.9.3.3 0 0 inf OK 86 2.3 ACI 18.9.3.3 0 0 inf OK 87 2.3 ACI 18.9.3.3 0 0 inf OK 88 2.3 ACI 18.9.3.3 0 0 int OK 89 0 0 0 int OK 90 2.3 ACI 18.9.3.3 0 0 inf OK 91 2.3 ACI 18.9.3.3 0 0 Int OK 92 2.3 ACI 18.9.3.3 0 0 inf OK 93 0 0 0 inf OK 94 0 0 0 inf OK 95 0 0 0 inf OK 96 0 0 0 Int OK 97 0 0 0 inf OK 98 0 2.94 ACI 18.9.3.2 0 inf OK 99 2.3 ACI 18.9.3.3 0 0 inf OK 100 2.3 ACI 18.9.3.3 0 0 inf OK 101 0 0 0 int OK 102 2.3 ACI 18.9.3.3 0 0 Int OK 103 2.3 ACI 18.9.3.3 0 0 inf OK 104 2.3 ACI 18.9.3.3 0 0 int OK 105 2.3 ACI 18.9.3.3 0 0 inf OK 106 2.3 'ACI 18.9.3.3 0 0 inf OK 107 2.3 ACI 18.9.3.3 0 0 inf OK 108 0 0 0 int OK 109 2.33 ACI 18.9.3.3 0 0 inf OK 110 2.33 ACI 18.9.3.3 0 0 inf OK 111 0 0 0 Int OK 112 2.33 ACI 18.9.3.3 0 0 inf OK 113 2.3 ACI 18.9.3.3 0 0 int OK 114 2.3 ACI 18.9.3.3 0 0 inf OK 115 2.3 ACI 18.9.3.3 0 0 inf OK 116 0 0 0 inf OK 117 0 0 0 int OK 118 2.3 ACI 18.9.3.3 0 0 int OK 119 2.3 ACI 18.9.3.3 0 0 inf OK 120 2.3 ACI 18.9.3.3 0 0 int OK 121 2.3 ACI 18.9.3.3 0 0 inf OK 122 2.3 ACI 18.9.3.3 0 0 inf OK 123 2.3 ACI 18.9.3.3 0 0 Int OK 124 0 0 0 Int OK 125 0 0 0 inf OK 126 0 0 0 inf OK 127 0 0 0 inf OK 128 2.3 ACI 18.9.3.3 0 0 Int OK 129 0 0 0 int OK 130 2.71 ACI 18.9.3.3 0 0 int OK 131 2.74 ACI 18.9.3.3 0 0 Int OK 132 2.74 ACI 18.9.3.3 0 0 inf OK "Status" indicates'whether Floor has found a feasible solution to satisfy the criteria selected for this section. Engineers Northwest, Inc. P.S. Service LC: Design Section Summary 25 Engineers Northwest - P1 P2.floor- Monday April 28, 2003 Service LC: Design Section Summary - Continued (3) Fie -Z7 it As Top Controlling As Bot Controlling As Shr Strp Spcg Controlling Status (sq. in.) (sq. In.) (sq. in.) (inches) 133 2.3 ACI 18.9.3.3 0 0 int OK 134 2.3 ACI 18.9.3.3 0 0 int OK 135 2.3 ACI 18.9.3.3 0 0 int OK 136 2.3 ACI 18.9.3.3 0 0 int OK 137 0 0 0 int OK 138 0 0 0 int OK 139 2.31 ACI 18.9.3.3 0 0 inf OK 140 2.31 ACI 18.9.3.3 0 0 Int OK 141 0 0 0 int OK 142 2.31 ACI 18.9.3.3 0 0 int OK 143 2.3 ACI 18.9.3.3 0 0 inf OK 144 2.3 ACI 18.9.3.3 0 0 int OK 145 2.3 ACI 18.9.3.3 0 0 inf OK 146 0 0 0 int OK 147 2.3 ACI 18.9.3.3 0 0 int OK 148 2.3 ACI 18.9.3.3 0 0 int OK 149 2.3 ACI 18.9.3.3 0 0 inf OK 150 2.3 ACI 18.9.3.3 0 0 int OK 151 2.3 ACI 18.9.3.3 0 0 inf OK 152 2.3 ACI 18.9.3.3 0 0 inf OK 153 2.3 ACI 18.9.3.3 0 0 int OK 154 0 0 0 inf OK 155 0 0 0 int OK 156 0 0 0 inf OK 157 2.3 ACI 18.9.3.3 0 0 inf OK 158 0 0 0 int OK 159 0 0 0 inf OK 160 0 0 0 inf OK 161 0 0 0 int OK 162 2.3 ACI 18.9.3.3 0 0 inf OK 163 2.3 ACI 18.9.3.3 0 0 inf OK 164 2.3 ACI 18.9.3.3 0 0 Int OK 165 0 2.53 ACI 18.9.3.2 0 inf OK 166 2.3 ACI 18.9.3.3 0 0 inf OK 167 0 0 0 int OK 168 2.3 ACI 18.9.3.3 0 0 int OK 169 2.3 ACI 18.9.3.3 0 0 int OK 170 2.3 ACI 18.9.3.3 0 0 inf OK 171 2.3 ACI 18.9.3.3 0 0 int OK 172 2.3 ACI 18.9.3.3 0 0 int OK 173 2.3 ACI 18.9.3.3 0 0 inf OK 174 2.3 ACI 18.9.3.3 0 0 int OK 175 0 0 0 int OK 176 2.3 ACI 18.9.3.3 0 0 Int OK 177 2.3 ACI 18.9.3.3 0 0 Int OK 178 2.3 ACI 18.9.3.3 0 0 inf OK 179 0 0 0 inf OK 180 2.3 ACI 18.9.3.3 0 0 inf OK 181 2.3 ACI 18.9.3.3 0 0 inf OK 182 2.3 ACI 18.9.3.3 0 0 int OK 183 2.3 ACI 18.9.3.3 0 0 int OK 184 2.3 ACI 18.9.3.3 0 0 inf OK 185 2.3 ACI 18.9.3.3 0 0 int OK 186 2.3 ACI 18.9.3.3 0 0 int OK 187 2.3 ACI 18.9.3.3 0 0 inf OK 188 0 0 0 int OK 189 0 0 0 inf OK 190 0 0 0 inf OK 191 0 0 0 int OK 192 0 0 0 inf OK 193 0 0 0 int OK 194 0 0 0 inf OK 195 0 0 0 int OK 196 0 0 0 inf OK 197 0 0 0 inf OK 198 0 0 0 int OK "Status" Indicates whether Floor has found a feasible solution to satisfy the criteria selected for this section. Engineers Northwest, Inc. P.S. Service LC: Design Section Summary 26 Engineers Northwest - P1P2.floor- Monday April 28, 2003 Service LC: Design Section Summary - Continued (4) # As Top Controlling As Bot Controlling As Shr Strp Spcg Controlling Status (sq. in.) (sq. In.) (sq. in.) (Inches) 199 0 0 0 inf OK 200 0 0 0 inf OK 201 2.3 ACI 18.9.3.3 0 0 inf OK 202 2.3 ACI 18.9.3.3 0 0 int OK 203 2.3 ACI 18.9.3.3 0 0 inf OK 204 2.3 ACI 18.9.3.3 0 0 Inf OK 205 2.3 ACI 18.9.3.3 0 0 int OK 206 2.3 ACI 18.9.3.3 0 0 inf OK 207 0 0 0 inf OK 208 2.3 ACI 18.9.3.3 0 0 Int OK 209 0 0 0 int OK 210 2.3 ACI 18.9.3.3 0 0 inf OK 211 2.3 ACI 18.9.3.3 0 0 inf OK 212 0 0 0 inf OK 213 2.3 ACI 18.9.3.3 0 0 inf OK 214 2.3 ACI 18.9.3.3 0 0 int OK 215 0 0 0 inf OK 216 2.3 ACI 18.9.3.3 0 0 inf OK 217 2.3 ACI 18.9.3.3 0 0 inf OK 218 2.3 ACI 18.9.3.3 0 0 int OK 219 2.3 ACI 18.9.3.3 0 0 Int OK 220 2.3 ACI 18.9.3.3 0 0 inf OK 221 0 - 0 0 inf OK 222 2.3 ACI 18.9.3.3 0 0 inf OK 223 2.3 ACI 18.9.3.3 0 0 inf OK 224 2.3 ACI 18.9.3.3 0 0 int OK 225 2.3 ACI 18.9.3.3 0 0 inf OK 226 2.3 ACI 18.9.3.3 0 0 int OK 227 2.3 ACI 18.9.3.3 0 0 inf OK 228 0 0 0 inf OK '• 229 0 0 0 int OK 230 0 0 0 int OK 231 0 0 0 inf OK 232 0 0 0 inf OK 233 0 0 0 inf OK 234 0 0 0 inf OK 235 2.3 ACI 18.9.3.3 0 0 inf OK 236 2.3 ACI 18.9.3.3 0 0 Inf OK 237 2.3 ACI 18.9.3.3 0 0 inf OK 238 2.3 ACI 18.9.3.3 0 0 int OK 239 2.3 ACI 18.9.3.3 0 0 inf OK 240 3.24 ACI 18.9.3.3 0 0 inf OK 241 2.3 ACI 18.9.3.3 0 0 int OK 242 2.3 ACI 18.9.3.3 0 0 inf OK 243 2.35 ACI 18.9.3.3 0 0 inf OK 244 2.35 ACI 18.9.3.3 0 0 inf OK 245 0 0 0 inf OK 246 2.35 ACI 18.9.3.3 0 0 int OK 247 2.3 ACI 18.9.3.3 0 0 inf OK 248 0 0 0 inf OK 249 2.3 ACI 18.9.3.3 0 0 inf OK 250 3.24 ACI 18.9.3.3 0 0 int OK 251 2.3 ACI 18.9.3.3 0 0 inf OK 252 2.3 ACI 18.9.3.3 0 0 Int OK 253 2.61 ACI 18.9.3.3 0 0 int OK 254 0 0 0 inf OK 255 3.68 ACI 18.9.3.3 0 0 inf OK 256 3.68 ACI 18.9.3.3 0 0 inf OK 257 0 0 0 inf OK 258 2.97 ACI 18.9.3.3 0 0 int OK 259 2.3 ACI 18.9.3.3 0 0 inf OK 260 2.3 ACI 18.9.3.3 0 0 int OK 261 0 0 0 inf OK 262 0 0 0 int OK 263 2.3 ACI 18.9.3.3 0 0 inf OK 264 2.3 ACI 18.9.3.3 0 0 Inf OK "Status" Indicates whether Floor has found a feasible solution to satisfy the criteria selected for this section. vanai�,�;'s Biu` F��Z7 Engineers Northwest, inc. P.S. Service LC: Design Section Summary 27 Engineers Northwest - P1 P2. floor - Monday April 28, 2003 Service LC: Design Section Summary - Continued (5) F # As Top Controlling As Bot Controlling As Stir Strp Spcg Controlling Status (sq. In.) (sq. In.) (sq. In.) (inches) 265 0 0 0 inf OK 268 0 0 0 inf OK 267 0 1.35 ACI 18.9.3.2 0 inf OK 268 0 0 0 inf OK 289 0 0 0 inf OK 270 2.3 ACI 18.9.3.3 0 0 inf OK 271 2.3 ACI 18.9.3.3 0 0 int OK 272 2.3 ACI 18.9.3.3 0 0 inf OK 273 2.3 ACI 18.9.3.3 0 0 inf OK 274 2.3 ACI 18.9.3.3 0 0 inf OK 275 0 0 0 inf OK 276 2.3 ACI 18.9.3.3 0 0 int OK 277 2.3 ACI 18.9.3.3 0 0 int OK 278 2.3 ACI 18.9.3.3 0 0 int OK 279 2.3 ACI 18.9.3.3 0 0 inf OK 280 2.54 ACI 18.9.3.3 0 0 inf OK 281 0 0 0 inf OK 282 0 0 0 inf OK 283 2.3 ACI 18.9.3.3 0 0 inf OK 284 3.24 ACI 18.9.3.3 0 0 int OK 285 3.24 ACI 18.9.3.3 0 0 inf OK 286 0 0 0 inf OK 287 2.3 ACI 18.9.3.3 0 0 inf OK 288 3.24 ACI 18.9.3.3 0 0 int OK 289 2.3 ACI 18.9.3.3 0 0 Int OK 290 2.3 ACI 18.9.3.3 0 0 inf OK 291 2.3 ACI 18.9.3.3 0 0 inf OK 292 2.3 ACI 18.9.3.3 0 0 int OK 293 0 0 0 Int OK 294 3.24 ACI 18.9.3.3 0 0 inf OK 295 2.3 ACI 18.9.3.3 0 0 inf OK 296 2.3 ACI 18.9.3.3 0 0 inf OK 297 0 0 0 inf OK 298 0 0 0 inf OK 299 0 0 0 inf OK 300 0 0 0 inf OK 301 0 0 0 inf OK 302 0 0 0 inf OK 303 2.3 ACI 18.9.3.3 0 0 int OK 304 2.3 ACI 18.9.3.3 0 0 int OK •305 0 0 0 int OK 306 2.3 ACI 18.9.3.3 0 0 inf OK 307 2.3 ACI 18.9.3.3 0 0 int OK 308 0 0 0 inf OK 309 0 0 0 inf OK 310 2.3 ACI 18.9.3.3 0 0 int OK 311 2.3 ACI 18.9.3.3 0 0 int OK 312 0 0 0 inf OK 313 2.3 ACI 18.9.3.3 0 0 inf OK 314 2.3 ACI 18.9.3.3 0 0 inf OK 315 2.3 ACI 18.9.3.3 0 0 inf OK 316 2.3 ACI 18.9.3.3 0 0 inf OK 317 0 0 0 int OK 318 2.3 ACI 18.9.3.3 0 0 inf OK 319 2.3 ACI 18.9.3.3 0 0 inf OK 320 2.3 ACI 18.9.3.3 0 0 inf OK 321 2.3 ACI 18.9.3.3 0 0 inf OK 322 2.3 ACI 18.9.3.3 0 0 int OK 323 2.3 ACI 18.9.3.3 0 0 inf OK "Status" Indicates whether Floor has found a feasible solution to satisfy the criteria selected for this section. Engineers Northwest, Inc. P.S. Service LC: Design Section Summary 28 Nt fit Engineers Northwest - P1 P2.floor- Monday April 28, 2003 Service LC: Design Section Stresses # Centroid Conc. Top Conc. Bot Conc. Cent. Conc Limits Rebar Top Rebar Bot Rebar Limits Cato. (feet) (Psi) (Psi) (Psi) (Psi) (ksi) (ksi) (ksi) 1 (1.21,-128.8,-0.3542) -220 -255 -237 (-2250,424) Gross 2 (1.203,-80,-0.3542) -91.7 -220 -156 (-2250,424) Gross 3 (1.311,-108.8,-0.3542) -127 -210 -169 (-2250,424) Gross 4 (1.237,-22.5,-0.3542) -47 -377 -212 (-2250,424) Gross 5 (1.277,-50,-0.3542) -88.4 -222 -155 (-2250,424) - - Gross 6 (1.259,-5,-0.3542) -131 -265 -198 (-2250,424) - Gross 7 (5.626,-111.2,-0.3542) -52.7 -348 -200 (-2250,424) Gross 8 (5.626,-108.7,-0.3542) -7.7 -350 -179 (-2250,424) Gross 9 (5.626,-81.25,-0.3542) -1.3 -402 -202 (-2250,424) Gross 10 (5.703,-122.4,-0.3542) -246 -52.8 -149 (-2250,424) Gross 11 (5.626,-78.7,-0.3542) -1.14 -388 -195 (-2250,424) Gross 12 (5.626,51.26,-0.3542) 37.2 -436 -199 (-2250,424) Gross 13 (5.703,-94.86,-0.3542) -245 -37,9 -141 (-2250,424) Gross 14 (5.626,-48.67,-0.3542) 44 -453 -204 (-2250,424) Gross 15 (5.703,-64.85,-0.3542) -250 -53.4 -151 (-2250,424) Gross 16 (5.703,-35.01,-0.3542) -298 6.69 -145 (-2250,424) Gross 17 (7.47,-21.24,-0.3542) -119 -248 -184 (-2250,424) Gross 18 (7.47,-18.67,-0.3542) -90.5 -239 -165 (-2250,424) Gross 19 (7.47,-10.48,-0.3542) -181 -124 -153 (-2250,424) Gross 20 (7.47,-1.209,-0.3542) -112 -94.7 -104 (-2250,424) Gross 21 (7.737,-133.8,-0.3542) -135 -125 -130 (-2250,424) Gross 22 (11.21,-108.8,-0.3542) -213 -110 -162 (-2250,424) Gross 23 (11.41,-80,-0.3542) -237 -70 -154 (-2250,424) Gross 24 (11.41,-50,-0.3542) -275 -30.7 -153 (-2250,424) Gross 25 (14.8,-22.5,-0.3542) -433 31.2 -201 (-2250,424) Gross 26 (14.8,5,-0.3542) -383 -130 -256 (-2250,424) Gross 27 (15.78,-128.8,-0.3542) -222 -308 -265 (-2250,424) Gross 28 (15.78,-128.6,-0.3542) -220 -303 -261 (-2250,424) Gross 29 (22.08,-108.8,-0.394) 19.8 -415 -152 (-2250,424) Gross 30 (22.2,-80,-0.3542) 5.03 -314 -154 (-2250,424) Gross 31 (22.2,50,-0.3542) 15.5 -320 -152 (-2250,424) Gross 32 (24.89,-80,-0.3542) 26.6 -315 -144 (-2250,424) - Gross 33 (24.89,-50,-0.3542) 44.3 -325 -140 (-2250,424) Gross 34 (25.01,-108.8,-0.394) 197 -661 -141 (-2250,424) Gross 35 (27.45,-111.3,-0.4632) -172 -170 -171 (-2250,424) Gross 36 (27.45,-108.8,-0.4632) -120 -206 -160 (-2250,424) Gross 37 (26.38,-95.04,-0.3542) -291 -122 -206 (-2250,424) Gross 38 (28.18,35.01,-0.3542) -349 -65,3 -207 (-2250,424) Gross 39 (28.48,-122.5,-a3542) -343 -142 -243 (-2250,424) Gross 40 (28.64,-22.5,-0.3542) 147 -538 -196 (-2250,424) Gross 41 (28.78,-128.8,-0.3542) -250 -245 -248 (-2250,424) Gross 42 (28.71,-5,-0.3542) -143 -359 -251 (-2250,424) Gross 43 (29.67,-81.19,-0.3542) 103 -421 -159 (-2250,424) Gross 44 (29.67,-78.74,-0.3542) 80.9 -383 -151 (-2250,424) Gross 45 (29.67,-65.04,-0.3542) -275 -79.1 -177 (-2250,424) Gross 46 (29.67,51.29,-0.3542) 106 -426 -160 (-2250,424) Gross 47 (29.67,-48.7,-0.3542) 138 -463 -163 (-2250,424) Gross 48 (29.66,-21.24,-0.3542) -94 -326 -210 (-2250,424) Gross 49 (29.66,-18.75,-0.3542) 5.07 -312 -153 (-2250,424) Gross 50 (29.66,-10.48,-0.3542) -174 -156 -165 (-2250,424) Gross 51 (29.66,-1.222,-0.3542) -137 -135 -136 (-2250,424) Gross 52 (30.63,-133.8,-0.3542) -179 -176 -178 (-2250,424) Gross 53 (31.32,-128.8,-0.3542) -151 -164 -158 (-2250,424) Gross 54 (31.27,-5,-0.3542) -5.84 -274 -140 (-2250,424) Gross 55 (31.35,-22.5,-0.3542) 179 -476 -148 (-2250,424) Gross 56 (36.76,-80,-0.3542) -275 -45.6 -160 (-2250,424) Gross 57 (36.76,-50,-0.3542) -236 -56.9 -147 (-2250,424) Gross 58 (41.55,-108.8,-0.394) -360 198 -140 (-2250,424) Gross 59 (44.95,-22.5,-0.3542) -262 -20.3 -141 (-2250,424) Gross 60 (44.95,-5,-0.3542) -147 -68.3 -107 (-2250,424) Gross 61 (45.76,-128.8,-0.3542) -148 -105 -127 (-2250,424) Gross "Centroid" indicates the section centroid in X,Y,Z coordinates. "Conc. Limits" indicates the minimum and maximum allowable concrete stresses;'-" indicates that no stress limit was calculated. Rebar stresses are not calculated in the Gross Section stress calculation "Rebar Limits" indicates the maximum allowable reinforcement tensile stresses; '-" indicates that no stress limit was calculated; if two values are reported the first value is for the top bar and the second is for the bottom bar "Calc." Indicates the type of calculation used to determine the stresses. • Engineers Northwest, Inc. P.S. Service LC: Design Section Stresses 29 1;E,i>31:.11:• r5a`Y.',".!i(lk`,RC,�,., °;}��.{,?:%VWrr.,'11.;?�`.aiS`.i4';:'s!yr�•fC{c4;t�r1}iF:frif:jMtkyC'r.�,'t� �' n,1ol�w��?/w�i�.> Engineers Northwest - P1 P2.floor - Monday April 28, 2003 Service LC: Design Section Stresses - Continued (2) e! Centroid (feet) 62 (47.78,-80,-0.3542) 63 (47.78,-50,-0.3542) 64 (53.71,-78.74,-0.3542) 65 (54.02,-73.96,-0.3542) 66 (54.48,-81.27,-0.3542) 67 (57.16,-111.2,-0.4578) 68 (58.57,-95.04,-0.3542) 69 (57.3,-108.8,-0.4571) 70 (58.63,-128.8,-0.3542) 71 (58.66,-108.8,-0.394) 72 (58.68,-5,-0.3542) 73 (58.7,-22.5,-0.3542) 74 (59.63,-21.16,0.3542) 75 (59.63,-18.75,-0.3542) 76 (59.63,-10.48,-0.3542) 77 (59.63,-1.229,-0.3542) 78 (59.71,-48.78,-0.3542) 79 (59.82,-34.99,-0.3542) 80 (60.63,-133.7,-0.3542) 81 (60.Q7,-122.5,-0.3542) 82 (61.2,-5,-0.3542) 83 (61.34,-108.8,-0.394) 84 (61.37,-131,-0.3542) 85 (61.33,-22.5,-0.3542) 86 (66.25,-81.31,0.3542) 87 (66.25,-78.7,-0.3542) 88 (66.25,-68.88,-0.3542) 89 (66.25,-60.85,-0.3542) 90 (68.02,-136.2,-0.3542) 91 (70.53,-50,-0.3542) 92 (70.61,-80,-0.3542) 93 (74.7,-22.5,-0.3542) 94 (74.7,-5,-0.3542) 95 (75.59,-108.8,-0.3542) 96 (75.67,-131,-0.3542) 97 (85.25,-80,-0.3542) 98 (85.25,-50,-0.3542) 99 (85.4,-81.27,-0.3542) 100 (85.4,-78.8,-0.3542) 101 (85.4,-65.04,-0.3542) 102 (05.4,51.17,-0.3542) 103 (85.4,-48.64,-0.3542) 104 (88.55,-108.8,-0.3542) 105 (88.72,-131,-0.3542) 106 (88.69,-5,-0.3542) 107 (88.74,-22.5,-0.3542) 108 (89.87,34.99,-0.3542) 109 (89.86,-21.16,-0.3542) 110 (89.86,-18.75,-0.3542) 111 (89.86,-10.48,-0.3542) 112 (89.86,-1.243,-0.3542) 113 (90.64,-138.8,-0.3542) 114 (90.64,-111.2,-0.3542) 115 (90.64,-108.7,-0.3542) 116 (90.68,-125,-0.3542) 117 (90.68,-95.04,-0.3542) 118 (91.39,-131,-0.3542) 119 (91.37,-108.8,-0.3542) 120 (91.28,-22.5,-0.3542) 121 (91.32,-5,-0.3542) 122 (100.6,-50,-0.3542) Conc. Top Conc. Bot Conc. Cent. Conc Limits (Psi) (Psi) (Psi) (psi) -65.4 -294 -179 (-2250,424) -42.8 -266 -154 (-2250,424) -193 -317 -255 (-2250,424) -192 -225 -209 (-2250,424) 53.2 -618 -282 (-2250,424) -97.6 -245 -165 (-2250,424) -330 -96.4 -213 (-2250,424) -80.3 -256 -161 (-2250,424) -35.6 -212 -124 (-2250,424) 299 -770 -122 (-2250,424) -28 -185 -107 (-2250,424) 158 -398 -120 (-2250,424) -29.4 -385 -207 (-2250,424) 50.8 -354 -151 (-2250,424) -166 -117 -141 (-2250,424) -97.4 -107 -102 (-2250,424) 291 -791 -250 (-2250,424) -444 4.26 -220 (-2250,424) -99 -244 -172 (-2250,424) -324 -61.7 -193 (-2250,424) 13.7 -180 -83.3 (-2250,424) 237 -653 -114 (-2250,424) 108 -261 -76.9 (-2250,424) 180 -400 -110 (-2250,424) 122 -554 -216 (-2250,424) 6.79 -339 -166 (-2250,424) -190 -126 -158 (-2250,424) -189 -103 -146 (-2250,424) -63.4 -361 -212 (-2250,424) 284 -379 -47.2 (-2250,424) 298 -403 -52.3 (-2250,424) -234 31.7 -101 (-2250,424) -144 -64.8 -104 (-2250,424) -271 63.9 -103 (-2250,424) -208 8.29 -100 (-2250,424) -252 136 -58.2 (-2250,424) -262 155 -53.4 (-2250,424) -3.69 -358 -181 (-2250,424) -20 -343 -181 (-2250,424) -288 -79.9 -184 (-2250,424) 14.1 -365 -176 (-2250,424) 25.1 -374 -174 (-2250,424) 224 -413 -94.4 (-2250,424) -2.08 -209 -105 (-2250,424) 1.78 -178 -88.2 (-2250,424) 182 -381 -99.7 (-2250,424) -332 -36.2 -184 (-2250,424) -19.9 -361 -191 (-2250,424) 43.6 -330 -143 (-2250,424) -159 -130 -145 (-2250,424) -107 -123 -115 (-2250,424) -77.5 -278 -178 (-2250,424) 1.12 -490 -245 (-2250,424) 101 -487 -193 (-2250,424) -472 -37.9 -255 (-2250,424) -273 -97.7 -185 (-2250,424) -3.18 -193 -98.2 (-2250,424) 282 -459 -88.7 (-2250,424) 185 -373 -93.9 (-2250,424) 28.5 -173 -72.2 (-2250,424) 320 -452 -66.1 (-2250,424) Rebar Top Rebar Bot. Rebar Limits (ksi) (ksi) (ksi) "Centroid" Indicates the section centroid in X,Y,Z coordinates. "Conc. Limits" indicates the minimum and maximum allowable concrete stresses; "-" indicates that no stress limit was calculated. Rebar stresses are not calculated in the Gross Section stress calculation "Rebar Limits" Indicates the maximum allowable reinforcement tensile stresses; "" indicates that no stress limit was calculated; if two values are reported the first value Is for the top bar and the second is for the bottom bar "Calc." indicates the type of calculation used to determine the stresses. Cato. Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Engineers Northwest, Inc. P.S. Service LC: Design Section Stresses 30 ��r Engineers Northwest - P1 P2. floor - Monday April 28, 2003 Service LC: Design Section Stresses - Continued (3) ft 57- # Centroid (feet) 123 (100.6,-80,-0.3542) 124 (105,-22.5,-0.3542) 125 (105,5,-0.3542) 126 (105.8,-108.8,-0.3542) 127 (105.9,-131,-0.3542) 128 (109,-78.8,-0.3542) 129 (109.1,-65.04,-0.3542) 130 (117,-81.19,-0.3542) 131 (117.2,51.25,-0.3542) 132 (117.2,-48.64,-0.3542) 133 (118.6,-108.8,-0.3542) 134 (118.7,-131,-0.3542) 135 (118.7,-22.5,-0.3542) 136 (118.8,5,-0.3542) 137 (120.1,-34.99,-0.3542) 138 (120.2,-125,-0.3542) 139 (120.2,-21.22,-0.3542) 140 (120.2,-18.75,-0.3542) 141 (120.2,-10.48,-0.3542) 142 (120.2,-1.317,-0.3542) 143 (120.3,-138.8,-0.3542) 144 (120.3,-111.2,-0.3542) 145 (120.3,-108.7,-0.3542) 146 (120.3,-94.96,-0.3542) 147 (121.3,-131,-0.3542) 148 (121.4,-108.8,-0.3542) 149 (121.3,-22.5,-0.3542) 150 (121.4,-5,-0.3542) 151 (124.4,57.81,-0.3542) 152 (130,-50,-0.3542) 153 (130.1,-80,-0.3542) 154 (134.6,-131,-0.3542) 155 (134.7,-108.8,-0.3542) 156 (134.8,-80,-0.3542) 157 (135,-78.86,-0.3542) 158 (135,-65.04,-0.3542) 159 (135,-50,-0.3542) 160 (135.2,-22.5,-0.3542) 161 (135.2,-5,-0.3542) 162 (139.9,-80,-0.3542) 163 (139.9,-50,-0.3542) 164 (148.4,-81.19,-0.3542) 165 (148.5,-125,-0.3542) 166 (148.6,-138.8,-0.3542) 167 (148.6,-94.96,-0.3542) 168 (148.6,-111.3,-0.3542) 169 (148.6,-108.7,-0.3542) 170 (148.6,-108.8,-0.3542) 171 (148.7,-131,-0.3542) 172 (148.7,5,-0.3542) 173 (148.7,-51.32,-0.3542) 174 (148.7,-48.71,-0.3542) 175 (148.7,-35.04,-0.3542) 176 (148.7,-22.5,-0.3542) 177 (149,-21.15,-0.3542) 178 (149,-18.84,-0.3542) 179 (149,-10.64,-0.3542) 180 (149,-1.295,-0.3542) 181 (151.3,-131,-0.3542) 182 (151.3,-56.42,-0.3542) 183 (151.3,-22.5,-0.3542) Conc. Top Conc. Bot. (Psi) 300 -195 -140 -271 -234 41.1 -211 95.8 -22.1 155 308 -22.5 173 -8.75 -334 -515 -97.3 -17.7 -170 -131 -131 24.4 -0.542 -306 -115 186 88.2 -210 -233 -76.8 -32.1 -114 -185 -117 205 -315 -163 -130 19 -11.3 -44.5 88.6 -594 -4.74 -419 339 195 273 -7.22 -82.4 -357 123 -398 203 40 80.8 -176 -113 71.5 -84.5 352 (psi) -431 37.1 -20.9 120 35.8 -360 -84.6 -544 -371 -569 -437 -182 -322 -122 -67.2 6.18 -296 -293 -143 -101 -255 -526 -451 -159 -147 -421 -296 -48.4 -267 -63.4 -79.6 -141 -56.3 4.35 -465 58.3 21.1 -79.8 -240 -107 -96.4 547 208 -265 -70 -714 -639 -518 -234 -132 -321 -539 5.35 -413 -406 -358 -115 -124 -318 -311 -568 Conc. Cent. (Psi) -65.5 -78.8 -80.5 -75.4 -99.2 -160 -148 -224 -197 -207 -64.7 -102 -74.4 -65.6 -201 -255 -197 -155 -156 -116 -193 -251 -226 -233 -131 -118 -104 -129 -250 -70.1 -55.8 -128 -121 -56.3 -130 -128 -70.7 -105 -111 -59.2 -70.4 -229 -193 -135 -245 -187 -222 -122 -120 -107 -339 -208 -196 -105 -183 -138 -145 -119 -123 -198 -108 Conc Limits (Psi) (-2250,424) (-2250,424) (-2250,424) (-2250,424) (-2250,424) (-2250,424) (-2250,424) (-2250,424) (-2250,424) (-2250,424) (-2250,424) (-2250,424) (-2250,424) (-2250,424) (-2250,424) (-2250,424) (-2250,424) (-2250,424) (-2250,424) (-2250,424) (-2250,424) (-2250,424) (-2250,424) (-2250,424) (-2250,424) (-2250,424) (-2250,424) (-2250,424) (-2250,424) (-2250,424) (-2250,424) (-2250,424) (-2250,424) (-2250,424) (-2250,424) (-2250,424) (-2250,424) (-2250,424) (-2250,424) (-2250,424) (-2250,424) (-2250,424) (-2250,424) (-2250,424) (-2250,424) (-2250,424) (-2250,424) (-2250,424) (-2250,424) (-2250,424) (-2250,424) (-2250,424) (-2250,424) (-2250,424) (-2250,424) (-2250,424) (-2250,424) (-2250,424) (-2250,424) (-2250,424) (-2250,424) Rebar Top Rebar Bot Rebar Limits (ksi) (ksi) (ksi) "Centroid" indicates the section centroid In X,Y,Z coordinates. "Conc. Limits" Indicates the minimum and maximum allowable concrete stresses;'-" indicates that no stress limit was calculated. Rebar stresses are not calculated In the Gross Section stress calculation "Rebar Limits" indicates the maximum allowable reinforcement tensile stresses; ' -" indicates that no stress limit was calculated; if two values are reported the first value is for the top bar and the second is for the bottom bar "Calc." Indicates the type of calculation used to determine the stresses. Calc. Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Engineers Northwest, Inc. P.S. Service LC: Design Section Stresses 31 '?t;�`�iiwas4`;�"t�'';ti :'a�"•ii�'f,�'V;4'A *�Vrv.�,�y Engineers Northwest - P1 P2. floor - Monday April 28, 2003 Service LC: Design Section Stresses - Continued (4) 184 185 186 187 188 189 190 191 192 193 194 195 198 197 198 199 200 201 202 203 204 205 206 207 208 209 210 211 212 213 214 215 216 217 218 219 220 221 222 223 224 225 226 227 228 229 230 231 232 233 234 235 236 237 238 239 240 241 242 243 244 Centroid (feet) (151.3,-5,-0.3542) (151.4,-108.8,-0.3542) (151.5,-80,-0.3542) (151.5,-50,-0.3542) (156.6,-65.19,-0.3542) (157.2,-80,-0.3542) (157.2,-108.8,-0.3542) (157.2,-50,-0.3542) (157.2,-22.5,-0.3542) (157.2,-5,-0.3542) (157.5,-131,-0.3542) (172.7,-108.8,-0.3542) (172.8,-131,-0.3542) (172.9,-80,-0.3542) (173.1,-50,-0.3542) (173.1,-22.5,-0.3542) (173.1,-5,-0.3542) (178.6,-108.8,-0.3542) (178.7,-131,-0.3542) (178.7,-80,-0.3542) (178.6,-5,-0.3542) (178.7,-50,-0.3542) (178.7,-22.5,-0.3542) (180.9,-65.19,-0.3542) (181,-138.7,-0.3542) (180.9,-10.42,-0.3542) (181,-111.2,-0.3542) (181,-108.7,-0.3542) (181.1,-125,-0.3542) (181,-81.25,-0.3542) (181,-78.84,-0.3542) (181.1,-94.89,-0.3542) (181,-51.24,-0.3542) (181,-48.75,-0.3542) (181,-21.16,-0.3542) (181,-18.75,-0.3542) (181,-1.306,-0.3542) (181.1,-35.03,-0.3542) (181.2,-22.5,-0.3542) (181.3,-80,-0.3542) (181.3,-108.8,-0.3542) (181.4,-131,-0.3542) (181.4,-50,-0.3542) (181.3,5,-0.3542) (194.6,-131,-0.3542) (194.8,-108.8,-0.3542) (194.8,-80,-0.3542) (194.8,-50,-0.3542) (194.8,-22.5,-0.3542) (194.8,-5,-0.3542) (201.6,-65.04,-0.3542) (201.7,-78.91,-0.3542) (202.3,-136.2,-0.3542) (208.5,-80,-0.3542) (208.6,-131,-0.3542) (208.5,-50,-0.3542) (208.7,-108.8,-0.394) (208.7,-22.5,-0.3542) (208.7,-5,-0.3542) (209.5,-21.17,-0.3542) (209.5,-18.75,-0.3542) Conc. Top Conc. Bot. (Psi) (Psi) 130 -359 367 -624 406 -600 376 -590 -54.8 -206 -209 22.6 -307 34 -226 13.6 -282 65.4 -252 21.6 -352 133 -324 99.7 -258 33.9 -227 99.3 -211 75.7 -256 22.3 -226 -7.91 422 -642 76.8 -339 363 -488 115 -338 385 -513 343 -588 -299 -83.8 -75.5 -322 -178 -118 77.6 -552 214 -557 -497 -11.4 120 -481 121 -480 -341 -11.3 131 -495 152 -520 59.2 -418 80.1 -356 -127 -132 -397 34.3 200 -458 269 -399 274 -503 -6.66 -271 279 -409 -112 -142 -125 -162 -206 -31.1 -177 54.6 -181 72.3 -174 -78.7 -32.1 -288 -93.2 -184 -132 -194 -126 -452 162 -280 -37.3 -208 194 -282 171 -592 87.3 -358 -236 -63.3 -139 -326 -4.69 -321 Conc. Cent. Conc Limits (Psi) -114 -129 -97 -107 -131 -93.2 -137 -106 -108 -115 -110 -112 -112 -63.8 -67.7 -117 -117 -110 -131 -62.4 -111 -64 -123 -191 -199 -148 -237 -172 -254 -181 -179 -176 -182 -184 -180 -138 -130 -181 -129 -65 -115 -139 -65.2 -127 -143 -118 -61 -54.2 -126 -160 -139 -163 -289 -59 -123 -44.3 -130 -135 -150 -232 -163 (Psi) (-2250,424) (-2250,424) (-2250,424) (-2250,424) (-2250,424) (-2250,424) (-2250,424) (-2250,424) (-2250,424) (-2250,424) (-2250,424) (-2250,424) (-2250,424) (-2250,424) (-2250,424) (-2250,424) (-2250,424) (-2250,424) (-2250,424) (-2250,424) (-2250,424) (-2250,424) (-2250,424) (-2250,424) (-2250,424) (-2250,424) (-2250,424) (-2250,424) (-2250,424) (-2250,424) (-2250,424) (-2250,424) (-2250,424) (-2250,424) (-2250,424) (-2250,424) (-2250,424) (-2250,424) (-2250,424) (-2250,424) (-2250,424) (-2250,424) (-2250,424) (-2250,424) (-2250,424) (-2250,424) (-2250,424) (-2250,424) (-2250,424) (-2250,424) (-2250,424) (-2250,424) (-2250,424) (-2250,424) (-2250,424) (-2250,424) (-2250,424) (-2250,424) (-2250,424) (-2250,424) (-2250,424) Reber Top Rebar Bot Rebar Umits (ksi) (ksi) (ksi) • • "Centroid" Indicates the section centroid in X,Y,Z coordinates. "Conc. Limits" indicates the minimum and maximum allowable concrete stresses; "-" Indicates that no stress limit was calculated. Rebar stresses are not calculated In the Gross Section stress calculation "Rebar Umits" indicates the maximum allowable reinforcement tensile stresses;'-" indicates that no stress limit was calculated; if two values are reported the first value is for the top bar and the second is for the bottom bar "Calc." indicates the type of calculation used to determine the stresses. Colo. Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Engineers Northwest, Inc. P.S. Service LC: Design Section Stresses 32 iltn . •;Air?' ttii,x;;=�SK'.4,P): �?'4?rbA.-..-..... 'A'':!.aifkfti. ',cr`..1 5i` • - .tlw�,gl111i9xrttl! w. !i$ ti) Engineers Northwest - P1 P2.floor- Monday April 28, 2003 Service LC: Design Section Stresses - Continued (5) F it Centroid Conc. Top Conc. Bot. Conc. Cent. Conc Limits Rebar Top Rebar Bot. Rebar Limits Calc. (feet) (Psi) (Psi) (Psi) (Psi) (ki) (i(h (ksi) 245 (209.5,-10.42,-0.3542) -160 -151 -156 (-2250,424) Gross 246 (209.5,-1.315,-0.3542) -137 -101 -119 (-2250,424) Gross 247 (209.8,-48.65,-0.3542) 50.3 -530 -240 (-2250,424) Gross 248 (209.8,-34.99,-0.3542) -383 -96.2 -240 (-2250,424) Gross 249 (211.2,-128.8,0.3542) -58.8 -202 -130 (-2250,424) - Gross 250 (211.3,-108.8,-0.394) 292 -743 -116 (-2250,424) Gross 251 (211.3,-22.5,-0.3542) 159 -392 -117 (-2250,424) Gross 252 (211.3,-5,-0.3542) -68.6 -140 -104 (-2250,424) Gross 253 (211.9,-133.8,-0.3542) -124 -225 -175 (-2250,424) Gross 254 (211.9,-122.5,-0.3542) -298 -153 -225 (-2250,424) Gross 255 (213.1,-111.3,-0.4588) -193 -174 -184 (-2250,424) Gross 256 (213.1,-108.7,-0.4588) -109 -223 -161 (-2250,424) Gross 257 (211.9,-95.04,-0.3542) -301 -119 -210 (-2250,424) Gross 258 (214.3,-81.32,-0.3542) -13.2 -414 -214 (-2250,424) Gross 259 (222,-80,-0.3542) 58.4 -287 -173 (-2250,424) Gross 260 (222.1,-50,0.3542) -47.4 -253 -150 (-2250,424) Gross 261 (224.8,-22.5,-0.3542) -256 0.711 -128 (-2250,424) Gross 262 (224.8,-5,-0.3542) -161 -60.6 -111 (-2250,424) Gross 263 (227.6,-78.88,-0.3542) 33.3 -329 -148 (-2250,424) Gross 264 (227.6,51.31,-0.3542) 31.3 -337 -153 (-2250,424) Gross 265 (227.9,-64.58,-0.3542) -210 -68.9 -140 (-2250,424) Gross 266 (228.9,-128.8,-0.3542) -197 -92.6 -145 (-2250,424) Gross 267 (228.9,-108.8,-0.394) -358 217 -131 (-2250,424) Gross 268 (233.8,-80,-0.3542) -270 -40.3 -155 (-2250,424) - - Gross 269 (233.8,-50,-0.3542) -235 -51.5 -143 (-2250,424) - - Gross 270 (238.6,-128.8,-0.3542) -142 -148 -145 (-2250,424) - Gross 271 (238.7,-22.5,-0,3542) 175 -472 -148 (-2250,424) - - Gross 272 (238.7,5,-0.3542) 9.32 -241 -116 (-2250,424) Gross 273 (239.5,-21.23,-0.3542) -89.4 -328 -209 (-2250,424) Gross 274 (239.5,-18.75,-0.3542) -9.34 -309 -159 (-2250,424) Gross 275 (239.5,-10.42,-0.3542) -179 -154 -167 (-2250,424) Gross 276 (239.5,-1.249,-0.3542) -144 -138 -141 (-2250,424) Gross 277 (241.3,-22.5,-0.3542) 161 -554 -197 (-2250,424) Gross 278 (241.3,5,-0.3542) -116 -357 -236 (-2250,424) Gross 279 (241.4,-128.8,-0.3542) -255 -226 -240 (-2250,424) Gross 280 (241.4,-48.56,0.3542) 108 -432 -162 (-2250,424) Gross 281 (241.4,-34.99,-0.3542) -356 -68.2 -212 (-2250,424) Gross 282 (243.4,-122.5,-0.3542) -336 -145 -241 (-2250,424) Gross 283 (243.4,-133.8,-0.3542) -149 -203 -176 (-2250,424) Gross 284 (242.5,-111.2,-0.4649) -150 -191 -169 (-2250,424) - Gross 285 (242.5,-108.7,-0.4649) -106 -219 -158 (-2250,424) Gross 286 (243.4,-95.04,-0.3542) -308 -104 -206 (-2250,424) Gross 287 (245.1,-80,-0.3542) 21.4 303 -141 (-2250,424) Gross 288 (245.2,-108.8,-0.394) 217 -689 -140 (-2250,424) Gross 289 (245.1,50,0.3542) 32 -309 -139 (-2250,424) Gross 290 (245.6,-81.3,-0.3542) 106 -427 -160 (-2250,424) Gross 291 (245.6,-78.81,-0.3542) 124 -436 -156 (-2250,424) Gross 292 (245.6,51.31,-0.3542) 134 -464 -165 (-2250,424) Gross 293 (245.9,-65.04,-0.3542) -306 -82.8 -195 (-2250,424) Gross 294 (247.8,-108.8,-0.394) 34.9 -440 -152 (-2250,424) Gross 295 (247.8,-80,-0.3542) 8.57 -314 -152 (-2250,424) Gross 296 (247.9,-50,-0.3542) 11 -315 -152 (-2250,424) Gross 297 (254.2,-22.5,-0.3542) -403 15.5 -194 (-2250,424) Gross 298 (254.2,-5,-0.3542) -352 -162 -257 (-2250,424) Gross 299 (257.6,-128.8,-0.3542) -309 -215 -262 (-2250,424) Gross 300 (257.8,-108.8,0.3542) -189 -133 -161 (-2250,424) Gross 301 (258,-80,-0.3542) -226 -76.6 -151 (-2250,424) Gross 302 (258,-50,-0.3542) -267 -36.6 -152 (-2250,424) Gross 303 (261.9,-21.15,-0.3542) -117 -243 -180 (-2250,424) Gross 304 (261.9,-18.67,-0.3542) -43.4 -244 -143 (-2250,424) Gross 305 (261.9,-10.42,-0.3542) -194 -94 -144 (-2250,424) Gross "Centroid" Indicates the section centroid in X,Y,Z coordinates. "Conc. Limits" Indicates the minimum and maximum allowable concrete stresses;'-" indicates that no stress limit was calculated. Rebar stresses are not calculated in the Gross Section stress calculation "Rebar Limits" indicates the maximum allowable reinforcement tensile stresses; "-' indicates that no stress limit was calculated; if two values are reported the first value is for the top bar and the second is for the bottom bar "Calc." indicates the type of calculation used to determine the stresses. Engineers Northwest, inc. P.S. Service LC: Design Section Stresses 33 r1 ts, Engineers Northwest - P1P2.floor- Monday April 28, 2003 Service LC: Design Section Stresses - Continued (6) FL5 i # Centroid Conc. Top Conc. Bot Conc. Cent. Conc Limits Rebar Top Rebar Bot Rebar Limits Calc. (fee) (Psi) (Psi) (Psi) (Psi) (ksl) (ksl) (ksl) 306 (262,-1.249,-0.3542) -109 -84.9 -97 (-2250,424) Gross 307 (263.7,-133.7,-0.3542) -160 -163 -161 (-2250,424) Gross 308 (263.7,-122.5,-0.3542) -264 -58.2 -161 (-2250,424) Gross 309 (263.6,34.99,-0.3542) -313 10.2 -151 (-2250,424) - Gross 310 (263.7,-111.1,-0.3542) -18.1 -339 -178 (-2250,424) Gross 311 (263.7,-108.7,-0.3542) 13.8 -338 -162 (-2250,424) Gross 312 (263.7,-95.04,-0.3542) -256 -28.7 -142 (-2250,424) Gross 313 (263.7,-81.19,-0.3542) 34.6 -392 -179 (-2250,424) Gross 314 (263.7,-78.77,-0.3542) 36.2 -385 -174 (-2250,424) - Gross 315 (263.7,51.41,-0.3542) 55.9 -412 -178 (-2250,424) Gross 316 (263.7,-48.49,-0.3542) 55.1 -419 -182 (-2250,424) Gross 317 (263.7,-65.04,-0.3542) -263 -41.8 -153 (-2250,424) Gross 318 (268.6,50,-0.3542) -99.8 -208 -154 (-2250,424) Gross 319 (268.7,-128.8,-0.3542) -213 -227 -220 (-2250,424) Gross 320 (268.6,-80,-0.3542) -102 -207 -154 (-2250,424) Gross 321 (268.7,-108.8,-0.3542) -123 -210 -167 (-2250,424) Gross 322 (268.6,-5,-0.3542) -157 -267 -212 (-2250,424) Gross 323 (268.7,-22.5,-0.3542) -45.5 -374 -210 (-2250,424) Gross "Centroid" Indicates the section centroid in X,Y,Z coordinates. "Conc. Limits" indicates the minimum and maximum allowable concrete stresses; "-" Indicates that no stress limit was calculated. Rebar stresses are not calculated In the Gross Section stress calculation "Rebar Limits" indicates the maximum allowable reinforcement tensile stresses; "-" indicates that no stress limit was calculated; if two values are reported the first value is for the top bar and the second Is for the bottom bar "Calc." indicates the type of calculation used to determine the stresses. Engineers Northwest, Inc. P.S. Service LC: Design Section Stresses 34 Engineers Northwest - P1 P2.floor- Monday April 28, 2003 Factored LC: Design Section Summary -- } # As Top Controlling As Bot Controlling As Shr Strp Spcg Controlling Status (sq. In.) (sq. in.) (sq. in.) (inches) 1 0 0 0 inf OK 2 0 0 0 inf OK 3 0 0 0 inf OK 4 0 0 0 Inf OK 5 0 0 0 int OK 6 0 0 0 int OK 7 0 0 0 inf OK 8 0 0 0 inf OK 9 0 0 0 inf OK 10 0 0 0 Int OK 11 0 0 0 int OK 12 0 0 0 int OK 13 0 0 0 int OK 14 0 0 0 Int OK 15 0 0 0 int OK 16 0 0 0 int OK 17 0 0 0 in? OK 18 0 0 0 inf OK 19 0 0 0 inf OK 20 0 0 0 inf OK 21 0 0 0 int OK 22 0 0 0 inf OK 23 0 0 0 Int OK 24 0 0 0 Int OK 25 0 0 0 inf OK 26 0 0 0 inf OK 27 0 0 0 inf OK 28 0 0 0 Int OK 29 0 0 0 int OK 30 0 0 0 int OK 31 0 0 0 inf OK 32 0 0 0 inf OK 33 0 0 0 inf OK 34 0.947 ACI 18.7 0 0 inf OK 35 0 0 0 inf OK 36 0 0 0 inf OK 37 0 0 0 inf OK 38 . 0 0 0 Int OK 39 0 0 0 int OK 40 0.0438 ACI 18.7 0 0 int OK 41 0 0 0 int OK 42 0 0 0 inf OK 43 0 0 0 int OK 44 0 0 0 Int OK 45 0 0 0 inf OK 46 0 0 0 int OK 47 0 0 0 Int OK 48 0 0 0 int OK 49 0 0 0 int OK 50 0 0 0 inf OK 51 0 0 0 inf OK 52 0 0 0 Inf OK 53 0 0 0 int OK 54 0 0 0 Int OK 55 0.317 ACI 18.7 0 0 Inf OK 56 0 0 0 Inf OK 57 0 0 0 inf OK 58 0 0 0 inf OK 59 0 0 0 int OK 60 0 0 0 Int OK 61 0 0 0 int OK 62 0 0 0 inf OK 63 0 0 0 inf OK w--• ' 64 0 0 0 inf OK 65 0 0 0 int OK 66 1.37 ACI 18.7 0 0 Inf OK "Status" Indicates whether Floor has found a feasible solution to satisfy the criteria selected for this section. Engineers Northwest, Inc. P.S. Factored LC: Design Section Summary 35 Engineers Northwest - P1 P2.floor- Monday April 28, 2003 Factored LC: Design Section Summary - Continued (2) # As Top Controlling As Bot Controlling As Shr Shp Spcg Controlling Status (sq. in.) (sq. in.) (sq. In.) (inches) 67 0 0 0 inf OK 68 0 0 0 int OK 69 0 0 0 int OK 70 0 0 0 inf OK 71 3.38 ACI 18.7 0 0.52 9 ACI 11.4 OK 72 0 0 0 Int OK 73 0.539 ACI 18.7 0 0 inf OK 74 0 0 0 Inf OK 75 0 0 0 inf OK 76 0 0 0 int OK 77 0 0 0 inf OK 78 7.93 ACI 18.7 0 0 Inf OK 79 0 0 0 inf OK 80 0 0 0 Inf OK 81 0 0 0 inf OK 82 0 0 0 int OK 83 1.57 ACI 18.7 0 0 int OK 84 0 0 0 inf OK 85 0.717 ACI 18.7 0 0 inf OK 88 1.59 ACi 18.7 0 0 inf OK 87 0 0 0 int OK 88 0 0 0 Inf OK 89 0 0.622 ACI 18.7 0 inf OK 90 0 0 0 int OK 91 0 0 0 inf OK 92 0.311 ACI 18.7 0 0 inf OK 93 0 0 0 int OK 94 0 0 0 inf OK 95 0 0 0 inf OK 96 0 0 0 int OK 97 0 0 0 inf OK 98 0 0 0 inf OK 99 0 0 0 inf OK 100 0 0 0 inf OK 101 0 0 0 inf OK 102 0 0 0 inf OK 103 0 0 0 int OK 104 0 0 0 inf OK 105 4.94 ACI 18.7 0 0 int OK 106 0 0 0 inf OK 107 0 0 0 inf OK 108 0 0 0 inf OK 109 0 0 0 int OK 110 0 0 0 int OK 111 0 0 0 int OK 112 0 0 0 inf OK 113 0 0 0 int OK 114 0 0 0 int OK 115 0.19 ACI 18.7 0 0 int OK 116 0 0 0 Inf OK 117 0 0 0 inf OK 118 4.77 ACI 18.7 0 0 int OK 119 0.896 ACI 18.7 0 0 inf OK 120 0 0 0 int OK 121 0 0 0 Inf OK 122 1.15 ACI 18.7 0 0 inf OK 123 0.509 ACI 18.7 0 0 int OK 124 0 0 0 inf OK 125 0 0 0 inf OK 126 0 0 0 Int OK 127 0 5.3 ACI 18.7 0 int OK 128 0 0 0 Inf OK 129 0 0 0 inf OK 130 2.3 ACI 18.7 0 0 inf OK 131 0 0 0 inf OK 132 3.28 ACI 18.7 0 0 inf OK "Status" indicates whether Floor has found a feasible solution to satisfy the criteria selected for this section. FLR-37 Engineers Northwest, Inc. P.S. Factored LC: Design Section Summary 36 ix. Engineers Northwest - P1 P2.floor- Monday April 28, 2003 Factored LC: Design Section Summary - Continued (3) # As Top Controlling As Bot Controlling As Shr Strp Spcg Controlling Status (sq. In.) (sq. in.) (sq. in.) (inches) 133 1.91 ACI 18.7 0 0 inf OK 134 5 ACI 18.7 0 0 inf OK 135 0 0 0 inf OK 136 0 0 0 Int OK 137 0 0 0 inf OK 138 0 0 0 Int OK 139 0 0 0 Int OK 140 0 0 0 Int OK 141 0 0 0 inf OK 142 0 0 0 inf OK 143 0 0 0 inf OK 144 0 0 0 inf OK 145 0 0 0 Inf OK 146 0 0 0 int OK 147 5.05 ACI 18.7 0 0 int OK 148 0 0 0 inf OK 149 0 0 0 int OK 150 0 0 0 int OK 151 0 0 0 inf OK 152 0 0 0 int OK 153 0 0 0 lnf OK 154 0 5 ACI 18.7 0 inf OK 155 0 0 0 inf OK 156 0 0 0 inf OK 157 0 0 0 inf OK 158 0 0 0 Int OK 159 0 0 0 int OK 160 0 0 0 Int OK 161 0 0 0 inf OK 162 0 0 0 Int OK 163 0 0 0 int OK 164 0 0 0 inf OK 165 0 1.5 ACI 18.7 0 inf OK 166 0 0 0 inf OK 167 0 0 0 int OK 168 5.2 ACI 18.7 0 0 int OK 169 2.09 ACI 18.7 0 0 inf OK 170 0.252 ACI 18.7 0 0 inf OK 171 5.71 ACI 18.7 0 0 Int OK 172 0 0 0 inf OK 173 0 0 0 inf OK 174 0.0726 ACI 18.7 0 0 Int OK 175 0 0 0 inf OK 176 0 0 0 inf OK 177 0 0 0 Int OK 178 0 0 0 int OK 179 0 0 0 int OK 180 ' 0 0 inf OK 181 118.7 0 0 inf OK 182 s 0 0 inf OK 183 1.47 ACI 18.7 0 0 inf OK 184 0 0 0 inf OK 185 1.8 ACI 18.7 0 0 int OK 186 1.72 ACI 18.7 0 0 inf OK 187 2.35 ACI 18.7 0 0 Int OK 188 0.848 ACI 18.7 0 0 inf OK 189 0 0 0 inf OK 190 0 0 0 In! OK 191 0 0 0 int OK 192 0 0 0 Int OK 193 0 0 0 int OK 194 0 0.565 ACI 18.7 0 inf OK 195 0 0 0 inf OK 196 0 0.48 ACI 18.7 0 int OK 197 0 0 0 Int OK 198 0 0 0 Int OK "Status" Indicates whether Floor has found a feasible solution to satisfy the criteria selected for this section. Engineers Northwest, Inc. P.S. Factored LC: Design Section Summary 37 Engineers Northwest - P1 P2.floor- Monday April 28, 2003 Factored LC: Design Section Summary - Continued (4) FLp- 3c -t t As Top Controlling As Bot Controlling As Shr Strp Spcg Controlling Status (sq. in.) (sq. In.) (sq. In.) (inches) 199 0 0 0 Inf OK 200 0 0 0 Int OK 201 3.16 ACI 18.7 0 0 inf OK 202 6.12 ACI 18.7 0 0 int OK 203 1.99 ACI 18.7 0 0 int OK 204 0 0 0 int OK 205 2.51 ACI 18.7 0 0 Int OK 206 1.71 ACI 18.7 0 0 Int OK 207 0 0 0 inf OK 208 0 0 0 Inf OK 209 0 0 0 inf OK 210 0 0 0 int OK 211 0.683 ACI 18.7 0 0 inf OK 212 0 0 0 inf OK 213 0 0 0 int OK 214 0 0 0 Int OK 215 0 0 0 inf OK 216 0.0937 ACI 18.7 0 0 Inf OK 217 0.427 ACI 18.7 0 0 Int OK 218 0 0 0 int OK 219 0 0 0 inf • OK 220 0 0 0 int OK 221 0 0 0 inf OK 222 0 0 0 int OK 223 0.266 ACI 18.7 0 0 inf OK 224 0.657 ACI 18.7 0 0 inf OK 225 5.29 ACI 18.7 0 0 int OK 226 0.476 ACI 18.7 0 0 Int OK 227 0 0 0 int OK 228 0 0 0 int OK 229 0 0 0 inf OK 230 0 0 0 Int OK 231 0 0 0 inf OK 232 0 0 0 inf OK 233 0 0 0 int OK 234 0 0 0 inf OK 235 0 0 0 inf OK 236 0 0 0 Inf OK 237 0 0 0 inf OK 238 0 0 0 Int OK 239 0 0 0 int OK 240 0 0 0 Inf OK 241 0 0 0 inf OK 242 0 0 0 Int OK 243 0 0 0 inf OK 244 0 0 0 Inf OK 245 0 0 0 Int OK 246 0 0 0 Int OK 247 0.772 ACI 18.7 0 0 inf OK 248 0 0 0 inf OK 249 0 0 0 inf OK 250 2.81 ACI 18.7 0 0.52 9 ACI 11.4 OK 251 0.0503 ACI 18.7 0 0 inf OK 252 0 0 0 Int OK 253 0 0 0 inf OK 254 0 0 0 inf OK 255 0 0 0 Int OK 256 0 0 0 inf OK 257 0 0 0 int OK 258 0 0 0 int OK 259 0 0 0 int OK 260 0 0 0 Int OK 261 0 0 0 Int OK 262 0 0 0 Int OK 263 0 0 0 inf OK 264 0 0 0 Int OK "Status" Indicates whether Floor has found a feasible solution to satisfy the criteria selected for this section. Engineers Northwest, Inc. P.S. Factored LC: Design Section Summary 38 Engineers Northwest - P1 P2. floor - Monday April 28, 2003 Factored LC: Design Section Summary - Continued (5) Ft -e..410 # As Top Controlling As Bot Controlling As Shr Strp Spcg Controlling Status (sq, in.) (sq. in.) (sq. in.) (Inches) 265 0 0 0 inf OK 266 0 0 0 Inf OK 267 0 0 0 int OK 268 0 0 0 Inf OK 269 0 0 0 Int OK 270 0 0 0 Int OK 271 0.221 ACI 18.7 0 0 Int OK 272 0 0 0 Inf OK 273 0 0 0 Inf OK 274 0 0 0 inf OK 275 0 0 0 inf OK 276 0 0 0 Int OK 277 0.197 ACI 18.7 0 0 Inf OK 278 0 0 0 Int OK 279 0 0 0 inf OK 280 0 0 0 Int OK 281 0 0 0 Int OK 282 0 0 0 inf OK 283 0 0 0 int OK 284 0 0 0 int OK 285 0 0 0 Int OK 286 0 0 0 inf OK 287 0 0 0 Inf OK 288 1.27 ACI 18.7 0 0 inf OK 289 0 0 0 int OK 290 2.41 ACI 18.7 0 0 Int OK 291 2.77 ACI 18.7 0 0 inf OK 292 2.91 ACI 18.7 0 0 inf OK 293 0 0 0 inf OK 294 0 0 0 inf OK 295 0 0 0 Inf OK 296 0 0 0 inf OK 297 0 0 0 inf OK 298 0 0 0 int OK 299 0 0 0 inf OK 300 0 0 0 Inf OK 301 0 0 0 inf OK 302 0 0 0 inf OK 303 0 0 0 inf OK 304 0 0 0 inf OK 305 0 0 0 inf OK 306 0 0 0 Inf OK 307 0 0 0 inf OK 308 0 0 0 Inf OK 309 0 0 0 int OK 310 0 0 0 int OK 311 0 0 0 inf OK 312 0 0 0 Int OK 313 0 0 0 inf OK 314 0 0 0 inf OK 315 0 0 0 inf OK 316 0 0 0 inf OK 317 0 0 0 Int OK 318 0 0 0 int OK 319 0 0 0 inf OK 320 0 0 0 inf OK 321 0 0 0 Int OK 322 0 0 0 inf OK 323 0 0 0 int OK "Status" Indicates whether Floor has found a feasible solution to satisfy the criteria selected for this section. Engineers Northwest, Inc. P.S. Factored LC: Design Section Summary 39 Engineers Northwest - P1 P2.floor- Monday April 28, 2003 Factored LC: Design Section Stresses i ' i # Centroid Conc. Top Conc. Bot. Conc. Cent. Conc Limits Rebar Top Rebar Bot. Rebar Limits Calc. (feet) (Psi) (Psi) (Psi) (Psi) (ksi) (ksi) (ksi) 1 (1.21,-128.8,-0.3542) 155 40.2 97.8 (-,-) Gross 2 (1.203,-80,-0.3542) 135 -78.9 27.9 (-;) Gross 3 (1.311,-108.8,-0.3542) 92 -31 30.5 (-,-) Gross 4 (1.237,-22.5,-0.3542) 315 -238 38.5 (-,-) Gross 5 (1.277,-50,-0.3542) 135 -78.8 28.3 (-,-) Gross 6 (1.259,-5,-0.3542) 258 -62.5 97.8 (-,-) Gross 7 (5.626,-111.2,-0.3542) 860 -873 -6.39 (-,-) Gross 8 (5.626,-108.7,-0.3542) 902 -862 20.2 (-,-) Gross 9 (5.626,-81.25,-0.3542) 956 -865 45.4 (-,-) Gross 10 (5.703,-122.4,-0.3542) -750 704 -23 (-,) Gross 11 (5.626,-78.7,-0.3542) 948 -833 57.8 (-,-) Gross 12 (5.626,51.26,-0.3542) 1020 -895 61.5 (-,-) Gross 13 (5.703,-94.86,-0.3542) -837 881 21.8 (-,-) Gross 14 (5.626,-48.67,-0.3542) 1040 -937 51.9 (-,-) Gross 15 (5.703,-64.85,-0.3542) -840 948 54 (-,-) Gross 16 (5.703,-35.01,-0.3542) -955 1010 27.3 (-,-) Gross 17 (7.47,-21.24,-0.3542) 695 -655 20.1 (-,-) Gross 18 (7.47,-18.67,-0.3542) 547 -540 3.26 (-,-) Gross 19 (7.47,-10.48,-0.3542) -407 413 3.03 (-,-) Gross 20 (7.47,-1.209,-0.3542) 5.5 17.7 11.6 (-,-) Gross 21 (7.737,-133.8,-0.3542) 26.9 -12 7.43 (-,-) Gross 22 (11.21,-108.8,-0.3542) -688 750 30.9 (-,-) Gross 23 (11.41,-80,-0.3542) -693 746 26.4 (-,-) Gross 24 (11.41,-50,-0.3542) -783 835 25.6 (-,-) Gross 25 (14.8,-22.5,-0.3542) -1030 1120 45.1 (-,-) Gross 26 (14.8,-5,-0.3542) -1040 1230 92.7 (-,-) Gross 27 (15.78,-128.8,-0.3542) -659 856 98.2 (-,-) Gross 28 (15.78,-128.6,-0.3542) -652 847 97.3 (-,-) Gross 29 (22.08,-108.8,-0.394) 832 -1180 37.4 (-,-) Gross 30 (22.2,-80,-0.3542) 734 -691 21.2 (-,-) Gross 31 (22.2,50,-0.3542) 723 -689 17.3 (-,-) Gross 32 (24.89,-80,-0.3542) 772 -710 31.2 (-,-) Gross 33 (24.89,50,-0.3542) 782 -728 26.9 (-,-) Gross 34 (25.01,-108.8,-0.394) 1160 -1650 52.4 (-.-) Gross 35 (27.45,-111.3,-0.4632) 659 -729 16 (-,-) Gross 36 (27.45,-108.8,-0.4632) 728 -792 23.9 (-,-) - Gross 37 (26.38,-95.04,-0.3542) -826 899 36.6 (-,-) Gross 38 (28.18,-35.01,-0.3542) -922 987 32.2 (-,-) Gross 39 (28.48,-122.5,-0.3542) -718 770 25.9 (-,-) Gross 40 (28.64,-22.5,-0.3542) 1300 -1190 58.5 (-,-) Gross 41 (28.78,-128.8,-0.3542) 1040 -856 89.4 (-,-) Gross 42 (28.71,-5,-0.3542) 1290 -1110 91.7 (-,-) Gross 43 (29.67,-81.19,-0.3542) 1160 -1070 46.1 (-,-) Gross 44 (29.67,-78.74,-0.3542) 1120 -1020 51.1 (-,-) - Gross 45 (29.67,-65.04,-0.3542) -802 912 55 (-,-) Gross 46 (29.67,-51.29,-0.3542) 1130 -1020 52.6 (-,-) Gross 47 (29.67,-48.7,-0.3542) 1190 -1100 44.8 (-,-) Gross 48 (29.66,-21.24,-0.3542) 965 -912 26.5 (-,-) Gross 49 (29.66,-18.75,-0.3542) 798 -766 16.1 (-,-) Gross 50 (29.66,-10.48,-0.3542) -386 421 17.2 (-,-) Gross 51 (29.66,-1.222,-0.3542) 57.4 -29.6 13.9 (-,-) - Gross 52 (30.63,-133.8,-0.3542) 89.3 -55.5 16.9 (-,-) Gross 53 (31.32,-128.8,-0.3542) 848 -631 108 (-,-) Gross 54 (31.27,-5,-0.3542) 1160 -909 124 (-,-) Gross 55 (31.35,-22.5,-0.3542) 1200 -1050 75.3 (-,-) Gross 56 (36.76,-80,-0.3542) -708 754 23.3 (-,-) Gross 57 (36.76,-50,-0.3542) -638 664 13.3 (-,-) Gross 58 (41.55,-108.8,-0.394) -892 1560 73.2 (-,-) Gross 59 (44.95,-22.5,-0.3542) -655 845 95.1 (-,-) Gross 60 (44.95,-5,-0.3542) -655 881 113 (-,-) Gross 61 (45.76,-128.8,-0.3542) -796 990 97.1 (-,-) Gross "Centroid" indicates the section centroid in X,Y,Z coordinates. "Conc. Limits" indicates the minimum and maximum allowable concrete stresses;'-" indicates that no stress limit was calculated. Rebar stresses are not calculated In the Gross Section stress calculation "Rebar Limits" Indicates the maximum allowable reinforcement tensile stresses; '-" indicates that no stress limit was calculated; if two values are reported the first value is for the top bar and the second is for the bottom bar "Calc." indicates the type of calculation used to determine the stresses. Engineers Northwest, Inc. P.S. Factored LC: Design Section Stresses 40 +mM.1tseS41, Engineers Northwest - P1 P2.floor- Monday April 28, 2003 Factored LC: Design Section Stresses - Continued (2) # Centroid Conc. Top Conc. Bot. Conc. Cent. Cons Limits Rebar Top Rebar Bot. Rebar Limits Calc. (feet) (Ps) (Psi) (Psi) (Psi) (ksi) (ksi) (ksi) 62 (47.78,-80,-0.3542) 606 -571 17.2 (-,-) 63 (47.78,-50,-0.3542) 502 -499 1.4 (-, ) 64 (53.71,-78.74,-0.3542) 571 -463 53.8 (-, ) 65 (54.02,-73.96,-0.3542) 68.4 -15.1 26.6 (-,-) 66 (54.48,-81.27,-0.3542) 1310 -1230 42.6 (-,-) 67 (57.16,-111.2,-0.4578) 648 -731 16.6 (-,-) 68 (58.57,-95.04,-0.3542) -851 920 34.8 (-, ) 69 (57.3,-108.8,-0.4571) 665 -736 24.6 (-,-) 70 (58.63,-128.8,-0.3542) 1130 -906 113 (-,-) 71 (58.66,-108.8,-0.394) 1390 -1940 81.3 (-, ) 72 (58.68,-5,-0.3542) 1100 -868 113 (-, ) 73 (58.7,-22.5,-0.3542) 1270 -1040 112 (-,-) 74 (59.63,-21.16,-0.3542) 916 -869 23.7 (-,-) 75 (59.63,-18.75,-0.3542) 743 -716 13.7 (-, ) 76 (59.63,-10.48,-0.3542) 564 390 13.3 (-,-) 77 (59.63,-1.229,-0.3542) 57.5 -32.3 12.6 (-,-) 78 (59.71,-48.78,-0.3542) 1360 -1360 0.0513 (-,-) 79 (59.82,-34.99,-0.3542) -960 1000 21.3 (-; ) 80 (60.63,-133.7,-0.3542) 67.2 -36.3 15.5 (-,-) 81 (60.67,-122.5,-0.3542) -775 812 18.6 (-,-) 82 (61.2,-5,-0.3542) 1150 -882 136 (-,-) 83 (61.34,-108.8,-0.394) 1260 -1700 90.2 (-,-) 84 (61.37,-131,-0.3542) 1080 -883 96.2 (-,-) 85 (61.33,-22.5,-0.3542) 1290 -1050 123 (-,-) 86 (66.25,-81.31,-0.3542) 1400 -1350 25.3 (-,-) 87 (66.25,-78.7,-0.3542) 799 -720 39.2 (-; ) 88 (66.25,-68.88,-0.3542) -163 255 45.7 (-,-) 89 (66.25,-60.85,-0.3542) -145 175 15.1 (-,-) 90 (68.02,-136.2,-0.3542) 32.4 -30.7 0.825 (-,-) 91 (70.53,-50,-0.3542) 1070 -795 139 (-, ) 92 (70.61,-80,-0.3542) 1270 -949 161 (-,-) 93 (74.7,-22.5,-0.3542) -649 914 133 (-,-) 94 (74.7,-5,-0.3542) -668 914 123 (-,-) 95 (75.59,-108.8,-0.3542) -636 866 115 (-; ) 96 (75.67,-131,-0.3542) -700 887 93.2 (-,-) 97 (85.25,-80,-0.3542) -852 1120 131 (-,-) 98 (85.25,-50,-0.3542) -879 1170 144 (-,-) 99 (85.4,-81.27,-0.3542) 785 -752 16.9 (-,-) 100 (85.4,-78.8,-0.3542) 811 -773 19.1 (-,-) 101 (85.4,-65.04,-0.3542) -670 758 44 (-, ) 102 (85.4,-51.17,-0.3542) 832 -770 31.3 (-,-) 103 (85.4,-48.64,-0.3542) 841 -793 24 (-,-) 104 (88.55,-108.8,-0.3542) 1100 -862 122 (-,-) 105 (88.72,-131,-0.3542) 866 -663 101 (-,-) 106 (88.69,5,-0.3542) 1100 -832 133 (-,-) 107 (88.74,-22.5,-0.3542) 1170 -883 142 (-,-) 108 (89.87,-34.99,-0.3542) -905 962 28.3 (-,-) 109 (89.86,-21.16,-0.3542) 984 -928 27.7 (-,-) 110 (89.86,-18.75,-0.3542) 771 -739 15.9 (-,-) 111 (89.86,-10.48,-0.3542) -354 383 14.5 (-,-) 112 (89.86,-1.243,-0.3542) 58.1 -31.4 13.3 (-,-) 113 (90.64,-138.8,-0.3542) 257 -218 19.4 (-,-) - 114 (90.64,-111.2,-0.3542) 1230 -1200 15.9 (-,-) 115 (90.64,-108.7,-0.3542) 1170 -1120 26.7 (-,-) 116 (90.68,-125,-0.3542) -1120 1150 16.1 (-,-) 117 (90.68,-95.04,-0.3542) -839 885 22.8 (-,-) 118 (91.39,-131,-0.3542) 849 -629 110 (-,-) 119 (91.37,-108.8,-0.3542) 1210 -959 127 (-, ) 120 (91.28,-22.5,-0.3542) 1180 -882 148 (-,-) - 121 (91.32,-5,-0.3542) 1110 -817 147 (-,-) 122 (100.6,50,-0.3542) 1320 -1040 141 (-,-) "Centroid" indicates the section centroid in X,Y,Z coordinates. "Conc. Limits" indicates the minimum and maximum allowable concrete stresses;'-" Indicates that no stress limit was calculated. Rebar stresses are not calculated in the Gross Section stress calculation "Rebar Limits" indicates the maximum allowable reinforcement tensile stresses; '-" Indicates that no stress limit was calculated; if two values are reported the first value Is for the top bar and the second is for the bottom bar "Calc." indicates the type of calculation used to determine the stresses. Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross. Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Engineers Northwest, Inc. P.S. Factored LC: Design Section Stresses 41 Engineers Northwest - P1 P2.floor- Monday April 28, 2003 Factored LC: Design Section Stresses - Continued (3) FL -e- k3 r # Centroid Conc. Top Conc. Bot. Conc. Cent. Conc Limits Rebar Top Rebar Bot. Rebar Limits Calc. (feet) (Psi) (Psi) (Psi) (Psi) (ksi) (k) (ksi) 123 (100.6,-80,-0.3542) 1240 -1020 113 (-,) Gross 124 (105,-22.5,-0.3542) -572 889 158 (-,-) Gross 125 (105,-5,-0.3542) -684 973 144 (-,-) Gross 126 (105.8,-108.8,-0.3542) -638 913 137 (-,-) Gross 127 (105.9,-131,-0.3542) -710 942 116 (-;) Gross 128 (109,-78.8,-0.3542) 927 -853 37.3 (-,-) Gross 129 (109.1,-65.04,-0.3542) -410 515 52.5 (-,-) Gross 130 (117,-81.19,-0.3542) 1170 -1150 8.3 (-,) Gross 131 (117.2,-51.25,-0.3542) 886 -831 27.6 (-;) Gross 132 (117.2,-48.64,-0.3542) 1300 -1270 13.6 (-;) Gross 133 (118.6,-108.8,-0.3542) 1320 -1040 142 (-,-) Gross 134 (118.7,-131,-0.3542) 894 -654 120 (-,-) Gross 135 (118.7,-22.5,-0.3542) 1200 -882 160 (-,-) Gross 136 (118.8,5,-0.3542) 1090 -776 155 (-,-) Gross 137 (120.1,-34.99,-0.3542) -920 960 19.8 (-,-) Gross 138 (120.2,-125,-0.3542) -1210 1240 19.1 (-,) Gross 139 (120.2,-21.22,-0.3542) 815 -767 23.7 (-,) Gross 140 (120.2,-18.75,-0.3542) 681 -655 12.7 (-;) Gross 141 (120.2,-10.48,-0.3542) -392 420 14 (-,-) Gross 142 (120.2,-1.317,-0.3542) 34.3 -5.67 14.3 (-,-) Gross 143 (120.3,-138.8,-0.3542) 224 -184 20.1 (-,-) Gross 144 (120.3,-111.2,-0.3542) 1280 -1250 15.3 (-,-) Gross 145 (120.3,-108.7,-0.3542) 1150 -1100 25.9 (-,-) Gross 146 (120.3,-94.96,-0.3542) -865 900 17.6 (-,-) Gross 147 (121.3,-131,-0.3542) 904 -656 124 (-,-) Gross 148 (121.4,-108.8,-0.3542) 1370 -1080 146 (-,) Gross 149 (121.3,-22.5,-0.3542) 1210 -880 163 (-,-) Gross 150 (121.4,5,-0.3542) 1080 -753 164 (-,-) Gross 151 (124.4,-57.81,-0.3542) 33.7 8.47 21.1 (-,) Gross 152 (130,-50,-0.3542) 155 229 192 (-,-) - Gross 153 (130.1,-80,-0.3542) 160 117 138 (-,) Gross 154 (134.6,-131,-0.3542) -657 903 123 (-,) Gross 155 (134.7,-108.8,-0.3542) -624 922 149 (-,-) Gross 156 (134.8,-80,-0.3542) -98.3 375 138 (-,) Gross 157 (135,-78.86,-0.3542) 901 -887 6.82 (-,-) Gross 158 (135,-65.04,-0.3542) -587 633 23.2 (-,-) Gross 159 (135,-50,-0.3542) -117 499 191 (-,-) Gross 160 (135.2,-22.5,-0.3542) -596 931 168 (-,-) Gross 161 (135.2,5,-0.3542) -660 968 154 (-,-) Gross 162 (139.9,-80,-0.3542) 208 71.4 140 (-,-) Gross 163 (139.9,-50,-0.3542) 198 181 190 (-,-) Gross 164 (148.4,-81.19,-0.3542) 972 -959 6.42 (-,) Gross 165 (148.5,-125,-0.3542) -1210 1240 18.2 (-,-) Gross 166 (148.6,-138.8,-0.3542) 302 -265 18.8 (-,-) Gross 167 (148.6,-94.96,-0.3542) -927 968 20.6 (-,-) Gross 168 (148.6,-111.3,-0.3542) 1340 -1310 15.8 (-,) Gross 169 (148.6,-108.7,-0.3542) 1240 -1180 27.2 (-,-) Gross 170 (148.6,-108.8,-0.3542) 1430 -1140 148 (-,-) Gross 171 (148.7,-131,-0.3542) 1000 -757 123 (-,-) Gross 172 (148.7,-5,-0.3542) 1150 -821 163 (-,) Gross 173 (148.7,-51.32,-0.3542) 909 -864 22.5 (-,-) cross 174 (148.7,-48.71,-0.3542) 1150 -1110 18 (-,-) Gross 175 (148.7,-35.04,-0.3542) -976 1020 23.6 (-,) Gross 176 (148.7,-22.5,-0.3542) 1340 -1020 165 (-,-) Gross 177 (149,-21.15,-0.3542) 1010 -960 25.9 (-,-) Gross 178 (149,-18.84,-0.3542) 818 -790 14 (-,-) Gross 179 (149,-10.64,-0.3542) -379 408 14.6 (-,-) Gross 180 (149,-1.295,-0.3542) 64.3 -34.7 14.8 (-,-) Gross 181 (151.3,-131,-0.3542) 1110 -876 118 (-,-) Gross 182 (151.3,56.42,-0.3542) -4.84 27.8 11.5 (-,-) Gross 183 (151.3,-22.5,-0.3542) 1520 -1200 162 (-,-) Gross "Centroid" indicates the section centroid in X,Y,Z coordinates. "Cont. Limits" indicates the minimum and maximum allowable concrete stresses;'-" indicates that no stress limit was calculated. Rebar stresses are not calculated in the Gross Section stress calculation "Rebar Limits" Indicates the maximum allowable reinforcement tensile stresses;' -" Indicates that no stress limit was calculated; if two values are reported the first value is for the top bar and the second is for the bottom bar "Calc." indicates the type of calculation used to determine the stresses. Engineers Northwest, Inc. P.S. Factored LC: Design Section Stresses 42 ', imiz=fau�:-u; vy� N,t:M.'.'F''.W c eAWJ'ar,,,ZII?T `{r'ffv'4: =m4.: ;9 ,-,,, +;R1aWwi•miii;+'N.W<,:9''.+'A'n'I^t' 077* t?rW!.ittmui59ana!tYcnrw. Engineers Northwest - P1 P2.floor- Monday April 28, 2003 Factored LC: Design Section Stresses - Continued (4) F►- - A-4- # Centroid Conc. Top Conc. Bot. Conc. Cent. Conc Limits Rebar Top Rebar Bot. Rebar Limits Calc. (feet) (Psi) (Psi) (P) (Psi) (ksi) (ksi) (ksi) 184 (151.3;5,-0.3542) 1380 -1070 157 (-,-) Gross 185 (151.4,-108.8,-0.3542) 1530 -1240 145 (-,-) Gross 186 (151.5,-80,-0.3542) 1360 -1160 99.7 (-,-) Gross 187 (151.5,-50,-0.3542) 1460 -1160 150 (-,-) Gross 188 (156.6,-65.19,-0.3542) 74.1 16.6 45.3 (-,-) Gross 189 (157.2,-80,-0.3542) 125 86 105 (-,-) Gross 190 (157.2,-108.8,-0.3542) 69.5 218 144 (-,-) - Gross 191 (157.2,50,-0.3542) 192 103 147 (-,-) Gross 192 (157.2,-22.5,-0.3542) 149 175 162 (-,-) Gross 193 (157.2,-5,-0.3542) 214 91.6 153 (-,-) Gross 194 (157.5,-131,-0.3542) 27 208 118 (-,-) Gross 195 (172.7,-108.8,-0.3542) 65.5 205 135 (-,-) Gross 196 (172.8,-131,-0.3542) 37 191 114 (-,-) Gross 197 (172.9,-80,-0.3542) 71.2 178 124 (-,-) Gross 198 (173.1,-50,-0.3542) 129 154 141 (-,-) Gross 199 (173.1,-22.5,-0.3542) 219 96.5 158 (-,-) Gross 200 (173.1,-5,-0.3542) 258 50.6 154 (-,-) Gross 201 (178.8,-108.8,-0.3542) 1520 -1250 132 (-,-) Gross 202 (178.7,-131,-0.3542) 1050 -830 111 (-,-) Gross 203 (178.7,-80,-0.3542) 1320 -1060 129 (-,-) Gross 204 (178.6,-5,-0.3542) 1350 -1040 158 (-,-) Gross 205 (178.7,50,-0.3542) 1380 -1100 142 (-,-) Gross 206 (178.7,-22.5,-0.3542) 1540 -1230 154 (-,-) Gross 207 (180.9,-65.19,-0.3542) -599 696 48.6 (-,-) Gross 208 (181,-138.7,-0.3542) 283 -241 20.9 (-,-) Gross 209 (180.9,-10.42,-0.3542) -367 396 14.1 (-,-) Gross 210 (181,-111.2,-0.3542) 1300 -1270 16.3 (-,-) Gross 211 (181,-108.7,-0.3542) 1210 -1150 27.9 (-,-) Gross 212 (181.1,-125,-0.3542) -1130 1160 16.4 (-,-) Gross 213 (181,-81.25,-0.3542) 1100 -1040 26.8 (-,-) Gross 214 (181,-78.84,-0.3542) 1120 -1060 34.2 (-,-) Gross 215 (181.1,-94.89,-0.3542) -934 981 23.8 (-,-) Gross 216 (181,-51.24,-0.3542) 1170 -1110 31.4 (-,-) Gross 217 (181,-48.75,-0.3542) 1200 -1160 22.9 (-,-) Gross 218 (181,-21.16,-0.3542) 1060 -1010 25.3 (-,-) Gross 219 (181,-18.75,-0.3542) 828 -802 13.4 (-,-) Gross 220 (181,-1.306,-0.3542) 56.1 -27.5 14.3 (-,-) Gross 221 (181.1,-35.03,-0.3542) -995 1040 21.2 (-,-) Gross 222 (181.2,-22.5,-0.3542) 1380 -1080 148 (-,-) Gross 223 (181.3,-80,-0.3542) 1200 -947 128 (-,-) Gross 224 (181.3,-108.8,-0.3542) 1320 -1070 126 (-,-) Gross 225 (181.4,-131,-0.3542) 920 -713 104 (-,-) Gross 226 (181.4,-50,-0.3542) 1230 -950 138 (-,-) Gross 227 (181.3,-5,-0.3542) 1110 -816 145 (-,-) Gross 228 (194.6,-131,-0.3542) -714 908 97.1 (-,-) Gross 229 (194.8,-108.8,-0.3542) -706 948 121 (-,-) Gross 230 (194.8,-80,-0.3542) -726 1000 139 (-,) Gross 231 (194.8,50,-0.3542) -756 1040 141 (-,-) Gross 232 (194.8,-22.5,-0.3542) -744 1030 145 (-,-) Gross 233 (194.8,-5,-0.3542) -694 968 137 (-.4 Gross 234 (201.6,-65.04,-0.3542) -14.3 151 68.2 (-,-) Gross 235 (201.7,-78.91,-0.3542) 349 -309 19.8 (-,-) Gross 236 (202.3,-136.2,-0.3542) 30.4 -29 0.699 (-,-) Gross 237 (208.5,-80,-0.3542) 1060 -743 158 (-,-) Gross 238 (208.6,-131,-0.3542) 995 -791 102 (-,-) Gross 239 (208.5,-50,-0.3542) 1060 -778 143 (-,-) Gross 240 (208.7,-108.8,-0.394) 1220 -1620 97.7 (-,-) Gross 241 (208.7,-22.5,-0.3542) 1230 -972 130 (-,-) Gross 242 (208.7,-5,-0.3542) 1080 -777 150 (-,-) Gross 243 (209.5,-21.17,.0.3542) 924 -867 28.5 (-,-) Gross 244 (209.5,-18.75,-0.3542) 744 -711 16.7 (-,-) Gross "Centroid" indicates the section centroid in X,Y,Z coordinates. "Conc. Limits" indicates the minimum and maximum allowable concrete stresses;'-" indicates that no stress limit was calculated. .... ' Rebar stresses are not calculated in the Gross Section stress calculation "Rebar Limits" Indicates the maximum allowable reinforcement tensile stresses; "-" Indicates that no stress limit was calculated; if two values are reported the first value is for the top bar and the second is for the bottom bar "Calc." indicates the type of calculation used to determine the stresses. Engineers Northwest, Inc. P.S. Factored LC: Design Section Stresses 43 4 ft40Getly+37,,,)k7'�!Y49 rru Engineers Northwest - P1 P2.floor- Monday April 28, 2003 Factored LC: Design Section Stresses - Continued (5) U- 45 # Centroid Conc. Top Conc. Bot Conc. Cent. Conc Limits Rebar Top Rebar Bot. Rebar Limits Calc. (feet) (Psi) (Psi) (Psi) (Psi) (ksi) (ksi) (ksi) 245 (209.5,-10.42,-0.3542) -361 391 15.1 (-,-) Gross 248 (209.5,-1.315,-0.3542) 21.6 5.73 13.7 (-,-) Gross 247 (209.8,-48.65,-0.3542) 1070 -1060 5.49 (-,-) Gross 248 (209.8,-34.99,-0.3542) -964 1020 28.5 (-,-) Gross 249 (211.2,-128.8,-0.3542) 1080 -852 115 (-,-) Gross 250 (211.3,-108.8,-0.394) 1360 -1860 86.5 (-,-) Gross 251 (211.3,-22.5,-0.3542) 1220 -992 115 (-,-) Gross 252 (211.3,-5,-0.3542) 1020 -783 116 (-,-) - Gross 253 (211.9,-133.8,-0.3542) 42.3 -13.9 14.2 (-,-) Gross 254 (211.9,-122.5,-0.3542) -753 792 19.3 (-,-) Gross 255 (213.1,-111.3,-0.4588) 625 -699 17.6 (-,-) Gross 256 (213.1,-108.7,-0.4588) 674 -740 25.4 (-,-) Gross • 257 (211.9,-95.04,-0.3542) -864 930 33 (-;) - Gross 258 (214.3,-81.32,-0.3542) 1020 -958 29.3 (-,-) Gross 259 (222,-80,-0.3542) 658 -629 14.5 (-,-) Gross 260 (222.1,-50,-0.3542) 542 -522 10.1 (-,-) - Gross 261 (224.8,-22.5,-0.3542) -647 861 107 (-,-) - Gross 262 (224.8,-5,-0.3542) -688 918 115 (-,-) Gross 263 (227.6,-78.88,-0.3542) 1070 -954 56.9 (-,-) Gross 264 (227.6,-51.31,-0.3542) 1020 -906 58 (-,-) Gross'. 265 (227.9,-64.58,-0.3542) -713 818 52.3 (-,-) Gross 266 (228.9,-128.8,-0.3542) -781 982 101 (-,-) Gross 267 (228.9,-108.8,-0.394) -887 1570 79 (-,-) Gross 268 (233.8,-80,-0.3542) -715 759 21.8 (-,-) Gross 269 (233.8,-50,-0.3542) -638 677 19.8 (-,-) - Gross 270 (238.6,-128.8,-0.3542) 834 -609 113 (-,-) Gross 271 (238.7,-22.5,-0.3542) 1210 -1040 82.4 (-,-) Gross 272 (238.7,-5,-0.3542) 1150 -886 132 (-,-) Gross 273 (239.5,-21.23,-0.3542) 968 -915 26.6 (-,-) - Gross 274 (239.5,-18.75,-0.3542) 802 -770 16 (-,-) Gross 275 (239.5,-10.42,-0.3542) -397 431 17 (-,-) Gross 276 (239.5,-1.249,-0.3542) 54.9 -27.6 13.6 (-,-) Gross 277 (241.3,-22.5,-0.3542) 1330 -1200 63.3 (-,-) Gross 278 (241.3,-5,-0.3542) 1300 -1110 94.9 (-,-) Gross 279 (241.4,-128.8,-0.3542) 986 -809 88.4 (-;) Gross 280 (241.4,-48.56,-0.3542) 1130 -1040 43.3 (-,-) Gross 281 (241.4,-34.99,-0.3542) -926 983 28.2 (-,-) Gross 282 (243.4,-122.5,-0.3542) -734 784 25 (-,-) Gross 283 (243.4,-133.8,-0.3542) 125 -91.9 16.5 (-,-) Gross 284 (242.5,-111.2,-0.4649) 678 -752 13 (-,-) Gross 285 (242.5,-108.7,-0.4649) 723 -788 20.8 (-,) Gross 286 (243.4,-95.04,-0.3542) -832 900 34 (-,) Gross 287 (245.1,-80,-0.3542) 764 -700 31.9 (-,-) Gross 288 (245.2,-108.8,-0.394) 1200 -1700 57.1 (-,-) Gross 289 (245.1,-50,-0.3542) 772 -710 31.3 (-,-) Gross 290 (245.6,-81.3,-0.3542) 1150 -1070 40.4 (-,-) Gross 291 (245.6,-78.81,-0.3542) 1190 -1100 45.7 (-,-) Gross 292 (245.6,51.31,-0.3542) 1200 -1110 46.9 (-,-) Gross 293 (245.9,-65.04,-0.3542) -835 938 51.3 (-,-) Gross 294 (247.8,-108.8,-0.394) 863 -1230 39.9 (-,) Gross 295 (247.8,-80,-0.3542) 736 -694 20.7 (-,) Gross 296 (247.9,-50,-0.3542) 708 -668 19.8 (-,-) Gross 297 (254.2,-22.5,-0.3542) -965 1070 51.1 (-,-) Gross 298 (254.2,-5,-0.3542) -978 1180 98.4 (-,-) Gross 299 (257.6,-128.8,-0.3542) -791 989 99.3 (-,-) Gross 300 (257.8,-108.8,-0.3542) -656 726 35.1 (-,-) Gross 301 (258,-80,-0.3542) -688 740 26 (-,-) Gross 302 (258,-50,-0.3542) -782 834 25.8 (-;) Gross 303 (261.9,-21.15,-0.3542) 648 -622 12.9 (-,-) Gross 304 (261.9,-18.67,-0.3542) 499 -502 -1.51 (-,-) Gross 305 (261.9,-10.42,-0.3542) -402 403 0.852 (-,-) Gross "Centroid" indicates the section centroid in X,Y,Z coordinates. "Conc. Limits" indicates the minimum and maximum allowable concrete stresses; "-" indicates that no stress limit was calculated. Rebar stresses are not calculated In the Gross Section stress calculation "Rebar Limits" Indicates the maximum allowable reinforcement tensile stresses; "-" indicates that no stress limit was calculated; if two values are reported the first value is for the top bar and the second Is for the bottom bar "Calc." indicates the type of calculation used to determine the stresses. ;o �S�;ci. �izw�4&Crii3tlrk Engineers Northwest, Inc. P.S. Factored LC: Design Section Stresses 44 'nh�^:}"li�HvsS: +.,•R5'{S�i'si.'WX!iTi+�4•�}E.s Ir Engineers Northwest - P1 P2.floor- Monday April 28, 2003 Factored LC: Design Section Stresses - Continued (6) FL - ; # Centroid Conc. Top Conc. Bot. Conc. Cent. Conc Limits Rebar Top Rebar Bot. Rebar Limits Calc. (feet) (Psi) (Psi) (Psi) (Psi) (ksi) (ksi) (ksi) . 306 (262,-1.249,-0.3542) -4.73 22.4 8.85 (-;) Gross 307 (263.7,-133.7,-0.3542) 44.4 -24.8 9.8 (-,-) Gross 308 (263.7,-122.5,-0.3542) -728 695 -16.5 (-,-) Gross 309 (263.6,-34.99,-0.3542) -947 981 17.3 (-,-) Gross 310 (263.7,-111.1,-0.3542) 803 -810 -3.69 (-,-) Gross 311 (263.7,-108.7,-0.3542) 823 -790 16.4 (-,-) Gross 312 (263.7,-95.04,-0.3542) -830 869 19.4 (-,-) Gross 313 (263.7,-81.19,-0.3542) 900 -814 43.1 (-,-) Gross 314 (263.7,-78.77,-0.3542) 898 -793 52.5 (-,-) Gross 315 (263.7,-51.41,-0.3542) 920 -816 51.9 (-,-) Gross 316 (263.7,-48.49,-0.3542) 931 -845 43 (-,-) Gross 317 (263.7,-65.04,-0.3542) -828 930 51.1 (-,-) Gross 318 (268.6,-50,-0.3542) 105 -45.6 29.7 (-,-) Gross 319 (268.7,-128.8,-0.3542) 144 50.4 97 (-,-) Gross 320 (268.6,-80,-0.3542) 107 -47.8 29.4 (-,-) Gross 321 (268.7,-108.8,-0.3542) 99 -33.9 32.5 (-,-) Gross 322 (268.6,-5,-0.3542) 229 -12.6 108 (-,-) Gross 323 (268.7,-22.5,-0.3542) 314 -233 40.3 (-,-) Gross "Centroid" indicates the section centroid in X,Y,Z coordinates. "Conc. Limits" Indicates the minimum and maximum allowable concrete stresses;'-" indicates that no stress limit was calculated. Rebar stresses are not calculated in the Gross Section stress calculation "Rebar Limits" Indicates the maximum allowable reinforcement tensile stresses; "-" indicates that no stress limit was calculated; if two values are reported the first value is for the top bar and the second is for the bottom bar "Calc." indicates the type of calculation used to determine the stresses. Engineers Northwest, Inc. P.S. Factored LC: Design Section Stresses 45 FL A-7 Engineers Northwest Floor Analysis and Design of Concrete Slabs Dept. of Homeland Security First Floor Level Engineers Northwest, Inc. P.S. 6869 Woodlawn Ave. N.E. Seattle, WA 98115 206-525-7560 Fax 206-522-6698 lst.floor Project Number Monday April 28, 2003 Floor 01993-2001 Bommer Coleman, Inc. v1.04C Report Contents Report Cover Report Contents Loadings and Load Cases Element Mesh Plan Banded Tendon Plan Distributed Tendon Plan Other Dead Ldg Plan Live Ldg Plan Transfer Max Top Stress Plan Transfer LC: Design Section Summary Transfer LC: Design Section Stresses Service LC: Design Section Summary Service LC: Design Section Stresses Factored LC: Design Section Summary Factored LC: Design Section Stresses Engineers Northwest - lst.floor - Monday April 28, 2003 FL — 446 Engineers Northwest, Inc. P.S. Report Contents 2 • Loadings and Load Cases Engineers Northwest - l st. floor - Monday April 28, 2003 FL -1? -4c1 - Transfer LC 1.08 x Balance Loading 1 x Sett -Dead Loading 0 x Live Ldg 0 x Secondary Loading 0 x Other Dead Ldg Service LC 1 x Balance Loading 1 x Sett -Dead Loading 1 x Live Ldg 0 x Secondary Loading 1 x Other Dead Ldg - Factored LC 0 x Balance Loading 1.4 x Sett -Dead Loading 1.7 x Live Ldg 1 x Secondary Loading 1.4 x Other Dead Ldg Engineers Northwest, Inc. P.S. Loadings and Load Cases 3 Engineers Northwest - f st.floor- Monday April 28, 2003 Element Mesh Plan S iuct re:Wal Blow S/11%Cobr Below S1 Walls Above SIIb;Cohms Above Slab-01*SM Shb B Sale 1374 1 tI I I 11iII IiIIIIIIIIIIIIIIIIIIIIIIIIIIIi_ 1 t a 1 ■■■■1■■■. ■ !i■u ■1■■..■.�/■1■■..■l■■■■:■l■=sI■1�■■ ■.■■1■■■■■■ ■ /■■ ■...u.■..C■■■■■...■■. m■1■ ■■■■.■ ■u...i i■.: a ef1r! 1 ■ ■1 ■■ ■ ■ ■ ■■■ ■ ■■ ■■ ■ ■1...■.■ rr■ . ■■■■l ■ii ■ : iii■■:■fl:. ■::�_:..�..■�.... .sF�:.�.■■�..:: .■�u.u.•UM M .11::'�...u.a..si.••�:uI iu. 1u"ut sums■ii ■■■ . ■i■..■I� . ■ ■Irl -imam �.: •u•..... 19::1 •i..�i•lll■■■■■s ■:i ■■i Ills 1■:.Iis ■.I.::C■■■ QCI.•.■■i■ •:*:■ OWE■. s ■■1..111=..■.■.i ii•. .....u+..........B 1••ga::a•• : • ■ ■■■11 ■11.■■■I*B■1ii•■■ ■..■■■ ■■ill■ ■. Il■ 1■slIitUI1■■111■ li 1n ■1■ l■ ■ 1■ 111 d 111111111111 HAll-II1lAHUII 1110111111111 oiiiioliill11 !�=l1 1 d ' d iiiiIi 111111001111111111110111111011111111111111 IIII II IIIII I 1.1 it11 :::::::::::::::::•:::■■■.■::eapiprai::•:uni■t::::::: ■ 1:1.11::::■.•:::i::: :U• 111111111111::1::11:•lll:•1111:memommItimmummommormommommim11.11 :'::::lillip�1i1111111 1 111�11111111111�'1111111 ■■ l■. ■.■■■ 1■:■■ ■1..11...■1■■:■1 ■1■■11: ■1■ ■ ■s■ 1: mill : ■1■1 1111:1: ■ 1 ■■IU■�1�11IIIIii111111111iI1 tiiiII 1 Engineers Northwest, Inc. P.S. Element Mesh Plan 4 Yr:'Sp�ltlgx7P�%�'SF Banded Tendon Plan Engineers Northwest - lstfloor- Monday April 28, 2003 FL -f26( Bled TenducTaidaz Struclwe:Poi l Springtaupportaine Sprines/SupporicArca S iiascWdls Bdow S*Coluows Below Slab‘Waila Above SIab;Cokmae Above SIab,Slab E Seek 1:668 QI ^1 OT 11 1 11 * '*l OT 107 •107 1 1011*+�*10T�-10T^t•101=•-1OT't (01707" 101107^107 10T^T101`11 � 10T'TM+IOT ^ '10 11. 1 6 1 k I;---- .,i Q. Q 7-6- 227+ 227-•-221+ 227-•-22T+k+22T 221.4-'6'221' -22T+Y 7821', 42T221..422T 227* *227 2274--.227 1 22 1 11 2 1 8 71--27'1W.271.---27T.t27r1 11 1 11 8 11 7 11 6 6 6 6 11 1 11 8 1 2 11 1 d 1 7T3 -✓27T--- 27.14-.477=t7T? 277-271`-M7T47T-27717 277-"-2TT+ S7711T.27T-•-27T 277--271T27T---277 � { . l ..... II 1 dl II II 1 I 8 1 11 2 1 81 11 111 8 1 I 7 111 6 ITF27T--•277 27T-�27T+'271.-?27Ts.27T---17T+e17T627T 271.-..277 2774 @ 6 11 1 111 81 2 11 1 8 i I 47T2TIvi427T-^2714-'27117'M7T-.-27TI+27T-.-271 +277--•-277 6 6 1 11 1 11 1 11 1 11 1 11 6 64 6 11 1 11 1 11 1 $ 1 257-.-257 -2ST-•-257-4-;r+2ST -257+ +257-.-257+=�*257---2ST*357451.-45T25T 23T---257*;*+2S1`--^25T-I-K+25T-25T,Y025T-251w u -; -: 1 11 1 11 1 11 6 6 11 1 11 1 11 1 6 ?r+127---127+i+12T 127+'+!27 127+ .y 1 I1 1 11"6 '6`-121'll'M12T-^^12T11+12T�12T+4+12T 127 I r 21. 12T----127;121'121(- F +1 Engineers Northwest, Inc. P.S. Banded Tendon Plan 5 Distributed Tendon Plan • I11stnbded Tendus:Tendon; Strad n:Wal6 Below SW, Cohe s Below Slab:Wells Above Shb:Cohmms Above ShtSSleb Edge; Banded Te ders:Tendon; Seale 1373 Engineers Northwest - lst. ttoor - Monday April 28, 2003 FL�z-SZ Engineers Northwest, Inc. P.S. Distributed Tendon Plan 6 z ~ W re 2 U. O 0 NO W= J I - (i) LL WD LL. Q _(31 F..W Z= }- 0 ZI- W • W 0 O — O I - W W H- u' O .. W U 0 z Distributed Tendon Plan - Continued (2) Engineers Northwest -1 st. Moor- Monday April 28, 2003 Ft -g- 53 Engineers Northwest, Inc. P.S. Distributed Tendon Plan 7 z _- W re —J 00 to LLI J F- N.LL WO U. Q = a. W. Z� F- ZF- LU U� O I- W w F -- u' O .. Z W • U) o F - z Engineers Northwest - f st.floor- Monday April 28, 2003 Other Dead Ldg Plan Other DeadLtirloint > Sealei3P pxwtclkoe ippatMa Sprb Wslls Bela. BM:Columns Below SIsb;Welh Above SlalcCoknse Above 3htr,SIsb &keg Fz-0.03 i r 40. 4; -r Fe » 0.03 Fz= 0.03 Engineers Northwest, Inc. P.S. Other Dead Ldg Plan 8 -.�.k<.at;;:t:xSi,..iia�''+�a''�'.1tc"`iL('Ta3diL'uti.`$5.„.���die`'tjai�..i,G?:R;iafd� ryc 4.��;: wv :<. Rf s.+4. : i ` ir•Mu:.:'i:t::'�t. i. r. ... Z F -Z SWC 00 N c W• I CO u. W0 V/ J I W Z I- 0 Z t— ill Uco� O — O H W UJ • U O til Z . U= 0 z Live Ldg Plan Engineers Northwest -1st.floor - Monday April 28, 2003 FLLrf� Los struture:roit Spires/Supports.Lioe iiiilSupputw« Spriigrwslls Below Slth Cohens Below SlakWdls Above Sleb;Cohnm Above Shb,3lsb Mpg Sale 1:609 Fz- 0.08 Fz-0.08 C9 1 _i s_G 4.;' la--_1. IAN 1 I Jr, •1 Fz= 0.08 Engineers Northwest, Inc. P.S. Live Ldg Plan 9 i,1Yif:.io:iut�tlL't.4w z �-- z re aa JU UOcoD W= H CO u. H ON WW LL' O. .. z W U= O~ z Live Ldg Plan - Continued (2) Engineers Northwest -1 st.ffoor - Monday April 28, 2003 Ftp Engineers Northwest, Inc. P.S. Live Ldg Plan 10 Engineers Northwest -1 st. floor - Monday April 28, 2003 Transfer Max Top Stress Plan FL -e-57 Transfer L:Desion Strndue:Pobt S ige/Suppartaloe 8privs/Sip c t Ares Sprirgr,WsBs Below ShtCokmss Below SIsb.Wslls Above SIsb;Cohmse Above SlobBleb Edgem Serie 1380 itgDay i i7/�j—i ��7-M r— ^-° 9 ta,1/— 11 4 '1149 NN 004 11108 11111.155 11167 111#217 11223 1121/268r 1/287 1/21/331/346 1135113/404¢ 11412 Nd1444 /1465 114/4912 1E 113 ,r• _ N. •—q '97—./111I50R--.1l,••___ 111216:._. 6•.��Aa,{. 07"-iF i--11♦M4 m'Q�Z 241 0529 sN542 a �Tr mil T = IP 11567 11572 11589 ?34i" ik N2 12811290 /133N33 A 1/106 11W/147; /1171 111lf213 11227 NN264e N276 ro itif32w341'S os#3Mo1R I1 1 153 665•-11278 q'"2YI345 ' 1 97"JW09N 1/351131 03s 8117 N429 /1- 464 o. a i ere 11480 0 891528 11538 1151568r 11573 /1590 //35:14.989914 11415 11425 11462 /1178 1114.521-11- 536 11Y1564k 11569 *586 s >clh 4 /1//448 at 11476 ; NY0s24 #534 11Y 566 q&I W/s88 n '41 TTs i a 11446 2 11474 1141493 N 11532 015654 11570 587 a 8 kA 12 R AP.i.S. r,a Engineers Northwest Inc. P.S. Transfer Max Top Stress Plan 11 Engineers Northwest -1 st floor - Monday April 28, 2003 Transfer Max Top Stress Plan - Continued (2) Engineers Northwest, Inc. P.S. Transfer Max Top Stress Plan 12 Engineers Northwest -1 st. floor - Monday April 28, 2003 Transfer LC: Design Section Summary �\ # As Top Controlling As Bot Controlling As Shr Shp Spcg Controlling Status (sq. in.) (sq. In.) (sq. in.) (Inches) 1 0 0 0 inf OK 2 0 0 0 inf OK 3 0 0 0 inf OK 4 0 0 0 inf OK 5 0 0 0 inf OK 6 0 0 0 inf OK 7 0 0 0 inf OK 8 0 0 0 Inf OK 9 0 0 0 inf OK 10 0 0 0 int OK 11 0 0 0 inf OK 12 0 0 0 inf OK 13 0 0 0 inf OK 14 0 0 0 Inf OK 15 0 0 0 inf OK 16 0 0 0 inf OK 17 0 0 0 inf OK 18 0 0 0 inf OK 19 0 0 0 int OK 20 0 0 0 int OK 21 0 0 0 inf OK 22 0 0 0 int OK 23 0 0 0 inf OK 24 0 0 0 inf OK 25 0 0 0 inf OK 26 0 0 0 inf OK 27 0 0 0 inf OK 28 0 0 0 Inf OK 29 0 0 0 inf OK 30 0 0 0 inf OK -.' 31 0 0 0 inf OK 32 0 0 0 inf OK 33 0 0 0 inf OK 34 0 0 0 int OK 35 0 1.53 ACI 18.4.1b 0 inf OK 36 0 0 0 inf OK 37 0 0 0 inf OK 38 0 0 0 inf OK 39 0 0 0 inf OK 40 0 0 0 int OK 41 0 0 0 inf OK 42 0 0 0 inf OK 43 0 0 0 inf OK 44 0 0 0 inf OK 45 0 0 0 inf OK 48 0 0 0 Inf OK 47 0 0 0 inf OK 48 0 0 0 in! OK 49 0 0 0 inf OK 50 0 0 0 inf OK 51 0 0 0 inf OK 52 0 0 0 Inf OK 53 0 0 0 inf OK 54 0 0` 0 inf OK 55 0 0 0 Inf OK 56 0 0 0 inf OK 57 0 0 0 inf OK 58 0 0 0 inf OK 59 0 0 0 inf OK 60 0 0 0 inf OK 61 0 0 0 inf OK 62 0 0 0 inf OK 63 0 0 0 Inf OK 64 0 0 0 inf OK 65 0 0 0 inf OK 66 0 0 0 inf OK "Status" indicates whether Floor has found a feasible solution to satisfy the criteria selected for this section. r..w..u.,�.S:: ��.;1. .....,.. ,».....�...,:��,:i.o......+r�:ol:+.s.-7+�7w•.:�:1.a..'.r::�:S:i.:ilw.+m::�:�:LLac+,xs,r� Engineers Northwest, Inc. P.S. Transfer LC: Design Section Summary 13 ::JJFarad!t,,t r«,c��wx, Engineers Northwest-1st.floor - Monday April 28, 2003 Transfer LC: Design Section Summary - Continued (2) Fue_60 i # As Top Controlling As Bot Controlling As Shr Strp Spcg Controlling Status (sq. In.) (sq. in.) (sq. in.) (inches) 67 0 0 0 inf OK 68 0 0 0 inf OK 69 0 0 0 inf OK 70 0 0 0 int OK 71 0 0 0 inf OK 72 0 0 0 inf OK 73 0 0 0 inf OK 74 0 0 0 inf OK 75 0 0 0 inf OK 76 0 0 0 inf OK 77 0 0 0 Inf OK 78 0 0 0 int OK 79 0 0 0 Inf OK 80 0 0 0 inf OK 81 0 0 0 inf OK 82 0 0 0 Inf OK 83 0 0 0 inf OK 84 0 0 0 inf OK 85 0 0 0 Int OK 86 0 0 0 inf OK 87 0 0 0 inf OK 88 0 0 0 inf OK 89 0 0 0 inf OK 90 0 0 0 int OK 91 0 0 0 inf OK 92 0 0 0 inf OK 93 0 0 0 inf OK 94 0 0 0 Inf OK 95 0 0 0 inf OK 96 0 0 0 inf OK 97 0 0 0 int OK 98 0 0 0 inf OK 99 0 0 0 inf OK 100 0 0 0 inf OK 101 0 0 0 inf OK 102 0 0 0 int OK 103 0 0 0 inf OK 104 0 0 0 int OK 105 0 0 0 inf OK 106 0 0 0 Int OK 107 0 0 0 inf OK 108 0 0 0 inf OK 109 0 0 0 inf OK 110 0 0 0 Int OK 111 0 0 0 Inf OK 112 0 0 0 inf OK 113 0 0 0 int OK 114 0 0 0 inf OK 115 0 0 0 inf OK 116 0 0 0 inf OK 117 0 0 0 Int OK 118 0 0 0 Int OK 119 0 0 0 inf OK 120 0 0 0 inf OK 121 0 0 0 inf OK 122 0 0 0 inf OK 123 0 0 0 inf OK 124 0 0 0 inf OK 125 0 0 0 int OK 126 0 0 0 In! OK 127 0 0 0 Inf OK 128 0 0 0 inf OK 129 0 0 0 inf OK ' 130 0 0 0 int OK 131 0 0 0 inf OK 132 0 0 0 Int OK "Status" Indicates whether Floor has found a feasible solution to satisfy the criteria selected for this section. Engineers Northwest, Inc. P.S. Transfer LC: Design Section Summary 14 9 Engineers Northwest - lst.floor- Monday April 28, 2003 Transfer LC: Design Section Summary - Continued (3) Fc -F-6( # As Top Controlling As Bot Controlling As Shr Strp Spcg Controlling Status (sq. in.) (sq. In.) (sq. in.) (inches) 133 0 0 0 inf OK 134 0 0 0 int OK 135 0 0 0 inf OK 136 0 0 0 int OK 137 0 0 0 inf OK 138 0 0 0 inf OK 139 0 0 0 int OK 140 0 0 0 inf OK 141 0 0 0 int OK 142 0 0 0 inf OK 143 0 0 0 inf OK 144 0 0 0 int OK 145 0 0 0 inf OK 146 0 0 0 inf OK 147 0 0 0 inf OK 148 0 0 0 inf OK 149 0 0 0 inf OK 150 0 0 0 int OK 151 0 0 0 int OK 152 0 0 0 inf OK 153 0 0 0 inf OK 154 0 0 0 inf OK 155 0 0 0 inf OK 156 0 0 0 int OK 157 0 0 0 inf OK 158 0 0 0 int OK 159 0 0 0 inf OK 160 0 0 0 Inf OK 161 0 0 0 int OK 162 0 0 0 Inf OK 163 0 0 0 int OK 164 0 0 0 inf OK 165 0 0 0 int OK 166 0 0 0 Inf OK 167 0 0 0 int OK 168 0 0 0 Int OK 169 0 0 0 int OK 170 0 0 0 int OK 171 0 0 0 Int OK 172 0 0 0 Inf OK 173 0 0 0 inf OK 174 0 0 0 int OK 175 0 0 0 inf OK 176 0 0 0 inf OK 177 0 0 0 Inf OK 178 0 0 0 int OK 179 0 0 0 int OK 180 0 0 0 Int OK 181 0 0 0 int OK 182 0 0 0 inf OK 183 0 0 0 inf OK 184 0 0 0 inf OK 185 0 0 0 inf OK 186 0 0 0 Inf OK 187 0 0 0 inf OK 188 0 0 0 Inf OK 189 0 0 0 inf OK 190 0 0 0 int OK 191 0 0 0 int OK 192 0 0 0 inf OK 193 0 0 0 inf OK 194 0 0 0 Inf OK 195 0 0 0 Int OK -- 196 0 0 0 int OK 197 0 0 0 inf OK 198 0 0 0 Int OK "Status" indicates whether Floor has found a feasible solution to satisfy the criteria selected for this section. Engineers Northwest, Inc. P.S. Transfer LC: Design Section Summary 15 Engineers Northwest -1 st.tioor - Monday April 28, 2003 Transfer LC: Design Section Summary - Continued (4) # As Top Controlling As Bot Controlling As Shr Strp Spcg Controlling Status (sq. in.) (sq. in.) (sq. in.) (inches) 199 0 0 0 int OK 200 0 0 0 int OK 201 0 0 0 inf OK 202 0 0 0 Int OK 203 0 0 0 inf OK 204 0 0 0 Int OK 205 0 0 0 inf OK 208 0 0 0 inf OK 207 0 0 0 inf OK 208 0 0 0 Int OK 209 0 0 0 inf OK 210 0 • 0 0 int OK 211 0 0 0 inf OK 212 0 0 0 inf OK 213 0 0 0 int OK 214 0 0 0 inf OK 215 0 0 0 inf OK 216 0 0 0 int OK 217 0 0 0 inf OK 218 0 0 0 int OK 219 0 0 0 int OK 220 0 0 0 int OK 221 0 0 0 int OK 222 0 0 0 inf OK 223 0 0 0 inf OK 224 0 0 0 inf OK 225 0 0 0 inf OK 226 0 0 0 Inf OK 227 0 0 0 inf OK 228 0 0 0 Int OK 229 0 0 0 inf OK /r 230 0 0 0 int OK 231 0 0 0 int OK 232 0 0 0 inf OK 233 0 0 0 inf OK 234 0 0 0 Inf OK 235 0 0 0 inf OK 236 0 0 0 int OK 237 0 0 0 Inf OK 238 0 0 0 int OK 239 0 0 0 int OK 240 0 0 0 inf OK 241 0 0 0 inf OK 242 0 0 0 Int OK 243 0 0 0 int OK 244 0 0 0 inf OK 245 0 0 0 inf OK 246 0 0 0 inf OK 247 0 0 0 inf OK 248 0 0 0 inf OK 249 0 0 0 inf OK 250 0 0 0 Int OK 251 0 0 0 Inf OK 252 0 0 0 inf OK 253 0 0 0 inf OK 254 0 0 0 int OK 255 0 0 0 Inf OK 256 0 0 0 inf OK 257 0 0 0 int OK 258 0 0 0 int OK 259 0 0 0 int OK 260 0 0 0 int OK 261 0 0 0 int OK 262 0 0 0 int OK 263 0 0 0 Int OK 264 0 0 0 int OK "Status" Indicates whether Floor has found a feasible solution to satisfy the criteria selected for this section. • s}rai il 14 Engineers Northwest, Inc. P.S. Transfer LC: Design Section Summary 16 i<4 Engineers Northwest -1st.floor- Monday April 28, 2003 Transfer LC: Design Section Summary - Continued (5) ' r # As Top Controlling As Bot Controlling As Shr Strp Spcg Controlling Status (sq. In.) (sq. In.) (sq. In.) (inches) 265 0 0 0 Inf OK 266 0 0 0 inf OK 267 0 0 0 inf OK 268 0 0 0 Int OK 269 0 0 0 inf OK 270 0 0 0 inf OK 271 0 0 0 Int OK 272 0 0 0 inf OK 273 0 0 0 int OK 274 0 0 0 inf OK 275 0 0 0 inf OK 276 0 0 0 Int OK 277 0 0 0 inf OK 278 0 0 0 int OK 279 0 0 0 int OK 280 0 0 0 inf OK 281 0 0 0 inf OK 282 0 0 0 inf OK 283 0 0 0 inf OK 284 0 0 0 inf OK 285 0 0 0 inf OK 286 0 0 0 int OK 287 0 0 0 Int OK 288 0 0 0 Inf OK 289 0 0 0 int OK 290 0 0 0 Inf OK 291 0 0 0 Int OK 292 0 0 0 int OK 293 0 0 0 inf OK 294 0 0 0 Int OK 295 0 0 0 Inf OK 296 0 0 0 inf` OK 297 0 0 0 int OK 298 0 0 0 int OK 299 0 0 0 inf OK 300 0 0 0 Int OK 301 0 0 0 inf OK 302 0 0 0 int OK 303 0 0 0 Int OK 304 0 0 0 int OK 305 0 0 0 inf OK 306 0 0 0 inf OK 307 0 0 0 inf OK 308 0 0 0 inf OK 309 0 0 0 int OK 310 0 0 0 inf OK 311 0 0 0 inf OK 312 0 0 0 int OK 313 0 0 0 inf OK 314 0 0 0 inf OK 315 0 0 0 inf OK 316 0 0 0 Inf OK 317 0 0 0 Int OK 318 0 0 0 Inf OK 319 0 0 0 inf OK 320 0 0 0 int OK 321 0 0 0 int OK 322 0 0 0 inf OK 323 0 0 0 inf OK 324 0 0 0 Int OK 325 0 0 0 inf OK 326 0 0 0 inf OK 327 0 0 0 int OK 328 0 0 0 int OK 329 0 0 0 inf OK 330 0 0 0 int OK "Status" indicates whether Floor has found a feasible solution to satisfy the criteria selected for this section. }= 63 Engineers Northwest, Inc. P.S. Transfer LC: Design Section Summary 17 a Engineers Northwest -1 st.floor - Monday April 28, 2003 Transfer LC: Design Section Summary - Continued (6) 1 # As Top Controlling As Bot Controlling As Shr Strp Spcg Controlling Status (sq. In.) (sq. in.) (sq. in.) (Inches) 331 0 0 0 Int OK 332 0 0 0 inf OK 333 0 0 0 inf OK 334 0 0 0 int OK 335 0 0 0 inf OK 336 0 0 0 Int OK 337 0 0 0 Inf OK 338 0 0 0 int OK 339 0 0 0 inf OK 340 0 0 0 int OK 341 0 0 0 int OK 342 0 0 0 int OK 343 0 0 0 inf OK 344 0 0 0 Inf OK 345 0 0 0 int OK 346 0 0 0 Int OK 347 0 0 0 int OK 348 0 0 0 Inf OK 349 0 0 0 int OK 350 0 0 0 int OK 351 0 0 0 int OK 352 0 0 0 inf OK 353 0 0 0 inf OK 354 0 0 0 Inf OK 355 0 0 0 inf OK 356 0 0 0 int OK 357 0 0 0 inf OK 358 0 0 0 int OK 359 0 0 0 Int OK 360 0 0 0 int OK 361 0 0 0 inf OK 362 0 0 0 Int OK 363 0 0 0 inf OK 364 0 0 ' 0 inf OK 365 0 0 0 int OK 366 0 0 0 Inf OK 367 0 0 0 Inf OK 368 0 0 0 int OK 369 0 0 0 Int OK 370 0 0 0 Int OK 371 0 0 0 Int OK 372 0 0 0 int OK 373 0 0 0 inf OK 374 0 0 0 Int OK 375 0 0 0 Inf OK 376 0 0 0 Inf OK 377 0 0 0 inf OK 378 0 0 0 int OK 379 0 0 0 inf OK 380 0 0 0 inf OK 381 0 0 0 inf OK 382 0 0 0 Int OK 383 0 0 0 inf OK 384 0 0 0 Int OK 385 0 0 0 int OK 386 0 0 0 int OK 387 0 0 0 inf OK 388 0 0 0 int OK 389 0 0 0 inf OK 390 0 0 0 int OK 391 0 0 0 inf OK 392 0 0 0 Int OK 393 0 0 0 inf OK 394 0 0 0 Inf OK 395 0 0 0 int OK 396 0 0 0 Int OK "Status" indicates whether Floor has found a feasible solution to satisfy the criteria selected for this section. Engineers Northwest, Inc. P.S. Transfer LC: Design Section Summary 18 .x.•, • Yi3la u..n:i.w`.u!.-at:+v�431. Engineers Northwest -1st.floor- Monday April 28, 2003 Transfer LC: Design Section Summary - Continued (7) F # As Top Controlling As Bot Controlling As Shr Strp Spcg Controlling Status (sq. In.) (sq. In.) (sq. In.) (inches) 397 0 0 0 inf OK 398 0 0 0 Int OK 399 0 0 0 inf OK 400 0 0 0 Int OK 401 0 0 0 inf OK 402 0 0 0 Int OK 403 0 0 0 inf OK 404 0 0 0 inf OK 405 0 0 0 inf OK 406 0 0 0 inf OK 407 0 0 0 inf OK 408 0 0 0 inf OK 409 0 0 0 Inf OK 410 0 0 0 int OK 411 0 0 0 in? OK 412 0 0 0 Int OK 413 0 0 0 inf OK 414 0 0 0 int OK 415 0 0 0 inf OK 416 0 0 0 Int OK 417 0 0 0 int OK 418 0 0 0 Int OK 419 0 0 0 inf OK 420 0 0 0 Int OK 421 0 0 0 inf OK 422 0 0 0 inf OK 423 0 0 0 inf OK 424 0 0 0 Inf OK 425 0 0 0 inf OK 426 0 0 0 inf OK 427 0 0 0 inf OK 428 0 0 0 int OK 429 0 0 0 inf OK 430 0 0 0 inf OK 431 0 0 0 int OK 432 0 0 0 int OK 433 0 0 0 Int OK 434 0 0 0 inf OK 435 0 0 0 inf OK 436 0 0 0 int OK 437 0 0 0 inf OK 438 0 0 0 inf OK 439 0 0 0 inf OK 440 0 0 0 Int OK 441 0 0 0 inf OK 442 0 0 0 int OK 443 0 0 0 int OK 444 0 0 0 int OK 445 0 0 0 int OK 446 0 0 0 inf OK 447 0 0 0 inf OK 448 0 0 0 Int OK 449 0 0 0 int OK 450 0 0 0 Int OK 451 0 0 0 inf OK 452 0 0 0 inf OK 453 0 0 0 inf OK 454 0 0 0 int OK 455 0 0 .. 0 inf OK 456 0 0 0 Int OK 457 0 0 0 Int OK 458 0 0 0 inf OK 459 0 0 0 inf OK 460 0 0 0 inf OK 461 0 0 0 inf OK 462 0 0 0 inf OK "Status" Indicates whether Floor has found a feasible solution to satisfy the criteria selected for this section. Engineers Northwest, Inc. P.S. Transfer LC: Design Section Summary 19 Engineers Northwest - 9st.floor - Monday April 28, 2003 Transfer LC: Design Section Summary - Continued (8) FLecie. # As Top ControlNng As Bot Controlling As Shr Strp Spcg Controlling Status (sq. In.) (sq. In.) (sq. In.) (Inches) 463 0 0 0 inf OK 464 0 0 0 inf OK 465 0 0 0 int OK 466 0 0 0 Int OK 467 0 0 0 Int OK 468 0 0 0 Int OK 469 0 0 0 inf OK 470 0 0 0 inf OK 471 • 0 0 0 inf OK 472 0 ' 0 0 inf OK 473 0 0 0 int OK 474 0 0 0 Inf OK 475 0 0 0 Inf OK 476 0 0 0 inf OK 477 0 0 0 inf OK 478 0 0 0 inf OK 479 0 0 0 inf OK 480 0 0 0 inf OK 481 0 0 0 Int OK 482 0 0 0 Int OK 483 0 0 0 Inf OK 484 0 0 0 Inf OK 485 0 0 0 Int OK 486 0 0 0 Inf OK 487 0 0 0 inf OK 488 0 0 0 Inf OK 489 0 0 0 inf OK 490 0 0 0 Inf OK 491 0 0 0 inf OK 492 0 0 0 Int OK 493 0 0 0 Int OK 494 0 0 0 Int OK 495 0 0 0 inf OK 496 0 0 0 inf OK 497 0 0 0 inf OK 498 0 0 0 Inf OK 499 0 0 0 int OK 500 0 0 0 inf OK 501 0 0 0 int OK 502 0 0 0 Int OK 503 0 0 0 inf OK 504 0 0 0 inf OK 505 0 0 0 inf OK 506 0 0 0 Int OK 507 0 0 0 inf OK 508 0 0 0 Int OK 509 0 0 0 Int OK 510 0 0 0 Int OK 511 0 0 0 inf OK 512 0 0 0 inf OK 513 0 0 0 inf OK 514 0 0 0 Inf OK 515 0 0 0 int OK 516 0 0 0 Inf OK 517 0 0 0 inf OK 518 0 0 0 Int OK 519 0 0 0 inf OK 520 0 0 0 inf OK 521 0 0 0 inf OK 522 0 0 0 Int OK 523 0 0 0 inf OK 524 0 0 0 Int OK 525 0 0 0 inf OK 526 0 0 0 Int OK 527 0 0 0 inf OK 528 0 0 0 Int OK "Status" Indicates whether Floor has found a feasible solution to satisfy the criteria selected for this section. 1,1“.1445. Engineers Northwest, Inc. P.S. Transfer LC: Design Section Summary 20 til«ref'�drox�.t4�ra.�trtl9cs:k�a:i�wvmrdrreta Engineers Northwest -1 st. floor - Monday April 28, 2003 Transfer LC: Design Section Summary - Continued (9) FL -a-7 # As Top Controlling As Bot Controlling As Shr Strp Spcg Controlling Status (sq. in.) (sq. In.) (sq. In.) (inches) 529 0 0 0 inf OK 530 0 0 0 inf OK 531 0 0 0 inf OK 532 0 0 0 inf OK 533 0 0 0 inf OK 534 0 0 0 Int OK 535 0 0 0 inf OK 536 0 0 0 inf OK 537 0 0 0 inf OK 538 0 0 0 inf OK 539 0 0 0 inf OK 540 0 0 0 inf OK 541 0 0 0 inf OK 542 0 0 0 inf OK 543 0 0 0 inf OK 544 0 0 0 Int OK 545 0 0 0 inf OK 546 0 0 0 inf OK 547 0 0 0 inf OK 548 0 0 0 Inf OK 549 0 0 0 inf OK 550 0 0 0 Inf OK 551 0 0 0 inf OK 552 0 0 0 inf OK 553 0 0 0 inf OK 554 0 0 0 inf OK 555 0 0 0 Inf OK 556 0 0 0 Inf OK 557 0 0 0 inf OK 558 0 0 0 inf OK 559 0 0 0 inf OK 560 0 0 0 Inf OK 561 0 0 0 inf OK 562 0 0 0 inf OK 563 0 0 0 inf OK 564 0 0 0 inf OK 565 0 0 0 inf OK 566 0 0 0 inf OK 567 0 0 0 inf OK 568 0 0 0 inf OK 569 0 0 0 inf OK 570 0 0 0 inf OK 571 0 0 0 inf OK 572 0 0 0 Inf OK 573 0 0 0 inf OK 574 0 0 0 inf OK 575 0 0 0 inf OK 576 0 0 0 inf OK 577 0 0 0 inf OK 578 0 0 0 inf OK 579 0 0 0 inf OK 580 0 0 0 Inf OK 581 0 0 0 inf OK 582 0 0 0 inf OK 583 0 0 0 inf OK 584 0 0 0 inf OK 585 0 0 0 inf OK 586 0 0 0 inf OK 587 0 0 0 inf OK 588 0 0 0 inf OK 589 0 0 0 inf OK 590 0 0 0 inf OK "Status" indicates whether Floor has found a feasible solution to satisfy the criteria selected for this section. Engineers Northwest, Inc. P.S. Transfer LC: Design Section Summary 21 Transfer LC: Design Section Stresses Engineers Northwest-1st.floor- Monday April 28, 2003 FLe—C2) # Centroid Conc. Top Conc. Bot Conc. Cent Conc Limits Rebar Top Rebar Bot. Rebar Limits Calc. (feet) (Psi) (Psi) (Psi) (Psi) (ksi) (ksi) (ksi) 1 (-1.258,-110.6,-0.5) -98.6 -222 -160 (-2100,-) Gross 2 (-1.258,-110.6,-0.5) -98.6 -222 -160 (-2100,-) Gross 3 (-1.258,-79.31,-0.5) -110 -236 -173 (-2100,-) Gross 4 (-1.258,-79.31,-0.5) -110 -236 -173 (-2100,-) Gross 5 (1.21,-128.8,-0.5) -155 -160 -157 (-2100,-) Gross 6 (1.21,-128.8,-0.5) -155 -160 -157 (-2100,-) Gross 7 (1.203,-80,-0.5) -202 -148 -175 (-2100,-) Gross 8 (1.203,-80,-0.5) -202 -148 -175 (-2100,-) Gross 9 (1.311,-108.8,-0.5) -206 -142 -174 (-2100,-) Gross 10 (1.311,-108.8,-0.5) -206 -142 -174 (-2100,-) Gross 11 (1.277,-50,-0.5) -203 -122 -163 (-2100,-) Gross 12 (1.277,-50,-0.5) -203 -122 -163 (-2100,-) Gross 13 (1.523,-22.62,-0.6639) -152 -182 -166 (-2100,-) Gross 14 (1.523,-5.373,-0.9167) -208 -127 -168 (-2100,-) Gross 15 (2.994,-122.4,-0.5) -22 -350 -186 (-2100,-) Gross 16 (2.994,-122.4,-0.5) -22 -350 -186 (-2100,-) Gross 17 (2.994,-111.2,-0.5) -400 17.8 -191 (-2100,-) Gross 18 (2.994,-111.2,-0.5) -400 17.8 -191 (-2100,-) Gross 19 (2.994,-108.7,-0.5) -402 37.6 -182 (-2100,-) Gross 20 (2.994,-108.7,-0.5) -402 37.6 -182 (-2100,-) Gross 21 (2.994,-94.97,-0.5) 22 -353 -165 (-2100,-) Gross 22 (2.994,-94.97,-0.5) 22 -353 -165 (-2100,-) Gross 23 (2.994,-81.27,-0.5) -371 15.3 -178 (-2100,-) Gross 24 (2.994,-81.27,-0.5) -371 15.3 -178 (-2100,-) Gross 25 (2.994,-78.75,-0.5) -380 30.5 -175 (-2100,-) Gross 26 (2.994,-78.75,-0.5) -380 30.5 -175 (-2100,-) Gross 27 (2.994,-65.04,-0.5) -38.4 -279 -159 (-2100,-) Gross 28 (2.994,-65.04,-0.5) -38.4 -279 -159 (-2100,-) Gross 29 (5.626,-51.26,-0.5) -331 -61.1 -196 (-2100,-) Gross 30 (5.626,-51.26,-0.5) -331 -61.1 -196 (-2100,-) Gross 31 (5.626,-48.67,-0.5) -306 -88.4 -197 (-2100,-) Gross 32 (5.626,-48.67,-0.5) -306 -88.4 -197 (-2100,-) Gross 33 (5.703,35.01,-0.5) -55.4 -221 -138 (-2100,-) Gross 34 (5.703,-35.01,-0.5) -55.4 -221 -138 (-2100,-) Gross 35 (7.334,-18.83,-0.9167) -585 183 -201 (-2100,-) Gross 36 (7.334,-10.92,-0.9167) 66.7 -475 -204 (-2100,-) Gross 37 (7.334,-1.444,-0.9167) -254 -135 -195 (-2100,-) Gross 38 (7.47,-21.24,-0.5) -281 -87.9 -184 (-2100,-) Gross 39 (7.47,-21.24,-0.5) -281 -87.9 -184 (-2100,-) Gross 40 (7.737,-133.8,-0.5) -216 -91.2 -153 (-2100,-) Gross 41 (7.737,-133.8,-0.5) -216 -91.2 -153 (-2100,-) Gross 42 (11.21,-108.8,-0.5) 0.945 -334 -166 (-2100,-) Gross 43 (11.21,-108.8,-0.5) 0.945 -334 -166 (-2100,-) Gross 44 (11.41,-80,-0.5) -9.75 -327 -169 (-2100,-) Gross 45 (11.41,-80,-0.5) -9.75 -327 -169 (-2100,-) Gross 46 (11.41,-50,-0.5) -49.4 -287 -168 (-2100,-) Gross 47 (11.41,-50,-0.5) -49.4 -287 -168 (-2100,-) Gross 48 (14.7,-22.62,-0.6639) -210 -116 -166 (-2100,-) Gross 49 (14.7,-5.157,-0.9167) -168 -210 -189 (-2100,-) Gross 50 (15.78,-128.8,-0.5) -40.5 -307 -174 (-2100,-) Gross 51 (15.78,-128.8,-0.5) -40.5 -307 -174 (-2100,) Gross 52 (15.78,-128.6,-0.5) -36.9 -307 -172 (-2100,-) Gross 53 (15.78,-128.6,-0.5) -36.9 -307 -172 (-2100,-) Gross 54 (22.08,-108.8,-0.5) -242 -94.2 -168 (-2100,-) - Gross 55 (22.08,-108.8,-0.5) -242 -94.2 -168 (-2100,-) Gross 56 (22.2,-80,-0.5) -350 4.78 -173 (-2100,-) - Gross 57 (22.2,-80,-0.5) 350 4.78 -173 (-2100,-) Gross 58 (22.2,-50,-0.5) -324 -13.8 -169 (-2100,-) Gross 59 (22.2,-50,-0.5) -324 -13.8 -169 (-2100,-) Gross 60 (24.89,-80,-0.5) -363 25 -169 (-2100,-) Gross 61 (24.89,-80,-0.5) -363 25 -169 (-2100,-) Gross "Centroid" Indicates the section centroid in X,Y,Z coordinates. "Conc. Limits" Indicates the minimum and maximum allowable concrete stresses; "-" indicates that no stress limit was calculated. Rebar stresses are not calculated In the Gross Section stress calculation "Rebar Limits" indicates the maximum allowable reinforcement tensile stresses; "-" indicates that no stress limit was calculated; if two values are reported the first value is for the top bar and the second is for the bottom bar "Calc." Indicates the type of calculation used to determine the stresses. Engineers Northwest, Inc. P.S. Transfer LC: Design Section Stresses 22 uiywr„r,9.�e} Engineers Northwest - lst.floor- Monday April 28, 2003 Transfer LC: Design Section Stresses - Continued (2) # Centroid Conc. Top Conc. Bot. Conc. Cent Conc Limits Rebar Top Rebar Bot. Rebar Limits Calc. (feet) (Psi) (Psi) (Psi) (Psi) (ksi) (ksi) (ksi) 62 (24.89,-50,-0.5) -335 8.26 -163 (-2100,-) - Gross 63 (24.89,-50,-0.5) -335 8.26 -163 (-2100,-) Gross 64 (25.01,-108.8,-0.5) -183 -142 -163 (-2100,-) Gross 65 (25.01,-108.8,-0.5) -183 -142 -163 (-2100,-) - Gross 66 (26.38,-111.3,-0.5) -311 -20.3 -166 (-2100,-) Gross 67 (26.38,-111.3,-0.5) -311 -20.3 -166 (-2100,-) Gross 68 (26.38,-108.8,-0.5) -295 -27.1 -161 (-2100,-) Gross 69 (26.38,-108.8,-0.5) -295 -27.1 -161 (-2100,-) Gross 70 (26.38,-95.04,-0.5) -74 -253 -164 (-2100,-) Gross 71 (26.38,-95.04,-0.5) -74 -253 -164 (-2100,-) Gross 72 (28.18,35.01,-0.5) -178 -161 -170 (-2100,-) - Gross 73 (28.18,-35.01,-0.5) -178 -161 -170 (-2100,-) Gross 74 (28.48,-122.5,-0.5) -87.3 -256 -172 (-2100,-) Gross 75 (28.48,-122.5,-0.5) -87.3 -256 -172 (-2100,-) Gross 76 (28.52,-22.62,-0.6639) -76.4 -274 -169 (-2100,-) Gross 77 (28.52,-5.235,-0.9167) -207 -124 -166 (-2100,-) Gross 78 (28.78,-128.8,-0.5) -311 -11.7 -161 (-2100,-) Gross 79 (28.78,-128.8,-0.5) -311 -11.7 -161 (-2100,-) Gross 80 (29.67,-81.19,-0.5) -156 -104 -130 (-2100,-) Gross 81 (29.67,-81.19,-0.5) -156 -104 -130 (-2100,-) - Gross 82 (29.67,-78.74,-0.5) -178 -75 -126 (-2100,-) Gross 83 (29.67,-78.74,-0.5) -178 -75 -126 (-2100,-) Gross 84 (29.67,-65.04,-0.5) -51.5 -247 -149 (-2100,-) Gross 85 (29.67,-65.04,-0.5) -51.5 -247 -149 (-2100,-) Gross 86 (29.67,-51.29,-0.5) -137 -128 -132 (-2100,-) Gross 87 (29.67,-51.29,-0.5) -137 -128 -132 (-2100,-) Gross 88 (29.67,-48.7,-0.5) -101 -161 -131 (-2100,-) Gross 89 (29.67,-48.7,-0.5) -101 -161 -131 (-2100,-) Gross 90 (29.66,-21.24,-0.5) -112 -211 -162 (-2100,-) Gross 91 (29.66,-21.24,-0.5) -112 -211 -162 (-2100,-) - Gross 92 (29.98,-18.83,-0.9167) -434 107 -164 (-2100,-) Gross 93 (29.98,-10.92,-0.9167) -9.28 -323 -166 (-2100,-) - Gross 94 (29.98,-1.444,-0.9167) -212 -93.5 -153 (-2100,-) Gross 95 (30.63,-133.8,-0.5) -186 -71.4 -129 (-2100,-) Gross 96 (30.63,-133.8,-0.5) -186 -71.4 -129 (-2100,-) Gross 97 (31.32,-128.8,-0.5) -313 16.2 -148 (-2100,-) Gross 98 (31.32,-128.8,-0.5) -313 16.2 -148 (-2100;) Gross 99 (31.54,-22.62,-0.6639) -86.8 -240 -159 (-2100,-) Gross 100 (31.54,-5.235,-0.9167) -265 -50.9 -158 (-2100,-) Gross 101 (36.76,-80,-0.5) -29.4 -341 -185 (-2100,-) Gross 102 (36.76,-80,-0.5) -29.4 -341 -185 (-2100,-) Gross 103 (36.76,-50,-0.5) -2.1 -332 -167 (-2100,-) Gross 104 (36.76,-50,-0.5) -2.1 -332 -167 (-2100,-) Gross 105 (41.55,-108.8,-0.5) -163 -147 -155 (-2100,-) Gross 106 (41.55,-108.8,-0.5) -163 -147 -155 (-2100,-) - Gross 107 (45.18,-22.62,-0.6639) -178 -124 -153 (-2100,-) Gross 108 (45.18,-5.157,-0.9167) -2.66 -245 -124 (-2100,-) Gross 109 (45.76,-128.8,-0.5) -4.08 -261 -132 (-2100,-) Gross 110 (45.76,-128.8,-0.5) -4.08 -261 -132 (-2100,-) Gross 111 (47.78,-80,-0.5) -345 -61 -203 (-2100,-) Gross 112 (47.78,-80,-0.5) -345 -61 -203 (-2100,-) Gross 113 (47.78,-50,-0.5) -272 -69.2 -171 (-2100,-) Gross 114 (47.78,-50,-0.5) -272 -69.2 -171 (-2100,-) Gross 115 (53.71,-78.74,-0.5) -228 -124 -176 (-2100,-) Gross 116 (53.71,-78.74,-0.5) -228 -124 -176 (-2100,-) Gross 117 (54.02,-73.96,-0.5) -99.6 -132 -116 (-2100,-) - Gross 118 (54.02,-73.96,-0.5) -99.6 -132 -116 (-2100,-) - Gross 119 (54.48,-81.27,-0.5) -220 -194 -207 (-2100,-) Gross 120 (54.48,-81.27,-0.5) -220 -194 -207 (-2100,-) Gross 121 (58.44,-111.2,-0.5) -225 -89.7 -158 (-2100,-) Gross 122 (58.44,-111.2,-0.5) -225 -89.7 -158 (-2100,-) Gross "Centroid" indicates the section centrold in X,Y,Z coordinates. "Conc. Limits" indicates the minimum and maximum allowable concrete stresses; ' -" Indicates that no stress limit was calculated. Rebar stresses are not calculated in the Gross Section stress calculation "Rebar Limits" indicates the maximum allowable reinforcement tensile stresses; '-" indicates that no stress limit was calculated; if two values are reported the first value is for the top bar and the second is for the bottom bar "Calc." indicates the type of calculation used to determine the stresses. Engineers Northwest, Inc. P.S. Transfer LC: Design Section Stresses 23 Engineers Northwest - lstfloor - Monday April 28, 2003 Transfer LC: Design Section Stresses - Continued (3) FL -r2 -7c3' # Centroid Conc. Top Conc. Bot Conc. Cent. Conc Limits Rebar Top Rebar Bot. Rebar Umits Calc. (feet) (Psi) (Psi) (psi) (Psi) (ksi) (kst) (lest) 123 (58.35,-22.62,-0.6639) -83.6 -204 -140 (-2100,-) Gross 124 (58.35,-6.281,-0.9167) -268 5.34 -131 (-2100,-) Gross 125 (58.57,-95.04,-0.5) -94.3 -228 -161 (-2100,-) Gross 126 (58.57,-95.04,-0.5) -94.3 -228 -161 (-2100,-) - Gross 127 (58.6,-108.8,-0.5) -213 -98 -156 (-2100,-) Gross 128 (58.6,-108.8,-0.5) -213 -98 -156 (-2100,-) Gross 129 (58.63,-128.8,-0.5) -306 17 -144 (-2100,-) Gross 130 (58.63,-128.8,-0.5) -306 17 -144 (-2100,-) Gross 131 (58.66,-108.8,-0.5) -106 -154 -130 (-2100,) Gross 132 (58.66,-108.8,-0.5) -106 -154 -130 (-2100,-) Gross 133 (59.63,-21.16,-0.5) -98.2 -211 -155 (-2100,-) Gross 134 (59.63,-21.16,-0.5) -98.2 -211 -155 (-2100,-) Gross 135 (59.71,-48.78,-0.5) -101 -264 -183 (-2100,-) - Gross 136 (59.71,-48.78,-0.5) -101 -264 -183 (-2100,-) Gross 137 (59.82,-34.99,-0.5) -183 -143 -163 (-2100,-) - Gross 138 (59.82,-34.99,-0.5) -183 -143 -163 (-2100,-) Gross 139 (60.14,-18.73,-0.8967) -530 62.1 -155 (-2100,-) - Gross '140 (60.14,-10.83,-0.9167) -13.3 -291 -152 (-2100,-) . Gross 141 (60.14,-1.353,-0.9167) -191 -82.9 -137 (-2100,-) Gross 142 (60.63,-133.7,-0.5) -89.4 -212 -151 (-2100,-) Gross 143 (60.63,-133.7,-0.5) -89.4 -212 -151 (-2100,-) Gross 144 (60.67,-122.5,-0.5) -86.9 -225 -156 (-2100,-) Gross 145 (60.67,-122.5,-0.5) -86.9 -225 -156 (-2100,-) Gross 146 (61.34,-108.8,-0.5) -135 -110 -123 (-2100,-) Gross 147 (61.34,-108.8,-0.5) -135 -110 -123 (-2100,) Gross 148 (61.37,-131,-0.5) -147 -58.7 -103 (-2100,-) Gross 149 (61.37,-131,-0.5) -147 -58.7 -103 (-2100,-) - Gross 150 (61.65,-22.62,-0.6639) -64.8 -209 -132 (-2100,-) Gross 151 (61.65,-5.281,-0.9167) -276 12.7 -132 (-2100,-) Gross 152 (66.25,-81.31,-0.5) -264 -63.9 -164 (-2100,-) Gross 153 (66.25,-81.31,-0.5) -264 -63.9 -164 (-2100,-) Gross 154 (66.25,-78.7,-0.5) -163 -92.2 -128 (-2100,-) Gross 155 (66.25,-78.7,-0.5) -163 -92.2 -128 (-2100,-) Gross 156 (66.25,-68.88,-0.5) -79.6 -129 -104 (-2100,-) Gross 157 (66.25,-68.88,-0.5) -79.6 -129 -104 (-2100,-) Gross 158 (66.25,-60.85,-0.5) -82.7 -133 -108 (-2100,-) Gross 159 (66.25,-60.85,-0.5) -82.7 -133 -108 (-2100,-) Gross 160 (68.02,-136.2,-0.5) -13.7 -385 -200 (-2100,-) Gross 161 (68.02,-136.2,-0.5) -13.7 -385 -200 (-2100,-) Gross 162 (70.53,-50,-0.5) -77.3 -21.8 -49.5 (-2100,-) Gross 163 (70.53,-50,-0.5) -77.3 -21.8 -49.5 (-2100,-) Gross 164 (70.61,-80,-0.5) -104 -17.7 -61.1 (-2100,-) Gross 165 (70.61,-80,-0.5) -104 -17.7 -61.1 (-2100,-) Gross 166 (74.92,-22.62,-0.5878) -131 -132 -131 (-2100,-) Gross 187 (75.01,-5.203,-0.9167) -11.2 -262 -136 (-2100,-) Gross 168 (75.61,-133.5,-0.5) 53.4 -117 -85.4 (-2100,) Gross 169 (75.61,-133.5,-0.5) 53.4 -117 -85.4 (-2100,-) Gross 170 (75.59,-108.8,-0.5) 0.305 -221 -110 (-2100,-) Gross 171 (75.59,-108.8,-0.5) 0.305 -221 -110 (-2100,-) Gross 172 (85.25,-80,-0.5) 54.1 -181 -63.2 (-2100,-) Gross 173 (85.25,-80,-0.5) 54.1 -181 -63.2 (-2100,-) Gross 174 (85.25,-50,-0.5) 50.3 -177 -63.5 (-2100,-) Gross 175 (85.25,-50,-0.5) 50.3 -177 -63.5 (-2100,-) Gross 176 (85.4,-81.27,-0.5) -207 -85.8 -146 (-2100,-) Gross 177 (85.4,-81.27,-0.5) -207 -85.8 -146 (-2100,-) Gross 178 (85.4;78.8,-0.5) -211 -85.6 -148 (-2100,-) Gross 179 (85.4,-78.8,-0.6) -211 -85.6 -148 (-2100,-) Gross 180 (85.4,-65.04,-0.5) -77.3 -246 -162 (-2100,) Gross 181 (85.4,-65.04,-0.5) -77.3 -246 -162 (-2100,-) Gross 182 (85.4,51.17,-0.5) -180 -136 -158 (-2100,-) Gross 183 (85.4,51.17,-0.5) -180 -136 -158 (-2100,-) Gross "Centroid" Indicates the section centroid in X,Y,Z coordinates. "Conc. Limits" Indicates the minimum and maximum allowable concrete stresses;'-" Indicates that no stress limit was calculated. Rebar stresses are not calculated In the Gross Section stress calculation "Rebar Umits" indicates the maximum allowable reinforcement tensile stresses; "-" Indicates that no stress limit was calculated; if two values are reported the first value Is for the top bar and the second is for the bottom bar "Calc." indicates the type of calculation used to determine the stresses. Engineers Northwest, Inc. P.S. Transfer LC: Design Section Stresses 24 14, '4 Engineers Northwest -1st.floor- Monday April 28, 2003 Transfer LC: Design Section Stresses - Continued (4) Ft -r--7( # Centroid Conc. Top Conc. B. Conc. Cent. Conc Limits Rebar Top Rebar Bot. Rebar Limits Calc. (feet) (Psi) (Pei) (Psi) (Psi) (ksi) (isi) (kel) 184 (85.4,-48.64,-0.5) -166 -147 -156 (-2100,-) Gross 185 (85.4,-48.64,-0.5) -166 -147 -156 (-2100,-) Gross 186 (88.39,-133.5,-0.5) -66.1 -103 -84.5 (-2100,-) Gross 187 (88.39,-133.5,-0.5) -66.1 -103 -84.5 (-2100,-) Gross 188 (88.37,-22.62,-0.5878) -47.2 -220 -119 (-2100,-) Gross 189 (88.55,-108.8,-0.5) -192 -16.1 -104 (-2100,-) Gross 190 (88.55,-108.8,-0.5) -192 -16.1 -104 (-2100,) Gross 191 (88.46,5.281,-0.9167) -296 36.9 -129 (-2100,-) Gross 192 (89.67,-141.1,-0.5) -180 -147 -164 (-2100,-) Gross 193 (89.67,-141.1,-0.5) -180 -147 -164 (-2100,) Gross 194 (89.87,-34.99,-0.5) -97.1 -220 -158 (-2100,-) Gross 195 (89.87,-34.99,-0.5) -97.1 -220 -158 (-2100,-) Gross 196 (89.86,-21.16,-0.5) -365 42.8 -161 (-2100,-) Gross 197 (89.86,-21.16,-0.5) -365 42.8 -161 (-2100,-) Gross 198 (89.86,-18.75,-0.5) -333 1.76 -166 (-2100,-) Gross 199 (89.86,-18.75,-0.5) -333 1.76 -166 (-2100,) Gross 200 (89.86,-10.85,-0.9167) 3.39 -331 -164 (-2100,-) Gross 201 (89.86,-1.368,-0.9167) -212 -102 -157 (-2100,-) Gross 202 (90.64,-138.8,-0.5) -155 -173 -164 (-2100,-) Gross 203 (90.64,-138.8,-0.5) -155 -173 -164 (-2100,-) Gross 204 (90.64,-111.2,-0.5) -241 -53.8 -147 (-2100,-) Gross 205 (90.64,-111.2,-0.5) -241 -53.8 -147 (-2100,-) Gross 206 (90.64,-108.7,-0.5) -237 -51.1 -144 (-2100,-) Gross 207 (90.64,-108.7,-0.5) -237 -51.1 -144 (-2100,-) Gross 208 (90.68,-125,-0.5) -32.2 -257 -144 (-2100,-) Gross 209 (90.68,-125,-0.5) -32.2 -257 -144 (-2100,) - Gross 210 (90.68,-95.04,-0.5) -42.9 -246 -144 (-2100,-) Gross 211 (90.68,-95.04,-0.5) -42.9 -246 -144 (-2100,-) - - Gross 212 (91.37,-108.8,-0.5) -174 -27.2 -101 (-2100,-) Gross 213 (91.37,-108.8,-0.5) -174 -27.2 -101 (-2100,-) Gross 214 (91.46,-133.5,-0.5) -69.3 -93.9 -81.6 (-2100,) Gross 215 (91.46,-133.5,-0.5) -69.3 -93.9 -81.6 (-2100,-) Gross 216 (91.67,-22.62,-0.5878) -35.1 -229 -116 (-2100,-) Gross 217 (91.67,-5.373,-0.9167) -275 25.1 -125 (-2100,-) Gross 218 (100.6,50,-0.5) -107 -42.6 -74.8 (-2100,-) Gross 219 (100.6,-50,-0.5) -107 -42.6 -74.8 (-2100,-) Gross 220 (100.6,-80,-0.5) -110 -25.1 -67.3 (-2100,) Gross 221 (100.6,-80,-0.5) -110 -25.1 -67.3 (-2100,-) - Gross 222 (105.3,-22.62,-0.5878) -134 -66.4 -106 (-2100,) Gross 223 (105.3,-5.51,-0.9167) -11.5 -244 -128 (-2100,-) - Gross 224 (105.8,-133.5,-0.5) -64.6 -113 -88.9 (-2100,-) Gross 225 (105.8,-133.5,-0.5) -64.6 -113 -88.9 (-2100,-) Gross 226 (105.8,-108.8,-0.5) -1.71 -174 -88 (-2100,-) - Gross 227 (105.8,-108.8,-0.5) -1.71 -174 -88 (-2100;) Gross 228 (109,-78.8,-0.5) -218 -50.2 -134 (-2100,-) Gross 229 (109,-78.8,-0.5) -218 -50.2 -134 (-2100,) Gross 230 (109.1,-65.04,-0.5) -60.1 -201 -130 (-2100,-) Gross 231 (109.1,-65.04,-0.5) -60.1 -201 -130 (-2100,) - Gross 232 (117,-81.19,-0.5) -224 -101 -162 (-2100,-) Gross 233 (117,-81.19,-0.5) -224 -101 -162 (-2100,-) Gross 234 (117.2,51.25,-0.5) -228 -111 -169 (-2100,-) Gross 235 (117.2,51.25,-0.5) -228 -111 -169 (-2100,-) Gross 236 (117.2,-48.64,-0.5) -175 -178 -176 (-2100,-) Gross 237 (117.2,-48.64,-0.5) -175 -178 -176 (-2100,-) Gross 238 (118.6,-133.5,-0.5) -91.9 -89.2 -90.6 (-2100,-) Gross 239 (118.6,-133.5,-0.5) -91.9 -89.2 -90.6 (-2100,-) Gross 240 (118.5,-22.62,-0.5878) -18.5 -203 -95.2 (-2100,-) Gross 241 (118.5,-5.203,-0.9167) -330 72.9 -128 (-2100,-) Gross 242 (118.6,-108.8,-0.5) -127 -33 -79.9 (-2100,) Gross 243 (118.6,-108.8,-0.5) -127 -33 -79.9 (-2100,-) Gross 244 (120.2,-141.1,-0.5) -181 -175 -178 (-2100,) Gross "Centroid" indicates the section centroid in X,Y,Z coordinates. "Conc. Limits" Indicates the minimum and maximum allowable concrete stresses;'-" indicates that no stress limit was calculated. Rebar stresses are not calculated In the Gross Section stress calculation "Rebar Limits" indicates the maximum alloarable reinforcement tensile stresses; "-" indicates that no stress limit was calculated; if two values are reported the first value is for the top bar and the second Is for the bottom bar "Calc." indicates the type of calculation used to determine the stresses. Engineers Northwest, Inc. P.S. Transfer LC: Design Section Stresses 25 1 kfX?,,n1;�p1y�4�b Engineers Northwest -1 st.floor- Monday April 26, 2003 Transfer LC: Design Section Stresses - Continued (5) # Centroid (feet) 245 (120.2,-141.1,-0.5) 246 (120.1,-34.99,-0.5) 247 (120.1,-34.99,-0.5) 248 (120.2,-125,-0.5) 249 (120.2,-125,-0.5) 250 (120.1,-18.73,-0.6892) 251 (120.1,-10.83,-0.9167) 252 (120.1,-1.353,-0.9167) 253 (120.2,-21.22,-0.5) 254 (120.2,-21.22,-0.5) 255 (120.3,-138.8,-0.5) 256 (120.3,-138.8,-0.5) 257 (120.3,-111.2,-0.5) 258 (120.3,-111.2,-0.5) 259 (120.3,-108.7,-0.5) 260 (120.3,-108.7,-0.5) 261 (120.3,-94.96,-0.5) 262 (120.3,-94.96,-0.5) 263 (121.4,-108.8,-0.5) 264 (121.4,-108.8,-0.5) 265 (121.5,-132.1,-0.5) 266 (121.5,-132.1,-0.5) 267 (121.5,-22.62,-0.5973) 268 (121.5,5.235,-0.9167) 269 (124.4,57.81,-0.5) 270 (124.4,57.81,-0.5) 271 (130,50,-0.5) 272 (130,-50,-0.5) 273 (130.1,-80,-0.5) 274 (130.1,-80,-0.5) 275 (1347,-108.8,-0.5) 276 (134.7,-108.8,-0.5) 277 (134.8,-132.1,-0.5) 278 (134.8,-132.1,-0.5) 279 (1348,-80,-0.5) 280 (134.8,-80,-0.5) 281 (135,-78.66,-0.5) 282 (135,-78.86,-0.5) 283 (135,55.04,-0.5) 284 (135,-65.04,-0.5) 285 (135,-50,-0.5) 286 (135,50,-0.5) 287 (135,5.249,-0.9167) 288 (135.1,-22.62,-0,6639) 289 (139.9,-80,-0.5) 290 (139.9,-80,-0.5) 291 (139.9,-50,-0.5) 292 (139.9,50,-0.5) 293 (148.4,-81.19,-0.5) 294 (148.4,-81.19,-0.5) 295 (148.5,-125,-0.5) 296 (148.5,-125,-0.5) 297 (148.4,-5.157,-0.9167) 298 (148.6,-138.8,-0.5) 299 (148.6,-138.8,-0.5) 300 (148.6,-94.96,-0.5) 301 (148.6,-94.96,-0.5) 302 (148.6,-132.1,-0.5) 303 (148.6,-132.1,-0.5) 304 (148.5,-22.62,-0.6639) 305 (148.6,-111.3,-0.5) Conc. Top Conc. Bot Conc. Cent (p&) (Psi) -175 -178 -228 -171 -228 -171 -234 -180 -234 -180 66.6 -175 -337 -176 -113 -174 -48.7 -170 -48.7 -170 -111 -185 -111 -185 -129 -172 -129 -172 -110 -168 -110 -168 -253 -169 -253 -169 -36.8 -79.6 -36.8 -79.6 -51 -101 -51 -101 -194 -94 16.6 -125 -183 -190 -183 -190 -69.2 -69.6 -69.2 -69.6 -55.2 -48.6 -55.2 -48.6 -172 -84,5 -172 -84.5 -162 -94.8 -162 -94.8 -34.6 -48.7 -34.6 -48.7 -169 -112 -169 -112 -87.8 -113 -87.8 -113 -42.8 -70.6 -42.8 -70.6 -249 -107 -94.4 -95.4 -68.5 -50.8 -68.5 -50.8 -84.5 -70.5 -84.5 -70.5 -220 -162 -220 -162 -114 -131 -114 -131 37 -97.5 -119 -121 -119 -121 -172 -168 -172 -168 -65.4 -94.9 -65.4 -94.9 -229 -102 -191 -133 (Psi) -181 -113 -113 -125 -125 -403 -16.1 -234 -290 -290 -258 -258 -216 -216 -225 -225 -84.8 -84.8 -122 -122 -151 -151 -20.8 -267 -198 -198 -70 -70 -41.9 -41.9 3.33 3.33 -28 -28 -62.8 -62.8 -55.6 -55.6 -139 -139 -98.4 -98.4 34.1 -96.2 -33 -33 -56.6 -56.6 -104 -104 -148 -148 -232 -123 -123 -164 -164 -124 -124 9.25 -74.5 Conc Limits (PO (-2100,-) (-2100r) (-2100r) (-2100,-) (-2100,-) (-2100,-) (-2100,-) (-2100,-) (-2100;) (-2100,-) (-2100,-) (-2100,) (-2100,-) (-2100,-) (-2100,) (-2100,-) (-2100,) (-2100,) (-2100,-) (-2100,-) (-2100,-) (-2100,-) (-2100,) (-2100,-) (-2100,-) (-2100r) (-2100,-) (-2100,-) (-2100r) (-2100,) (-2100,) (-2100,-) (-2100,) (-2100r) (-2100r) (-2100,) (-2100,) (-2100,-) (-2100,) (-2100,-) (-2100,-) (-2100r) (-2100,-) (-2100,-) (-2100,) (-2100r) (-2100,-) (-2100r) (-2100,-) (-2100,) (-2100,-) (-2100,-) (-2100,-) (-2100,-) (-2100,) (-2100,-) (-2100,-) (-2100,) (-2100,-) (-2100,) (-2100,-) Ft -2 7Z - Rebar Top Rebar Bot Rebar Limits Cab. (ksi) (kW) (ksi) • • • "Centroid" indicates the section centroid in X,Y,Z coordinates. "Conc. Limits" Indicates the minimum and maximum allowable concrete stresses;'-" Indicates that no stress limit was calculated. Rebar stresses are not calculated in the Gross Section stress calculation "Rebar Limits" indicates the maximum allowable reinforcement tensile stresses;'-" indicates that no stress limit was calculated; if two values are reported the first value Is for the top bar and the second Is for the bottom bar "Cato." Indicates the type of calculation used to determine the stresses. • Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Engineers Northwest, Inc. P.S. Transfer LC: Design Section Stresses 26 Engineers Northwest -1st.floor- Monday April 28, 2003 Transfer LC: Design Section Stresses - Continued (6) # Centroid (feet) 306 (148.6,-111.3,-0.5) 307 (148.6,-108.7,-0.5) 308 (148.6,-108.7,-0.5) 309 (148.6,-108.8,-0.5) 310 (148.6,-108.8,-0.5) 311 (148.7,-141.2,-0.5) 312 (148.7,-141.2,-0.5) 313 (148.7,-51.32,-0.5) 314 (148.7,-51.32,-0.5) 315 (148.7,-48.71,-0.5) 316 (148.7,-48.71,-0.5) 317 (148.7,-35.04,-0.5) 318 (148.7,-35.04,-0.5) 319 (148.9,-18.64,-0.7032) 320 (148.9,-10.74,-0.9167) 321 (148.9,-1.261,-0.9167) 322 (149,-21.15,-0.5) 323 (149,-21.15,-0.5) 324 (151.3,-56.42,-0.5) 325 (151.3,56.42,-0.5) 326 (151.4,-108.8,-0.5) 327 (151.4,-108.8,-0.5) 328 (151.4,-133.5,-0.5) 329 (151.4,-133.5,-0.5) 330 (151.5,-80,-0.5) 331 (151.5,-80,-0.5) 332 (151.5,-22.62,-0.5878) 333 (151.5,-50,-0.5) 334 (151.5,50,-0.5) 335 (151.5,5.249,-0.9167) 336 (156.6,-65.19,-0.5) 337 (156.6,-65.19,-0.5) 338 (157.2,-80,-0.5) 339 (157.2,-80,-0.5) 340 (157.2,-103.9,-0.5) 341 (157.2,-103.9,-0.5) 342 (167.2,-50,-0.5) 343 (157.2,-50,-0.5) 344 (157.3,-134.2,-0.5) 345 (157.3,-134.2,-0.5) 346 (157.4,-5.157,-0.9167) 347 (157.4,-22.62,-0.5878) 348 (172.7,-133.5,-0.5) 349 (172.7,-133.5,-0.5) 350 (172.7,-108.8,-0.5) 351 (172.7,-108.8,-0.5) 352 (172.9,-80,-0.5) 353 (172.9,-80,-0.5) 354 (173.1,-50,-0.5) 355 (173.1,-50,415) 356 (173.3,5.19,-0.9167) 357 (173.4,-22.62,-0.5878) 358 (178.6,-108.8,-0.5) 359 (178.6,-108.8,-0.5) 360 (178.7,-133.5,-0.5) 361 (178.7,-133.5,-0.5) 362 (178.7,-80,-0.5) 363 (178.7,-80,-0.5) 364 (178.6,-5.144,-0.9167) 365 (178.6,-22.62,-0.5878) 366 (178.7,-50,-0.5) Conc. Top Conc. Bot. (Psi) (Psi) -74.5 -191 -122 -174 -122 -174 -90 -74 -90 -74 -93.4 -147 -93.4 -147 -166 -176 -166 -176 -90.6 -256 -90.6 -256 -187 -144 -187 -144 -245 -38.9 -43.7 -246 -168 -95.2 -128 -159 -128 -169 -173 -183 -173 -183 -38.5 -123 -38.5 -123 -22.3 -161 -22.3 -161 2.59 -163 2.59 -163 111 -415 -1.58 -190 -1.58 -190 -104 -87.9 -24.8 -203 -24.8 -203 -39.8 -114 -39.8 -114 -81.9 -167 -81.9 -167 -60.7 -123 -60.7 -123 -127 -78.4 -127 -78.4 -103 -98 -219 41.6 -81.2 -82.2 -81.2 -82.2 -110 -94.3 -110 -94.3 -67.4 -75 -67.4 -75 -59.9 -90.5 -59.9 -90.5 -78.3 -174 -198 1.15 -56.6 -155 -56.6 -155 47.9 -208 47.9 -208 -51 -88.9 -51 -88.9 -165 -97.9 122 -454 -25.5 -118 Conc. Cent. Conc Limits (Psi) -133 (-2100,-) -148 (-2100,-) -148 (-2100,-) -82 (-2100,-) -82 (-2100,-) -120 (-2100,-) -120 (-2100,-) -171 (-2100,-) -171 (-2100,-) -173 (-2100,-) -173 (-2100,-) -166 (-2100,-) -166 (-2100,-) -143 (-2100,-) -145 (-2100,-) -131 (-2100,-) -144 (-2100,-) -144 (-2100,-) -178 (-2100,-) -178 (-2100,-) -80.9 (-2100,-) -80.9 (-2100,-) -91.8 (-2100,-) -91.8 (-2100,-) -80 (-2100,-) -80 (-2100,-) -107 (-2100,-) -96 (-2100,-) -96 (-2100,-) -95.8 (-2100,-) -114 (-2100,-) -114 (-2100,) -76.7 (-2100,-) -76.7 (-2100,-) -125 (-2100,-) -125 (-2100,-) -91.8 (-2100,) -91.8 (-2100,-) -103 (-2100,-) -103 (-2100,-) -100 (-2100,-) -111 (-2100,-) -81.7 (-2100,-) -81.7 (-2100,-) -102 (-2100,-) -102 (-2100,-) -71.2 (-2100,-) -71.2 (-2100,-) -75.2 (-2100,-) -75.2 (-2100,-) -126 (-2100,-) -115 (-2100,-) -106 (-2100,-) -106 (-2100,-) -80.1 (-2100,-) -80.1 (-2100,-) -70 (-2100,-) -70 (-2100,-) -131 (-2100,-) -117 (-2100,-) -71.8 (-2100,-) X73 Rebar Top Reber Bot. Rebar Umits Calc. (kat) (ksI) (ksi) "Centroid" indicates the section centroid in X Y,Z coordinates. "Conc. Limits" indicates the minimum and maximum allowable concrete stresses; "-" indicates that no stress limit was calculated. Rebar stresses are not calculated in the Gross Section stress calculation "Rebar Limits" indicates the maximum allowable reinforcement tensile stresses; "-" Indicates that no stress limit was calculated; if two values are reported the first value is for the top bar and the second Is for the bottom bar "Calc." indicates the type of calculation used to determine the stresses. Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Engineers Northwest, Inc. P.S. Transfer LC: Design Section Stresses 27 ozii!.1,7rivr??PrwfwAtAir,v Engineers Northwest -1 st.floor- Monday April 28, 2003 Transfer LC: Design Section Stresses - Continued (7) Fc-g-�� ff Centroid Conc. Top Conc. Bot. Conc. Cent. Conc Limits Rebar Top Rebar Bot. Rebar Limits Calc. (feet) (Psi) (Psi) (Psi) (Psi) (kat) (ksi) (ksi) 367 (178.7,50,-0.5) -25.5 -118 -71.8 (-2100,-) - Gross 368 (180.9,-65.19,-0.5) -54.2 -274 -164 (-2100,-) Gross 369 (180.9,-65.19,-0.5) -54.2 -274 -164 (-2100,-) Gross 370 (181,-138.7,-0.5) -159 -171 -165 (-2100,-) Gross 371 (181,-138.7,-0.5) -159 -171 -165 (-2100,-) Gross 372 (181,-111.2,-0.5) -252 -48.2 -150 (-2100,-) Gross 373 (181,-111.2,-0.5) -252 -48.2 -150 (-2100,-) Gross 374 (181,-108.7,-0.5) -236 -55.1 -146 (-2100,-) Gross 375 (181,-108.7,-0.5) -236 -55.1 -146 (-2100,-) Gross 376 (181.1,-125,-0.5) -15.6 -284 -150 (-2100,-) Gross 377 (181.1,-125,-0.5) -15.6 -284 -150 (-2100,-) Gross 378 (181,-81.25,-0.5) -223 -71.9 -147 (-2100,-) Gross 379 (181,-81.25,-0.5) -223 -71.9 -147 (-2100,-) Gross 380 (181,-78.84,-0.5) -221 -76.9 -149 (-2100,-) -. Gross 381 (181,-78.84,-0.5) -221 -76.9 -149 (-2100,-) Gross 382 (181.1,-94.89,-0.5) -48.9 -245 -147 (-2100,-) Gross 383 (181.1,-94.89,-0.5) -48.9 -245 -147 (-2100,-) Gross 384 (181,-51.24,-0.5) -194 -113 -154 (-2100,-) Gross 385 (181,-51.24,-0.5) -194 -113 -154 (-2100,-) Gross 386 (181,-48.75,-0.5) -160 -147 -153 (-2100,-) Gross 387 (181,-48.75,-0.5) -160 -147 -153 (-2100,-) Gross 388 (181,-21.16,-0.5) -344 36.7 -154 (-2100,-) Gross 389 (181,-21.16,-0.5) -344 36.7 -154 (-2100,-) Gross 390 (181,-18.75,-0.5) -314 -2.21 -158 (-2100,-) Gross 391 (181,-18.75,-0.5) -314 -2.21 -158 (-2100,-) Gross 392 (181,-10.84,-0.9167) 14.4 -355 -170 (-2100,-) Gross 393 (181,-1.364,-0.9167) -204 -125 -164 (-2100,-) Gross 394 (181.1,-35.03,-0.5) -92.3 -215 -154 (-2100,-) Gross 395 (181.1,-35.03,-0.5) -92.3 -215 -154 (-2100,-) Gross 396 (181.3,-133.5,-0.5) -3.99 -162 -82.8 (-2100,-) Gross 397 (181.3,-133.5,-0.5) -3.99 -162 -82.8 (-2100,-) Gross 398 (181.3,-80,-0.5) -106 -35.1 -70.7 (-2100,-) Gross 399 (181.3,-80,-0.5) -106 -35.1 -70.7 (-2100,-) Gross 400 (181.3,-108.8,-0.5) -129 -88.7 -109 (-2100,-) Gross 401 (181.3,-108.8,-0.5) -129 -88.7 -109 (-2100,-) - Gross 402 (181.4,-50,-0.5) -78.4 -63.7 -71 (-2100,-) Gross 403 (181.4,-50,-0.5) -78.4 -63.7 -71 (-2100,-) Gross 404 (181.4,-5.19,-0.9167) -223 -49.7 -136 (-2100,-) Gross 405 (181.5,-141.2,-0.5) -186 -148 -167 (-2100,-) Gross 406 (181.5,-141.2,-0.5) -186 -148 -167 (-2100,-) Gross 407 (181.5,-22.62,-0.5878) 64.5 -379 -119 (-2100,-) Gross 408 (194.8,-133.5,-0.5) -36.8 -135 -86.1 (-2100,-) Gross 409 (194.8,-133.5,-0.5) -36.8 -135 -86.1 (-2100,-) Gross 410 (194.8,-108.8,-0.5) 33.5 -259 -113 (-2100,-) Gross 411 (194.8,-108.8,-0.5) 33.5 -259 -113 (-2100,-) Gross 412 (194.7,-5.111,-0.9167) 8.38 -295 -143 (-2100,-) Gross 413 (194.7,-22.62,-0.5878) -113 -143 -125 (-2100;) Gross 414 (194.8,-80,-0.5) 78.8 -215 -68.2 (-2100,-) Gross 415 (194.8,-80,-0.5) 78.8 -215 -68.2 (-2100,-) Gross 416 (194.8,-50,-0.5) 66.8 -187 -59.9 (-2100,-) Gross 417 (194.8,-50,-0.5) 66.8 -187 -59.9 (-2100,-) Gross 418 (201.6,-65.04,-0.5) -78.7 -162 -121 (-2100,-) Gross 419 (201.6,-65.04,-0.5) -78.7 -162 -121 (-2100,-) Gross 420 (201.7,-78.91,-0.5) -197 -85 -141 (-2100,-) Gross 421 (201.7,-78.91,-0.5) -197 -85 -141 (-2100,-) Gross 422 (202.3,-136.2,-0.5) -35.1 -341 -188 (-2100,-) Gross 423 (202.3,-136.2,-0.5) -35.1 -341 -188 (-2100,-) Gross 424 (208.5,-80,-0.5) -208 72.7 -67.7 (-2100,-) Gross 425 (208.5,-80,-0.5) -208 72.7 -67.7 (-2100,-) Gross 426 (208.6,-131,-0.5) -184 -34.6 -109 (-2100,-) Gross 427 (208.6,-131,-0.5) -184 -34.6 -109 (-2100,-) - Gross "Centroid" indicates the section centroid in X,Y,Z coordinates. "Conc. Limits" Indicates the minimum and maximum allowable concrete stresses;'-" Indicates that no stress limit was calculated. Rebar stresses are not calculated in the Gross Section stress calculation "Rebar Limits" indicates the maximum allovrable reinforcement tensile stresses; "-" indicates that no stress limit was calculated; if two values are reported the first value is for the top bar and the second is for the bottom bar "Calc." indicates the type of calculation used to determine the stresses. Engineers Northwest, Inc. P.S. Transfer LC: Design Section Stresses 28 ! f!1 ?V?•N i�4l, r ' R S{1 dNrltP w1 3Sii"E''tr�l il: ?�4?4!�l 14�fb �Si(? tt5rna+.... Engineers Northwest - lst.floor- Monday April 28, 2003 Transfer LC: Design Section Stresses - Continued (8) Center (feet) 428 (208.5,-50,-0.5) 429 (208.5,-50,-0.5) 430 (208.6,-22.62,-0.5878) 431 (208.7,-108.8,-0.5) 432 (208.7,-108.8,-0.5) 433 (208.6,-5.144,-0.9167) 434 (209.5,-21.17,-0.5) 435 (209.5,-21.17,-0.5) 436 (209.8,-48.65,-0.5) 437 (209.8,-48.65,-0.5) 438 (209.8,-34.99,-0.5) 439 (209.8,-34.99,-0.5) 440 (210.1,-18.73,-0.6891) 441 (210.1,-10.83,-0.9167) 442 (210.1,-1.353,-0.9167) 443 (211,-22.62,-0.5878) 444 (211.1,-5.066,-0.9167) 445 (211.2,-128.8,-0.5) 446 (211.2,-128.8,-0.5) 447 (211.3,-108.8,-0.5) 448 (211.3,-108.8,-0.5) 449 (211.9,-133.8,-0.5) 450 (211.9,-133.8,-0.5) 451 (211.9,-122.5,-0.5) 452 (211.9,-122.5,-0.5) 453 (211.9,-111.3,-0.5) 454 (211.9,-111.3,-0.5) 455 (211.9,-108.7,-0.5) 456 (211.9,-108.7,-0.5) 457 (211.9,-95.04,-0,5) 458 (211.9,-95.04,-0.5) 459 (214.3,-81.32,-0.5) 460 (214.3,-81.32,-0.5) 461 (222,-80,-0.5) 462 (222,-80,-0.5) 463 (222.1,-50,-0.5) 464 (222.1,-50,-0.5) 465 (225,-5.249,-0.9167) 466 (225.1,-22.62,-0.6639) 467 (227.6,-78.88,-0.5) 468 (227.6,-78.88,-0.5) 469 (227.6,-51.31,-0.5) 470 (227.6,51.31,-0.5) 471 (227.9,-64.58,-0.5) 472 (227.9,-64.58,-0.5) 473 (228.9,-128.8,-0.5) 474 (228.9,-128.8,-0.5) 475 (228.9,-108.8,-0.5) 476 (228.9,-108.8,-0.5) 477 (233.8,-80,-0.5) 478 (233.8,-80,-0.5) 479 (233.8,-50,-0.5) 480 (233.8,-50,-0.5) 481 (238.6,-128.8,-0.5) 482 (238.6,-128.8,-0.5) 483 (238.8,-27.47,-0.5) 484 (238.8,5.281,-0.9167) 485 (238.8,-22.62,-0.6639) 486 (239.5,-21.23,-0.5) 487 (239.5,-21.23,-0.5) 488 (239.6,-18.73,-0.9167) Conc. Top Conc. Bot. (psi) (Psi) -164 67.4 -164 67.4 -67.2 -233 -167 -76.8 -167 -76.8 -339 72 -228 -94.4 -228 -94.4 -129 -220 -129 -220 -160 -173 -160 -173 -344 27.9 -26.5 -291 -184 -103 -37.1 -295 -289 16.5 -285 -23.6 -285 -23.6 -89.4 -169 -89.4 -169 -99.8 -188 -99.8 -188 -61.2 -289 -61.2 -289 -327 -20.2 -327 -20.2 -314 -26.3 -314 -26.3 -60.8 -284 -60.8 -284 -250 -96.7 -250 -96.7 -333 -55.1 -333 -55.1 -276 -60.3 -276 -60.3 -32,2 -258 -200 -97.8 -187 -39.4 -187 -39.4 -196 -80.1 -196 -80.1 28.5 -268 28.5 -268 -42.8 -256 -42.8 -256 -169 -128 -169 -128 -25.1 -333 -25.1 -333 -4.95 -326 -4.95 -326 -333 54.1 -333 54.1 -90.1 -231 -324 25.4 -95.2 -250 -125 -201 -125 -201 -439 105 Conc. Cent (Psi) -48.3 -48.3 -136 -122 -122 -133 -161 -161 -174 -174 -166 -166 -163 -159 -143 -144 -136 -154 -154 -129 -129 -144 -144 -175 -175 -173 -173 -170 -170 -173 -173 -173 -173 -194 -194 -168 -168 -145 -152 -113 -113 -138 -138 -120 -120 -150 -150 -149 -149 -179 -179 -165 -165 -139 -139 -160 -149 -168 -163 -163 -167 Conc Umits Rebar Top Rebar Bot. Rebar Umits Calc. (Psi) (ksi) (ksi) (ksi) (-2100,-) (-2100r) (-2100,-) (-2100,-) (-2100,-) (-2100,-) (-2100,-) (-2100,-) (-2100,-) (-2100,-) (-2100,-) (-2100,-) (-2100,-) (-2100,-) (-2100r) (-2100,-) (-2100,-) (-2100,-) (-2100,-) (-2100,-) (-2100,-) (-2100,-) (-2100,-) (-2100,-) (-2100,-) (-2100,-) (-2100,-) (-2100,-) (-2100,-) (-2100,-) (-2100;-) (-2100,-) (-2100,-) (-2100,-) (-2100,-) (-2100,-) (-2100,-) (-2100,-) (-2100,-) (-2100,-) (-2100,-) (-2100,-) (-2100,-) (-2100,-) (-2100,-) (-2100,-) (-2100,-) (-2100,-) (-2100,-) (-2100r) (-2100,-) (-2100,-) (-2100,-) (-2100,-) (-2100,-) (-2100,-) (-2100,-) (-2100,-) (-2100,-) (-2100,-) (-2100,-) "Centroid" indicates the section centroid in X,Y,Z coordinates. "Conc. Limits" indicates the minimum and maximum allowable concrete stresses;'-" indicates that no stress limit was calculated. Rebar stresses are not calculated in the Gross Section stress calculation "Rebar Umits" indicates the maximum allowable reinforcement tensile stresses; "-" indicates that no stress limit was calculated; 11 two values are reported the first value is for the top bar and the second is for the bottom bar "Calc." Indicates the type of calculation used to determine the stresses. Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Engineers Northwest, Inc. P.S. Transfer LC: Design Section Stresses 29 mv.9.? tip' :1;w rresr, Ir,M%Y;ifq. 6 Engineers Northwest - lstfloor- Monday April 28, 2003 Transfer LC: Design Section Stresses - Continued (9) 0 Centroid Conc. Top Conc. Bot. Conc. Cent. Conc Limits Rebar Top Rebar Bot Rebar Limits Calc. (feet) (Psi) (Psi) (Psi) (Psi) (ksi) (kW) (ksi) 489 (239.6,-10.83,-0.9167) -40.8 -297 -169 (-2100,-) Gross 490 (239.6,-1.353,-0.9167) -216 -130 -173 (-2100,-) Gross 491 (241.2,-5.19,-0.9167) -236 -78.4 -157 (-2100,-) Gross 492 (241.4,-128.8,-0.5) -308 -0.32 -154 (-2100,-) Gross 493 (241.4,-128.8,-0.5) -308 -0.32 -154 (-2100,-) Gross 494 (241.3,-22.62,-0.6639) -88 -283 -178 (-2100,-) Gross 495 (241.4,-48.56,-0.5) -123 -161 -142 (-2100,-) Gross 496 (241.4,-48.56,-0.5) -123 -161 -142 (-2100,-) Gross 497 (241.4,-34.99,-0.5) -171 -156 -163 (-2100,-) Gross 498 (241.4,-34.99,-0.5) -171 -156 -163 (-2100,-) Gross 499 (243.4,-122.5,-0.5) -68.1 -260 -164 (-2100,-) Gross 500 (243.4,-122.5,-0.5) -68.1 -260 -164 (-2100,-) Gross 501 (243.4,-133.8,-0.5) -162 -86 -124 (-2100,-) Gross 502 (243.4,-133.8,-0.5) -162 -86 -124 (-2100,-) Gross 503 (243.4,-111.2,-0.5) -296 -42.9 -169 (-2100,-) Gross 504 (243.4,-111.2,-0.5) -296 -42.9 -169 (-2100,-) Gross 505 (243.4,-108.7,-0.5) -286 -44.4 -165 (-2100,-) Gross 506 (243.4,-108.7,-0.5) -286 -44.4 -165 (-2100,-) Gross 507 (243.4,-95.04,-0.5) -82.6 -238 -160 (-2100,-) Gross 508 (243.4,-95.04,-0.5) -82.6 -238 -160 (-2100,-) Gross 509 (245.1,-80,-0.5) -396 60.9 -168 (-2100,-) Gross 510 (245.1,-80,-0.5) -396 60.9 -168 (-2100,-) Gross 511 (245.2,-108.8,-0.5) -203 -120 -161 (-2100,-) Gross 512 (245.2,-108.8,-0.5) -203 -120 -161 (-2100,-) Gross 513 (245.1,-50,-0.5) -366 44.4 -161 (-2100,) Gross 514 (245.1,-50,-0.5) -366 44.4 -161 (-2100,-) Gross 515 (245.6,-81.3,-0.5) -177 -109 -143 (-2100,-) Gross 516 (245.6,-81.3,-0.5) -177 -109 -143 (-2100,-) Gross 517 (245.6,-78.81,-0.5) -191 -93.6 -142 (-2100,-) Gross 518 (245.6,-78.81,-0.5) -191 -93.6 -142 (-2100,-) Gross 519 (245.6,-51.31,-0.5) -169 -134 -152 (-2100,-) Gross 520 (245.6,-51.31,-0.5) -169 -134 -152 (-2100,-) Gross 521 (245.9,-65.04,-0.5) -55.5 -270 -163 (-2100,-) Gross 522 (245.9,-65.04,-0.5) -55.5 -270 -163 (-2100,-) Gross 523 (247.8,-108.8,-0.5) -241 -91.4 -166 (-2100,-) Gross 524 (247.8,-108.8,-0.5) -241 -91.4 -166 (-2100,-) Gross 525 (247.8,-80,-0.5) -361 15.1 -173 (-2100,-) Gross 526 (247.8,-80,-0.5) -361 15.1 -173 (-2100,-) Gross 527 (247.9,-50,-0.5) -326 -6.87 -166 (-2100,-) Gross 528 (247.9,-50,-0.5) -326 -6.87 -166 (-2100,-) Gross 529 (253.9,5.327,-0.9167) -80.3 -306 -193 (-2100,-) Gross 530 (253.9,-22.62,-0.6639) -207 -133 -172 (-2100,-) Gross 531 (257.6,-128.8,-0.5) -74.1 -282 -178 (-2100,-) Gross 532 (257.6,-128.8,-0.5) -74.1 -282 -178 (-2100,-) Gross 533 (257.8,-108.8,-0.5) 57.9 -379 -161 (-2100,-) Gross 534 (257.8,-108.8,-0.5) 57.9 -379 -161 (-2100,-) Gross 535 (258,-80,-0.5) 35.5 -379 -172 (-2100,-) Gross 536 (258,-80,-0.5) 35.5 -379 -172 (-2100,-) Gross 537 (258,-50,-0.5) -1.64 -321 -161 (-2100,-) Gross 538 (258,-50,-0.5) -1.64 -321 -161 (-2100,-) Gross 539 (261.7,-18.64,-0.9167) -470 158 -156 (-2100,-) Gross 540 (261.7,-10.74,-0.9167) 10.9 -341 -165 (-2100,-) Gross 541 (261.7,-1.261,-0.9167) -194 -148 -171 (-2100,-) Gross 542 (268.5,-5.235,-0.9167) -357 14.1 -171 (-2100,-) Gross 543 (268.5,-22.62,-0.6639) -148 -211 -178 (-2100,-) Gross 544 (268.6,-50,-0.5) -121 -190 -156 (-2100,-) Gross 545 (268.6,50,-0.5) -121 -190 -156 (-2100,) Gross 546 (268.7,-128.8,-0.5) -179 -166 -173 (-2100,-) Gross 547 (268.7,-128.8,-0.5) -179 -166 -173 (-2100,-) Gross 548 (268.6,-21.3,-0.6875) -183 -162 -173 (-2100,-) Gross 549 (268.6,-80,-0.5) -271 -77.1 -174 (-2100,-) Gross "Centroid" indicates the section centroid in X,Y,Z coordinates. "Conc. Limits" Indicates the minimum and maximum allowable concrete stresses; "-" Indicates that no stress limit was calculated. Rebar stresses are not calculated in the Gross Section stress calculation "Rebar Limits" indicates the maximum allowable reinforcement tensile stresses; "" indicates that no stress limit was calculated; if two values are reported the first value is for the top bar and the second is for the bottom bar "Calc." indicates the type of calculation used to determine the stresses. Engineers Northwest, Inc. P.S. Transfer LC: Design Section Stresses 30 W73T`S.4Y.�f .`ESf '!''' l`3•:e.�l?9 fi!rf' elft l M . 1i IIlK8c7.H.wvonn Engineers Northwest-1st.floor- Monday April 28, 2003 Transfer LC: Design Section Stresses - Continued (10) FLP -77 # Centroid Conc. Top Conc. Bot. Conc. Cent. Cono Limits Rebar Top Rebar Bot. Rebar Umits Cato. (feet) (Psi) (PO (Psi) (psi) (ksi) (ksi) (ksi) 550 (268.6,-80,-0.5) -271 -77.1 -174 (-2100,-) Gross 551 (268.7,-108.8,-0.5) -264 -49.9 -157 (-2100,-) Gross 552 (268.7,-108.8,-0.5) -264 -49.9 -157 (-2100,-) Gross 553 (270.3,-35.16,-0.7131) -146 -193 -170 (-2100,-) Gross 554 (270.3,-78.69,-0.6239) -296 29.9 -152 (-2100,-) - Gross 555 (270.5,-51.21,-0.7173) -208 -88.8 -147 (-2100,-) Gross 556 (270.6,-48.52,-0.7184) -194 -103 -148 (-2100,-) Gross 557 (270.7,-94.99,-0.6304) -16.5 -365 -172 (-2100,) Gross 558 (270.7,-81.38,-0.6296) -288 14.2 -154 (-2100,-) Gross 559 (270.7,-65.08,-0.6288) -12.8 -372 -172 (-2100,-) Gross 560 (270.8,-108.7,-0.6324) -331 69 -152 (-2100,-) Gross 561 (270.9,-111.2,-0.6338) -325 50.7 -157 (-2100,-) - Gross 562 (271,-133.9,-0.7248) -248 -103 -174 (-2100,-) Gross 563 (271,-122.5,-0.6366) -31.4 -361 -179 (-2100,-) Gross 564 (271,-80.16,-0.5) -180 -188 -184 (-2100,-) Gross 565 (271.1,-128.6,-0.7787) -179 79.2 -36.9 (-2100,-) - Groes 566 (271.1,-108.8,-0.5) -163 -173 -168 (-2100,-) Gross 567 (271.1,-27.72,-0.9167) -37.9 -20.7 -29.3 (-2100,-) - Gross 568 (271.4,-50.06,-0.8948) -438 -9.01 -167 (-2100,-) Gross 569 (282.8,-80.16,-0.9167) -185 -180 -183 (-2100,-) - Gross 570 (282.9,-128.6,-0.9167) -57.8 7.41 -25.2 (-2100,-) Gross 571 (282.9,-108.8,-0.9167) -174 -169 -171 (-2100,-) Gross 572 (282.9,-27.72,-0.9167) -45.5 22 -11.8 (-2100,-) Gross 573 (283.2,-50.06,-0.9167) -154 -196 -175 (-2100,-) Gross 574 (289.5,-78.69,-0.9167) -355 -2.77 -179 (-2100,-) Gross 575 (289.5,-21.3,-0.9167) -214 -181 -198 (-2100,-) Gross 576 (289.6,-81.64,-0.9167) -278 -74.6 -176 (-2100,-) Gross 577 (289.7,-65.08,-0.9167) -83.2 -269 -176 (-2100,-) Gross 578 (289.7,-51.21,-0.9167) -328 -59.7 -194 (-2100,-) Gross 579 (289.7,-48.26,-0.9167) -338 -49.4 -194 (-2100,-) Gross 580 (289.8,-35.16,-0.9167) -131 -208 -169 (-2100,-) Gross 581 (289.9,-133.8,-0.9167) -241 -168 -205 (-2100,-) Gross 582 (290.1,-108.7,-0.9167) -374 -17.8 -196 (-2100,-) Gross 583 (290.1,-122.2,-0.9167) -76.5 -285 -181 (-2100,-) Gross 584 (290.1,-111.4,-0.9167) -363 -31.1 -197 (-2100,-) Gross 585 (290.3,-94.99,-0.9167) -80.2 -253 -166 (-2100,-) Gross 586 (295,-80.16,-0.9167) -224 -136 -180 (-2100,-) Gross 587 (295.1,-128.6,-0.9167) -14.8 13.6 -0.592 (-2100,-) Gross 588 (295.1,-108.8,-0.9167) -223 -143 -183 (-2100,-) Gross 589 (295.1,-27.72,-0.9167) -6.48 6.65 0.0852 (-2100,-) Gross 590 (295.4,-50.06,-0.9167) -195 -110 -153 (-2100,) Gross "Centroid" Indicates the section centroid in X,Y,Z coordinates. "Conc. Limits" Indicates the minimum and maximum allowable concrete stresses; "-" indicates that no stress limit was calculated. Rebar stresses are not calculated in the Gross Section stress calculation "Rebar Limits" Indicates the maximum allowable reinforcement tensile stresses; "-' Indicates that no stress limit was calculated; if two values are reported the first value is for the top bar and the second is for the bottom bar "Cato." indicates the type of calculation used to determine the stresses. Engineers Northwest, Inc. P.S. Transfer LC: Design Section Stresses 31 Service LC: Design Section Summary Engineers Northwest -1st.floor- Monday April 28, 2003 FLP -7 ' # As Top Controlling As Bot Controlling As Shr Strp Spcg Controlling Status (sq. in.) (sq. in.) (sq. In.) (Inches) 1 3.38 ACI 18.9.3.3 0 0 inf OK 2 3.38 ACI 18.9.3.3 0 0 inf OK 3 3.24 ACI 18.9.3.3 0 0 inf OK 4 3.24 ACI 18.9.3.3 0 0 ina OK 5 3.24 ACI 18.9.3.3 0 0 In? OK 6 3.24 ACI 18.9.3.3 0 0 inf OK 7 3.77 ACI 18.9.3.3 0 0 inf OK 8 2.59 ACI 18.9.3.3 0 0 inf OK 9 0 0 0 inf OK 10 2.59 ACI 18.9.3.3 0 0 int OK 11 2.59 ACI 18.9.3.3 0 0 inf OK 12 0 0 0 inf OK 13 2.59 ACI 18.9.3.3 0 0 Inf OK 14 2.59 ACI 18.9.3.3 0 0 Int OK 15 0 0 0 inf OK 16 3.24 ACI 18.9.3.3 0 0 inf OK 17 3.24 ACI 18.9.3.3 0 0 inf OK 18 0 0 0 inf OK 19 2.59 ACI 18.9.3.3 0 0 int OK 20 0 0 0 inf OK 21 2.59 ACI 18.9.3.3 0 0 Int OK 22 3.24 ACI 18.9.3.3 0 0 Inf OK 23 3.24 ACI 18.9.3.3 0 0 inf OK 24 0 0 0 inf OK 25 0 0 0 inf OK 26 0 0 0 int OK 27 0 1.18 ACI 18.9.3.2 0 int OK 28 0 0 0 Int OK 29 0 0 0 inf OK 30 3.24 ACI 18.9.3.3 0 0 Int OK 31 3.24 ACI 18.9.3.3 0 0 inf OK 32 3.24 ACI 18.9.3.3 0 0 int OK 33 3.24 ACI 18.9.3.3 0 0 inf OK 34 3.24 ACI 18.9.3.3 0 0 lnf OK 35 3.24 ACI 18.9.3.3 0 0 Int OK 36 3.24 ACI 15.9.3.3 0 0 inf OK 37 3.28 ACI 18.9.3.3 0 0 inf OK 38 3.28 ACI 18.9.3.3 0 0 inf OK 39 0 0 0 Int OK 40 0 0 0 int OK 41 0 0 0 inf OK 42 3.77 ACI 18.9.3.3 0 0 int OK 43 2.59 ACI 18.9.3.3 0 0 inf OK 44 3.24 ACI 18.9.3.3 0 0 int OK 45 3.95 ACI 18.9.3.3 0 0 Inf OK 46 3.95 ACI 18.9.3.3 0 0 int OK 47 0 0 0 inf OK 48 3.95 ACI 18.9.3.3 0 0 inf OK 49 3.95 ACI 18.9.3.3 0 0 Int OK 50 3.24 ACI 18.9.3.3 0 0 inf OK 51 3.32 ACI 18.9.3.3 0 0 inf OK 52 0 0 0 Int OK 53 3.32 ACI 18.9.3.3 0 0 lnf OK 54 3.27 ACI 18.9.3.3 0 0 Inf OK 55 3.24 ACI 18.9.3.3 0 0 Int OK 56 3.77 ACI 18.9.3.3 0 0 int OK 57 2.59 ACI 18.9.3.3 0 0 inf OK 58 0 0 0 int OK 59 0 0 0 inf OK 60 0 0 0 inf OK 61 0 0 0 inf OK 62 0 0 0 int OK 63 0 0 0 Inf OK 64 3.24 ACI 18.9.3.3 0 0 int OK 65 3.24 ACI 18.9.3.3 0 0 int OK 66 3.24 ACI 18.9.3.3 0 0 int OK "Status" indicates whether Floor has found a feasible solution to satisfy the criteria selected for this section. Engineers Northwest, Inc. P.S. Service LC: Design Section Summary 32 n1,.1, .Klll�Ma.?N%�?ku Engineers Northwest -1 st.floor- Monday April 28, 2003 Service LC: Design Section Summary - Continued (2) # As Top Controlling As Bot Controlling As Shr Strp Spcg Controlling Status (sq. in.) (sq. in.) (sq. in.) (inches) 67 3.24 ACI 18.9.3.3 0 0 inf OK 68 3.24 ACI 18.9.3.3 0 0 inf OK 69 3.65 ACI 18.9.3.3 0 0 inf OK 70 3.77 ACI 18.9.3.3 0 0 inf OK 71 2.59 ACI 18.9.3.3 0 0 inf OK 72 0 0 0 inf OK 73 3.68 ACI 18.9.3.3 0 0 inf OK 74 3.24 ACI 18.9.3.3 0 0 inf OK 75 3.24 ACI 18.9.3.3 0 0 inf OK 76 3.24 ACI 18.9.3.3 0 0 Int OK 77 3.24 ACI 18.9.3.3 0 0 inf OK 78 0 0 0 inf OK 79 4.52 ACI 18.9.3.3 0 0 inf OK 80 0 0 0 inf OK 81 3.19 ACI 18.9.3.3 0 0 inf OK 82 3.24 ACI 18.9.3.3 0 0 int OK 83 0 0 0 int OK 84 3.24 ACI 18.9.3.3 0 0 inf OK 85 3.24 ACI 18.9.3.3 0 0 inf OK 86 3.77 ACI 18.9.3.3 0 0 inf OK 87 2.59 ACI 18.9.3.3 0 0 inf OK 88 3.24 ACI 18.9.3.3 0 0 inf OK 89 3.24 ACI 18.9.3.3 0 0 inf OK 90 0 0 0 int OK 91 3.24 ACI 18.9.3.3 0 0 int OK 92 3.24 ACI 18.9.3.3 0 0 inf OK 93 3.24 ACI 18.9.3.3 0 0 inf OK 94 3.24 ACI 18.9.3.3 0 0 inf OK 95 0 0 0 inf OK 96 0 0 0 Int OK 97 0 0 0 inf OK 98 0 0 0 inf OK 99 0 0 0 inf OK 100 0 0 0 inf OK 101 3.24 ACI 18.9.3.3 0 0 Int OK 102 3.24 ACI 18.9.3.3 0 0 Inf OK 103 0 0 0 int OK 104 3.24 ACI 18.9.3.3 0 0 Int OK 105 3.24 ACI 18.9.3.3 0 0 inf OK 106 2.59 ACI 18.9.3.3 0 0 inf OK 107 3.77 ACI 18.9.3.3 0 0 inf OK 108 3.24 ACI 18.9.3.3 0 0 Inf OK 109 2.59 ACI 18.9.3.3 0 0 inf OK 110 3.43 ACI 18.9.3.3 0 0 int OK 111 0 0 0 inf OK 112 3.29 ACI 18.9.3.3 0 0 int OK 113 3.29 ACI 18.9.3.3 0 0 inf OK 114 0 0 0 inf OK 115 3.29 ACI 18.9.3.3 0 0 inf OK 116 3.24 ACI 18.9.3.3 0 0 Inf OK 117 3.24 ACI 18.9.3.3 0 0 inf OK 118 3.24 ACI 18.9.3.3 0 0 inf OK 119 0 0 0 inf OK 120 0 0 0 inf OK 121 3.24 ACI 18.9.3.3 0 0 inf OK 122 2.59 ACI 18.9.3.3 0 0 int OK 123 3.77 ACI 18.9.3.3 0 0 inf OK 124 2.59 ACI 18.9.3.3 0 0 inf OK 125 3.24 ACI 18.9.3.3 0 0 inf OK 126 3.24 ACI 18.9.3.3 0 0 Inf OK 127 0 0.987 ACI 18.9.3.2 0 inf OK 128 0 0 0 inf OK 129 0 0 0 inf OK 130 0 0 0 inf OK 131 3.24 ACI 18.9.3.3 0 0 inf OK 132 0 0 0 Int OK "Status" indicates whether Floor has found a feasible solution to satisfy the criteria selected for this section. Engineers Northwest, Inc. P.S. Service LC: Design Section Summary 33 :. ..slat: a wuta Engineers Northwest - lstfloor- Monday ApriI 28, 2003 Service LC: Design Section Summary - Continued (3) f 7 # As Top Controlling As Bot Controlling As Shr Strp Spcg Controlling Status (Sq. In.) (sq. In.) (sq. In.) (Inches) 133 3.83 ACI 18.9.3.3 0 0 Inf OK 134 3.87 ACI 18.9.3.3 0 0 int OK 135 3.87 ACI 18.9.3.3 0 0 Inf OK 138 2.59 ACI 18.9.3.3 0 0 Inf OK 137 3.77 ACI 18.9.3.3 0 0 inf OK 138 2.59 ACI 18.9.3.3 0 0 Inf OK 139 3.24 ACI 18.9.3.3 0 0 inf OK 140 3.18 ACI 18.9.3.3 0 0 Int OK 141 0 0 0 inf OK 142 0 0 0 Inf OK 143 4.56 ACI 18.9.3.3 0 0 inf OK 144 0 0 0 inf OK 145 3.22 ACI 18.9.3.3 0 0 Inf OK 148 3.26 ACI 18.9.3.3 0 0 inf OK • 147 3.24 ACI 18.9.3.3 0 0 inf OK 148 3.24 ACI 18.9.3.3 0 0 inf OK 149 3.24 ACI 18.9.3.3 0 0 Inf OK 150 0 0 0 int OK 151 3.24 ACI 18.9.3.3 0 0 inf OK 152 2.59 ACI 18.9.3.3 0 0 Inf OK 153 3.77 ACI 18.9.3.3 0 0 inf OK 154 2.59 ACI 18.9.3.3 0 0 Inf OK 155 3.24 ACI 18.9.3.3 0 0 inf OK 156 3.24 ACI 18.9.3.3 0 0 Inf OK 157 3.24 ACI 18.9.3.3 0 0 inf OK 158 0 0 0 inf OK 159 0 0 0 inf OK 160 0 0 0 Inf OK 161 3.24 ACI 18.9.3.3 0 0 inf OK 162 0 0 0 Inf OK 163 0 0 0 Inf OK 164 0 0 0 inf OK 165 0 0 0 inf OK 166 3.24 ACI 18.9.3.3 0 0 inf OK 167 3.24 ACI 18.9.3.3 0 0 inf OK 168 3.24 ACI 18.9.3.3 0 0 inf OK 169 0 0 0 inf OK 170 2.59 ACI 18.9.3.3 0 0 inf OK 171 3.24 ACI 18.9.3.3 0 0 inf OK 172 0 0 0 inf OK 173 2.59 ACI 18.9.3.3 0 0 inf OK 174 3.77 ACI 18.9.3.3 0 0 inf OK 175 3.24 ACI 18.9.3.3 0 0 inf OK 178 3.24 ACI 18.9.3.3 0 0 inf OK 177 3.24 ACI 18.9.3.3 0 0 inf OK 178 2.99 ACI 18.9.3.3 0 0 Int OK 179 3.24 ACI 18.9.3.3 0 0 inf OK 180 3.24 ACI 18.9.3.3 0 0 inf OK 181 0 0 0 inf OK 182 4.2 ACI 18.9.3.3 0 0 Inf OK 183 0 0 0 inf OK 184 2.97 ACI 18.9.3.3 0 0 inf OK 185 3.24 ACI 18.9.3.3 0 0 Int OK 186 3.24 ACI 18.9.3.3 0 0 Int OK 187 3.24 ACI 18.9.3.3 0 0 Int OK 188 2.59 ACI 18.9.3.3 0 0 Inf OK 189 3.24 ACI 18.9.3.3 0 0 Int OK 190 3.77 ACI 18.9.3.3 0 0 Int OK 191 3.24 ACI 18.9.3.3 0 0 Int OK 192 2.59 ACI 18.9.3.3 0 0 inf OK 193 0 0 0 inf OK 194 0 0 0 Inf OK 195 0 0 0 inf OK 196 0 0 0 Inf OK 197 0 0 0 Int OK 198 0 0 0 Int OK "Status" Indicates whether Floor has found a feasible solution to satisfy the criteria selected for this section. Engineers Northwest, Inc. P.S. Service LC: Design Section Summary 34 Engineers Northwest -1 st. Roor - Monday April 28, 2003 Service LC: Design Section Summary - Continued (4) # As Top Controlling As Bot Controlling As Shr Strp Spcg Controlling Status (sq. In.) (sq. In.) (sq. in.) (inches) 199 0 0 0 inf OK 200 0 0 0 int OK 201 0 0 0 inf OK 202 0 • 0 0 Int OK 203 0 0 0 inf OK 204 0 0 0 inf OK 205 0 0 0 inf OK 206 3.24 ACI 18.9.3.3 0 0 inf OK 207 2.59 ACI 18.9.3.3 0 0 inf OK 208 3.24 ACI 18.9.3.3 0 0 inf OK 209 2.59 ACI 18.9.3.3 0 0 inf OK 210 3.77 ACI 18.9.3.3 0 0 int OK 211 3.24 ACI 18.9.3.3 0 0 int OK 212 0 0 0 int OK 213 3.24 ACI 18.9.3.3 0 0 inf OK 214 3.24 ACI 18.9.3.3 0 0 inf OK 215 3.24 ACI 18.9.3.3 0 0 inf OK 216 0 0 0 Int OK 217 3.24 ACI 18.9.3.3 0 0 inf OK 218 3.24 ACI 18.9.3.3 0 0 inf OK 219 0 0 0 inf OK 220 3.24 ACI 18.9.3.3 0 0 Inf OK 221 3.24 ACI 18.9.3.3 0 0 inf OK 222 3.24 ACI 18.9.3.3 0 0 inf OK 223 3.24 ACI 18.9.3.3 0 0 inf OK 224 0 0 0 inf OK 225 3.24 ACI 18.9.3.3 0 0 inf OK 226 0 0 0 Int OK 227 2.59 ACI 18.9.3.3 0 0 In! OK 228 3.24 ACI 18.9.3.3 0 0 Inf OK 229 3.24 ACI 18.9.3.3 0 0 inf OK 230 3.24 ACI 18.9.3.3 0 0 inf OK 231 2.59 ACI 18.9.3.3 0 0 Inf OK 232 3.08 ACI 18.9.3.3 0 0 Inf OK 233 3.77 ACI 18.9.3.3 0 0 int OK 234 0 0 0 inf OK 235 0 0 0 Inf OK. 236 0 0 0 inf OK 237 0 0 0 Int OK 238 0 0 0 int OK 239 0 0 0 Inf OK 240 0 0 0 inf OK 241 3.24 ACI 18.9.3.3 0 0 int OK 242 3.24 ACI 18.9.3.3 0 0 inf OK 243 3.24 ACI 18.9.3.3 0 0 inf OK 244 3.24 ACI 18.9.3.3 0 0 inf OK 245 3.24 ACI 18.9.3.3 0 0 inf OK 246 3.77 ACI 18.9.3.3 0 0 inf OK 247 3.24 ACI 18.9.3.3 0 0 inf OK 248 2.59 ACI 18.9.3.3 0 0 inf OK 249 3.32 ACI 18.9.3.3 0 0 inf OK 250 3.24 ACI 18.9.3.3 0 0 Inf OK 251 0 0 0 Int OK 252 4.68 ACI 18.9.3.3 0 0 int OK 253 0 , 0 0 Inf OK 254 3.3 ACI 18.9.3.3 0 0 Inf OK 255 3.77 ACI 18.9.3.3 0 0 inf OK 256 2.59 ACI 18.9.3.3 0 0 inf OK 257 3.24 ACI 18.9.3.3 0 0 inf OK 258 3.24 ACI 18.9.3.3 0 0 Inf OK 259 3.68 ACI 18.9.3.3 0 0 Int OK 260 0 0 0 Inf OK 261 3.68 ACI 18.9.3.3 0 0 int OK 262 3.68 ACI 18.9.3.3 0 0 inf OK 263 0 0 0 inf OK 264 4.19 ACI 18.9.3.3 0 0 Int OK "Status" indicates whether Floor has found a feasible solution to satisfy the criteria selected for this section. Engineers Northwest, Inc. P.S. Service LC: Design Section Summary 35 Engineers Northwest - lst.floor- Monday April 28, 2003 Service LC: Design Section Summary - Continued (5) FLS # As Top Controlling As Bot Controlling As Shr Strp Spcg Controlling Status (sq. in.) (sq. In.) (sq. In.) (Inches) 265 3.24 ACI 18.9.3.3 0 0 inf OK 266 3.24 ACI 18.9.3.3 0 0 inf OK 267 0 0 0 int OK 268 0 0 0 int OK 269 3.24 ACI 18.9.3.3 0 0 Inf OK 270 3.24 ACI 18.9.3.3 0 0 Int OK 271 0 0 0 int OK 272 0 0 0 inf OK 273 0 0 0 inf OK 274 0 0 0 int OK 275 0 0 0 Inf OK 276 3.24 ACI 18.9.3.3 0 0 inf OK 277 2.59 ACI 18.9.3.3 0 0 inf OK 278 3.77 ACI 18.9.3.3 0 0 inf OK 279 3.24 ACI 18.9.3.3 0 0 inf OK 280 3.06 ACI 18.9.3.3 0 0 Inf OK 281 0 0 0 inf OK 282 3.06 ACI 18.9.3.3 0 0 Inf OK 283 2.59 ACI 18.9.3.3 0 0 inf OK 284 3.24 ACI 18.9.3.3 0 0 Inf OK 285 3.77 ACI 18.9.3.3 0 0 int OK 286 3.58 ACI 18.9.3.3 0 0 Int OK 287 0 0 0 inf OK 288 0 0 0 inf OK 289 3.24 ACI 18.9.3.3 0 0 inf OK 290 3.24 ACI 18.9.3.3 0 0 inf OK 291 3.24 ACI 18.9.3.3 0 0 inf OK 292 0 0 0 inf OK 293 3.24 ACI 18.9.3.3 0 0 inf OK 294 3.24 ACI 18.9.3.3 0 0 Int OK 295 3.24 ACI 18.9.3.3 0 0 int OK 296 3.24 ACI 18.9.3.3 0 0 inf OK 297 3.24 ACI 18.9.3.3 0 0 inf OK 298 3.24 ACI 18.9.3.3 0 0 int OK 299 0 0 0 inf OK 300 3.24 ACI 18.9.3.3 0 0 inf OK 301 3.24 ACI 18.9.3.3 0 0 inf OK 302 3.24 ACI 18.9.3.3 0 0 Int OK 303 0 0 0 int OK 304 0 0 0 Inf OK 305 0 0 0 inf OK 308 0 0 0 inf OK 307 0 0 0 inf OK 308 0 0 0 Inf OK 309 2.59 ACI 18.9.3.3 0 0 inf OK 310 0 0 0 inf OK 311 2.59 ACI 18.9.3.3 0 0 inf OK 312 2.59 ACI 16.9.3.3 0 0 inf OK 313 3.77 ACI 18.9.3.3 0 0 inf OK 314 3.24 ACI 18.9.3.3 0 0 int OK 315 3.24 ACI 18.9.3.3 0 0 int OK 316 4.44 ACI 18.9.3.3 0 0 inf OK 317 3.24 ACI 18.9.3.3 0 0 inf OK 318 3.24 ACI 18.9.3.3 0 0 inf OK 319 0 0 0 inf OK 320 3.89 ACI 18.9.3.3 0 0 Int OK 321 3.87 ACI 18.9.3.3 0 0 inf OK 322 3.85 ACI 18.9.3.3 0 0 int OK 323 0 0 0 inf OK 324 3.91 ACI 18.9.3.3 0 0 int OK 325 0 0 0 Int OK 326 3.95 ACI 18.9.3.3 0 0 int OK 327 3.97 ACI 18.9.3.3 0 0 inf OK 328 3.85 ACI 18.9.3.3 0 0 Int OK 329 0 0 0 int OK 330 3.26 ACI 18.9.3.3 0 0 int OK "Status" Indicates whether Floor has found a feasible solution to satisfy the criteria selected for this section. Engineers Northwest, Inc. P.S. Service LC: Design Section Summary 36 Engineers Northwest - lst.floor- Monday April 28, 2003 Service LC: Design Section Summary - Continued (6) # As Top Controlling As Bot Controlling As Shr Strp Spcg Controlling Status (sq. In.) (sq. in.) (sq. In.) (Inches) 331 3.87 ACI 18.9.3.3 0 0 inf OK 332 2.95 ACI 18.9.3.3 0 0 inf OK 333 2.59 ACI 18.9.3.3 0 0 inf OK 334 4.8 ACI 18.9.3.3 0 0 inf OK 335 0 0 0 inf OK 338 0 0 0 inf OK 337 0 0 0 inf OK .338 0 0 0 inf OK 339 0 0 0 inf OK 340 2.59 ACI 18.9.3.3 0 0 int OK 341 2.59 ACI 18.9.3.3 0 0 inf OK 342 2.59 ACI 18.9.3.3 0 0 inf OK 343 0 0 0 inf OK 344 2.59 ACI 18.9.3.3 0 0 Int OK 345 2.59 ACI 18.9.3.3 0 0 inf OK 348 0 0 0 inf OK 347 2.59 ACI 18.9.3.3 0 0 inf OK 348 2.59 ACI 18.9.3.3 0 0 int OK 349 0 0 0 inf OK 350 0 0 0 Int OK 351 3.26 ACI 18.9.3.3 0 0 inf OK 352 2.59 ACI 18.9.3.3 0 0 Int OK 353 2.95 ACI 18.9.3.3 0 0 inf OK 354 2.59 ACI 18.9.3.3 0 0 inf OK 355 3.24 ACI 18.9.3.3 0 0 Int OK F "Status" indicates whether Floor has found a feasible solution to satisfy the criteria selected for this section. Engineers Northwest, Inc. P.S. Service LC: Design Section Summary 37 ��e 1-4.4 Engineers Northwest-1st.floor - Monday April 28, 2003 Service LC: Design Section Stresses ra-N- # Centroid Conn Top Conc. Bot. Conc. Cent. Conc Limits Rebar Top Rebar Bot. Rebar Limits Calc. (feet) (Psi) (psi) (psi) (Psi) lksi) (ksi) (Icsi) 1 (-1.258,-110.6,-0.5) -41.8 -255 -148 (-2250,424) Gross 2 (-1.258,-79.31,-0.5) -51.4 -269 -160 (-2250,424) Gross 3 (1.21,-128.8,-0.5) -59.3 -234 -147 (-2250,424) Gross 4 (1.203,-80,-0.5) -90.7 -234 -162 (-2250,424) Gross 5 (1.311,-108.8,-0.5) -98.5 -224 -161 (-2250,424) Gross 6 (1.277,-50,-0.5) -132 -170 -151 (-2250,424) Gross 7 (1.523,-22.62,-0.6639) -58.9 -264 -155 (-2250,424) Gross 8 (1.523,-5.373,-0.9167) -130 -188 -159 (-2250,424) Gross 9 (2.994,-122.4,-0.5) -162 -183 -173 (-2250,424) Gross 10 (2.994,-111.2,-0.5) -117 -238 -177 (-2250,424) Gross 11 (2.994,-108.7,-0.5) -111 -228 -170 (-2250,424) Gross 12 (2.994,-94.97,-0.5) -171 -137 -154 (-2250,424) Gross 13 (2.994,-81.27,-0.5) -65.6 -265 -165 (-2250,424) Gross 14 (2.994,-78.75,-0.5) -69.1 -257 -163 (-2250,424) - Gross 15 (2.994,-65.04,-0.5) -198 -97.4 -148 (-2250,424) Gross 16 (5.626,-51.26,-0.5) -23.5 -342 -183 (-2250,424) Gross 17 (5.626,-48.67,-0.5) -5.36 -363 -184 (-2250,424) Gross 18 (5.703,-35.01,-0.5) -264 8.62 -127 (-2250,424) Gross 19 (7.334,-18.83,-0.9167) -385 12.7 -186 (-2250,424) Gross 20 (7.334,-10.92,-0.9167) -26 -351 -189 (-2250,424) Gross 21 (7.334,-1.444,-0.9167) -234 -129 -181 (-2250,424) - Gross 22 (7.47,-21.24,-0.5) -70.3 -276 -173 (-2250,424) . - Gross 23 (7.737,-133.8,-0.5) -167 -119 -143 (-2250,424) Gross 24 (11.21,-108.8,-0.5) -132 -177 -155 (-2250,424) Gross 25 (11.41,-80,-0.5) -141 -172 -157 (-2250,424) - Gross 26 (11.41,50,-0.5) -208 -102 -155 (-2250,424) Gross 27 (14.7,-22.62,-0.6639) -417 142 -155 (-2250,424) Gross 28 (14.7,-5.157,-0.9167) -397 32.2 -183 (-2250,424) Gross 29 (15.78,-128.8,-0.5) -179 -144 -161 (-2250,424) Gross 30 (15.78,-128.6,-0.5) -174 -146 -160 (-2250,424) Gross 31 (22.08,-108.8,-0.5) 37.8 -350 -156 (-2250,424) Gross 32 (22.2,-80,-0.5) -123 -198 -160 (-2250,424) Gross 33 (22.2,-50,-0.5) -95 -219 -157 (-2250,424) Gross 34 (24.89,-80,-0.5) -132 -183 -157 (-2250,424) Gross ' 35 (24.89,-50,-0.5) -106 -199 -152 (-2250,424) Gross 36 (25.01,-108.8,-0.5) 155 -458 -152 (-2250,424) Gross 37 (26.38,-111.3,-0.5) -46.8 -262 -154 (-2250,424) Gross 38 (26.38,-108.8,-0.5) -17.6 -283 -150 (-2250,424) Gross 39 (26.38,-95.04,-0.5) -271 -34.1 -153 (-2250,424) Gross 40 (28.18,-35.01,-0.5) -377 57.8 -160 (-2250,424) Gross 41 (28.48,-122.5,-0.5) -253 -67.3 -160 (-2250,424) Gross 42 (28.52,-22.62,-0.6639) 212 -579 -159 (-2250,424) Gross 43 (28.52,-5.235,-0.9167) 80 -384 -152 (-2250,424) Gross 44 (28.78,-128.8,-0.5) -35.2 -266 -151 (-2250,424) Gross 45 (29.67,-81.19,-0.5) 176 -419 -122 (-2250,424) Gross 46 (29.67,-78.74,-0.5) 130 -366 -118 (-2250,424) Gross 47 (29.67,-65.04,-0.5) -234 -45.2 -140 (-2250,424) Gross 48 (29.67,51.29,-0.5) 159 -406 -124 (-2250,424) Gross 49 (29.67,-48.7,-0.5) 214 -461 -123 (-2250,424) Gross 50 (29.66,-21.24,-0.5) 141 -445 -152 (-2250,424) Gross 51 (29.98,-18.83,-0.9167) -201 -106 -153 (-2250,424) Gross 52 (29.98,-10.92,-0.9167) -90.7 -221 -156 (-2250,424) Gross 53 (29.98,-1.444,-0.9167) -180 -107 -143 (-2250,424) Gross 54 (30.63,-133.8,-0.5) -98.9 -142 -120 (-2250,424) Gross 55 (31.32,-128.8,-0.5) -54.3 -223 -138 (-2250,424) Gross 56 (31.54,-22.62,-0.6639) 175 -516 -149 (-2250,424) Gross 57 (31.54,-5.235,-0.9167) 0.394 -288 -144 (-2250,424) Gross 58 (36.76,-80,-0.5) -201 -144 -172 (-2250,424) Gross 59 (36.76,-50,-0.5) -150 -160 -155 (-2250,424) Gross 60 (41.55,-108.8,-0.5) -411 122 -145 (-2250,424) Gross 61 (45.18,-22.62,-0.6639) -326 64.5 -143 (-2250,424) Gross "Centroid" indicates the section centroid In X,Y,Z coordinates. "Conc. Limits" Indicates the minimum and maximum allowable concrete stresses; "-" Indicates that no stress limit was calculated. Rebar stresses are not calculated in the Gross Section stress calculation "Rebar Limits" indicates the maximum allowable reinforcement tensile stresses; "-" indicates that no stress limit was calculated; if two values are reported the first value is for the top bar and the second is for the bottom bar "Calc." indicates the type of calculation used to determine the stresses. Engineers Northwest, Inc. P.S. Service LC: Design Section Stresses 38 Engineers Northwest -1st.floor- Monday April 28, 2003 Service LC: Design Section Stresses - Continued (2) # Centroid • Conc. Top Conc. Bot. Conc. Cent. Conc Limits Rebar Top Rebar Bot. Rebar Limits Calc. (fit) (Psi) (Psi) (Psi) (Psi) (ksl) (ksl) (ksi) 62 (45.18,-5.157,-0.9167) -176 -59.3 -118 (-2250,424) Gross 63 (45.76,-128.8,-0.5) -233 -13.9 -123 (-2250,424) Gross 64 (47.78,-80,-0.5) -159 -219 -189 (-2250,424) Gross 65 (47.78,-50,-0.5) -125 -190 -158 (-2250,424) Gross 66 (53.71,-78.74,-0.5) -85.9 -238 -162 (-2250,424) Gross 67 (54.02,-73.96,-0.5) -81.9 -133 -108 (-2250,424) Gross 68 (54.48,-81.27,-0.5) 200 -585 -193 (-2250,424) Gross 69 (58.44,-111.2,-0.5) 6.95 -301 -147 (-2250,424) Gross 70 (58.35,-22.62,-0.6639) 157 -460 -132 (-2250,424) Gross 71 (58.35,-5.281,-0.9167) -32.8 -202 -117 (-2250,424) Gross 72 (58.57,-95.04,-0.5) -295 -5.7 -150 (-2250,424) - - Gross 73 (58.6,-108.8,-0.5) 23.2 -313 -145 (-2250,424) Gross 74 (58.63,-128.8,-0.5) -0.413 -269 -135 (-2250,424) Gross 75 (58.66,-108,8,-0.5) 269 -512 -122 (-2250,424) Gross 76 (59.63,-21.16,-0.5) 132 -427 -147 (-2250,424) - - Gross 77 (59.71,-48.78,-0.5) 295 -638 -172 (-2250,424) - - Gross 78 (59.82,-34.99,-0.5) -386 77.8 -154 (-2250,424) - Gross 79 (60.14,-18,73,-0.8967) -190 -122 -147 (-2250,424) Gross 80 (60.14,-10.83,-0.9167) -93.1 -196 -144 (-2250,424) Gross 81 (60.14,-1.353,-0.9167) -157 -99.5 -128 (-2250,424) Gross 82 (60.63,-133.7,-0.5) 18 -299 -141 (-2250,424) Gross 83 (60.67,-122.5,-0.5) -240 -50.2 -145 (-2250,424) Gross 84 (61.34,-108.8,-0.5) 199 -427 -114 (-2250,424) Gross 85 (61.37,-131,-0.5) 128 -321 -96.8 (-2250,424) Gross 86 (61.65,-22.62,-0.6639) 181 -473 -125 (-2250,424) Gross 87 (61.65,-5.281,-0.9167) -38.4 -196 -117 (-2250,424) Gross 88 (66.25,-81.31,-0.5) 159 -464 -152 (-2250,424) Gross 89 (66.25,-78.7,-0.5) 32.2 -268 -118 (-2250,424) Gross 90 (66.25,-68.88,-0.5) -124 -70.5 -97.1 (-2250,424) Gross 91 (66.25,-60.85,-0.5) -124 -77.2 -100 (-2250,424) Gross 92 (68.02,-136.2,-0.5) 55.8 -425 -185 (-2250,424) Gross 93 (70.53,-50,-0.5) 211 -301 -45.4 (-2250,424) Gross 94 (70.61,-80,-0.5) 180 -294 -56.9 (-2250,424) Gross 95 (74.92,-22.62,-0.5878) -290 110 -124 (-2250,424) Gross 96 (75.01,-5.203,-0.9167) -190 -65.3 -128 (-2250,424) Gross 97 (75.61,-133.5,-0.5) -217 57.1 -79.8 (-2250,424) Gross 98 (75.59,-108.8,-0.5) -173 -33.8 -103 (-2250,424) Gross 99 (85.25,-80,-0.5) -179 60.8 -59.1 (-2250,424) Gross 100 (85.25,-50,-0.5) -185 65.2 -59.8 (-2250,424) Gross 101 (85.4,-81.27,-0.5) 24.6 -297 -136 (-2250,424) Gross 102 (85.4,-78,8,-0.5) 14.9 -291 -138 (-2250,424) Gross 103 (85.4,-65,04,-0.5) -231 -68.3 -150 (-2250,424) Gross 104 (85.4,-51.17,-0.5) 48 -342 -147 (-2250,424) Gross 105 (85.4,-48.64,-0.5) 64.9 -356 -146 (-2250,424) Gross 106 (88.39,-133.5,-0.5) 214 -372 -79.1 (-2250,424) Gross 107 (88.37,-22.62,-0.5878) 176 -508 -108 (-2250,424) Gross 108 (88.55,-108.8,-0.5) 72.8 -267 -97.1 (-2250,424) Gross 109 (88.46,-5.281,-0.9167) -58.5 -192 -125 (-2250,424) - Gross 110 (89.67,-141.1,-0.5) -146 -157 -152 (-2250,424) Gross 111 (89.87,-34.99,-0.5) -296 1.16 -148 (-2250,424) Gross 112 (89.86,-21.16,-0.5) -79.2 -219 -149 (-2250,424) - Gross 113 (89.86,-18.75,-0.5) -104 -203 -153 (-2250,424) Gross 114 (89.86,-10.85,-0.9167) -68.8 -235 -152 (-2250,424) - Gross 115 (89.86,-1.368,-0.9167) -181 -113 -147 (-2250,424) Gross 116 (90.64,-138.8,-0.5) -82 -221 -152 (-2250,424) Gross 117 (90.64,-111.2,-0.5) 23.4 -297 -137 (-2250,424) Gross 118 (90.64,-1(18.7,-0.5) 53.7 -322 -134 (-2250,424) Gross 119 (90.68,-125,-0.5) -168 -100 -134 (-2250,424) Gross 120 (90.68,-95.04,-0.5) -234 -35.1 -134 (-2250,424) Gross 121 (91.37,-108.8,-0.5) 102 -290 -94.1 (-2250,424) Gross 122 (91.46,-133.5,-0.5) 230 -383 -76.4 (-2250,424) Gross "Centroid" indicates the section centroid in X,Y,Z coordinates. "Conc. Limits" indicates the minimum and maximum allowable concrete stresses; "-" indicates that no stress limit was calculated. Rebar stresses are not calculated In the Gross Section stress calculation 'Rebar Limits" indicates the maximum allowable reinforcement tensile stresses; ' -" indicates that no stress limit was calculated; if two values are reported the first value is for the top bar and the second Is for the bottom bar "Calc." indicates the type of calculation used to determine the stresses. �wiS��S..•'... .._ ... i�tA�;11', �'i�-'i:a,AiiS'SY'i f��.�'s�u��{;:,{ Engineers Northwest, Inc. P.S. Service LC: Design Section Stresses 39 Engineers Northwest- lst.tloor- MondayApril28, 2003 Service LC: Design Section Stresses - Continued (3) # Centroid Conc. Top Conc. Bot Conc. Cent Conc Umits Rebar Top Reber Bot Rebar Umits Calc. (feet) (PO (Psi) (psi) (Psi) (ksi) (ksi) (ksi) 123 (91.67,-22.62,-0.5878) 188 -516 -104 (-2250,424) Gross 124 (91.67,-5.373,-0.9167) -48.6 -195 -122 (-2250,424) Gross 125 (100.6,50,-0.5) 192 -332 -70.1 (-2250,424) Gross 126 (100.6,-80,-0.5) 190 -316 -63.3 (-2250,424) Gross 127 (105.3,-22.62,-0.5878) -270 146 -97.3 (-2250,424) Gross 128 (105.3,-5.51,-0.9167) -184 -52 -118 (-2250,424) Gross 129 (105.8,-133.5,-0.5) -246 79.7 -83.1 (-2250,424) Gross 130 (105.8,-108.8,-0.5) -168 3.57 -82.2 (-2250,424) Gross 131 (109,-78.8,-0.5) 19.8 -267 -123 (-2250,424) Gross 132 (109.1,-65.04,-0.5) -163 -76.9 -120 (-2250,424) Gross 133 (117,-81.19,-0.5) 144 -447 -152 (-2250,424) Gross 134 (117.2,-51.25,-0.5) -23 -287 -155 (-2250,424) Gross 135 (117.2,-48.64,-0.5) 184 -517 -167 (-2250,424) Gross 136 (118.6,-133.5,-0.5) 129 -298 -84.9 (-2250,424) Gross 137 (118.5,-22.62,-0.5878) 208 -498 -84.9 (-2250,424) Gross 138 (118.5,-5.203,-0.9167) -89.4 -154 -122 (-2250,424) Gross 139 (118.6,-108.8,-0.5) 166 -315 -74.5 (-2250,424) Gross 140 (120.2,-141.1,-0.5) -135 -194 -165 (-2250,424) Gross 141 (120.1,-34.99,-0.5) -313 -8.95 -161 (-2250,424) Gross 142 (120.2,-125,-0.5) -347 12.2 -168 (-2250,424) Gross 143 (120.1,-18.73,-0.6892) -202 -122 -163 (-2250,424) Gross 144 (120.1,-10.83,-0.9167) -94.7 -235 -165 (-2250,424) Gross 145 (120.1,-1.353,-0.9167) -201 -124 -162 (-2250,424) Gross 146 (120.2,-21.22,-0.5) -57.7 -261 -159 (-2250,424) Gross 147 (120.3,-138.8,-0.5) -90.1 -255 -172 (-2250,424) Gross 148 (120.3,-111.2,-0.5) 108 -429 -161 (-2250,424) Gross 149 (120.3,-108.7,-0.5) 65.8 -378 -156 (-2250,424) Gross 150 (120.3,-94.96,-0.5) -265 -49.6 -157 (-2250,424) Gross 151 (121.4,-108.8,-0.5) 176 -324 -74.3 (-2250,424) Gross 152 (121.5,-132.1,-0.5) 76.5 -265 -94.3 (-2250,424) Gross 153 (121.5,-22.62,-0.5973) 202 -477 -84.4 (-2250,424) - Gross 154 (121.5,5.235,-0,9167) -23.6 -212 -118 (-2250,424) Gross 155 (124.4,-57.81,-0.5) -167 -185 -176 (-2250,424) Gross 156 (130,-50,-0.5) -44 -83.5 -63.8 (-2250,424) Gross 157 (130.1,-80,-0.5) -13.8 -75.6 -44.7 (-2250,424) Gross 158 (134.7,-108.8,-0.5) -189 31.2 -78.8 (-2250,424) Gross 159 (134.8,-132.1,-0.5) -227 49.1 -88.7 (-2250,424) - Gross 160 (134.8,-80,-0.5) -100 10.3 -44.8 (-2250,424) - Gross 161 (135,-78.86,-0.5) 196 -405 -104 (-2250,424) - Gross 162 (135,-65.04,-0.5) -272 63 -105 (-2250,424) Gross 163 (135,-50,-0.5) -139 10.3 -64.4 (-2250,424) Gross 164 (135,-5.249,-0.9167) -151 -50.6 -101 (-2250,424) - Gross 165 (135.1,-22.62,-0.6639) -255 102 -87.7 (-2250,424) Gross 166 (139.9,-80,-0.5) 1.88 -95.3 -46.7 (-2250,424) Gross 167 (139.9,50,-0.5) -24.8 -104 -64.6 (-2250,424) Gross 168 (148.4,-81.19,-0.5) 208 -510 -151 (-2250,424) Gross 169 (148.5,-125,-0.5) -345 99.8 -122 (-2250,424) Gross 170 (148.4,-5.157,-0.9167) 2.53 -183 -90.5 (-2250,424) - Gross 171 (148.6,-138.8,-0.5) 38.8 -266 -113 (-2250,424) Gross 172 (148.6,-94.96,-0.5) -358 44.2 -157 (-2250,424) - Gross 173 (148.6,-132.1,-0.5) 84.9 -262 -88.6 (-2250,424) Gross 174 (148.5,-22.62,-0.6639) 253 -484 -92.7 (-2250,424) Gross 175 (148.6,-111.3,-0.5) 212 -459 -124 (-2250,424) ( Gross 176 (148.6,-108.7,-0.5) 174 -450 -138 (-2250,424) - Gross 177 (148.6,-108.8,-0.5) 190 -343 -76.5 (-2250,424) - Gross 178 (148.7,-141.2,-0.5) -55.7 -167 -111 (-2250,424) Gross 179 (148.7,-51.32,-0.5) -3.23 -312 -158 (-2250,424) Gross 180 (148.7,-48.71,-0.5) 207 -535 -164 (-2250,424) Gross 181 (148.7,35.04,-0.5) -398 85 -156 (-2250,424) Gross 182 (148.9,-18.64,-0.7032) -26.4 -240 -132 (-2250,424) Gross 183 (148.9,-10.74,-0.9167) -118 -154 -136 (-2250,424) Gross "Centroid" indicates the section centroid in X,Y,Z coordinates. "Conc. Limits" indicates the minimum and maximum allowable concrete stresses; "-" Indicates that no stress limit was calculated. Rebar stresses are not calculated in the Gross Section stress calculation "Rebar Limits" indicates the maximum allowable reinforcement tensile stresses;'-" indicates that no stress limit was calculated; if two values are reported the first value is for the top bar and the second Is for the bottom bar "Calc." indicates the type of calculation used to determine the stresses. F Engineers Northwest, Inc. P.S. Service LC: Design Section Stresses 40 %?.ifsT+2C:`;'•'°,,w11 �i i.tif7iJ:+t'!T;`�i`ctl'atA.�f:g•�.yvnwrr.°aa.,.'�c,n., r...+, ,...,_... +.ver. wwutw�aau�� Engineers Northwest -1st.floor- Monday April 28, 2003 Service LC: Design Section Stresses - Continued (4) Centroid Conc. Top Conc. Bot Conc. Cent. Conc Limits Rebar Top Rebar Bot. Rebar Limits Calc. (feet) (Psi) (Psi) (fes) (Psi) ( ) (kal) (ksI) 184 (148.9,-1.261,-0.9167) -138 -109 -123 (-2250,424) Gross 185 (149,-21.15,-0.5) 146 -413 -133 (-2250,424) Gross 186 (151.3,56.42,-0.5) -133 -196 -164 (-2250,424) Gross 187 (151.4,-108.8,-0.5) 216 367 -75.4 (-2250,424) Gross 188 (151.4,-133.5,-0.5) 192 -364 -86 (-2250,424) Gross 189 (151.5,-80,-0.5) 260 -412 -76.2 (-2250,424) Gross 190 (151.5,-22.62,-0.5878) 350 -728 -97.3 (-2250,424) Gross 191 (151.5,-50,-0.5) 247 -430 -91.6 (-2250,424) Gross 192 (151.5,-5.249,-0.9167) 120 -301 -90.5 (-2250,424) Gross 193 (156.6,-65.19,-0.5) -20 -191 -106 (-2250,424) Grose 194 (157.2,-80,-0.5) -81.7 -64.5 -73.1 (-2250,424) Gross 195 (157.2,-103.9,-0.5) -133 -99 -116 (-2250,424) Grose 196 (157.2,-50,-0.5) -106 -68.3 -87.2 (-2250,424) Gross 197 (157.3,-134.2,-0.5) -174 -18.2 -96.1 (-2250,424) Gross 198 (157.4,-5.157,-0.9167) -137 -49.9 -93.6 (-2250,424) Gross 199 (157.4,-22.62,-0.5878) -255 115 -101 (-2250,424) Gross 200 (172.7,-133.5,-0.5) -95.9 -56.9 -76.4 (-2250,424) Gross 201 (172.7,-108.8,-0.5) -136 -54.4 -95.2 (-2250,424) Gross 202 (172.9,-80,-0.5) -109 -26.1 -67.7 (-2250,424) Gross 203 (173.1,-50,-0.5) -92.7 -50 -71.4 (-2250,424) - - Gross 204 (173.3,-5.19,-0.9167) -90 -148 -119 (-2250,424) Gross 205 (173.4,-22.62,-0.5878) -190 13.1 -106 (-2250,424) Gross 206 (178.6,-108.8,-0.5) 244 -442 -98.6 (-2250,424) Gross 207 (178.7,-133.5,-0.5) 342 -492 -74.9 (-2250,424) Gross 208 (178.7,-80,-0.5) 220 -353 -66.5 (-2250,424) Gross 209 (178.6,5.144,-0.9167) 70.3 -323 -126 (-2250,424) Gross 210 (178.6,-22.62,-0.5878) 383 -795 -105 (-2250,424) Gross 211 (178.7,-50,-0.5) 252 -389 -68.6 (-2250,424) Gross 212 (180.9,-65.19,-0.5) -198 -105 -152 (-2250,424) Gross 213 (181,-138.7,-0.5) -78 -228 -153 (-2250,424) Gross 214 (181,-111.2,-0.5) 29.5 -309 -140 (-2250,424) Gross 215 (181,-108.7,-0.5) 64.3 -336 -136 (-2250,424) Gross 216 (181.1,-125,-0.5) -144 -134 -139 (-2250,424) Gross 217 (181,-81.25,-0.5) 89.8 -364 -137 (-2250,424) - Gross 218 (181,-78.84,-0.5) 83.9 -360 -138 (-2250,424) Gross 219 (181.1,-94.89,-0.5) -265 -9.06 -137 (-2250,424) Gross 220 (181,51.24,-0.5) 108 -393 -142 (-2250,424) - Gross 221 (181,-48.75,-0.5) 155 -440 -143 (-2250,424) Gross 222 (181,-21.16,-0.5) -41.1 -244 -142 (-2250,424) Gross 223 (181,-18.75,-0.5) -66 -225 -146 (-2250,424) Gross 224 (181,-10.84,-0.9167) -57.7 -261 -159 (-2250,424) Gross 225 (181,-1.364,-0.9167) -171 -137 -154 (-2250,424) Gross 226 (181.1,35.03,-0.5) -316 29.7 -143 (-2250,424) Gross 227 (181.3,-133.5,-0.5) 286 -441 -77.3 (-2250,424) Gross 228 (181.3,-80,-0.5) 170 -304 -67 (-2250,424) Gross 229 (181.3,-108.8,-0.5) 171 -374 -101 (-2250,424) Gross 230 (181.4,50,-0.5) 195 -331 -67.9 (-2250,424) Gross 231 (181.4,5.19,-0.9167) 20.2 -282 -131 (-2250,424) Gross 232 (181.5,-141.2,-0.5) -152 -157 -154 (-2250,424) - Gross 233 (181.5,-22.62,-0.5878) 324 -717 -108 (-2250,424) Gross 234 (194.8,-133.5,-0.5) -205 43.9 -80.3 (-2250,424) - Gross 235 (194.8,-108.8,-0.5) -157 -52.7 -105 (-2250,424) Gross 236 (194.7,5.111,-0.9167) -168 -98.1 -133 (-2250,424) Gross 237 (194.7,-22.62,-0.5878) -284 119 -117 (-2250,424) Gross 238 (194.8,-80,-0.5) -124 -5.02 -64.5 (-2250,424) Gross 239 (194.8,50,-0.5) -140 25.7 -56.9 (-2250,424) Gross 240 (201.6,-65.04,-0.5) -85.1 -139 -112 (-2250,424) Gross 241 (201.7,-78.91,-0.5) -64.2 -199 -131 (-2250,424) Gross 242 (202.3,-136.2,-0.5) 37.1 -386 -174 (-2250,424) Gross 243 (208.5,-80,-0.5) 67.9 -195 -63.7 (-2250,424) Gross 244 (208.6,-131,-0.5) 93 -298 -102 (-2250,424) Gross "Centroid" indicates the section centroid in X,Y,Z coordinates. "Conc. Limits" Indicates the minimum and maximum allowable concrete stresses;'-" indicates that no stress limit was calculated. Rebar stresses are not calculated In the Gross Section stress calculation "Rebar Limits" indicates the maximum alk, able reinforcement tensile stresses; "-" indicates that no stress limit was calculated; If two values are reported the first value is for the top bar and the second is for the bottom bar "Calc." Indicates the type of calculation used to determine the stresses. F7 Engineers Northwest, Inc. P.S. Service LC: Design Section Stresses 41 u, : ytF11EhP� ? a'?F_i).i dt4i � { 1.SY:t frt�SF S»,pltl Engineers Northwest - lst.floor- Monday April 28, 2003 Service LC: Design Section Stresses - Continued (5) # Centroid Conc. Top Conc. Bot. Conc. Cent. Conc Limits Rebar Top Rebar Bot. Rebar Limits Cals. (feet) (Psi) (Psi) (psl) (Psi) (ksi) (ksi) (ksi) 245 (208.5,-50,-0.5) 108 -203 -47.5 (-2250,424) Gross 246 (208.6,-22.62,-0.5878) 187 -563 -124 (-2250,424) Gross 247 (208.7,-108.8,-0.5) 175 -401 -113 (-2250,424) Gross 248 (208.6,-5.144,-0.9167) -87.8 -165 -127 (-2250,424) Gross 249 (209.5,-21.17,-0.5) 27.2 -329 -151 (-2250,424) Gross 250 (209.8,-48.65,-0.5) 182 -510 -164 (-2250,424) Gross 251 (209.8,-34.99,-0.5) -369 56.7 -156 (-2250,424) Gross 252 (210.1,-18.73,-0.6891) -135 -170 -152 (-2250,424) Gross 253 (210.1,-10.83,-0.9167) -92.9 -202 -148 (-2250,424) Gross 254 (210.1,-1.353,-0.9167) -156 -112 -134 (-2250,424) Gross 255 (211,-22.62,-0.5878) 233 -646 -132 (-2250,424) Gross 256 (211.1,-5.066,-0.9167) -31.3 -225 -128 (-2250,424) Gross 257 (211.2,-128.8,-0.5) 29.8 -317 -144 (-2250,424) Gross 258 (211.3,-108.8,-0.5) 296 -537 -120 (-2250,424) Gross 259 (211.9,-133.8,-0.5) -5.09 -263 -134 (-2250,424) Gross 260 (211.9,-122.5,-0.5) -212 -114 -163 (-2250,424) Gross 261 (211.9,-111.3,-0.5) -85.5 -238 -162 (-2250,424) Gross 262 (211.9,-108.7,-0.5) -60.5 -257 -159 (-2250,424) Gross 263 (211.9,-95.04,-0.5) -268 -53.5 -161 (-2250,424) Gross 264 (214.3,-81.32,-0.5) 77.1 -400 -162 (-2250,424) Gross 265 (222,-80,-0.5) -137 -222 -179 (-2250,424) Gross 266 (222.1,-50,-0.5) -124 -188 -156 (-2250,424) Gross 267 (225,-5.249,-0.9167) -206 -66.4 -136 (-2250,424) Gross 268 (225.1,-22.62,-0.6639) -349 92.2 -142 (-2250,424) Gross 269 (227.6,-78.88,-0.5) 102 -317 -107 (-2250,424) Gross 270 (227.6,-51.31,-0.5) 54.9 -313 -129 (-2250,424) Gross 271 (227.9,-64.58,-0.5) -145 -81.3 -113 (-2250,424) Gross 272 (228.9,-128.8,-0.5) -259 -19.3 -139 (-2250,424) Gross 273 (228.9,-108.8,-0.5) -415 139 -138 (-2250,424) Gross 274 (233.8,-80,-0.5) -203 -127 -165 (-2250,424) Gross 275 (233.8,-50,-0.5) -162 -146 -154 (-2250,424) Gross 276 (238.6,-128.8,-0.5) -90.8 -171 -131 (-2250,424) Gross 277 (238.8,-5.281,-0.9167) -33.8 -231 -132 (-2250,424) Gross 278 (238.8,-22.62,-0.6639) 180 -541 -158 (-2250,424) Gross 279 (239.5,-21.23,-0.5) 128 -437 -155 (-2250,424) Gross 280 (239.6,-18.73,-0.9167) -209 -108 -159 (-2250,424) Gross 281 (239.6,-10.83,-0.9167) -125 -197 -161 (-2250,424) - Gross 282 (239.6,-1.353,-0.9167) -179 -145 -162 (-2250,424) Gross 283 (241.2,-5.19,-0.9167) 69.1 -351 -141 (-2250,424) Gross 284 (241.4,-128.8,-0.5) -64.8 -224 -144 (-2250,424) Gross 285 (241.3,-22.62,-0.6639) 192 -576 -168 (-2250,424) Gross 286 (241.4,-48.56,-0.5) 156 -425 -135 (-2250,424) Gross 287 (241.4,-34.99,-0.5) -362 54.5 -154 (-2250,424) Gross 288 (243.4,-122.5,-0.5) -236 -70.4 -153 (-2250,424) - Gross 289 (243.4,-133.8,-0.5) -74 -158 -116 (-2250,424) Gross 290 (243.4,-111.2,-0.5) -34.9 -283 -159 (-2250,424) Gross 291 (243.4,-108.7,-0.5) -19 -291 -155 (-2250,424) Gross 292 (243.4,-95.04,-0.5) -276 -22 -149 (-2250,424) Gross 293 (245.1,-80,-0.5) -174 -135 -154 (-2250,424) Gross 294 (245.2,-108.8,-0.5) 137 -435 -149 (-2250,424) Gross 295 (245.1,-50,-0.5) -155 -146 -150 (-2250,424) Gross 296 (245.6,-81.3,-0.5) 136 -407 -135 (-2250,424) Gross 297 (245.6,-78.81,-0.5) 120 -389 -134 (-2250,424) Gross 298 (245.6,-51.31,-0.5) 131 -419 -144 (-2250,424) Gross 299 (245.9,-65.04,-0.5) -238 -65.6 -152 (-2250,424) Gross 300 (247.8,-108.8,-0.5) 26.1 -331 -153 (-2250,424) Gross 301 (247.8,-80,-0.5) -153 -165 -159 (-2250,424) Gross 302 (247.9,-50,-0.5) -135 -175 -155 (-2250,424) Gross 303 (253.9,-5.327,-0.9167) -289 -77.5 -183 (-2250,424) Gross 304 (253.9,-22.62,-0.6639) -383 90.1 -161 (-2250,424) Gross 305 (257.6,-128.8,-0.5) -205 -132 -168 (-2250,424) Gross "Centroid" Indicates the section centroid in X,Y,Z coordinates. "Conc. Limits" indicates the minimum and maximum allowable concrete stresses; "-" indicates that no stress limit was calculated. Rebar stresses are not calculated in the Gross Section stress calculation "Rebar Limits" indicates the maximum allowable reinforcement tensile stresses; '-" indicates that no stress limit was calculated; if two values are reported the first value is for the top bar and the second is for the bottom bar "Calc." Indicates the type of calculation used to determine the stresses. Engineers Northwest, Inc. P.S. Service LC: Design Section Stresses 42 ;TM ?,,x;hws ;, 5rr::; yt; : er;aax r?aN.' tx*; i :":�Gtv!.:SMv.Stt':"1r•;7�;Nys���aQM.lt4�":'4A!r:i�ra!:w+w 7 Engineers Northwest -1stiloor- Monday April 28, 2003 Service LC: Design Section Stresses - Continued (6) # Centroid Conc. Top Conc. Bot Conc. Cent. Conc Limits Rebar Top Rebar Bot Rebar Limits Calc. (feet) (Psi) (Psi) (Psi) (Psi) (ksi) (ksi) (ksi) 306 (257.8,-108.8,-0.5) -38.5 -256 -147 (-2250,424) Gross 307 (258,-80,-0.5) -57.5 -257 -157 (-2250,424) Gross 308 (258,-50,-0.5) -114 -183 -149 (-2250,424) Gross 309 (261.7,-18.64,-0.9167) -289 4.01 -143 (-2250,424) Gross 310 (261.7,-10.74,-0.9167) -71.8 -228 -150 (-2250,424) Gross 311 (261.7,-1.261,-0.9167) -181 -138 -159 (-2250,424) Gross 312 (268.5,-5.235,-0.9167) -267 -57.1 -162 (-2250,424) Gross 313 (268.5,-22.62,-0.6639) 15.1 -370 -165 (-2250,424) Gross 314 (268.6,-50,-0.5) 77.2 -371 -147 (-2250,424) Gross 315 (268.7,-128.8,-0.5) -10.2 -323 -167 (-2250,424) Gross 316 (268.6,-21.3,-0.6875) -1.33 -330 -161 (-2100,-) Gross 317 (268.6,-80,-0.5) -60.7 -255 -158 (-2250,424) Gross 318 (268.7,-108.8,-0.5) -52.1 -231 -142 (-2250,424) Gross 319 (270.3,-35.16,-0.7131) -346 26.1 -159 (-2100,-) Gross 320 (270.3,-78.69,-0.6239) -25.8 -280 -138 (-2100,-) Gross 321 (270.5,-51.21,-0.7173) 97.4 -369 -139 (-2100,-) Gross 322 (270.6,-48.52,-0.7184) 96.5 -368 -139 (-2100,-) Gross 323 (270.7,-94.99,-0.6304) -182 -129 -159 (-2100,-) Gross 324 (270.7,-81.38,-0.6296) -22.7 -285 -139 (-2100,-) Gross 325 (270.7,-65.08,-0.6288) -172 -144 -160 (-2100,-) Gross 326 (270.8,-108.7,-0.6324) -82.3 -207 -138 (-2100,-) Gross 327 (270.9,-111.2,-0.6338) -87.9 -208 -142 (-2100,-) Gross 328 (271,-133.9,-0.7248) -136 -185 -161 (-2100,-) Gross 329 (271,-122.5,-0.6366) -162 -168 -165 (-2100,-) Gross 330 (271,-80.16,-0.5) 71.1 -407 -168 (-2100,-) Gross 331 (271.1,-128.6,-0.7787) -58.4 -27.2 -41.2 (-2100,-) Gross 332 (271.1,-108.8,-0.5) 79.9 -385 -153 (-2100,-) Gross 333 (271.1,-27.72,-0.9167) 103 -155 -25.9 (-2100,-) Gross 334 (271.4,50.06,-0.8948) -64.2 -213 -158 (-2100,-) Gross 335 (282.8,-80.16,-0.9167) -386 50.5 -168 (-2100,-) Gross 336 (282.9,-128.6,-0.9167) -125 72.6 -26.2 (-2100,-) Gross 337 (282.9,-108.8,-0.9167) -357 43.5 -157 (-2100,-) Gross 338 (282.9,-27.72,-0.9167) -121 103 -8.88 (-2100,-) Gross 339 (283.2,-50.06,-0.9167) -348 19.3 -164 (-2100,-) Gross 340 (289.5,-78.69,-0.9167) -325 -14.3 -169 (-2100,-) Gross 341 (289.5,-21.3,-0.9167) -163 -203 -183 (-2100,-) Gross 342 (289.6,-81.64,-0.9167) -256 -78.9 -167 (-2100,-) Gross 343 (289.7,-65.08,-0.9167) -122 -207 -164 (-2100,-) Gross 344 (289.7,-51.21,-0.9167) -294 -55.1 -175 (-2100,-) - Gross 345 (289.7,-48.26,-0.9167) -306 -42.9 -175 (-2100,-) Gross 346 (289.8,-35.16,-0.9167) -190 -125 -158 (-2100,-) Gross 347 (289.9,-133.8,-0.9167) -194 -184 -189 (-2100,-) - Gross 348 (290.1,-108.7,-0.9167) -358 -13.7 -186 (-2100,-) Gross 349 (290.1,-122.2,-0.9167) -128 -213 -171 (-2100,-) Gross 350 (290.3,-94.99,-0.9167) -120 -194 -157 (-2100,-) Gross 351 (295,-80.16,-0.9167) -163 -170 -167 (-2100,-) Gross 352 (295.1,-128.6,-0.9167) 0.8 -2.08 -0.638 (-2100,-) Gross 353 (295.1,-108.8,-0.9167) -165 -174 -170 (-2100,-) Gross 354 (295.1,-27.72,-0.9167) 17.6 -17.3 0.138 (-2100,-) Gross 355 (295.4,-50.06,-0.9167) -124 -159 -141 (-2100,-) Gross "Centroid" indicates the section centroid in X,Y,Z coordinates. "Conc. Limits" indicates the minimum and maximum allowable concrete stresses;'-" indicates that no stress limit was calculated. Rebar stresses are not calculated in the Gross Section stress calculation "Rebar Limits" indicates the maximum allowable reinforcement tensile stresses;'-" indicates that no stress limit was calculated; if two values are reported the first value is for the top bar and the second is for the bottom bar "Calc." indicates the type of calculation used to determine the stresses. Engineers Northwest, Inc. P.S. Service LC: Design Section Stresses 43 Factored LC: Design Section Summary Engineers Northwest-1st.floor- Monday April 28, 2003 Fid # As Top Controlling As bot Controlling As Shr Strp Spcg Controlling Status (sq. in.) (sq. In.) (sq. in.) (Inches) 1 0 0 0 inf OK 2 0 0 0 int OK 3 0 0 0 inf OK 4 0 0 0 Inf OK 5 0 0 0 inf OK 8 0 0 0 int OK 7 0 0 0 int OK 8 0 0 0 inf OK 9 0 0 0 inf OK 10 0 0 0 Inf OK 11 0 0 0 inf OK 12 0 0 0 inf OK 13 0 0 0 inf OK 14 0 0 0 inf OK 15 0 0 0 inf OK 16 0 0 0 inf OK 17 0 0 0 inf OK 18 0 0 0 inf OK 19 0 0 0 inf OK 20 0 0 0 inf OK 21 0 0 0 inf OK 22 0 0 0 inf OK 23 0 0 0 int OK 24 0 0 0 inf OK 25 0 0 0 inf OK 26 0 0 0 Int OK 27 0 0 0 inf OK 28 0 0 0 int OK 29 0 0 0 inf OK 30 0 0 0 int OK 31 0 0 0 inf OK 32 0 0 0 inf OK 33 0 0 0 inf OK 34 0 0 0 inf OK 35 0 0 0 inf OK 36 0 0 0 inf OK 37 0 0 0 inf OK 38 0 0 0 inf OK 39 0 0 0 inf OK 40 0 0 0 inf OK 41 0 0 0 inf OK 42 0.252 ACI 18.7 0 0 inf OK 43 0 0 0 inf OK 44 0 0 0 inf OK 45 0.483 ACI 18.7 0 0 inf OK 46 0 0 0 Int OK 47 0 0 0 int OK 48 0 0 0 inf OK 49 0.842 ACI 18.7 0 0 inf OK 50 1.21 ACI 18.7 0 0 Inf OK 51 0 0 0 inf OK 52 0 0 0 inf OK 53 0 0 0 inf OK 54 0 0 0 inf OK 55 0 0 0 inf OK 56 0 0 0 inf OK 57 0 0 0 inf OK 58 0 0 0 inf OK 59 0 0 0 int OK 60 0 0 0 inf OK 61 0 0 0 int OK 62 0 0 0 Int OK 63 0 0 0 inf OK 64 0 0 0 inf OK 65 0 0 0 inf OK 68 0 0 0 inf OK "Status" indicates whether Floor has found a feasible solution to satisfy the criteria selected for this section. Engineers Northwest, Inc. P.S. Factored LC: Design Section Summary 44 :JO Engineers Northwest - lst.floor- Monday April 28, 2003 Factored LC: Design Section Summary - Continued (2) Si As Top Controlling As Bot Controlling As Shr Strp Spcg Controlling Status (sq. In.) (sq.In.) (sq. In.) (inches) 67 0 0 0 inf OK 68 3.65 ACI 18.7 0 0 inf OK 69 0 0 0 int OK 70 0 0 0 int OK 71 0 0 0 inf OK 72 0 0 0 int OK 73 0 0 0 int OK 74 0 0 0 inf OK 75 2.12 ACI 18.7 0 0 int OK 76 1.83 ACI 18.7 0 0 int OK 77 5.28 ACI 18.7 0 0 inf OK 78 0 0 0 int OK 79 0 0 0 inf OK 80 0 0 0 inf OK 81 0 0 0 inf OK 82 0 0 0 inf OK 83 0 0 0 int OK 84 0.267 ACI 18.7 0 0 Int OK 85 0 0 0 inf OK 86 0 0 0 inf OK 87 0 0 0 int OK 88 0 0 0 int OK 89 0 0 0 inf OK 90 0 0 0 Int OK 91 0 0 0 inf OK 92 0 0 0 int OK 93 0 0 0 inf OK 94 0 0 0 int OK 95 0 0 0 inf OK 96 0 0 0 inf OK 97 0 0 0 inf OK 98 0 0 0 Int OK 99 0 0 0 inf OK 100 0 0 0 inf OK 101 0 0 0 int OK 102 0 0 0 inf OK 103 0 0 0 inf OK 104 0 0 0 inf OK 105 0 0 0 inf OK 106 2.04 ACI 18.7 0 0 inf OK 107 0 0 0 inf OK 108 0 0 0 inf OK 109 0 0 0 int OK 110 0 0 0 Int OK 111 0 0 0 inf OK 112 0 0 0 inf OK 113 0 0 0 inf OK 114 0 0 0 Int OK 115 0 0 0 inf OK 116 0 0 0 inf OK 117 0 0 0 inf OK 118 0 0 0 inf OK 119 0 0 0 inf OK 120 0 0 0 inf OK 121 0 0 0 inf OK 122 2.66 ACI 18.7 0 0 inf OK 123 0 0 0 inf OK 124 0 0 0 inf OK 125 0 0 0 inf OK 126 0 0 0 int OK 127 0 0 0 inf OK 128 0 3.19 ACI 18.7 0 int OK 129 0 0 0 inf OK 130 0 0 0 inf OK 131 0 0 0 inf OK 132 0 0 0 int OK "Status" indicates whether Floor has found a feasible solution to satisfy the criteria selected for thls section. Ft -.`11. Engineers Northwest, Inc. P.S. Factored LC: Design Section Summary 45 Engineers Northwest -1 st.floor- Monday April 28, 2003 Factored LC: Design Section Summary - Continued (3) FL -e -97- # ► -e -q7 # As Top Controlling As Bot Controlling As Shr Strp Spcg Controlling Status (sq. in.) (sq. in.) (sq. in.) (inches) 133 3.52 ACI 18.7 0 0 inf OK 134 0 0 0 inf OK 135 2.34 ACI 18.7 0 0 int OK 138 0.781 ACI 18.7 0 0 inf OK 137 0 0 0 Inf OK 138 0 0 0 Int OK 139 0 0 0 int OK 140 0 0 0 int OK 141 0 0 0 inf OK 142 0 0 0 Inf OK 143 0 0 0 inf OK 144 0 0 0 int OK 145 0 0 0 int OK 146 0 0 0 inf OK 147 0 0 0 int OK 148 0 0 0 inf OK 149 0 0 0 inf OK 150 0 0 0 Int OK 151 0 0 0 inf OK 152 0 0 0 Int OK 153 0 0 0 int OK 154 0 0 0 int OK 155 0 0 0 inf OK 156 0 0 0 Inf OK 157 0 0 0 int OK 158 0 0 0 int OK 159 0 0 0 inf OK 160 0 0 0 inf OK 161 1.44 ACI 18.7 0 0 inf OK 162 0 0.515 ACI 18.7 0 inf OK 163 0 0 0 int OK 164 0 0 0 Inf OK 165 0 0 0 int OK 166 0 0 0 Inf OK 167 0 0 0 int OK 168 0.86 ACI 18.7 0 0 Inf OK 169 0 0 0 inf OK 170 0 0 0 int OK 171 0 0 0 Int OK 172 0 0 0 inf OK 173 0 0 0 int OK 174 0 0 0 int OK 175 0 0 0 int OK 176 0 0 0 int OK 177 0 0 0 int OK 178 0 0 0 inf OK 179 0 0 0 int OK 180 0 0 0 inf OK 181 0 0 0 inf OK 182 0 0 0 int OK 183 0 0 0 int OK 184 0 0 0 inf OK 185 0 0 0 inf OK 186 0 0 0 int OK 187 0.417 ACI 18.7 0 0 inf OK 188 2 ACI 18.7 0 0 inf OK 189 0.903 ACI 18.7 0 0 inf OK 190 1.09 ACI 18.7 0 0.622 12 ACI 11.4 OK 191 1.09 ACI 18.7 0 0 int OK 192 0 0 0 inf OK 193 0 0 0 int OK 194 0 0 0 Inf OK 195 0 0 0 int OK 196 0 0 0 inf OK 197 0 0 0 int OK 198 0 0 0 Inf OK "Status" indicates whether Floor has found a feasible solution to satisfy the criteria selected for this section. Engineers Northwest, Inc. P.S. Factored LC: Design Section Summary 46 Engineers Northwest - lstfloor - Monday April 28, 2003 Factored LC: Design Section Summary - Continued (4) Ft-2-93 # As Top Controlling As Bot Controlling As Shr Shp Spcg Controlling Status (sq. in.) (sq. in.) (sq. In.) (inches) 199 0 0 0 Inf OK 200 0 0 0 Inf OK 201 0 0 0 Inf OK 202 0 0 0 int OK 203 0 0 0 Inf OK 204 0 0 0 Int OK 205 0 0 0 int OK 206 1.94 ACI 18.7 0 0 inf OK 207 4.08 ACI 18.7 0 0 inf OK 208 0.735 ACI 18.7 0 0 Inf OK 209 0 0 0 inf OK 210 1.96 ACI 18.7 0 0.622 12 ACI 11.4 OK 211 1.25 ACI 18.7 0 0 Int OK 212 0 0 0 Int OK 213 0 0 0 Int OK 214 0 0 0 inf OK 215 0 0 0 inf OK 216 0 0 0 inf OK 217 0 0 0 Int OK 218 0 0 0 int OK 219 0 0 0 inf OK 220 0 0 0 int OK 221 0 0 0 int OK 222 0 0 0 inf OK 223 0 0 0 inf OK 224 0 0 0 inf OK 225 0 0 0 inf OK 226 0 0 0 int OK 227 2.89 ACI 18.7 0 0 inf OK 228 0 0 0 Inf OK 229 0 0 0 inf OK 230 0 0 0 Inf OK 231 0 0 0 inf OK 232 0 0 0 int OK 233 1.1 ACI 18.7 0 0.622 12 ACI 11.4 OK 234 0 0 0 Inf OK 235 0 0 0 Int OK 236 0 0 0 Inf OK 237 0 0 0 Int OK 238 0 0 0 inf OK 239 0 0 0 int OK 240 0 0 0 inf OK 241 0 0 0 int OK 242 0 0 0 inf OK 243 0 0 0 inf OK 244 0 0 0 int OK 245 0 0 0 int OK 246 0 0 0.622 12 ACI 11.4 OK 247 0 0 0 inf OK 248 0 0 0 inf OK 249 0 0 0 Int OK 250 3.02 ACI 18.7 0 0 Inf OK 251 0 0 0 Inf OK 252 0 0 0 Int OK 253 0 0 0 Inf OK 254 0 0 0 inf OK 255 0.692 ACI 18.7 0 0.622 12 ACI 11.4 OK 256 0 0 0 Int OK 257 0 0 0 int OK 258 2.2 ACI 18.7 0 0 inf OK 259 0 0 0 inf OK 260 0 0 0 Int OK 261 0 0 0 int OK 262 0 0 0 int OK 263 0 0 0 inf OK 264 0 0 0 Int OK "Status" indicates whether Floor has found a feasible solution to satisfy the criteria selected for this section. Engineers Northwest, Inc. P.S. Factored LC: Design Section Summary 47 Engineers Northwest -1 st.floor - Monday April 28, 2003 Factored LC: Design Section Summary - Continued (5) ELF-9A- # L - k# As Top Controlling As Bot Controlling As Shr Strp Spcg Controlling Status (sq. In.) (sq. In.) (sq. in.) (inches) 265 0 0 0 inf OK 266 0 0 0 inf OK 267 0 0 0 inf OK 288 0 0 0 inf OK 269 0 0 0 inf OK 270 0 0 0 inf OK 271 0 0 0 inf OK 272 0 0 0 inf OK 273 0 0 0 inf OK 274 0 0 0 Inf OK 275 0 0 0 int OK 276 0 0 0 inf OK 277 0 0 0 Inf OK 278 0 0 0 inf OK 279 1.31 ACI 18.7 0 0 inf OK 280 0 0 0 inf OK 281 0 0 0 inf OK 282 0 0 0 int OK 283 0 0 0 inf OK 284 0 0 0 int OK 285 0 0 0 inf OK 286 0 0 0 Inf OK 287 0 0 0 inf OK 288 0 0 0 inf OK 289 0 0 0 Int OK 290 0 0 0 Int OK 291 0 0 0 Inf OK 292 0 0 0 inf OK 293 0 0 0 inf OK 294 0 0 0 inf OK 295 0 0 0 inf OK 296 3.92 ACI 18.7 0 0 int OK 297 3.67 ACI 18.7 0 0 Inf OK 298 3.59 ACI 18.7 0 0 inf OK 299 0 0 0 inf OK 300 0 0 0 Inf OK 301 0 0 0 int OK 302 0 0 0 inf OK 303 0 0 0 inf OK 304 0 0 0 inf OK 305 0 0 0 int OK 306 0 0 0 inf OK 307 0 0 0 inf OK 308 0 0 0 int OK 309 0 0 0 Int OK 310 0 0 0 Inf OK 311 0 0 0 int OK 312 0 0 0 inf OK 313 0 0 0 inf OK 314 0 0 0 int OK 315 0 0 0 inf OK 316 0 0 0 inf OK 317 0 0 0 int OK 318 0 0 0 inf OK 319 0 0 0 inf OK 320 0 0 0 inf OK 321 0 0 0 in! OK 322 0 0 0 int OK 323 0 0 0 inf OK 324 0 0 0 inf OK 325 0 0 0 inf OK 326 0 0 0 inf OK 327 0 0 0 inf OK 328 0 0 0 Inf OK 329 0 0 0 inf OK 330 0.057 ACI 18.7 0 0 inf OK "Status" indicates whether Floor has found a feasible solution to satisfy the criteria selected for this section. Engineers Northwest, Inc. P.S. Factored LC: Design Section Summary 48 Engineers Northwest -1st. floor - Monday April 28, 2003 Factored LC: Design Section Summary - Continued (6) # As Top Controlling As Bot Controlling As Shr Strp Spcg Controlling Status (sq. In) (sq. in.) (sq. in.) (Inches) 331 0.321 ACI 18.7 0 0 Inf OK 332 0 0 0 inf OK 333 1.51 ACI 18.7 0 0 inf OK 334 0 0 0 int OK 335 0 0 0 inf OK 336 0 1.94 ACI 18.7 0 Inf OK 337 0 0 0 inf OK 338 0 2.47 ACI 18.7 0 inf OK 339 0 0 0 Inf OK 340 0 0 0 inf OK 341 0 0 0 Inf OK 342 0 0 0 int OK 343 0 0 0 Int OK 344 0 0 0 inf OK 345 0 0 0 int OK 346 0 0 0 inf OK 347 0 0 0 inf OK 348 0 0 0 inf OK 349 0 0 0 inf OK 350 0 0 0 Inf OK 351 0 0 0 int OK 352 0 0.157 ACI 18.7 0 int OK 353 , 0 0 0 inf OK 354 0.188 ACI 18.7 0 0 inf OK 355 0 0 0 inf OK Fie "Status" Indicates whether Floor has found a feasible solution to satisfy the criteria selected for this section. Engineers Northwest, Inc. P.S. Factored LC: Design Section Summary 49 ..�`'41.'A• "Ct'.�1''. . iii`_ ."•pr"`�l Engineers Northwest -1 st.floor - Monday April 28, 2003 Factored LC: Design Section Stresses Ft.- # Centroid Conc. Top Conc. Bot. Conc. Cent. Conc Limits Rebar Top Rebar Bot. Rebar Limits Calc. (feet) (Pei) (Psi) (Psi) (Psi) (k) (ksi) (ksi) 1 (-1.258,-110.6,-0.5) 160 -159 0.257 (-,-) Gross 2 (-1.258,-79.31,-0.5) 160 -161 -0.286 (-,-) Gross 3 (1.21,-128.8,-0.5) 147 -96.8 25.2 (-,-) Gross 4 (1.203,-80,-0.5) 150 -137 6.26 (-,-) Gross 5 (1.311,-108.8,-0.5) 141 -121 9.72 (-,-) Gross 6 (1.277,-50,-0.5) 51.1 -26.1 12.5 (-,-) Gross 7 (1.523,-22.62,-0.6639) 291 -310 9.28 (-,-) Gross 8 (1.523,-5.373,-0.9167) 60.3 -61.7 -0.698 (-,-) Gross 9 (2.994,-122.4,-0.5) -523 525 0.99 (-,-) Gross 10 (2.994,-111.2,-0.5) 752 -743 4.62 (-,) Gross 11 (2.994,-108.7,-0.5) 760 -734 12.8 (-,-) Gross 12 (2.994,-94.97,-0.5) -668 708 20.4 (-,) Gross 13 (2.994,-81.27,-0.5) 835 -779 28 (-,-) Gross 14 (2.994,-78.75,-0.5) 820 -757 31.8 (-,-) Gross 15 (2.994,-65.04,-0.5) -551 619 33.7 (-,-) Gross 18 (5.626,-51.26,-0.5) 919 -816 51.3 (-,-) Gross 17 (5.626,-48.67,-0.5) 925 -831 47 (-,) Gross 18 (5.703,-35.01,-0.5) -806 879 36.5 (-,-) Gross 19 (7.334,-18.83,-0.9167) 429 -405 12.3 (-,-) Gross 20 (7.334,-10.92,-0.9167) -385 398 6.57 (-,-) - Gross 21 (7.334,-1.444,-0.9167) -110 111 0.869 (-,-) Gross 22 (7.47,-21.24,-0.5) 339 -307 15.9 (-,-) Gross 23 (7.737,-133.8,-0.5) 0.597 11.8 6.18 (-,-) Gross 24 (11.21,-108.8,-0.5) -530 553 11.4 (-,-) Gross 25 (11.41,-80,-0.5) -535 543 3.88 (-,-) Gross 26 (11.41,-50,-0.5) -619 648 14.7 (-,-) Gross 27 (14.7,-22.62,-0.6639) -745 874 13.6 (-,-) Gross 28 (14.7,-5.157,-0.9167) -843 813 -15 (-,-) Gross 29 (15.78,-128.8,-0.5) -522 576 26.9 (-,-) Gross 30 (15.78,-128.6,-0.5) -516 569 26.7 (-,-) Gross 31 (22.08,-108.8,-0.5) 787 -754 16.9 (-,-) Gross 32 (22.2,-80,-0.5) 568 -570 -0.805 (-,-) Gross 33 (22.2,-50,-0.5) 586 -577 4.43 (-,-) Gross 34 (24.89,-80,-0.5) 582 -577 2.77 (-,-) Gross 35 (24.89,-50,-0.5) 592 -579 6.35 (-,-) Gross 36 (25.01,-108.8,-0.5) 1020 -972 22.2 (-,-) Gross 37 (26.38,-111.3,-0.5) 728 -713 7.34 (-,-) Gross 38 (26.38,-108.8,-0.5) 763 -741 11.2 (-,-) Gross 39 (26.38,-95.04,-0.5) -704 736 15.7 (-,-) Gross 40 (28.18,-35.01,-0.5) -807 820 6.92 (-,-) Gross 41 (28.48,-122.5,-0.5) -639 651 6.05 (-,-) Gross 42 (28.52,-22.62,-0.6639) 815 -894 14 (-,-) Gross 43 (28.52,-5.235,-0.9167) 917 -853 31.9 (-;) Gross 44 (28.78,-128.8,-0.5) 799 -740 29.8 (-,-) Gross 45 (29.67,-81.19,-0.5) 986 -932 26.9 (-,-) Gross 46 (29.67,-78.74,-0.5) 904 -844 29.7 (-,-) Gross 47 (29.67,-65.04,-0.5) -619 673 26.9 (-,-) Gross 48 (29.67,-51.29,-0.5) 910 -858 26.3 (-,-) Gross 49 (29.67,-48.7,-0.5) 987 -945 20.9 (-,-) Gross 50 (29.66,-21.24,-0.5) 527 -525 1.05 (-,-) Gross 51 (29.98,-18.83,-0.9167) 468 -473 -2.53 (-,-) Gross 52 (29.98,-10.92,-0.9167) -400 395 -2.81 (-,-) Gross 53 (29.98,-1.444,-0.9167) -54.9 50.9 -1.99 (-,-) Gross 54 (30.63,-133.8,-0.5) 86.8 -81 2.92 (-,-) Gross 55 (31.32,-128.8,-0.5) 712 -627 42.3 (-,-) Gross 56 (31.54,-22.62,-0.6639) 749 -800 23.2 (-,-) Gross 57 (31.54,-5.235,-0.9167) 790 -703 43.6 (-,-) - Gross 58 (36.76,-80,-0.5) -590 577 -6.64 (-,-) Gross 59 (36.76,-50,-0.5) -513 508 -2.81 (-,-) Gross 60 (41.55,-108.8,-0.5) -838 902 32.2 (-,-) , Gross 61 (45.18,-22.62,-0.6639) -492 643 39.7 (-,-) - Gross "Centroid" indicates the section centroid in X,Y,Z coordinates. "Conc. Limits" Indicates the minimum and maximum allowable concrete stresses; "-' indicates that no stress limit was calculated. Rebar stresses are not calculated in the Gross Section stress calculation "Rebar Limits" indicates the maximum allowable reinforcement tensile stresses; ' -" indicates that no stress Amit was calculated; it two values are reported the first value is for the top bar and the second is for the bottom bar "Calc." indicates the type of oalculation used to determine the stresses. Engineers Northwest, Inc. P.S. Factored LC: Design Section Stresses 50 7r,-tvai'�+,tvr.+ntdnfAM.r�a,st+.n Engineers Northwest-1st.floor- Monday April 28, 2003 Factored LC: Design Section Stresses - Continued (2) # Centroid Conc. Top Conc. Bot Conc. Cent Conc Limits Reber Top Rebar Bot Rebar Limits Calc. (feet) (Psi) (Psi) (Psi) (Psi) (ksn (keo (ksl) 62 (45.18,-5.157,-0.9167) -557 630 36.5 (-,-) Gross 63 (45.76,-128.8,-0.5) -724 821 48.3 (-,-) Gross 64 (47.78,-80,-0.5) 515 -547 -15.7 (-,-) Gross 65 (47.78,-50,-0.5) 435 -454 -9.56 (-,-) Gross 66 (53.71,-78.74,-0.5) 419 -377 20.7 (-,-) Gross 87 (54.02,-73.96,-0.5) 53.2 -32.9 10.2 (-,-) Gross 68 (54.48,-81.27,-0.5) 1160 -1150 5.02 (-,-) - Gross 69 (58.44,-111.2,-0.5) 680 -665 7.3 (-,-) Gross 70 (58.35,-22.62,-0.6639) 774 -780 45.7 (-,-) Gross 71 (58.35,-5.281,-0.9167) 765 -624 70.7 (-,-) Gross 72 (58.57,-95.04,-0.5) -732 750 8.83 (-,-) Gross 73 (58.6,-108.8,-0.5) 683 -664 9.75 (-,-) Gross 74 (58.63,-128.8,-0.5) 924 -811 56.3 (-,-) - Gross 75 (58.66,-108.8,-0.5) 1230 -1140 44.8 (-,-) Gross 76 (59.63,-21.16,-0.5) 515 -523 -4.25 (-,-) - Gross 77 (59.71,-48.78,-0.5) 1170 -1210 -17.5 (-,-) - Gross 78 (59.82,-34.99,-0.5) -824 816 -3.55 (-,-) Gross 79 (60.14,-18.73;0.8967) 739 -436 -4.66 (-,-) Gross 80 (60.14,-10.83,-0.9167) -393 380 -6.32 (-,-) Gross 81 (60.14,-1.353,-0.9167) -45.8 41.9 -1.95 (-,-) Gross 82 (60.63,-133.7,-0.5) 145 -133 6.17 (-,-) Gross 83 (60.67,-122.5,-0.5) -609 624 7.55 (-,-) Gross 84 (61.34,-108.8,-0.5) 1100 -998 51.5 (-,-) Gross 85 (81.37,-131,-0.5) 839 -748 45.4 (-,-) Gross 86 (61.65,-22.62-0.6639) 806 -806 50.9 (-,-) Gross 87 (61.65,-5.281,-0.9167) 756 -600 77.7 (-;) Gross 88 (66.25,-81.31,-0.5) 1170 -1170 -0.304 (-,-) Gross 89 (66.25,-78.7,-0.5) 617 -590 13.6 (-,-) - Gross 90 (66.25,-68.88,-0.5) -142 211 34.7 (-,-) - Gross 91 (66.25,-60.85,-0.5) -133 196 31.3 (-,-) Gross 92 (68.02,-136.2,-0.5) 222 -216 3.37 (-,-) Gross 93 (70.53,-50,-0.5) 965 -764 100 (-,-) Gross 94 (70.61,-80,-0.5) 966 -756 106 (-,-) Gross 95 (74.92,-22.62,-0.5878) -534 907 63.6 (-,-) - Gross 96 (75.01,-5.203,-0.9167) -576 715 69.5 (-,-) Gross 97 (75.61,-133.5,-0.5) -541 619 38.6 (-,-) Gross 98 (75.59,-108.8,-0.5) -536 659 61.2 (-,-) Gross 99 (85.25,-80,-0.5) -692 872 90.2 (-,-) Gross 100 (85.25,-50,-0.5) -710 891 90.5 (-,-) Gross 101 (85.4,-81.27,-0.5) 612 -618 -2.26 (-,-) Gross 102 (85.4,-78.8,-0.5) 620 -621 -0.688 (-,-) Gross 103 (85.4,-65.04,-0.5) -516 544 13.9 (-,-) Gross 104 (85.4,51.17,-0.5) 653 -663 -4.9 (-,-) Gross 105 (85.4,-48.64,-0.5) 647 -664 -8.36 (-,-) Gross 106 (88.39,-133.5,-0.5) 849 -762 43.5 (-,-) Gross 107 (88.37,-22.62,-0.5878) 663 -741 80.5 (-,-) . Gross 108 (88.55,-108.8,-0.5) 802 -669 66.9 (-,-) Gross 109 (88.46,-5.281,-0.9167) 703 -570 66.3 (-,-) Gross 110 (89.67,-141.1,-0.5) 62.3 -62.5 -0.0985 (-,-) Gross 111 (89.87,-34.99,-0.5) -777 769 -4.08 (-,-) Gross 112 (89.86,-21.16,-0.5) 630 -629 0.697 (-;) Gross 113 (89.86,-18.75,-0.5) 476 -481 -2.36 (-,-) Gross 114 (89.86,-10.85,-0.9167) -372 376 2.11 (-,-) Gross 115 (89.86,-1.368,-0.9167) -55.9 53.7 -1.12 (-,-) Gross 116 (90.64,-138.8,-0.5) 188 -191 -1.23 (-,-) Gross 117 (90.64,-111.2,-0.5) 772 -770 0.939 (-,-) Gross 118 (90.64,-108.7,-0.5) 804 -797 3.36 (-,-) Gross 119 (90.68,-125,-0.5) -561 565 2.01 (-,-) Gross 120 (90.68,-95.04,-0.5) -696 698 1.25 (-,-) Gross 121 (91.37,-108.8,-0.5) -865 -726 69.5 (-,-) Gross 122 (91.46,-133.5,-0.5) 902 -810 46.3 (-,-) Gross "Centroid" indicates the section centroid in X,Y,Z coordinates. "Conc. Limits" indicates the minimum and maximum allowable concrete stresses; "-" indicates that no stress limit was calculated. Rebar stresses are not calculated in the Gross Section stress calculation "Rebar Limits" indicates the maodmum allowable reinforcement tensile stresses; "-" Indicates that no stress limit was calculated; if two values are reported the first value is for the top bar and the second is for the bottom bar "Calc." Indicates the type of calculation used to determine the stresses. Fc -f -R7 Engineers Northwest, Inc. P.S. Factored LC: Design Section Stresses 51 iJ,P,!(k(¢rN@fl?t">.:9:7:ittV.'rT��''++7/:Y`IYVa'iti:ix,-it:43iYE!"�Ni. W.k Engineers Northwest - lst. floor - Monday April 28, 2003 Factored LC: Design Section Stresses - Continued (3) ' , # Centroid Conc. Top Conc. Bot. Conc. Cerd. Conc Limits Rebar Top Rebar Bot Rebar Limits Cato. (fes) (Psi) (Psi) (Psi) (Psi) (ksi) NM) (ksi) 123 (91.67,-22.62,-0.5878) 695 -778 84.2 (-,-) Gross 124 (91.67,-5.373,-0.9167) 671 -533 69 (-,-) Gross 125 (100.6,50,-0.5) 984 -810 87.1 (-,-) Gross 126 (100.6,-80,-0.5) 944 -793 75.7 (-,-) Gross 127 (105.3,-22.62,-0.5878) -429 810 84.7 (-,-) Gross 128 (105.3,-5.51,-0.9167) -542 721 89.4 (-,-) Gross 129 (105.8,-133.5,-0.5) -570 671 50.3 (-,-) Gross 130 (105.8,-108.8,-0.5) -492 644 76.1 (-,-) Gross 131 (109,-78.8,-0.5) 706 -698 4.16 (-;) Gross 132 (109.1,-65.04,-0.5) -351 376 12.4 (-,-) Gross 133 (117,-81.19,-0.5) 972 -996 -11.9 (-,-) Gross 134 (117.2,-51.25,-0.5) 682 -680 0.888 (-,-) Gross 135 (117.2,-48.64,-0.5) 1070 -1100 -14 (-,-) Gross 136 (118.6,-133.5,-0.5) 747 -640 53.1 (-,-) Gross 137 (118.5,-22.62,-0.5878) 746 -817 97.4 (-,) Gross 138 (118.5,-5.203,-0.9167) 751 -592 79.3 (-,-) Gross 139 (118.6,-108.8,-0.5) 1000 -848 78.5 (-,-) - Gross 140 (120.2,-141.1,-0.5) 108 -108 0.0423 (-;) Gross 141 (120.1,-34.99,-0.5) -774 761 -6.2 (-,-) - Gross 142 (120.2,-125,-0.5) -829 837 3.98 (-,-) Gross 143 (120.1,-18.73,-0.6892) 385 -411 -2.33 (-,-) Gross 144 (120.1,-10.83,-0.9167) -402 399 -1.46 (-,-) - - Gross 145 (120.1,-1.353,-0.9167) -68.6 66.9 -0.872 (-,-) Gross 146 (120.2,-21.22,-0.5) 500 -502 -1 (-,-) - Gross 147 (120.3,-138.8,-0.5) 335 -329 3.44 (-,-) Gross 148 (120.3,-111.2,-0.5) 961 -959 0.79 (-,-) - Gross 149 (120.3,-108.7,-0.5) 873 -866 3.61 (-,-) Gross 150 (120.3,-94.96,-0.5) -685 677 -3.94 (-,-) Gross 151 (121.4,-108.8,-0.5) 1030 -875 78.4 (-,-) Gross 152 (121.5,-132.1,-0.5) 733 -609 61.9 (-,-) Gross 153 (121.5,-22.62,-0.5973) 745 -791 97.2 (-,) Gross 154 (121.5,-5.235,-0.9167) 774 -611 81.7 (-,-) Gross 155 (124.4,57.81,-0.5) 18 -1.53 8.25 (-,-) Gross 156 (130,-50,-0.5) 181 46.6 114 (-,-) Gross 157 (130.1,-80,-0.5) 167 1.93 84.5 (-;) Gross 158 (134.7,-108.8,-0.5) -532 687 77.4 (-,-) Gross 159 (134.8,-132.1,-0.5) -572 699 63.3 (-,-) Gross 160 (134.8,-80,-0.5) -38 207 84.4 (-,-) Gross 161 (135,-78.86;0.5) 758 -791 -16.3 (-,-) Gross 162 (135,-65.04,-0.5) -486 471 -7.26 (-,-) Gross 163 (135,-50,-0.5) -42.3 271 - 114 (-,-) Gross 164 (135,-5.249,-0.9167) -527 671 72.1 (-,-) Gross 165 (135.1,-22.62,-0.6639) -429 694 97.3 (-,-) Gross 166 (139.9,-80,-0.5) 207 -36.4 85.4 (-,-) Gross 167 (139.9,-50,-0.5) 202 23.6 113 (-,-) Gross 168 (148.4,-81.19,-0.5) 820 -835 -7.54 (-,-) Gross 169 (148.5,-125,-0.5) -739 741 1.34 (-,-) Gross 170 (148.4,5.157,-0.9167) 809 -652 78.4 (-,-) Gross 171 (148.6,-138.8,-0.5) 370 -364 2.64 (-,-) Gross 172 (148.6,-94.96,-0.5) -741 742 0.448 (-,-) Gross 173 (148.6,-132.1,-0.5) 715 -582 66.7 (-,-) Gross 174 (148,5,-22.62,-0.6639) 868 -770 100 (-,-) Gross 175 (148.6,-111.3,-0.5) 887 -886 0.301 (-,-) Gross 176 (148.6,-108.7,-0.5) 895 -886 4.29 (-,-) Gross 177 (148.6,-108.8,-0.5) 975 -829 72.7 (-,-) Gross 178 (148.7,-141.2,-0.5) 106 -106 0.244 (-,-) Gross 179 (148.7,51.32,-0.5) 562 -562 0.177 (-,-) Gross 180 (148.7,-48.71,-0.5) 944 -966 -10.9 (-,-) Gross 181 (148.7,-35.04,-0.5) -815 809 -3.08 (-,-) Gross 182 (148.9,-18.64,-0.7032) 486 -486 3.51 (-,-) - Gross 183 (148.9,-10.74,-0.9167) -375 368 -3.68 (-,-) Gross "Centroid" indicates the section centroid in X,Y,Z coordinates. "Conc. Limits" Indicates the minimum and maximum allowable concrete stresses; ' -" Indicates that no stress limit was calculated. Rebar stresses are not calculated in the Gross Section stress calculation "Rebar Limits" Indicates the maximum allowable reinforcement tensile stresses; "-" indicates that no stress limit was calculated; if two values are reported the first value is for the top bar and the second is for the bottom bar "Calc." indicates the type of calculation used to determine the stresses. Fa -c12%) Engineers Northwest, Inc. P.S. Factored LC: Design Section Stresses 52 tkarex+,�r,.yaEi?w.x�»: Engineers Northwest - lst.floor- Monday April 28, 2003 Factored LC: Design Section Stresses - Continued (4) # Centroid Conc. Top Conc. Bot Conc. Cent Conc Limits Rebar Top Rebar Bot. Rebar Limits Calc. (feet) (Psi) (Psi) (Psi) (Psi) (ksi) (ksi) (ksi) 184 (148.9,-1.261,-0.9167) -20.7 16 -2.37 (-,-) Gross 185 (149,-21.15,-0.5) 651 -639 6.02 (-,-) Gross 186 (151.3,-56.42,-0.5) 0.148 -15.7 -7.8 (-,-) Gross 187 (151.4,-108.8,-0.5) 932 -792 69.8 (-,-) Gross 188 (151.4,-133.5,-0.5) 827 -703 61.8 (-,-) Gross 189 (151.5,-80,-0.5) 919 -812 53.5 (-,-) Gross 190 (151.5,-22.62,-0.5878) 903 -1040 98.1 (-,-) Gross 191 (151.5,-50,-0.5) 955 -799 77.7 (-,-) Gross 192 (151.5,-5.249,-0.9167) 854 -708 73.3 (-,-) Gross 193 (156.6,-65.19,-0.5) 12.3 20.2 16.2 (-,-) Gross 194 (157.2,-80,-0.5) -45.2 161 57.9 (-,-) Gross 195 (157.2,-103.9,-0.5) -27.5 233 103 (-,-) Gross 196 (157.2,-50,-0.5) -24.1 178 76.9 (-,-) Gross 197 (157.3,-134.2,-0.5) -34 171 68.7 (-,-) Gross 198 (157.4,-5.157,-0.9167) -13.4 166 76 (-,-) Gross 199 (157.4,-22.62,-0.5878) -30 271 95 (-,-) Gross 200 (172.7,-133.5,-0.5) 6.73 98.7 52.7 (-,-) Gross 201 (172.7,-108.8,-0.5) -24.5 161 68.1 (-,) Gross 202 (172.9,-80,-0.5) -48.2 192 71.9 (-,-) Gross 203 (173.1,-50,-0.5) -10.6 163 76 (-,-) Gross 204 (173.3,-5.19,-0.9167) 48.7 93.5 71.1 (-,-) Gross 205 (173.4,-22.62,-0.5878) 101 73 89.5 (-,-) Gross 206 (178.6,-108.8,-0.5) 1030 -899 67.4 (-,-) Gross 207 (178.7,-133.5,-0.5) 997 -895 50.9 (-,-) Gross 208 (178.7,-80,-0.5) 954 -803 75.3 (-•-) Gross 209 (178.6,5.144,-0.9167) 825 -695 64.8 (-,-) Gross 210 (178.6,-22.62,-0.5878) 970 -1150 91.2 (-,-) Gross 211 (178.7,50,-0.5) 995 -843 75.6 (-,-) Gross 212 (180.9,-65.19,-0.5) -500 528 14.2 (-,-) Gross 213 (181,-138.7,-0.5) 217 -221 -2.06 (-,-) Gross 214 (181,-111.2,-0.5) 813 -812 0.393 (-,-) Gross 215 (181,-108.7,-0.5) 835 -831 2.02 (-,-) Gross 216 (1811,-125,-0.5) -532 534 1.32 (-,-) Gross 217 (181,-81.25,-0.5) 888 -884 1.7 (-,-) Gross 218 (181,-78.84,-0.5) 883 -872 5.27 (-,-) Gross 219 (181.1,-94.89,-0.5) -776 776 0.376 (-,-) Gross 220 (181,-51.24,-0.5) 912 -902 5.01 (-,-) Gross 221 (181,-48.75,-0.5) 956 -955 0.448 (-,-) Gross 222 (181,-21.16,-0.5) 731 -715 7.79 (-,-) Gross 223 (181,-18.75,-0.5) 568 -556 6.01 (-,-) Gross 224 (181,-10.84,-0.9167) -351 348 -1.34 (-,-) Gross 225 (181,-1.364,-0.9167) -39.6 35.7 -1.93 (-,-) Gross 226 (181.1,-35.03,-0.5) -835 837 0.657 (-,-) Gross 227 (181.3,-133.5,-0.5) 938 -843 47.6 (-,-) Gross 228 (181.3,-80,-0.5) 920 -769 75.8 (-,-) Gross 229 (181.3,-108.8,-0.5) 973 -842 65.4 (-,-) Gross 230 (181.4,-50,-0.5) 933 -783 75 (-,-) Gross 231 (181.4,-5.19,-0.9167) 789 -661 64.2 (-,-) Gross 232 (181.5,-141.2,-0.5) 61.5 -62.5 -0.463 (-,-) Gross 233 (181.5,-22.62,-0.5878) 875 -1020 87.2 (-,) Gross 234 (194.8,-133.5,-0.5) -549 636 43.5 (-,-) - Gross 235 (194.8,-108.8,-0.5) -597 723 62.9 (-,-) Gross 236 (194.7,-5.111,-0.9167) -573 730 78.5 (-,-) Gross 237 (194.7,-22.62,-0.5878) -570 971 69.2 (-,-) Gross 238 (194.8,-80,-0.5) -611 780 84.5 (-,-) Gross 239 (194.8,-50,-0.5) -640 802 81 (-,-) Gross 240 (201.6,-65.04,-0.5) -45.3 101 27.6 (-,-) Gross 241 (201.7,-78.91,-0.5) 308 -304 1.88 (-,-) Gross 242 (202.3,-136.2,-0.5) 212 -204 4.15 (-,-) Gross 243 (208.5,-80,-0.5) 812 -617 97.5 (-,-) Gross 244 (208.6,-131,-0.5) 808 -700 54.3 (-,-) Gross "Centroid" Indicates the section centroid in X,Y,Z coordinates. "Conc. Limits" indicates the minimum and maximum allowable concrete stresses;'-" indicates that no stress limit was calculated. Rebar stresses are not calculated in the Gross Section stress calculation "Rebar Limits" indicates the maximum allowable reinforcement tensile stresses; "-' indicates that no stress limit was calculated; if two values are reported the first value is for the top bar and the second is for the bottom bar "Calc." Indicates the type of calculation used to determine the stresses. Engineers Northwest, Inc. P.S. Factored LC: Design Section Stresses 53 ?-7 .._n_ G,_..,__ "1"iF ''tin<'P.'%'avpeFg�.1ai.:axgra::Y:!a.1t4 K;Qraf;�.?nkY'1`�'M____vMM.- Nim �'C M.r«.... Engineers Northwest -1 st.foor - Monday April 28, 2003 Factored LC: Design Section Stresses - Continued (5) Fa- # Centroid Conc. Top Conc. Bot. Conc. Cent Conc Limits Rebar Top Rebar Bot. Rebar Limits Calc. (feet) (Psi) (Psi) (PO (Psi) (ksi) (ksi) (ksi) 245 (208.5,50,-0.5) 792 -629 81.3 (-,) Gross 246 (208.6,-22.62,-0.5878) 728 -867 66.6 (-;) Gross 247 • (208.7,-108.8,-0.5) 1040 -925 55.9 (-,-) Gross 248 (208.6,5.144,-0.9167) 701 -560 70.3 (-,-) Gross 249 (209.5,-21.17,-0.5) 561 -565 -1.59 (-,) Gross 250 (209.8,-48.65,-0.5) 904 -947 -21.4 (-,-) Gross 251 (209,8,-34.99,-0.5) -821 815 -2.92 (-,-) Gross 252 (210.1,-18.73,-0.6891) 416 -442 -1.43 (-,-) Gross 253 (210.1,-10.83,-0.9167) -361 362 0.0179 (-,-) Gross 254 (210.1,-1.353,-0.9167) -49.9 46.9 -1.52 (-,) Gross 255 (211,-22.62,-0.5878) 821 -1020 58.9 (-,-) Gross 256 (211.1,5.068,-0.9167) 830 -697 66.2 (-,-) Gross 257 (211.2,-128.8,-0.5) 955 -819 67.8 (-,-) Gross 258 (211.3,-108.8,-0.5) 1250 -1150 49 (-,-) Gross 259 (211.9,-133.8,-0.5) 132 -120 5.92 (-,-) Gross 260 (211.9,-122.5,-0.5) -594 611 8.44 (-;) Gross 261 (211.9,-111.3,-0.5) 653 -635 8.84 (-,-) Gross 262 (211.9,-108.7,-0.5) 683 -660 11.4 (-,) Gross 263 (211.9,-95.04,-0.5) -739 760 10.8 (-,-) Gross 264 (214.3,-81.32,-0.5) 920 -905 7.44 (-;) Gross 265 (222,-80,-0.5) 577 -815 -18.7 (-,-) Gross 266 (222.1,-50,-0.5) 460 -505 -22.3 (-,-) Gross 267 (225,-5.249,-0.9167) -574 689 57.4 (-,-) Gross 268 (225.1,-22.62,-0.6639) -528 688 41.7 (-,-) Gross 269 (227.6,-78.88,-0.5) 908 -863 22.9 (-;) Gross 270 (227.6,-51.31,-0.5) 827 -781 22.7 (-;) Gross 271 (227.9,-64.58,-0.5) -557 590 16.5 (-,-) Gross 272 (228.9,-128.8,-0.5) -701 826 62.5 (-,) Gross 273 (228.9,-108.8,-0.5) -828 909 40.4 (-,-) Gross 274 (233.8,-80,-0.5) -616 595 -10.5 (-,-) Gross 275 (233.8,-50,-0.5) -554 518 -18 (-,-) Gross 276 (238.6,-128.8,-0.5) 673 -550 61.5 (-,) Gross 277 (238.8,-5.281,-0.9167) 830 -680 75 (-,-) Gross 278 (238.8,-22.62,-0.6639) 763 -809 26.1 (-;) Gross 279 (239.5,-21.23,-0.5) 529 -555 -13.2 (-,-) Gross 280 (239.6,-18.73,-0.9167) 450 -487 -18.4 (-,-) Gross 281 (239.6,-10.83,-0.9167) -416 386 -14.8 (-,-) Gross 282 (239.6,-1.353,-0.9167) -35.5 29.9 -2.79 (-,-) Gross 283 (241.2,5.19,-0.9167) 947 -819 64.1 (-,-) Gross 284 (241.4,-128.8,-0.5) 736 -639 48.2 (-,-) Gross 285 (241.3,-22.62,-0.6639) 777 -847 16.3 (-,) Gross 286 (241.4,-48.56,-0.5) 873 -863 4.82 (-,-) Gross 287 (241.4,-34.99,-0.5) -788 772 -8.19 (-,-) Gross 288 (243.4,-122.5,-0.5) -649 659 4.95 (-,-) Gross 289 (243.4,-133.8,-0.5) 110 -105 2.8 (-,-) Gross 290 (243.4,-111.2,-0.5) 725 -723 0.815 (-,-) Gross 291 (243.4,-108.7,-0.5) 734 -726 4.34 (-,-) Gross 292 (243.4,-95.04,-0.5) -697 716 9.49 (-,-) Gross 293 (245.1,-80,-0.5) 524 -527 -1.2 (-,-) Gross 294 (245.2,-108.8,-0.5) 1010 -949 31.7 (-;) Gross 295 (245.1,-50,-0.5) 508 -531 -11.6 (-,) Gross 296 (245.6,-81.3,-0.5) 929 -911 8.83 (-,-) Gross 297 (245.6,-78.81,-0.5) 906 -885 10.7 (-,-) Gross 298 (245.6,51.31,-0.5) 895 -887 3.81 (-,-) Gross 299 (245.9,-65.04,-0.5) -631 655 12.1 (-,-) - Gross 300 (247.8,-108.8,-0.5) 777 -725 26.1 (-,-) Gross 301 (247.8,-80,-0.5) 516 -527 -5.07 (-,-) Gross 302 (247.9,50,-0.5) 490 -519 -14.6 (-,-) Gross 303 (253.9,5.327,-0.9167) -711 743 16 (-,-) Gross 304 (253.9,-22.62,-0.6639) -659 791 20.7 (-,-) Gross 305 (257.6,-128.8,-0.5) -521 609 43.7 (-,-) Gross "Centroid" indicates the section centroid in X,Y,Z coordinates. "Conc. Limits" indicates the minimum and maximum allowable concrete stresses; "-" indicates that no stress limit was calculated. Rebar stresses are not calculated in the Gross Section stress calculation "Rebar Limits" indicates the maximum allowable reinforcement tensile stresses;'-" indicates that no stress limit was calculated; if two values are reported the first value is for the top bar and the second is for the bottom bar "Cal;." Indicates the type of calculation used to determine the stresses. Engineers Northwest, Inc. P.S. Factored LC: Design Section Stresses 54 dr ttl.�+vK�.MxidHHY�ym'��i� Engineers Northwest- 9st.floor- Monday April 28, 2003 Factored LC: Design Section Stresses - Continued (6) R -r -b( # Centroid Conc. Top Conc. Bo. Conc. Cent. Conc Limits Rebar Top Rebar Bot. Rebar Limits Calc. (feet) (Psi) (Psi) (Psi) (Psi) (ksi) (ksi) (ksi) 306 (257.8,-108.8,-0.5) -396 441 22.6 (-,-) Gross 307 (258,-80,-0.5) -406 406 0.291 (-,) Gross 308 (258,-50,-0.5) -482 468 -7.03 (-;) Gross 309 (261.7,-18.64,-0.9167) 363 -318 23.8 (-,-) Gross 310 (261.7,-10.74,-0.9167) -361 399 18.7 (-,-) Gross 311 (261.7,-1.261,-0.9167) -68.1 67.8 -0.168 (-,-) Gross 312 (268.5,-5.235,-0.9167) 288 -298 -5.3 (-,-) Gross 313 (268.5,-22.6Z-0.6639) 405 -403 26.1 (-,-) Gross 314 (268.6,-50,-0.5) 419 -436 -8.79 (-,-) Gross 315 (268.7,-128.8,-0.5) 289 -223 33 (-;) Gross 316 (268.6,-21.3,-0.6875) 324 -314 14.3 (-,) Gross 317 (268.6,-80,-0.5) 442 -426 8.1 (-,-) - Gross 318 (268.7,-108.8,-0.5) 439 -396 21.5 (-,-) Gross 319 (270.3,-35.16,-0.7131) -824 850 18.6 (-,-) Gross 320 (270.3,-78.69,-0.6239) 748 -893 25.3 (-,-) Gross 321 (270.5,-51.21,-0.7173) 847 -798 14 (-;) Gross 322 (270.6,-48.52,-0.7184) 820 -770 13.9 (-,) Gross 323 (270.7,-94.99,-0.6304) -613 793 12.9 (-;) Gross 324 (270.7,-81.38,-0.6296) 726 -856 22.9 (-,-) Gross 325 (270.7,-65.08,-0.6288) -585 773 17.6 (-,-) Gross 326 (270.8,-108.7,-0.6324) 649 -759 20.5 (-,-) Gross 327 (270.9,-111.2,-0.6338) 632 -742 17.2 (-,-)- Gross 328 (271,-133.9,-0.7248) 111 -86.5 10 (-,-) Gross 329 (271,-122.5,-0.6366) -534 680 11.8 (-,-) Gross 330 (271,-80.16,0.5) 622 -630 -3.67 (-,-) Gross 331 (271.1,-128.6,-0.7787) 76.1 -73.7 -6.26 (-;) Gross 332 (271.1,-108.8,-0.5) 601 -578 11.4 (-,-) Gross 333 (271.1,-27.72,-0.9167) 228 -181 23.7 (-,-) Gross 334 (271.4,-50.06,-0.8948) 928 -568 -17 (-,-) Gross 335 (282.8,-80.16,-0.9167) -844 845 0.485 (-,-) Gross 336 (282.9,-128.6,-0.9167) -324 309 -7.18 (-,-) Gross 337 (282.9,-108.8,-0.9167) -766 782 7.65 (-,-) Gross 338 (282.9,-27.72,-0.9167) -324 349 12.6 (-,-) Gross 339 (283.2,-50.06,-0.9167) -791 772 -9.81 (-,) Gross 340 (289.5,-78.69,-0.9167) 202 -166 18.1 (-,-) Gross 341 (289.5,-21.3,-0.9167) 23.5 -24.5 -0.506 (-,-) Gross 342 (289.6,-81.64,-0.9167) 173 -138 17.2 (-,-) Gross 343 (289.7,-65.08,-0.9167) -370 419 24,9 (-,-) Gross 344 (289.7,-51.21,-0.9167) 193 -113 39.7 (-,-) Gross 345 (289.7,-48.26,0.9167) 165 -90.6 37.1 (-,-) Gross 346 (289.8,-35.16,-0.9167) -518 530 6.14 (-,) Gross 347 (289.9,-133.8,-0.9167) -9.17 8.55 -0.311 (-,-) Gross 348 (290.1,-108.7,-0.9167) 117 -125 -4.23 (-,-) Gross 349 (290.1,-122.2,-0.9167) -445 427 -9.06 (-,-) Gross 350 (290.3,-94.99,-0.9167) -398 421 12 (-,-) Gross 351 (295,-80.16,-0.9167) -8.68 8.72 0.0201 (-,-) Gross 352 (295.1,-128.6,0.9167) -18.5 17.9 -0.311 (-,-) Gross 353 (295.1,-108.8,-0.9167) 5.23 -4.68 0.273 (-,-) Gross 354 (295.1,-27.72,0.9167) 11.5 -10.9 0.298 (-,-) Gross 355 (295.4,-50.06,-0.9167) 56.9 -57.4 -0.259 (-,-) Gross "Centroid" Indicates the section centroid in X,Y,Z coordinates. "Conc. Limits" indicates the minimum and maximum allowable concrete stresses; "-" indicates that no stress limit was calculated. Rebar stresses are not calculated In the Gross Section stress calculation "Rebar Limits" indicates the maximum allowable reinforcement tensile stresses; "-' indicates that no stress limit was calculated; if two values are reported the first value is for the top bar and the second is for the bottom bar "Calc." Indicates the type of calculation used to determine the stresses. eistjiri:.• Engineers Northwest, Inc. P.S. Factored LC: Design Section Stresses 55 Engineers Northwest Floor Analysis and Design of Concrete Slabs Dept. of Homeland Security Second Floor Level Engineers Northwest, Inc. P.S. 6869 Woodlawn Ave. N.E. Seattle, WA 98115 206-525-7560 Fax 206-522-6698 2nd.floor Project Number Monday April 28, 2003 Floor C 1993-2001 Bommer Coleman, Inc. v1.04C 4M Report Contents Report Cover Report Contents Loadings and Load Cases Element Mesh Plan Banded Tendon Plan Distributed Tendon Plan Other Dead Ldg Plan Live Ldg Plan Transfer Max Top Stress Plan Transfer LC: Design Section Summary Transfer LC: Design Section Stresses Service LC: Design Section Summary Service LC: Design Section Stresses Factored LC: Design Section Summary Factored LC: Design Section Stresses Engineers Northwest - 2nd.floor- Monday April 28, 2003 Engineers Northwest, Inc. P.S. Report Contents 2 Loadings and Load Cases J Engineers Northwest - 2nd.floor - Monday April 28, 2003 FL-- K'4- — Transfer LC 1.08 x Balance Loading 1 x Self -Dead Loading 0 x Live Ldg 0 x Secondary Loading 0 x Other Dead Ldg Service LC 1 x Balance Loading 1 x Self -Dead Loading 1 x Live Ldg 0 x Secondary Loading 1 x Other Dead Ldg Factored LC 0 x Balance Loading 1.4 x Self -Dead Loading 1.7 x Live Ldg 1 x Secondary Loading 1.4 x Other Dead Ldg Engineers Northwest, Inc. P.S. Loadings and Load Cases 3 Engineers Northwest - 2nd.floor- Monday April 28, 2003 Element Mesh Plan Scale3� 30il �wvb Below SLbcCob fms Below Slab;Wells Mm ls Above SlskCoAbove Slab$IibsSIab &tem '_ _ _ a'iiiii11 'iiiiii;, linea Iii i i"ii :� 1 11111111 r1 ■ ■ V� ■1 •. `1111111■ 11111 ` 11 ■ •.; •■ r ■ ■1■ AMA! ■1 1■■1■ ■■1 ■ ' 11 II 11 0111 1 1111 ■■:■..■■ ■:::■ N •1 •11■■1■■ ■ 1■■1■■ ■ ■: ■1■:: ■■ :• : ■■■ ■■■■ r ::::CM::::::::t+■I t��reeA:I:•:::r A;��:,ili .u_ i1•I�i: �:% :'::::::■■r��rgg ■.1111 •l ��••�u. iii:::•::111 :::••:: r:: i:•:::•:: 1•:1:1 • •: i• ::'ur••:• •• •• •G•ii •• •• •••• :iii ■ ■ rr■■ ••11 ■ ■ ■ I 1■ 11 •1111 e: ram: ■:■� 11 r■ ■■■.:1 I:. ■ ■IiiIIIIlIIIIIIllhviiiiIiiiIIllhIIIIbinflL ■■■■■■■■ ■■ el...1... r:■■1:1■1::•■y ■•: ■••• :■■1■1■■1 iH.ii1■■ GAM ■ ■■■1■ 1■11.11■■■1■1■ 1■■■■ 1■■■■ ■■ ■■C■■ ■1■■ •■■■MM1■ ■ ■ ■ 1■ ■1■■ ■■ illi•:::�m::M1:11.11C•■:. ■ :■:11:■:■■11111 •11 mil ■. ■ 1 lir ■ia1•■i1 1.1■■ ■1■■ .. rr1/••■ /■ ■ ■■ ■ •1■ . ■ 111111111111111111111111111111111111111111 �' 1 1111 1(=1 Ru] 11111 1 ci:::: is ::r%tA : 1 •l•iU •: p1■■■■•■ ■■ :� ■■■ •■1■■ ■U■ ■ "M`M"■"'■'�"■1::M: :[':::•i•C 11:0:_: 111 1611 1111 111111111111:I■1 11 111 1 ::rii::i::i�• :■•■■ 1111 :■ ■ •�• •u■•1■•■ MUM XI : •l• • ■ •■■■ ■■■1� ■�•■• ■■ 1 1 11 Engineers Northwest, Inc. P.S. Element Mesh Plan 4 vim..kWwg3+Mp1pIb1K1':wcitii'f Engineers Northwest - 2nd.floor- Monday April 28, 2003 Banded Tendon Plan 4214.41\ Hooded Taellon;Teodong tr SilucluirPoki Sjt3.k,eSpringdSupprebrides Spingt;Walls Below Slalgeolunsw Below SlabNalls Above Slalgeolurtin Above SlebtSlab Edge; SaLle 1:549 /PI 4.25 1 73 1 73 I 73 1 731.24.25 4.24.2373 ,1 73 1J 7.3 .5 1 4.25 S. 21T 21T-4-&;4-2IT--•--21T S. 124T --.-24T-.0-'• 4.25 I 7.5 2 73 6 0.034T----34.14,s1+34?-.-34T4-'3.14 - 4 7.5 1 7.5 6 73 34Ted-0-34T-•-•34T-1-6/111TrE187.1.: 4.25 1 .5 2 .5 6:I 7.5 1 941E+341.--.-341`040-34T-----3474-e43434T 134T -0 -ell Mil 7.5 6 7.5 2 ;1721 I 1 73 1 73 6 7.5 2 27T -H-271'4 4, 27T--•-•27T-f-4217'21V-0•21T---2 4.25 6 1 .5 1 4.25 Irrt. '21T-211't?l-047T 27T -0 -t.4 -1-27T-.---27:/' . >, 0 4.25 1 73 73 1 4.25 7.5 1 '64.25 9-9,*.21T---21T+'.41T 4.25 1 7.51 1 6 4.25 o--017T--,--,-27T s. 27T----2774tzl-+-'27T--•--27'1 9121T--.-211P-d21 1 7.5 7.5 1 7.5 1 4.25 16T-1"161--.-_11 7.5 1 7.54.24.25 424.237.5 .1 t 73 16-1-0-0r131+*13.1w-M-b16T.-.....16T".r, • 67-14-22T---.--.22T-0-dT1227`.- 10•42.7:-0-22T-1--1-22'N-fri ,, L. Ur.441.4. ,stat1341.14 '444 Engineers Northwest, Inc. P.S. Banded Tendon Plan 5 if - 6" -J O 0 • 0 LLI W I LL w 0 2 g < I i - Z i- 0 Z W w 0 O (22 • }- w 0 LI 0 Z C") CI) • 1- z Distributed Tendon Plan TeedeneresebeK W De/ow srncw.ne Above SW o im. Above snkskt, Edam MedeaTeadoraTrndmS Sok I;SSI W J rr "' a. ...j A . i II F's e " II ."1 n-_� n '-;',2 •:-..I1,1 en e pi i3 Vr- II II Engineers Northwest - 2nd.ftoor- Monday April 28, 2003 _..r- `s.„4 ". p er -k I... —i —I HL- nt-- I_.Cn. -P. --- ^ ll • wl „ 1}��� I I .. �1rr. • en }}�' I ti s ' .1 , LTLT ___ n---1...n-----..i---- -�---n}'---`i^t.n .n ...^ .n _.--n{-. 11 I}I� 1J -"Li „ qty ~ 1 rn�� ..1 • en 4 I 4 4 }GG 1G G �G �G .n .S 1 z_ {a 1n .nl..__nl_▪ .r yy1771 .J__ .. O R Engineers Northwest, Inc. P.S. Distributed Tendon Plan 6 I�. z Z ~ Z. re 21 U O co co wW H WO LL W �-_ Z0� z - W • u) O 1— WW. 1— O Z '^ V/ 0 I" Z Other Dead Ldg Plan Engineers Northwest - 2nd floor - Monday April 28, 2003 FL -12- 14,23 06er Dead 14Poiet Loadelke LoedgAree loodK SkuceimPokt SprksineresertglIce SpriegriSuppartgAges SeeinexWells Bdow SlateColiems Below SlabasiaDs Above Sistrgolunins Above Slab,Slab E Seek 1:532 4 • Engineers Northwest, Inc. P.S. Other Dead Ldg Plan 7 Other Dead Ldg Plan - Continued (2) Engineers Northwest - 2nd.floor- Monday April 28, 2003 I '_— teM Engineers Northwest, Inc. P.S. Other Dead Ldg Plan 8 z re LLI WU O O (J)0 W= J I— W W O g u. Q. w =a I- W Z= I— O. Z I— W W co0ca O — OH W W 2 LI —O WZ U= I-: • 1- Z Engineers Northwest - 2nd.floor- Monday April 28, 2003 Live Ldg Plan Live >Look t ? s 9Iroctere:Polet 9P 'PPoNK1lm �fl+ S Wdb Bdow sbn color. Beton 31ab Walls Above S lEdgesCon. Above Sl b.Sl b Fz=O.M) r , r r 1 y5 1,1 Fz-0.08 0 --- r`r r bLi :i si 4. S; F Fz= 0.08 Engineers Northwest, Inc. P.S. Live Ldg Plan 9 z re W U o U)CO ILI0 �_ W W}°} < W r T Z I-0 Z I- W • W CO o -. o I- W W. • U- 's,.. W.. ✓ -- P I o � z Engineers Northwest -2nd.floor- Monday April 28, 2003 Transfer Max Top Stress Plan Trwafer 1eDe Sectiong Saaque:Poit 9prigrSuppwlsJiie Sreings/SupportwArea SprkoxWelh Blow ShblColume Below SWi Wath Above Shb;Cokmn Above S1sb$lsb Mee% Scale 1:291 L 05 x 03 1 ,051 063 1 079 090101 6.. H7 028030 049 054 077 083 z 1 0104 0105 8 'd abs--•-`—,�, 0 a -x 4 020 01 026031' 050 03 025 037046 1 052 a::iu:,�::.,:ai.1:r;::iiit::::�:ut�:x:.a...u...�::�isiL? �<..t:rAi:�''..�'.::.1•`. ;Y:.°.it41y:::ky.:.� Y:. 062069' 081 09(/102 108 08911103 107 M L f 0139 0138 0126 3a_ 136 x Pr. -r R C—'''. Z. et 01259137 0129.0131-4 H4-01., .. `... ;_ Engineers Northwest, Inc. P.S. Transfer Max Top Stress Plan 10 z ,� W 6U UO CO W W= N ll. W0 2 LL Q =• d �W Z 1-0L Z r W O - O H WW 1 W•• 0 Z Engineers Northwest - 2nd.floor- Monday April 28, 2003 Transfer Max Top Stress Plan - Continued (2) Fix-trz 2 0203I 0187 _, #1954 NxI56 X168181 i "TTF • 1 1 N217 822X223 11 A 61 Engineers Northwest, Inc. P.S. Transfer Max Top Stress Plan 11 Engineers Northwest - 2nd.floor - Monday April 28, 2003 Transfer LC: Design Section Summary # As Top Controlling As Bot Controlling As Shr Strp Spcg Controlling Status (sq. In.) (sq. in.) (sq. in.) (inches) 1 0 0 0 int OK 2 0 0 0 Int OK 3 0 0 0 Int OK 4 0 0 0 Int OK 5 0 0 0 int OK 6 0 0 0 int OK 7 0 0 0 inf OK 8 0 0 0 inf OK 9 0 0 0 inf OK 10 0 0 0 Int OK 11 0 0 0 inf OK 12 0 0 0 inf OK 13 0 0 0 inf OK 14 0 0 0 int OK 15 0 0 0 int OK 16 0 0 0 inf OK 17 0 0 0 Int OK 18 0 0 0 int OK 19 0 0 0 int OK 20 0 0 0 int OK 21 0 0 0 inf OK 22 0 0 0 int OK 23 0 0 0 int OK 24 0 0 0 inf OK 25 0 0 0 inf OK 26 0 0 0 inf OK 27 0 0 0 inf OK 28 0 0 0 int OK 29 0 0 0 inf OK 30 0 0 0 inf OK 31 0 0 0 int OK 32 0 0 0 int OK 33 0 0 0 inf OK 34 0 0 0 inf OK 35 0 0 0 int OK 36 0 0 0 int OK 37 0 0 0 int OK 38 0 0 0 int OK 39 0 0 0 int OK 40 0 0 0 int OK 41 0 0 0 Int OK 42 0 0 0 Int OK 43 0 0 0 int OK 44 0 0 0 Int OK 45 0 0 0 Inf OK 48 0 0 0 int OK 47 0 0 0 inf OK 48 0 0 0 Int OK 49 0 0 0 inf OK 50 0 0 0 int OK 51 0 0 0 inf OK 52 0 0 0 int OK 53 0 0 0 int OK 54 0 0 0 inf OK 55 0 0 0 int OK 56 0 0 0 Int OK 57 0 0 0 inf OK 58 0 0 0 int OK 59 0 0 0 Int OK 80 0 0 0 Int OK 61 0 0.925 ACI 18.4.1b 0 Int OK 62 0 0 0 inf OK 63 0 1.38 ACI 18.4.1b 0 int OK 64 0 0 0 Inf OK 65 0 0 0 inf OK 66 0 0 0 int OK "Status" indicates whether Floor has found a feasible solution to satisfy the criteria selected for this section. Engineers Northwest, Inc. P.S. Transfer LC: Design Section Summary 12 Engineers Northwest - 2nd.floor - Monday April 28, 2003 Transfer LC: Design Section Summary - Continued (2) R.2_144- # As Top Controlling As Bot Controlling As Shr Strp Spcg Controlling Status (sq. in.) (sq. in.) (sq. in.) (Inches) 67 0 0 0 int OK 68 0 0 0 Inf OK 69 0 0 0 inf OK 70 0 0 0 In? OK 71 0 0 0 inf OK 72 0 0 0 inf OK 73 0 0 0 inf OK 74 0 0 0 inf OK 75 0 0 0 inf OK 76 0 0 0 inf OK 77 0 0 0 int OK 78 0 0 0 inf OK 79 0 0 0 inf OK 80 0 0 0 inf OK 81 0 0 0 Int OK 82 0 0 0 inf OK 83 0 0 0 inf OK 84 0 0 0 int OK 85 0 0 0 inf OK 86 0 0 0 Inf OK 87 0 0 0 Inf OK 88 0 0 0 inf OK $9 0 0 0 inf OK 90 0 0 0 inf OK 91 0 1.76 ACI 18.4.1b 0 inf OK 92 0 0 0 inf OK 93 0 0 0 inf OK 94 0 0 0 inf OK 95 0 0 0 inf OK 96 0 0 0 Inf OK 97 0 0 0 Int OK 98 0 0 0 inf OK 99 0 0 0 inf OK 100 0 0 0 inf OK 101 0 0 0 inf OK 102 0 0 0 inf OK 103 0 0 0 Int OK 104 0 0 0 Int OK 105 0 0 0 int OK 106 0 0 0 inf OK 107 0 0 0 inf OK 108 0 0 0 inf OK 109 0 0 0 int OK 110 0 0 0 Int OK 111 0 0 0 inf OK 112 0 0 0 inf OK 113 0 0 0 inf OK 114 0 0 0 int OK 115 0 0 0 inf OK 116 0 0 0 int OK 117 0 0 0 int OK 118 0 0 0 inf OK 119 0 0 0 inf OK 120 0 0 0 inf OK 121 0 0 0 int OK 122 0 0 0 inf OK 123 0 0 0 inf OK 124 0 0 0 inf OK 125 0 0 0 inf OK 126 0 0 0 int OK 127 0 0 0 inf OK 128 0 0 0 Int OK 129 0 0 0 inf OK 130 0 0 0 Inf OK 131 0 0 0 inf OK 132 0 0 0 inf OK "Status" indicates whether Floor has found a feasible solution to satisfy the criteria selected for this section. Engineers Northwest, inc. P.S. Transfer LC: Design Section Summary 13 Engineers Northwest - 2nd.floor - Monday Aprii 28, 2003 Transfer LC: Design Section Summary - Continued (3) F� t ' J # M Top Controlling As Bot Controlling As Shr Strp Spcg Controlling Status (sq. In.) (sq. in.) (sq. in.) (inches) 133 0 0 0 int OK 134 0 0 0 int OK 135 0 0 0 inf OK 136 0 0 0 inf OK 137 0 0 0 inf OK 138 0 0 0 Int OK 139 0 0 0 Int OK 140 0 0 0 int OK 141 0 0 , 0 inf OK 142 0 0 0 int OK 143 0 0 0 int OK 144 0 0 0 int OK 145 0 0 0 Int OK 146 0 0 0 inf OK 147 0 0 0 Int OK 148 0 0 0 inf OK 149 0 0 0 Int OK 150 0 0 0 inf OK 151 0 0 0 int OK 152 D 0 0 int OK 153 0 0 0 inf OK 154 0 0 0 int OK 155 0 0 0 Int OK 156 0 0 0 int OK 157 0 0 0 inf OK 158 0 0 0 inf OK 159 0 0 0 int OK 160 0 0 0 int OK 161 0 0 0 Int OK 162 0 0 0 int OK 163 0 0 0 Int OK 164 0 0 0 int OK 165 0 0 0 inf OK 166 0 1.81 ACI 18.4.1b 0 inf OK 167 0 0 0 inf OK 168 0 0 0 inf OK 169 0 0 0 inf OK 170 0 0 0 inf OK 171 0 0 0 inf OK 172 0 0 0 Int OK 173 0 0 0 int OK 174 0 0 0 int OK 175 0 0 0 inf OK 176 0 0 0 inf OK 177 0 0 0 inf OK 178 0 0 0 int OK 179 0 0 0 int OK 180 0 1.77 ACI 18.4.1b 0 int OK 181 0 0 0 int OK 182 0 0 0 int OK 183 0 0 0 inf OK 184 0 0 0 inf OK 185 0 0 0 int OK 186 0 0 0 Int OK 187 0 0 0 inf OK 188 0 0 0 inf OK 189 0 0 0 int OK 190 0 0 0 int OK 191 0 0 0 inf OK 192 0 0 0 Int OK 193 0 0 0 inf OK 194 0 0 0 int OK 195 0 0 0 int OK - _ _-•• 196 0 0 0 int OK 197 0 0 0 inf OK 198 0 1.7 ACI 18.4.1b 0 Int OK "Status" Indicates whether Floor has found a feasible solution to satisfy the criteria selected for this section. Engineers Northwest, Inc. P.S. Transfer LC: Design Section Summary 14 :4AN>Vvtikhd �� Engineers Northwest - 2nd.floor - Monday April 28, 2003 Transfer LC: Design Section Summary - Continued (4) F-g-tve # As Top Controlling As Bot Controlling As Shr Strp Spcg Controlling Status (sq. in.) (sq. in.) (sq. in.) (Inches) 199 0 0 0 inf OK 200 0 0 0 Int OK 201 0 0 0 inf OK 202 0 2.01 ACI 18.4.1b 0 Int OK 203 0 0 0 int OK 204 0 0 0 int OK 205 0 0 0 inf OK 206 0 0 0 inf OK 207 0 0 0 inf OK 208 0 0 0 Int OK 209 0 0 0 inf OK 210 0 0 0 inf OK 211 0 0 0 Int OK 212 0 0 0 inf OK 213 0 0 0 Int OK 214 0 0 0 inf OK 215 0 0 0 Int OK 216 0 0 0 int OK 217 0 0 0 inf OK 218 0 0 0 int OK 219 0 0 0 Int OK 220 0 0 0 int OK 221 0 0 0 inf OK 222 0 1.07 ACI 18.4.1b 0 inf OK 223 0 0 0 inf OK 224 0 0 0 inf OK 225 0 0 0 inf OK 226 0 0 0 inf OK 227 0 0 0 int OK 228 0 0 0 inf OK 229 0 0 0 inf OK ,`•,, / 230 0 0 0 Int OK 231 0 0 0 inf OK 232 0 0 0 inf OK 233 0 0 0 inf OK 234 0 0 0 Int OK 235 0 0 0 inf OK 236 0 0 0 Int OK 237 0 0 0 inf OK 238 0 0 0 int OK 239 0 0 0 int OK 240 0 0 0 inf OK 241 0 0 0 inf OK 242 0 0 0 inf OK 243 0 0 0 Int OK 244 0 0 0 Int OK 245 0 0 0 int OK 246 0 0 0 Int OK 247 0 0 0 inf OK 248 0 0 0 int OK 249 0 0 0 inf OK 250 0 0 0 inf OK 251 0 0 0 int OK 252 0 0 0 Inf OK 253 0 0 0 int OK 254 0 0 0 inf OK 255 0 0 0 inf OK 256 0 0 0 inf OK 257 0 0 0 int OK 258 0 0 0 int OK 259 0 0 0 inf OK 260 0 0 0 Int OK 261 0 0 0 int OK -....-1 262 0 0 0 inf OK 263 0 0 0 int OK 264 0 0 0 inf OK "Status" Indicates whether Floor has found a feasible solution to satisfy the criteria selected for this section. Engineers Northwest, Inc. P.S. Transfer LC: Design Section Summary 15 L,&..AT11 .,4i4VMAA ?Y4�iviiw5r.4fi5kwh;w�Jr..tdfY Engineers Northwest - 2nd.floor- Monday April 28, 2003 Transfer LC: Design Section Summary - Continued (5) Ftia ►t7 (r'' # As Top Controlling As Bot Controlling As Shr Strp Spcg Controlling Status 1 . (sq. In.) (sq. in) (sq. In.) (inches) 265 0 0 0 inf OK 266 0 0 0 inf OK I "Status" indicates whether Floor has found a feasible solution to satisfy the criteria selected for this section. Engineers Northwest, Inc. P.S. Transfer LC: Design Section Summary 16 Transfer LC: Design Section Stresses Centroid (tee) (psi) (PO 1 (-1.258,-110.6,-0.3542) 2 0.258,-79.31,-0.3542) -511 3 (1.21,-128.8,-0.3542) -331 4 (1.203,-80,-0.3542) -562 5 (1.214,-27.47,-0.3542) -508 6 (1.311,-108.8,-0.3542) -294 7 (1.277,-50,-0.3542) -350 8 (2.994,-122.4,-0.3542) -139 9 (2.994,-111.2,-0.3542) -469 10 (2.994,-108.7,-0.3542) -490 11 (2.994,-94.97,-0.3542) -16.3 12 (2.994,-81.27,-0.3542) -493 13 (2.994,-78.75,-0.3542) -488 14 (2.994,-65.04,-0.3542) -108 15 (5.626,-51.26,-0.3542) -460 16 (5.626,-48.67,-0.3542) -430 17 (5.703,-35.01,-0.3542) -125 18 (7.47,-21.24,-0.3542) -347 19 (7.737,-133.8,-0.3542) -275 20 (11.21,-108.8,-0.3542) -47 21 (11.41,-80,-0.3542) 50.9 22 (11.41,-50,-0.3542) -12.4 23 (14.81,-27.47,-0.3542) -88.6 24 (15.78,-128.8,-0.3542) -96.6 25 (15.78,-128.6,-0.3542) -93.8 26 (22.08,-108.8,-0.394) -395 27 (22.2,-80,-0.3542) -675 28 (22.2,-50,-0.3542) -631 29 (24.89,-80,-0.3542) -610 30 (24.89,-50,-0.3542) -574 31 (25.01,-108.8,-0.394) -399 32 (27.45,-111.3,-0.4632) -454 33 (27.45,-108.8,-0.4632) -440 34 (26.38,-95.04,-0.3542) -114 35 (28.18,-35.01,-0.3542) -345 36 (28.48,-122.5,-0.3542) -215 37 (28.78,-128.8,-0.3542) -628 38 (28.72,-27.47,-0.3542) -909 39 (29.67,-81.19,-0.3542) -269 40 (29.67,-78.74,-0.3542) -287 41 (29.67,-65.04,-0.3542) -99.4 42 (29.67,51.29,-0.3542) -242 43 (29.67,-48.7,-0.3542) -339 44 (29.66,-21.24,-0.3542) -435 45 (30.63,-133.8,-0.3542) -299 46 (31.32,-128.8,-0.3542) -633 47 (31.33,-27.47,-0.3542) -794 48 (36.76,-80,-0.3542) -31.6 49 (36.76,-50,-0.3542) -26.4 50 (41.55,-108.8,-0.394) -113 51 (44.93,-27.47,-0.3542) 108 52 (45.76,-128.8,-0.3542) 119 53 (47.78,-80,-0.3542) -609 54 (47.78,50,-0.3542) -457 55 (53.71,-78.74,-0.3542) -414 56 (54.02,-73.96,-0.3542) -188 57 (54.48,-81.27,-0.3542) -468 58 (57.16,-111.2,-0.4578) -378 59 (58.57,-95.04,-0.3542) -118 60 (57.3,-108.8,-0.4571) -325 61 (58.63,-128.8,-0.3542) -656 Conc. Top Conc. Bot. Conc. Cent Conc Umits (Psi) (Psi) -278 -103 -191 (-2100,-) -104 -307 (-2100,-) -264 -297 (-2100,-) -60.6 -311 (-2100,-) -285 -396 (-2100,-) -125 -210 (-2100,-) -238 -294 (-2100,-) -355 -247 (-2100,-) -41.2 -255 (-2100,-) -4.77 -248 (-2100,-) -463 -239 (-2100,-) -55.5 -274 (-2100,-) -61.9 -275 (-2100,-) -388 -248 (-2100,-) -174 -317 (-2100,-) -203 -316 (-2100,-) -237 -181 (-2100,-) -205 -276 (-2100,-) -169 -222 (-2100,-) -372 -210 (-2100,-) -633 -291 (-2100,-) -574 -293 (-2100,-) -767 -428 (-2100,-) -526 -311 (-2100,-) -522 -308 (-2100,-) 77.7 -209 (-2100,-) 95.9 -289 (-2100,-) 46.9 -292 (-2100,-) 43.3 -284 (-2100,-) 5.54 -284 (-2100,-) -41.7 -258 (-2100,-) 66.7 -213 (-2100,-) 62.1 -207 (-2100,-) -406 -260 (-2100,-) -321 -333 (-2100,-) -345 -280 (-2100,-) 64.4 -282 (-2100,-) 105 -402 (-2100,-) -133 -201 (-2100,-) -105 -196 (-2100,-) -371 -235 (-2100,-) -177 -210 (-2100,-) -173 -256 (-2100,-) -159 -297 (-2100,) -113 -206 (-2100,-) 120 -256 (-2100,-) 153 -321 (-2100,) -594 -313 (-2100,-) -558 -292 (-2100,-) -482 -258 (-2100,) -638 -265 (-2100,-) -565 -223 (-2100,-) -81 -345 (-2100,-) -130 -293 (-2100,-) -214 -314 (-2100,-) -247 -217 (-2100,) -207 -338 (-2100,-) 19.1 -196 (-2100,-) -371 -245 (-2100,-) -16.5 -184 (-2100,-) 192 -232 (-2100,-) Engineers Northwest - 2nd.floor- Monday April 28, 2003 FUU Rebar Top Rebar Bot. Rebar Limits (ksi) (ksi) (ksi) • • "Centroid" indicates the section centroid in XY,Z coordinates. "Conc. Limits" indicates the minimum and maximum allowable concrete stresses; "-" indicates that no stress limit was calculated. Rebar stresses are not calculated in the Gross Section stress calculation "Rebar Limits" Indicates the maximum allowable reinforcement tensile stresses; "-" indicates that no stress limit was calculated; if two values are reported the first value is for the top bar and the second is for the bottom bar "Calc." indicates the type of calculation used to determine the stresses. Calc. Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Engineers Northwest, inc. P.S. Transfer LC: Design Section Stresses 17 Engineers Northwest - 2nd. floor - Monday April 28, 2003 Transfer LC: Design Section Stresses - Continued (2) # Centroid (feet) 62 (58.66,-108.8,-0.394) 63 (58.68,-27.47,-0.3542) 64 (59.63,-21.16,-0.3542) 65 (59.71,-48.78,-0.3542) 66 (59.82,-34.99,-0.3542) 67 (60.63,-133.7,-0.3542) 68 (60.67,-122.5,-0.3542) 69 (61.34,-108.8,-0.394) 70 (81,37,-131,-0.3542) 71 (61.34,-27.47,-0.3542) 72 (66.25,-81.31,-0.3542) 73 (66.25,-78.7,-0.3542) 74 (66.25,-68.88,-0.3542) 75 (66.25,-60.85,-0.3542) 76 (68.02,-136.2,-0.3542) 77 (70.53,-50,-0.3542) 78 (70.61,-80,-0.3542) 79 (74.68,-25.27,-0.3542) 80 (75.51,-131,-0.3542) 81 (75.59,-108.8,-0.3542) 82 (85.25,-80,-0.3542) 83 (85.25,-50,-0.3542) 84 (85.4,-81.27,-0.3542) 85 (85.4,-78.8,-0.3542) 86 (85.4,-65.04,-0.3542) 87 (85.4,-51.17,-0.3542) 88 (85.4,-48.64,-0.3542) 89 (88.39,-131.3,-0.3542) 90 (88.55,-108.8,-0.3542) 91 (88.74,-25.27,-0.3542) 92 (97.04,-141.1,-0.3542) 93 (89.87,-34.99,-0.3542) 94 (89.86,-21.16,-0.3542) 95 (89.86,-18.75,-0.3542) 96 (90.64,-138.8,-0.3542) 97 (90.64,-111.2,-0.3542) 98 (90.64,-108.7,-0.3542) 99 (90.68,-125,-0.3542) 100 (90.68,-95.04,-0.3542) 101 (91.27,-25.27,-0.3542) 102 (91.37,-108.8,-0.3542) 103 (91.46,-133.5,-0.3542) 104 (100.6,-50,-0.3542) 105 (100.6,-80,-0.3542) 106 (105,-25.27,-0.3542) 107 (105.8,-133.5,-0.3542) 108 (105.8,-108.8,-0.3542) 109 (109,-78.8,-0.3542) 110 (109.1,-65.04,-0.3542) 111 (113.2,-95.13,-0.3542) 112 (113.2,-125,-0.3542) 113 (113.1,-18.84,-0.3542) 114 (113.3,-111.3,-0.3542) 115 (113.3,-108.8,-0.3542) 116 (114.4,-48.68,-0.3542) 117 (114.4,-81.24,-0.3542) 118 (114.4,-51.12,-0.3542) 119 (117.2,-35.05,-0.3542) 120 (117.2,-21.13,-0.3542) 121 (117.6,-141.2,-0.3542) 122 (117.6,-138.8,-0.3542) Conc. Top Conc. Bot (Psi) (Psi) -364 -24.6 -724 228 -463 -237 -533 -261 -310 -396 -268 -200 -171 -313 -325 -65 -426 109 -626 143 -424 -46.8 -271 -96.6 -105 -194 -115 -196 -123 -496 -222 -14.7 -286 -7.25 66.7 -434 45.1 -392 -88.7 -380 108 -403 93.8 -368 -254 -192 -260 -191 -161 -349 -247 -231 -364 -190 -432 95.9 -293 -152 -517 195 -240 -97.2 -189 -403 -543 -29.1 -453 -88.1 -303 -168 -408 -99.7 -343 -103 -224 -349 -91.8 -405 -438 128 -221 -223 -472 61.2 -272 -19.2 -303 16.1 78.1 -377 46.2 -408 -238 -254 -246 -71 -78.1 -237 -99.9 -596 -247 -245 -432 -116 -376 -204 -705 -70.5 -413 -213 -306 -167 -243 -207 -228 -381 -538 -157 -258 -89.1 -107 -200 Conc. (Psi) -230 -248 -350 -397 -353 -234 -242 -222 -158 -241 -235 -184 -150 -155 -310 -118 -147 -183 -173 -224 -148 -137 -223 -225 -255 -239 -277 -168 -223 -161 -169 -296 -286 -271 -236 -254 -223 -286 -248 -155 -222 -206 -146 -143 -149 -181 -246 -158 -158 -348 -246 -274 -290 -388 -313 -237 -225 305 -347 -174 -154 Cent. Conc Limits (Psi) (-2100r) (-2100,-) (-2100r) (-2100,-) (-2100,-) (-2100,-) (-2100,) (-2100,-) (-2100,-) (-2100,) (-2100,-) (-2100,-) (-2100,) (-2100,-) (-2100,) (-2100,) (-2100,-) (-2100,) (-2100,-) (-2100,-) • (-2100,-) (-2100,-) (-2100,-) (-2100,-) (-2100,-) (-2100,) (-2100,-) (-2100,) (-2100,) (-2100,) (-2100r) (-2100,-) (-2100,-) (-2100,) (-2100,-) (-2100,-) (-2100,-) (-2100,-) (-2100,) (-2100,-) (-2100,) (-2100r) (-2100,) (-2100,-) (-2100,-) (-2100,) (-2100,) (-2100,-) (-2100r) (-2100,) (-2100,-) (-2100,-) (-2100,-) (-2100,-) (-2100,-) (-2100,-) (-2100,-) (-2100,-) (-2100,-) (-2100r) (-2100,-) Rebar Top Rebar Bot. Rebar Limits Cato. (tai) (ksi) (ksi) "Centroid" indicates the section centroid in X,Y,Z coordinates. "Conc. Limits" Indicates the minimum and maximum allowable concrete stresses; "-' Indicates that no stress limit was calculated. Rebar stresses are not calculated in the Gross Section stress calculation "Rebar Limits" indicates the maximum allowable reinforcement tensile stresses; ' -" Indicates that no stress limit was calculated; if two values are reported the first value is for the top bar and the second is for the bottom bar "Calc." Indicates the type of calculation used to determine the stresses. Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Fa --(19 Engineers Northwest, Inc. P.S. Transfer LC: Design Section Stresses 18 0 t' Engineers Northwest - 2nd.floor - Monday April 28, 2003 Transfer LC: Design Section Stresses - Continued (3) # Centroid (feet) 123 (117.6,-134.3,-0.3542) 124 (117.6,-87.18,-0.3542) 125 (118.6,-133.5,-0.3542) 126 (118.8,-108.8,-0.3542) 127 (118.7,-25.27,-0.3542) 128 (121.2,-27.49,-0.3542) 129 (121.4,-136.1,-0.3542) 130 (124.4,-57.81,-0.3542) 131 (125.6,-136.2,-0.3542) 132 (144.4,-136.2,-0.3542) 133 (148.5,-136.1,-0.3542) 134 (148.8,-27.49,-0.3542) 135 (151.2,-25.29,-0.3542) 136 (151.4,-108.8,-0.3542) 137 (151.4,-133.5,-0.3542) 138 (151.5,-80,-0.3542) 139 (151.5,-50,-0.3542) 140 (152.8,-141.2,-0.3542) 141 (152.8,-138.8,-0.3542) 142 (152.8,-134.4,-0.3542) 143 (152.8,-87.18,-0.3542) 144 (152.8,-81.16,-0.3542) 145 (152.9,-56.8,-0.3542) 146 (152.9,-51.08,-0.3542) 147 (152.9,-48.72,-0.3542) 148 (152.9,-35.19,-0.3542) 149 (152.9,-21.22,-0.3542) 150 (156.8,-18.81,-0.3542) 151 (157.1,-125,-0.3542) 152 (157.1,-111.2,-0.3542) 153 (157.1,-108.8,-0.3542) 154 (157.1,-94.95,-0.3542) 155 (158.3,-65.13,-0.3542) 156 (165,-133.5,-0.3542) 157 (165.1,-108.8,-0.3542) 158 (165.1,-80,-0.3542) 159 (165.1,-25.29,-0.3542) 160 (165.1,-50,-0.3542) 161 (173.1,-141.2,-0.3542) 162 (178.6,-108.8,-0.3542) 163 (178.7,-133.5,-0.3542) 164 (178.7,-80,-0.3542) 165 (178.7,50,-0.3542) 166 (178.7,-25.29,-0.3542) 167 (179.9,-138.8,-0.3542) 168 (179.9,-125.1,-0.3542) 169 (179.9,-111.3,-0.3542) 170 (179.9,-108.7,-0.3542) 171 (179.9,-95.04,-0.3542) 172 (179.9,-81.2,-0.3542) 173 (179.9,-78.89,-0.3542) 174 (179.9,-65.09,-0.3542) 175 (179.9,-51.16,-0.3542) 176 (179.9,-48.68,-0.3542) 177 (179.9,35.1,-0.3542) 178 (179.9,-21.17,-0.3542) 179 (179.9,-18.81,-0.3542) 180 (181.2,-25.29,-0.3542) 181 (181.3,-133.5,-0.3542) 182 (181.3,-80,-0.3542) 183 (181.3,-108.8,-0.3542) Conc. Top Conc. Bot. Conc. Cent Conc Limits Reber Top Rebar Bot Rebar Limits (Psi) (Psi) (PSI) (Psi) (ksi) (ksi) (ksl) -243 -76.4 -160 (-2100,-) - -222 -236 -229 (-2100,-) -319 28.9 -145 (-2100,-) -171 -375 -273 (-2100,-) -332 61.2 -135 (-2100,-) -249 -35.2 -142 (-2100,-) -219 -165 -192 (-2100,-) -336 -136 -236 (-2100,-) -28.5 -363 -196 (-2100,-) -3.96 -358 -181 (-2100,-) -196 -189 -192 (-2100,-) -259 -20.4 -140 (-2100,-) -330 67 -132 (-2100,-) -185 -363 -274 (-2100,-) -312 25.6 -143 (-2100,-) -115 -119 -117 (-2100,-) -197 -64.9 -131 (-2100,-) -191 -88.1 -140 (-2100,-) -62.1 -200 -131 (-2100,-) -262 -44.3 -153 (-2100,-) -211 -179 -195 (-2100,-) -134 -213 -173 (-2100,-) -239 -185 -212 (-2100,-) -370 -336 -353 (-2100,-) -246 -265 -255 (-2100,-) -242 -317 -279 (-2100,-) -474 -172 -323 (-2100,-) -376 -80.4 -228 (-2100,-) -282 -203 -243 (-2100,-) -324 -272 -298 (-2100,) -420 -229 -325 (-2100,-) -191 -410 -300 (-2100,-) -181 -178 -179 (-2100,-) 42.8 -401 -179 (-2100,-) -223 -274 -248 (-2100,-) -37.9 -196 -117 (-2100,-) 103 -379 -138 (-2100,-) 1.08 -248 -124 (-2100,-) -300 -148 -224 (-2100,-) -260 -171 -216 (-2100,-) -516 96.2 -210 (-2100,-) -217 -33.6 -125 (-2100,-) -214 -23.1 -119 (-2100,-) -481 192 -145 (-2100,-) -278 -162 -220 (-2100,-) -242 -284 -263 (-2100,-) -328 -140 -234 (-2100,-) -305 -156 -230 (-2100,-) -100 -379 -240 (-2100,) -334 -134 -234 (-2100,-) -312 -156 -234 (-2100,-) -140 -358 -249 (-2100,-) -276 -194 -235 (-2100,-) -323 -184 -254 (-2100,-) -219 -295 -257 (-2100,-) -427 -81 -254 (-2100,-) -439 -90.4 -265 (-2100,-) -489 191 -149 (-2100,-) -325 46.9 -139 (-2100,-) -209 -47 -128 (-2100,-) -277 -147 -212 (-2100,-) • "Centroid" Indicates the section centroid in X,Y,Z coordinates. "Conc. Limits" indicates the minimum and maximum allowable concrete stresses;'-" Indicates that no stress limit was calculated. Rebar stresses are not calculated in the Gross Section stress calculation 'Rebar Limits" indicates the maximum allowable reinforcement tensile stresses; "-" indicates that no stress limit was calculated; it two values are reported the first value is for the top bar and the second is for the bottom bar "Calc." indicates the type of calculation used to determine the stresses. Calc. Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Engineers Northwest, Inc. P.S. Transfer LC: Design Section Stresses 19 19N" ?v3$9:9 ?k1{__+i 51Z 1 __y Engineers Northwest - 2nd.floor - Monday April 28, 2003 Transfer LC: Design Section Stresses - Continued (4) # Centroid Conc. Top Conc. Bot. Conc. Cent. Conc Limits Rebar Top Rebar Bot. Rebar Limits Calc. (feet) (Psi) (Psi) (psi) (fes) (ksi) (ksi) (ksi) 184 (181.4,-50,-0.3542) -180 -56.4 -118 (-2100,-) - - Gross 185 (194.8,-108.8,-0.3542) -40.6 -350 -195 (-2100,-) - Gross 186 (194.8,-80,-0.3542) 8.2 -277 -135 (-2100,-) Gross 187 (194.9,-131.1,-0.3542) 19.6 -407 -194 (-2100,-) Gross 188 (194.8,50,-0.3542) 1.81 -221 -110 (-2100,-) Gross 189 (194.8,-25.29,-0.3542) 82.4 -404 -161 (-2100,-) Gross 190 (201.6,-65.04,-0.3542) -95.4 -265 -180 (-2100,-) Gross 191 (201.7,-78.91,-0.3542) -260 -120 -190 (-2100,-) Gross 192 (202.3,-136.2,-0.3542) -75.3 -394 -235 (-2100,-) Gross 193 (195.7,-18.75,-0.3542) 168 -120 24 (-2100,-) Gross 194 (208.5,-80,-0.3542) -285 -7.39 -146 (-2100,-) Gross 195 (208.6,-131,-0.3542) -428 50.4 -189 (-2100,-) Gross 196 (208.5,-50,-0.3542) -204 -19.2 -112 (-2100,-) Gross 197 (208.7,-110.3,-0.3911) -414 -4.23 -254 (-2100,-) Gross 198 (208.7,-27.52,-0.3542) -627 240 -193 (-2100,-) Gross 199 (209.5,-21.17,-0.3542) -350 -184 -267 (-2100,-) Gross 200 (209.8,-48.65,-0.3542) -345 -307 -326 (-2100,-) Gross 201 (209.8,-34.99,-0.3542) -355 -246 -300 (-2100,-) Gross 202 (211.1,-27.47,-0.3542) -680 276 -202 (-2100,-) Gross 203 (211.2,-128.8,-0.3542) -464 52.9 -205 (-2100,-) Gross 204 (211.3,-108.8,-0.394) -295 -26.9 -189 (-2100,-) Gross 205 (211.9,-133.8,-0.3542) -185 -155 -170 (-2100,-) Gross 206 (211.9,-122.5,-0.3542) -163 -262 -212 (-2100,-) Gross 207 (213.1,-111.3,-0.4588) -334 24.2 -170 (-2100,-) Gross 208 (215.2,-108.7,-0.4737) -400 2.61 -209 (-2100,-) Gross 209 (211.9,-95.04,-0.3542) -96.4 -362 -229 (-2100,-) Gross 210 (214.3,-81.32,-0.3542) -393 -107 -250 (-2100,-) Gross 211 (222,-80,-0.3542) -291 -178 -234 (-2100,-) Gross 212 (2221,50,-0.3542) -203 -198 -201 (-2100,-) Gross 213 (224.8,-27.47,-0.3542) 152 -629 -239 (-2100,-) Gross 214 (227.6,-78.88,-0.3542) -345 -45.4 -195 (-2100,-) Gross 215 (227.6,-51.31,-0.3542) -346 -76.4 -211 (-2100,-) Gross 216 (227.9,-64.58,-0.3542) -27.6 -382 -205 (-2100,-) Gross 217 (228.9,-128.8,-0.3542) -3.83 -434 -219 (-2100,-) Gross 218 (228.9,-108.8,-0.394) -93.3 -398 -214 (-2100,-) Gross 219 (233.8,-80,-0.3542) -128 -289 -208 (-2100,-) Gross 220 (233.8,-50,-0.3542) -141 -248 -194 (-2100,-) Gross 221 (238.6,-128.8,-0.3542) -496 58 -219 (-2100,-) Gross 222 (238.8,-27.47,-0.3542) -802 207 -297 (-2100,-) Gross 223 (239.5,-21.23,-0.3542) -404 -177 -291 (-2100,-) Gross 224 (241.2,-27.47,-0.3542) -868 110 -379 (-2100,-) Gross 225 (241.4,-128.8,-0.3542) -615 -4.87 -310 (-2100,-) Gross 226 (241.4,-48.56,-0.3542) -337 -173 -255 (-2100,-) Gross 227 (241.4,-34.99,-0.3542) 372 -279 -325 (-2100,-) Gross 228 (243.4,-1225,-0.3542) -193 -360 -276 (-2100,-) Gross 229 (243.4,-133.8,-0.3542) -258 -143 -201 (-2100,-) Gross 230 (242.5,-111.2,-0.4649) -407 37.8 -200 (-2100,-) Gross 231 (242.5,-108.7,-0.4649) -380 19.3 -195 (-2100,-) Gross 232 (243.4,-95.04,-0.3542) -121 -373 -247 (-2100,-) Gross 233 (245.1,-80,-0.3542) -286 -82.8 -184 (-2100,-) Gross 234 (245.2,-108.8,-0.394) -347 -41.9 -227 (-2100,-) Gross 235 (245.1,-50,-0.3542) -244 -115 -179 (-2100,-) Gross 236 (245.6,-81.3,-0.3542) -297 -125 -211 (-2100,-) Gross 237 (245.6,-78.81,-0.3542) -287 -135 -211 (-2100,-) Gross 238 (245.6,-51.31,-0.3542) -275 -197 -236 (-2100,-) Gross 239 (245.9,-65.04,-0.3542) -121 -387 -254 (-2100,-) Gross 240 (247.8,-108.8,-0.394) -314 32.4 -178 (-2100,-) Gross 241 (247.8,-80,-0.3542) -291 -85.7 -189 (-2100,-) Gross 242 (247.9,-50,-0.3542) -236 -126 -181 (-2100,-) Gross 243 (254.1,-27.47,-0.3542) -91.8 -761 -426 (-2100,-) Gross 244 (257.6,-128.8,-0.3542) -173 -512 -343 (-2100,-) Gross "Centroid" indicates the section centroid in X,Y,Z coordinates. "Conc. Limits" indicates the minimum and maximum allowable concrete stresses; '=" Indicates that no stress limit was calculated. Rebar stresses are not calculated in the Gross Section stress calculation "Rebar Limits" indicates the maximum allowable reinforcement tensile stresses; "-' indicates that no stress limit was calculated; if two values are reported the first value Is for the top bar and the second is for the bottom bar "Calc." Indicates the type of calculation used to determine the stresses. Engineers Northwest, Inc. P.S. Transfer LC: Design Section Stresses 20 1 Z 1— Ce W J0 00 NU) ILI J u. W0 u- < !n � =d �W Z= I— 0 Z 1— W • W U D 0- O )— WW 1-- :-- ▪ O .. Z W U= 0 Z Engineers Northwest - 2nd.floor- Monday April 28, 2003 Transfer LC: Design Section Stresses - Continued (5) # Centroid (feet) 245 (257.8,-108.8,-0.3542) 246 (258,-80,-0.3542) 247 (258,-50,-0.3542) 248 (261.9,-21.15,-0.3542) 249 (263.7,-133.7,-0.3542) 250 (263.6,-34.99,-0.3542) 251 (263.7,-51.41,-0.3542) 252 (263.7,-48.49,-0.3542) 253 (266.6,-122.5,-0.3542) 254 (266.6,-111.3,-0.3542) 255 (266.6,-108.7,-0.3542) 256 (286.6,-94.89,-0.3542) 257 (266.6,-81.27,-0.3542) 258 (266.6,-78.75,-0.3542) 259 (266.6,-65.21,-0.3542) 260 (268.6,-50,-0.3542) 261 (268.7,-128.8,-0.3542) 262 (268.6,-80,-0.3542) 263 (268.7,-108.8,-0.3542) 264 (268.8,-27.47,-0.3542) 265 (271.1,-110.6,-0.3542) 266 (271.1,-79.31,-0.3542) Conc. Top Conc. Bot Conc. Cent. (Psi) (Psi) (Psi) -25.5 -354 -190 -46.8 -323 -185 -67.6 -269 -168 -284 -224 -254 -284 -229 -256 -184 -94.9 -140 -264 -114 -189 -242 -129 -186 -157 -273 -215 -349 -108 -229 -362 -84.6 -223 -62.1 -354 -208 -352 -81.3 -217 -318 -116 -217 -129 -270 -200 -163 -186 -175 -333 -214 -274 -284 -106 -195 -311 -110 -211 -510 -281 -396 -285 -98.8 -192 -284 -98 -191 Conc Limits (P61) (-2100,-) (-2100,-) (-2100,-) (-2100,-) (-2100,) (-2100,-) (-2100,-) (-2100,-) (-2100,-) (-2100,-) (-2100,-) (-2100,-) (-2100,-) (-2100,-) (-2100,-) (-2100,-) (-2100,-) (-2100,-) (-2100,-) (-2100,-) (-2100,-) (-2100,-) Rebar Top (kat) Rebar Bot. Rebar Limits (ksl) (lost) "Centroid" indicates the section centroid in X,Y,Z coordinates. "Conc. Limits" indicates the minimum and maximum allowable concrete stresses; ' Indicates that no stress limit was calculated. Rebar stresses are not calculated in the Gross Section stress calculation "Rebar Limits" indicates the maximum allowable reinforcement tensile stresses; "-" indicates that no stress limit was calculated; if two values are reported the first value is for the top bar and the second is for the bottom bar "Calc." indicates the type of calculation used to determine the stresses. Calc. Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Fuze Engineers Northwest, Inc. P.S. Transfer LC: Design Section Stresses 21 Service LC: Design Section Summary Engineers Northwest - 2nd.floor - Monday April 28, 2003 FLZ I&3 IS As Top Controlling As Bot Controlling As Shr Strp Spcg Controlling Status (sq. in.) (sq. in.) (sq. In.) (inches) 1 2.4 ACI 18.9.3.3 0 0 inf OK 2 2.4 ACI 18.9.3.3 0 0 Int OK 3 2.3 ACI 18.9.3.3 0 0 inf OK 4 2.3 ACI 18.9.3.3 0 0 int OK 5 1.84 ACI 18.9.3.3 0 0 int OK 6 2.3 ACI 18.9.3.3 0 0 Int OK 7 2.3 ACI 18.9.3.3 0 0 inf OK 8 0 0 0 inf OK 9 1.84 ACI 18.9.3.3 0 0 inf OK 10 1.84 ACI 18.9.3.3 0 0 inf OK 11 0 0 0 inf OK 12 1.84 ACI 18.9.3.3 0 0 Int) OK 13 1.84 ACI 18.9.3.3 0 0 int OK 14 0 0 0 inf OK 15 2.3 ACI 18.9.3.3 0 0 int OK 16 2.3 ACI 18.9.3.3 0 0 int OK 17 0 1.67 ACI 18.9.3.2 0 inf OK 18 2.3 ACI 18.9.3.3 0 0 int OK 19 2.3 ACI 18.9.3.3 0 0 int OK 20 0 0 0 Int OK 21 0 0 0 int OK 22 0 0 0 Int OK 23 0 0 0 Inf OK 24 0 0 0 int OK 25 2.3 ACI 18.9.3.3 0 0 inf OK 26 3.24 ACI 18.9.3.3 0 0 inf OK 27 2.3 ACI 18.9.3.3 0 0 inf OK 28 2.3 ACI 18.9.3.3 0 0 Int OK 29 2.3 ACI 18.9.3.3 0 0 int OK 30 2.3 ACI 18.9.3.3 0 0 Int OK 31 3.24 ACI 18.9.3.3 0 0 int OK i 32 3.28 ACI 18.9.3.3 0 0 inf OK i 33 3.28 ACI 18.9.3.3 0 0 inf OK I 34 0 0 0 Int OK 35 0 2.11 ACI 18.9.3.2 0 inf OK 36 0 0 0 int OK 37 2.3 ACI 18.9.3.3 0 0 int OK 38 1.84 ACI 18.9.3.3 0 0 inf OK 39 2.79 ACI 18.9.3.3 0 0 inf OK ! 40 2.79 ACI 18.9.3.3 0 0 inf OK i 41 0 0 0 inf OK ! 42 2.79 ACI 18.9.3.3 0 0 Int OK 43 2.79 ACI 18.9.3.3 0 0 int OK 44 2.3 ACI 18.9.3.3 0 0 int OK 45 2.32 ACI 18.9.3.3 0 0 int OK 46 2.3 ACI 18.9.3.3 0 0 int OK 47 1.84 ACI 18.9.3.3 0 0 inf OK 48 0 0 0 int OK 49 0 0 0 inf OK 50 0 0.588 ACl 18.9.3.2 0 Int OK 51 0 0 0 int OK 52 0 0 0 inf OK 53 2.3 ACI 18.9.3.3 0 0 int OK 54 2.3 ACI 18.9.3.3 0 0 inf OK 55 2.3 ACI 18.9.3.3 0 0 inf OK 56 2.3 AGI 18.9.3.3 0 0 Int OK 57 2.3 ACI 18.9.3.3 0 0 inf OK 58 3.65 ACI 18.9.3.3 0 0 inf OK 59 0 0 0 inf OK 60 3.68 ACI 18.9.3.3 0 0 Int OK 61 2.3 ACI 18.9.3.3 0 0 int OK 62 3.24 ACI 18.9.3.3 0 0 int OK 63 1.84 ACI 18.9.3.3 0 0 int OK 64 2.3 ACI 18.9.3.3 0 0 inf OK 65 2.3 ACI 18.9.3.3 0 0 inf OK 66 0 0 0 int OK "Status" Indicates whether Floor has found a feasible solution to satisfy the criteria selected for this section. Engineers Northwest, Inc. P.S. Service LC: Design Section Summary 22 Engineers Northwest - 2nd.floor- Monday April 28, 2003 Service LC: Design Section Summary - Continued (2) # As Top Controlling As Bot Controlling As Shr Strp Spcg Controlling Status (sq. In.) (sq. In.) (sq. In.) (Inches) 67 2.3 ACI 18.9.3.3 0 0 Inf OK 68 0 0 0 Inf OK 69 3.24 ACI 18.9.3.3 0 0 in► OK 70 2.3 ACI 18.9.3.3 0 0 Int OK 71 1.84 ACI 18.9.3.3 0 0 inf OK 72 2.3 ACI 18.9.3.3 0 0 int OK 73 2.3 ACI 18.9.3.3 0 0 int OK 74 0 0 0 inf OK 75 2.3 ACI 18.9.3.3 0 0 inf OK 76 2.3 ACI 18.9.3.3 0 0 int OK 77 2.3 ACI 18.9.3.3 0 0 inf OK 78 2.3 ACt 18.9.3.3 0 0 Int OK 79 0 0 0 int OK 80 0 0 0 inf OK 81 0 0 0 inf OK 82 0 0 0 inf OK 83 0 0 0 inf OK 84 2.3 ACI 18.9.3.3 0 0 inf OK 85 2.3 ACI 18.9.3.3 0 0 int OK 86 0 0 0 inf OK 87 2.3 ACI 18.9.3.3 0 0 inf OK 88 2.3 ACI 18.9.3.3 0 0 inf OK 89 1.84 ACI 18.9.3.3 0 0 inf OK 90 2.3 ACI 18.9.3.3 0 0 int OK 91 1.84 ACI 18.9.3.3 0 0 inf OK 92 1.84 ACI 18.9.3.3 0 0 inf OK 93 0 0 0 inf OK 94 2.33 ACI 18.9.3.3 0 0 Inf OK 95 2.33 ACI 18.9.3.3 0 0 Int OK 96 2.3 ACI 18.9.3.3 0 0 int OK 97 2.3 ACI 18.9.3.3 0 0 int OK 98 2.3 ACI 18.9.3.3 0 0 int OK 99 0 0 0 inf OK 100 0 0 0 Inf OK 101 1.84 ACI 18.9.3.3 0 0 inf OK 102 2.3 ACI 18.9.3.3 0 0 Inf OK 103 1.84 ACI 18.9.3.3 0 0 inf OK 104 2.3 AC1 18.9.3.3 0 0 Inf OK 105 2.3 ACI 18.9.3.3 0 0 inf OK 106 0 0 0 inf OK 107 0 0 0 inf OK 108 0 1.56 ACI 18.9.3.2 0 inf OK 109 2.3 ACI 18.9.3.3 0 0 inf OK 110 0 0 0 Int OK 111 0 0 0 inf OK 112 0 2.19 ACI 18.9.3.2 0 Inf OK 113 1.84 ACI 18.9.3.3 0 0 inf OK 114 1.84 ACI 18,9.3.3 0 0 Inf OK 115 1.84 ACI 18.9.3.3 0 0 inf OK 116 2.29 ACI 18.9.3.3 0 0 Int OK 117 2.29 ACI 18.9.3.3 0 0 inf OK 118 2.31 ACI 18.9.3.3 0 0 inf OK 119 0 0 0 inf OK 120 1.85 ACI 18.9.3.3 0 0 inf OK 121 1.84 ACI 18.9.3.3 0 0 inf OK 122 1.84 ACI 18.9.3.3 0 0 int OK 123 0 0 0 inf OK 124 1.84 ACI 18.9.3.3 0 0 Inf OK 125 1.84 ACI 18.9.3.3 0 0 inf OK 126 2.3 ACI 18.9.3.3 0 0 int OK 127 1.84 ACI 18.9.3.3 0 0 inf OK 128 1.84 ACI 18.9.3.3 0 0 inf OK 129 1.84 ACI 18.9.3.3 0 0 int OK 130 2.3 ACI 18.9.3.3 0 0 int OK 131 0 0 0 inf OK 132 0 0 0 int OK "Status" Indicates whether Floor has found a feasible solution to satisfy the criteria selected for this section. Engineers Northwest, Inc. P.S. Service LC: Design Section Summary 23 Engineers Northwest - 2nd.floor- Monday April 28, 2003 Service LC: Design Section Summary - Continued (3)iz5 # As Top Controlling As Bot Controlling As Shr Strp Spcg Controlling Status (sq. in.) (sq. in.) (sq. In.) (Inches) 133 1.84 ACI 18.9.3.3 0 0 int OK 134 1.84 ACI 18.9.3.3 0 0 inf OK 135 1.84 ACI 18.9.3.3 0 0 inf OK 136 2.3 ACI 18.9.3.3 0 0 Inf OK 137 1.84 ACI 18.9.3.3 0 0 Inf OK 138 2.3 ACI 18.9.3.3 0 0 Int OK 139 2.3 ACI 18.9.3.3 0 0 int OK 140 1.88 ACI 18.9.3.3 0 0 Int OK 141 1.86 ACI 18.9.3.3 0 0 inf OK 142 0 0 0 inf OK 143 1.87 ACI 18.9.3.3 0 0 ini OK 144 1.87 ACI 18.9.3.3 0 0 Int OK 145 1.89 ACI 18.9.3.3 0 0 inf OK 146 1.89 ACI 18.9.3.3 0 0 tnf OK 147 1.89 ACI 18.9.3.3 0 0 inf OK 148 0 1.71 ACI 18.9.3.2 0 inf OK 149 1.89 ACI 18.9.3.3 0 0 inf OK 150 1.84 ACI 18.9.3.3 0 0 Int OK 151 0 2.65 ACI 18.9.3.2 0 inf OK 152 1.84 ACI 18.9.3.3 0 0 Inf OK 153 1.84 ACI 18.9.3.3 0 0 int OK 154 0 0 0 inf OK 155 0 0 0 Int OK 156 0 0 0 Inf OK 157 0 2.41 ACI 18.9.3.2 0 inf OK 158 0 3.71 ACI 18.9.3.2 0 inf OK 159 0 0 0 inf OK 160 0 2.57 ACI 18.9.3.2 0 Inf OK 161 1.84 ACI 18.9.3.3 0 0 inf OK 162 2.3 ACI 18.9.3.3 0 0 Inf OK 163 1.84 ACI 18.9.3.3 0 0 inf OK 164 2.3 ACI 18.9.3.3 0 0 int OK 165 2.3 ACI 18.9.3.3 0 0 inf OK 166 1.84 ACI 18.9.3.3 0 0 int OK 167 2.28 ACI 18.9.3.3 0 0 int OK 168 0 1.93 ACI 18.9.3.2 0 int OK 169 2.28 ACi 18.9.3.3 0 0 ' inf OK 170 2.28 ACI 18.9.3.3 0 0 inf OK 171 0 0 0 Inf OK 172 2.28 ACI 18.9.3.3 0 0 int OK 173 2.28 ACI 18.9.3.3 0 0 inf OK 174 0 0 0 inf OK 175 2.28 ACI 18.9.3.3 0 0 inf OK 176 2.28 ACI 18.9.3.3 0 0 Int OK 177 0 2.76 ACI 18.9.3.2 0 inf OK 178 2.28 ACI 18.9.3.3 0 0 Int OK 179 2.28 ACI 18.9.3.3 0 0 inf OK 180 1.84 •ACI 18.9.3.3 0 0 inf OK 181 1.84 ACI 18.9.3.3 0 0 inf OK 182 2.3 ACI 18.9.3.3 0 0 int OK 183 2.3 ACI 18.9.3.3 0 0 inf OK 184 2.3 ACI 18.9.3.3 0 0 Int OK 185 0 0 0 inf OK 186 0 0 0 int OK 187 0 0 0 inf OK 188 0 3.24 ACI 18.9.3.2 0 inf OK 189 0 0 0 int OK 190 0 0 0 Int OK 191 2.3 ACI 18.9.3.3 0 0 inf OK 192 2.3 ACI 18.9.3.3 0 0 Int OK 193 1.84 ACI 18.9.3.3 0 0 inf OK 194 2.3 ACI 18.9.3.3 0 0 inf OK 195 2.3 ACI 18.9.3.3 0 0 inf OK 196 2.3 ACI 18.9.3.3 0 0 int OK 197 3.24 ACI 18.9.3.3 0 0 inf OK 198 1.84 ACI 18.9.3.3 0 0 int OK "Status" Indicates whether Floor has found a feasible solution to satisfy the criteria selected for this section. Engineers Northwest, Inc. P.S. Service LC: Design Section Summary 24 o. Atli A Engineers Northwest - 2nd.tloor - Monday April 28, 2003 Service LC: Design Section Summary - Continued (4) �Z N As Top Controlling As Bot Controlling As Shr Strp Spcg Controlling Status (sq. in.) (sq. in.) (sq. in.) (inches) 199 2.35 ACI 18.9.3.3 0 0 inf OK 200 2.3 ACI 18.9.3.3 0 0 int OK 201 0 3.42 ACI 18.9.3.2 0 inf OK 202 1.84 ACI 18.9.3.3 0 0 inf OK 203 2.3 ACI 18.9.3.3 0 0 inf OK 204 3.24 ACI 18.9.3.3 0 0 Int OK 205 2.61 ACI 18.9.3.3 0 0 inf OK 206 0 0 0 inf OK 207 3.68 ACI 18.9.3.3 0 0 inf OK 208 3.24 ACI 18.9.3.3 0 0 Int OK 209 0 0 0 inf OK 210 2.97 ACI 18.9.3.3 0 0 inf OK 211 2.3 ACI 18.9.3.3 0 0 inf OK 212 2.3 ACI 18.9.3.3 0 0 inf OK 213 0 0 0 inf OK 214 2.3 ACI 18.9.3.3 0 0 inf OK 215 2.3 ACI 18.9.3.3 0 0 inf OK 216 0 0 0 Inf OK 217 0 0 0 inf OK 218 0 1.19 ACI 18.9.3.2 0 inf OK 219 0 0 0 inf OK 220 0 0 0 int OK 221 2.3 ACI 18.9.3.3 0 0 int OK 222 1.84 ACI 18.9.3.3 0 0 Inf OK 223 2.3 ACI 18.9.3.3 0 0 Inf OK 224 1.84 ACI 18.9.3.3 0 0 int OK 225 2.3 ACI 18.9.3.3 0 0 inf OK 226 2.54 ACI 18.9.3.3 0 0 inf OK 227 0 2.85 ACI 18.9.3.2 0 inf OK 228 0 0 0 int OK 229 2.3 ACI 18.9.3.3 0 0 inf OK 230 3.24 ACI 18.9.3.3 0 0 inf OK 231 3.24 ACI 18.9.3.3 0 0 inf OK 232 0 0 0 int OK 233 2.3 ACI 18.9.3.3 0 0 inf OK 234 3.24 ACI 18.9.3.3 0 0 Int OK 235 2.3 ACI 18.9.3.3 0 0 inf OK 236 2.3 ACI 18.9.3.3 0 0 inf OK 237 2.3 ACI 18.9.3.3 0 0 inf OK 238 2.3 ACI 18.9.3.3 0 0 Int OK 239 0 0 0 inf OK 240 3.24 ACI 18.9.3.3 0 0 inf OK 241 2.3 ACI 18.9.3.3 0 0 inf OK 242 2.3 ACI 18.9.3.3 0 0 Inf OK 243 0 0 0 inf OK 244 0 0 0 Int OK 245 0 0 0 inf OK 246 0 0 0 inf OK 247 0 0 0 inf OK 248 2.3 ACI 18.9.3.3 0 0 inf OK 249 2.3 ACI 18.9.3.3 0 0 inf OK 250 0 2.91 ACI 18.9.3.2 0 inf OK 251 2.3 ACI 18.9.3.3 0 0 inf OK 252 2.3 ACI 18.9.3.3 0 0 int OK 253 0 0 0 int OK 254 1.84 ACI 18.9.3.3 0 0 inf OK 255 1.84 ACI 18.9.3.3 0 0 inf OK 256 0 0 0 Inf OK 257 1.84 ACI 18.9.3.3 0 0 Inf OK 258 1.84 ACI 18.9.3.3 0 0 int OK 259 0 0 0 inf OK 260 2.3 ACI 18.9.3.3 0 0 inf OK 261 2.3 ACI 18.9.3.3 0 0 inf OK 262 2.3 ACI 18.9.3.3 0 0 int OK 263 2.3 ACI 18.9.3.3 0 0 inf OK 264 1.84 ACI 18.9.3.3 0 0 inf OK "Status" Indicates whether Floor has found a feasible solution to satisfy the criteria selected for this section. Engineers Northwest, Inc. P.S. Service LC: Design Section Summary 25 Engineers Northwest - 2nd.floor - Monday April 28, 2003 Service LC: Design Section Summary - Continued (5) FL --1Z7 # As Top Controlling As Bot Controlling As Shr Strp Spcg Controlling Status (sq. in.) (sq. in.) (sq. In.) (inches) 265 2.38 ACI 18.9.3.3 0 0 inf OK 266 2.38 ACI 18.9.3.3 0 0 Int OK "Status" Indicates whether Floor has found a feasible solution to satisfy the criteria selected for this section. Engineers Northwest, Inc. P.S. Service LC: Design Section Summary 26 Engineers Northwest - 2nd.floor - Monday April 28, 2003 Service LC: Design Section Stresses # Centrold Conc. Top Conc. Bot Conc. Cent. Conc Limits Rebar Top Rebar Bot Rebar Limits Calc. (fit) (Psi) (Psi) (Psi) (Psi) (ksi) (ksi) (ksi) 1 (-1.258,-110.6,-0.3542) -163 -190 -176 (-2250,424) Gross 2 (-1.258,-79.31,-0.3542) -373 -196 -285 (-2250,424) Gross 3 (1.21,-128.8,-0.3542) -132 -418 -275 (-2250,424) Gross 4 (1.203,-80,-0.3542) -317 -258 -288 (-2250,424) Gross 5 (1.214,-27.47,-0.3542) -333 -400 -367 (-2250,424) Gross 6 (1.311,-108.8,-0.3542) -99.5 -289 -194 (-2250,424) Gross 7 (1.277,50,-0.3542) -193 -350 -271 (-2250,424) Gross 8 (2.994,-122.4,-0.3542) -393 -62.1 -228 (-2250,424) Gross 9 (2.994,-111.2,-0.3542) 49.3 -515 -233 (-2250,424) - Gross 10 (2.994,-108.7,-0.3542) 53 -504 -226 (-2250,424) Gross 11 (2.994,-94.97,-0.3542) -376 -64.8 -220 (-2250,424) Gross 12 (2.994,-81.27,-0.3542) 78.9 -585 -253 (-2250,424) Gross 13 (2.994,-78.75,-0.3542) 91.6 -599 -254 (-2250,424) Gross 14 (2.994,-65.04,-0.3542) -409 -49.5 -229 (-2250,424) Gross 15 (5.626,51.26,-0.3542) 168 -754 -293 (-2250,424) Gross 16 (5.626,-48.67,-0.3542) 227 -811 -292 (-2250,424) Gross 17 (5.703,-35.01,-0.3542) -612 277 -167 (-2250,424) Gross 18 (7.47,-21.24,-0.3542) -198 -313 -256 (-2250,424) Gross 19 (7.737,-133.8,-0.3542) -184 -226 -205 (-2250,424) Gross 20 (11.21,-108.8,-0.3542) -290 -99.5 -195 (-2250,424) Gross 21 (11.41,-80,-0.3542) -203 -335 -269 (-2250,424) Gross 22 (11.41,-50,-0.3542) -332 -209 -271 (-2250,424) Gross 23 (14.81,-27.47,-0.3542) -498 -293 -396 (-2250,424) Gross 24 (15.78,-128.8,-0.3542) -362 -208 -285 (-2250,424) Gross 25 (15.78,-128.6,-0.3542) -356 -208 -282 (-2250,424) Gross 26 (22.08,-108.8,-0.394) 42.3 -561 -195 (-2250,424) - Gross 27 (22.2,-80,-0.3542) -255 -280 -267 (-2250,424) - - Gross 28 (22.2,-50,-0.3542) -168 -372 -270 (-2250,424) Gross 29 (24.89,-80,-0.3542) -186 -337 -262 (-2250,424) Gross 30 (24.89,-50,-0.3542) -115 -411 -263 (-2250,424) Gross 31 (25.01,-108.8,-0.394) 197 -915 -241 (-2250,424) Gross 32 (27.45,-111.3,-0.4632) -79 -336 -198 (-2250,424) Gross 33 (27.45,-108.8,-0.4632) -39.1 -372 -193 (-2250,424) Gross 34 (26.38,-95.04,-0.3542) -459 -24.4 -242 (-2250,424) - Gross 35 (28.18,-35.01,-0.3542) -808 192 308 (-2250,424) Gross 36 (28.48,-122.5,-0.3542) -474 -45.6 -260 (-2250,424) - Gross 37 (28.78,-128.8,-0.3542) -115 -400 -257 (-2250,424) Gross 38 (28.72,-27.47,-0.3542) -364 -379 -372 (-2250,424) Gross 39 (29.67,-81.19,-0.3542) 300 -673 -187 (-2250,424) Gross 40 (29.67,-78.74,-0.3542) 261 -625 -182 (-2250,424) Gross 41 (29.67,-65.04,-0.3542) -450 14.6 -218 (-2250,424) Gross 42 (29.67,51.29,-0.3542) 372 -760 -194 (-2250,424) Gross 43 (29.67,-48.7,-0.3542) 373 -846 -237 (-2250,424) Gross 44 (29.66,-21.24,-0.3542) -195 -354 -274 (-2250,424) Gross 45 (30.63,-133.8,-0.3542) -154 -226 -190 (-2250,424) Gross 46 (31.32,-128.8,-0.3542) -160 -310 -235 (-2250,424) Gross 47 (31.33,-27.47,-0.3542) -313 -280 -296 (-2250,424) Gross 48 (36.76,-80,-0.3542) -343 -236 -289 (-2250,424) Gross 49 (36.76,-50,-0.3542) -324 -216 -270 (-2250,424) Gross 50 (41.55,-108.8,-0.394) -504 169 -239 (-2250,424) Gross 51 (44.93,-27.47,-0.3542) -217 -272 -245 (-2250,424) Gross 52 (45.76,-128.8,-0.3542) -255 -155 -205 (-2250,424) Gross 53 (47.78,-80,-0.3542) -268 -370 -319 (-2250,424) Gross 64 (47.78,50,-0.3542) -158 -384 -271 (-2250,424) Gross 55 (53.71,-78.74,-0.3542) -152 -429 -290 (-2250,424) Gross 56 (54.02,-73.96,-0.3542) -159 -243 -201 (-2250,424) Gross 57 (54.48,-81.27,-0.3542) 221 -848 -314 (-2250,424) Gross 58 (57.16,-111.2,-0.4578) -21.4 -375 -183 (-2250,424) Gross 59 (58.57,-95.04,-0.3542) -470 15.8 -227 (-2250,424) Gross 60 (57.3,-108.8,-0.4571) 36 -418 -172 (-2250,424) Gross 61 (58.63,-128.8,-0.3542) -85.8 -335 -211 (-2250,424) Gross "Centroid" Indicates the section centroid in X,Y,Z coordinates. "Conc. Limits" indicates the minimum and maximum allowable concrete stresses; "-" Indicates that no stress limit was calculated. Rebar stresses are not calculated in the Gross Section stress calculation 'Rebar Limits" indicates the maximum allowable reinforcement tensile stresses; "" indicates that no stress limit was calculated; if two values are reported the first value is for the top bar and the second is for the bottom bar "Cato." indicates the type of calculation used to determine the stresses. Engineers Northwest, Inc. P.S. Service LC: Design Section Stresses 27 Engineers Northwest - 2nd.floor - Monday April 28, 2003 Service LC: Design Section Stresses - Continued (2) # Centroid (feet) 62 (58.66,-108.8,-0.394) 63 (58.68,-27.47,-0.3542) 64 (59.63,-21.16,-0.3542) 65 (59.71,-48.78,-0.3542) 66 (59.82,-34.99,-0.3542) 67 (60.63,-133.7,-0.3542) 68 (60.67,-122.5,-0.3542) 69 (61.34,-108.8,-0.394) 70 (61.37,-131,-0.3542) 71 (61.34,-27.47,-0.3542) 72 (66.25,-81.31,-0.3542) 73 (66.25,-78.7,-0.3542) 74 (66.25,-68.88,-0.3542) 75 (66.25,-60.85,-0.3542) 76 (68.02,-136.2,-0.3542) 77 (70.53,-50,-0.3542) 78 (70.61,-80,-0.3542) 79 (74.68,-25.27,-0.3542) 80 (75.51,-131,-0.3542) 81 (75.59,-108.8,-0.3542) 82 (85.25,-80,-0.3542) 83 (85.25,-50,-0.3542) 84 (85.4,-81.27,-0.3542) 85 (85.4,-78.8,-0.3542) 86 (85.4,-65.04,-0.3542) 87 (85.4,-51.17,-0.3542) 88 (85.4,-48.64,-0.3542) 89 (88.39,-131.3,-0.3542) 90 (88.55,-108.8,-0.3542) 91 (88.74,-25.27,-0.3542) 92 (97.04;141.1,-0.3542) 93 (89.87,-34.99,-0.3542) 94 (89.86,-21.16,-0.3542) 95 (89.86,-18.75,-0.3542) 96 (90.64,-138.8,-0.3542) 97 (90.64,-111.2,-0.3542) 98 (90.64,-108.7,-0.3542) 99 (90.68,-125,-0.3542) 100 (90.68,-95.04,-0.3542) 101 (91.27,-25.27,-0.3542) 102 (91.37,-108.8,-0.3542) 103 (91.46,-133.5,-0.3542) 104 (100.6,-50,-0.3542) 105 (100.6,-80,-0.3542) 106 (105,-25.27,-0.3542) 107 (105.8,-133.5,-0.3542) 108 (105.8,-108.8,-0.3542) 109 (109,-78.8,-0.3542) 110 (109.1,-65.04,-0.3542) 111 (113.2,-95.13,-0.3542) 112 (113.2,-125,-0.3542) 113 (113.1,-18.84,-0.3542) 114 (113.3,-111.3,-0.3542) 115 (113.3,-108.8,-0.3542) 116 (114.4,-48.68,-0.3542) 117 (114.4,-81.24,-0.3542) 118 (114.4,-51.12,-0.3542) 119 (117.2,35.05,-0.3542) 120 (117.2,-21.13,-0.3542) 121 (117.6,-141.2,-0.3542) 122 (117.6,-138.8,-0.3542) Conc. Top Conc. Bot. Conc. (psi) (psi) (psi) 300 -1010 -216 -240 -220 -230 -239 -408 -324 403 -1140 -367 -769 116 -327 -106 -326 -216 -446 -3.34 -225 242 -902 -209 128 -415 -143 -132 -315 -223 314 -750 -218 85.9 -425 -169 -191 -85.9 -138 -191 -95.2 -143 -87.7 -486 -287 358 -577 -109 260 -531 -135 -245 -95.4 -170 -306 -14.4 -160 -415 -1.95 -208 -335 61.5 -137 -368 114 -127 173 -582 -205 157 -570 -207 -453 -14 -233 217 -657 -220 130 -640 -255 -18.5 -295 -157 241 -653 -206 -19.8 -278 -149 -166 -147 -156 -625 78 -273 -147 -381 -264 -354 -147 -251 -0.308 -435 -217 258 -723 -233 295 -704 -204 -650 122 -264 -441 -15.2 -228 48.2 -336 -144 378 -789 -205 -5.75 -376 -191 332 -601 -135 277 -543 -133 -227 -48.4 -138 -362 25.4 -168 -615 161 -227 193 -480 -144 -275 -9.12 -142 -481 -161 -321 -759 306 -227 -347 -160 -254 229 -763 -267 -136 -579 -357 409 -989 -290 399 -836 -219 128 -531 -202 -663 99.4 -282 -189 -454 -321 -171 -150 -161 333 -615 -141 Cent. Conc Umits (psi) (-2250,424) (-2250,424) (-2250,424) (-2250,424) (-2250,424) (-2250,424) (-2250,424) (-2250,424) (-2250,424) (-2250,424) (-2250,424) (-2250,424) (-2250,424) (-2250,424) (-2250,424) (-2250,424) (-2250,424) (-2250,424) (-2250,424) (-2250,424) (-2250,424) (-2250,424) (-2250,424) (-2250,424) (-2250,424) (-2250,424) (-2250,424) (-2250,424) (-2250,424) (-2250,424) (-2250,424) (-2250,424) (-2250,424) (-2250,424) (-2250,424) (-2250,424) (-2250,424) (-2250,424) (-2250,424) (-2250,424) (-2250,424) (-2250,424) (-2250,424) (-2250,424) (-2250,424) (-2250,424) (-2250,424) (-2250,424) (-2250,424) (-2250,424) (-2250,424) (-2250,424) (-2250,424) (-2250,424) (-2250,424) (-2250,424) (-2250,424) (-2250,424) (-2250,424) (-2250,424) (-2250,424) Rebar Top Rebar Bot. Rebar Limits (ksi) (ksi) (ksi) "Centroid" Indicates the section centroid in X,Y,Z coordinates. "Conc. Limits" Indicates the minimum and maximum allowable concrete stresses;'-" Indicates that no stress limit was calculated. Rebar stresses are not calculated in the Gross Section stress calculation "Rebar Limits" Indicates the maximum allowable reinforcement tensile stresses; "-" indicates that no stress limit was calculated; If two values are reported the first value is for the top bar and the second is for the bottom bar "Calc." indicates the type of calculation used to determine the stresses. Calc. Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross FL. 2-I Engineers Northwest, Inc. P.S. Service LC: Design Section Stresses 28 r��a�?nKtmna�r}sa» .,. Engineers Northwest - 2nd.floor- Monday April 28, 2003 Service LC: Design Section Stresses - Continued (3) # Centroid Conc. Top Conc. Bot. Conc. Cent. Conc Limits Rebar Top Rebar Bot. Rebar Limits Calc. (feet) (Psi) (Psi) (Psi) (Psi) (ksi) (ksi) (ksi) 123 (117.6,-134.3,-0.3542) -290 -4 -147 (-2250,424) Gross 124 (117.6,-87.18,-0.3542) -172 -251 -211 (-2250,424) Gross 125 (118.6,-133.5,-0.3542) 154 -425 -135 (-2250,424) Gross 126 (118.6,-108.8,-0.3542) 148 -651 -252 (-2250,424) Gross 127 (118.7,-25.27,-0.3542) 110 -358 -124 (-2250,424) Gross 128 (121.2,-27.49,-0.3542) 131 -392 -131 (-2250,424) Gross 129 (121.4,-136.1,-0.3542) 366 -726 -180 (-2250,424) Gross 130 (124.4,-57.81,-0.3542) -276 -158 -217 (-2250,424) Gross 131 (125.6,-136.2,-0.3542) 67.1 -433 -183 (-2250,424) Gross 132 (144.4,-136.2,-0.3542) 90.5 -429 -169 (-2250,424) Gross 133 (148.5,-136.1,-0.3542) 377 -737 -180 (-2250,424) Gross 134 (148.8,-27.49,-0.3542) 156 -414 -129 (-2250,424) Gross 135 (151.2,-25.29,-0.3542) 169 -412 -121 (-2250,424) Gross 136 (151.4,-108.8,-0.3542) 148 -654 -253 (-2250,424) Gross 137 (151.4,-133.5,-0.3542) 158 -426 -134 (-2250,424) Gross 138 (151.5,-80,-0.3542) 397 -616 -110 (-2250,424) Gross 139 (151.5,-50,-0.3542) 321 -565 -122 (-2250,424) Gross 140 (152.8,-141.2,-0.3542) -113 -146 -129 (-2250,424) Gross 141 (152.8,-138.8,-0.3542) 361 -602 -120 (-2250,424) Gross 142 (152.8,-134.4,-0.3542) -307 24.8 -141 (-2250,424) Gross 143 (152.8,-87.18,-0.3542) -258 -102 -180 (-2250,424) Gross 144 (152.8,-81.16,-0.3542) 377 -697 -160 (-2250,424) Gross 145 (152.9,-56.8,-0.3542) -157 -226 -192 (-2250,424) Gross 146 (152.9,-51.08,-0.3542) -80.3 -562 -321 (-2250,424) Gross 147 (152.9,-48.72,-0.3542) 365 -838 -236 (-2250,424) Gross 148 (152.9,-35.19,-0.3542) -708 191 -258 (-2250,424) Gross 149 (152.9,-21.22,-0.3542) -95.4 -501 -298 (-2250,424) Gross 150 (156.8,-18.81,-0.3542) -292 -130 -211 (-2250,424) Gross 151 (157.1,-125,-0.3542) -776 331 -223 (-2250,424) Gross 152 (157.1,-111.2,-0.3542) 316 -864 -274 (-2250,424) Gross 153 (157.1,-108.8,-0.3542) 188 -785 -299 (-2250,424) Gross 154 (157.1,-94.95,-0.3542) -610 57.7 -276 (-2250,424) Gross 155 (158.3,-65.13,-0.3542) -176 -151 -163 (-2250,424) Gross 156 (165,-133.5,-0.3542) -373 39.1 -167 (-2250,424) Gross 157 (165.1,-108.8,-0.3542) -672 214 -229 (-2250,424) Gross 158 (165.1,-80,-0.3542) -437 218 -109 (-2250,424) Gross 159 (165.1,-25.29,-0.3542) -306 49.4 -128 (-2250,424) Gross 160 (165.1,-50,-0.3542) -400 169 -115 (-2250,424) Gross 161 (173.1,-141.2,-0.3542) -216 -199 -208 (-2250,424) Gross 162 (178.6,-108.8,-0.3542) 419 -818 -200 (-2250,424) Gross 163 (178.7,-133.5,-0.3542) -27.4 -363 -195 (-2250,424) Gross 164 (178.7,-80,-0.3542) 322 -555 -117 (-2250,424) ,_ - Gross 165 (178.7,-50,-0.3542) 357 -579 -111 (-2250,424) Gross 166 (178.7,-25.29,-0.3542) 105 -374 -135 (-2250,424) Gross 167 (179.9,-138.8,-0.3542) 22.1 -429 -203 (-2250,424) Gross 168 (179.9,-125.1,-0.3542) -664 179 -243 (-2250,424) Gross 169 (179.9,-111.3,-0.3542) 336 -763 -213 (-2250,424) Gross 170 (179.9,-108.7,-0.3542) 343 -763 -210 (-2250,424) Gross 171 (179.9,-95.04,-0.3542) -492 52.5 -220 (-2250,424) Gross 172 (179.9,-81.2,-0.3542) 233 -661 -214 (-2250,424) Gross 173 (179.9,-78.89,-0.3542) 236 -663 -214 (-2250,424) Gross 174 (179.9,55.09,-0.3542) -398 -56.8 -228 (-2250,424) - Gross 175 (179.9,-51.16,-0.3542) 306 -738 -216 (-2250,424) Gross 176 (179.9,-48.68,-0.3542) 300 -767 -234 (-2250,424) Gross 177 (179.9,35.1,-0.3542) -698 224 -237 (-2250,424) Gross 178 (179.9,-21.17,-0.3542) -40.2 -429 -234 (-2250,424) Gross 179 (179.9,-18.81,-0.3542) -342 -148 -245 (-2250,424) - Gross 180 (181.2,-25.29,-0.3542) 108 -385 -139 (-2250,424) Gross 181 (181.3,-133.5,-0.3542) 29.2 -288 -130 (-2250,424) Gross 182 (181.3,-80,-0.3542) 327 -565 -119 (-2250,424) - Gross 183 (181.3,-108.8,-0.3542) 357 -750 -196 (-2250,424) Gross "Centroid" indicates the section centrold in X,Y,Z coordinates. "Conc. Limits" Indicates the minimum and maximum allowable concrete stresses;'-" indicates that no stress limit was calculated. Rebar stresses are not calculated in the Gross Section stress calculation 'Rebar Limits" indicates the maximum allowable reinforcement tensile stresses; "-" indicates that no stress limit was calculated; if two values are reported the first value is for the top bar and the second is for the bottom bar "Calc." indicates the type of calculation used to determine the stresses. Engineers Northwest, Inc. P.S. Service LC: Design Section Stresses 29 tf;:iatiTn+,'�v /"trSMv?4Yatiy. {4iE Engineers Northwest - 2nd.floor- Monday April 28, 2003 Service LC: Design Section Stresses - Continued (4) # Centroid Conc. Top Conc. Bot. Conc. Cent. Conc Limits Rebar Top Rebar Bot. Rebar Limits Calc. (feet) (Psi) (Psi) (Psi) (Psi) (ksi) (ksi) (ksi) 184 (181.4,50,-0.3542) 376 -597 -110 (-2250,424) Gross 185 (194.8,-108.8,-0.3542) -411 45.9 -182 (-2250,424) Gross 186 (194.8,-80,-0.3542) -368 117 -125 (-2250,424) Gross 187 (194.9,-131.1,-0.3542) -341 -15 -178 (-2250,424) Gross 188 (194.8,50,-0.3542) -399 194 -102 (-2250,424) Gross 189 (194.8,-25.29,-0.3542) -283 -15.7 -150 (-2250,424) Gross 190 (201.6,-65.04,-0.3542) -105 -227 -166 (-2250,424) Gross 191 (201.7,-78.91,-0.3542) -28 -323 -176 (-2250,424) Gross 192 (202.3,-136.2,-0.3542) -36.8 -398 -217 (-2250,424) Gross 193 (195.7,-18.75,-0.3542) 176 -133 21.6 (-2250,424) Gross 194 (208.5,-80,-0.3542) 236 -506 -135 (-2250,424) Gross 195 (208.6,-131,-0.3542) 129 -471 -171 (-2250,424) Gross 196 (208.5,-50,-0.3542) 339 -548 -104 (-2250,424) Gross 197 (208.7,-110.3,-0.3911) 219 -956 -240 (-2250,424) Gross 198 (208.7,-27.52,-0.3542) -118 -240 -179 (-2250,424) Gross 199 (209.5,-21.17,-0.3542) -117 -376 -246 (-2250,424) Gross 200 (209.8,-48.65,-0.3542) 376 -978 -301 (-2250,424) Gross 201 (209.8,-34.99,-0.3542) -826 271 -278 (-2250,424) Gross 202 (211.1,-27.47,-0.3542) -165 -209 -187 (-2250,424) Gross 203 (211.2,-128.8,-0.3542) 112 -485 -187 (-2250,424) Gross 204 (211.3,-108.8,-0.394) 337 -971 -178 (-2250,424) Gross 205 (211.9,-133.8,-0.3542) -40.5 -274 -157 (-2250,424) Gross 206 (211.9,-122.5,-0.3542) -433 39.1 -197 (-2250,424) Gross 207 (213.1,-111.3,-0.4588) -1.27 -344 -159 (-2250,424) Gross 208 (215.2,-108.7,-0.4737) -30.5 -379 -196 (-2250,424) Gross 209 (211.9,-95.04,-0.3542) -466 37.5 -214 (-2250,424) Gross 210 (214.3,-81.32,-0.3542) 164 -631 -233 (-2250,424) Gross 211 (222,-80,-0.3542) 38.8 -473 -217 (-2250,424) Gross 212 (222.1,-50,-0.3542) 81.7 -452 -185 (-2250,424) Gross 213 (224.8,-27.47,-0.3542) -156 -284 -220 (-2250,424) Gross 214 (227.6,-78.88,-0.3542) 158 -525 -183 (-2250,424) Gross 215 (227.6,-51.31,-0.3542) 173 -566 -196 (-2250,424) Gross 216 (227.9,-64.58,-0.3542) -354 -27.9 -191 (-2250,424) Gross 217 (228.9,-128.8,-0.3542) -347 -57.3 -202 (-2250,424) Gross 218 (228.9,-108.8,-0.394) -483 243 -197 (-2250,424) Gross 219 (233.8,-80,-0.3542) -436 50.3 -193 (-2250,424) Gross 220 (233.8,-50,-0.3542) -431 72.9 -179 (-2250,424) Gross 221 (238.6,-128.8,-0.3542) -44.2 -356 -200 (-2250,424) Gross 222 (238.8,-27.47,-0.3542) -309 -240 -274 (-2250,424) Gross 223 (239.5,-21.23,-0.3542) -162 -376 -269 (-2250,424) Gross 224 (241.2,-27.47,-0.3542) -313 -387 -350 (-2250,424) Gross 225 (241.4,-128.8,-0.3542) -121 -445 -283 (-2250,424) Gross 226 (241.4,-48.56,-0.3542) 328 -800 -236 (-2250,424) Gross 227 (241.4,-34.99,-0.3542) -834 232 -301 (-2250,424) Gross 228 (243.4,-122.5,-0.3542) -463 -50.1 -257 (-2250,424) Gross 229 (243.4,-133.8,-0.3542) -110 -261 -185 (-2250,424) - Gross 230 (242.5,-111.2,•0.4649) -24.6 -376 -188 (-2250,424) Gross 231 (242.5,-108.7,-0.4649) 17.1 -412 -182 (-2250,424) Gross 232 (243.4,-95.04,-0.3542) -467 9.79 -229 (-2250,424) Gross 233 (245.1,-80,-0.3542) 117 -458 -170 (-2250,424) Gross 234 (245.2,-108.8,-0.394) 273 -958 -212 (-2250,424) Gross 235 (245.1,-50,-0.3542) 193 -523 -165 (-2250,424) Gross 236 (245.6,-81.3,-0.3542) 269 -660 -196 (-2250,424) Gross 237 (245.6,-78.81,-0.3542) 301 -692 -196 (-2250,424) Gross 238 (245.6,-51.31,-0.3542) 386 -823 -219 (-2250,424) Gross 239 (245.9,-65.04,-0.3542) -484 13.9 -235 (-2250,424) Gross 240 (247.8,-108.8,-0.394) 131 -824 -167 (-2250,424) Gross 241 (247.8,-80,-0.3542) 103 -451 -174 (-2250,424) Gross 242 (247.9,-50,-0.3542) 188 -522 -167 (-2250,424) Gross 243 (254.1,-27.47,-0.3542) -477 -311 -394 (-2250,424) Gross 244 (257.6,-128.8,-0.3542) -481 -148 -315 (-2250,424) Gross "Centroid" Indicates the section centroid In X,Y,Z coordinates. "Conc. Limits" Indicates the minimum and maximum allowable concrete stresses; "-" indicates that no stress limit was calculated. Rebar stresses are not calculated In the Gross Section stress calculation "Rebar Limits" indicates the maximum allowable reinforcement tensile stresses; "-" indicates that no stress limit was calculated; if two values are reported the first value is for the top bar and the second is for the bottom bar "Calc." indicates the type of calculation used to determine the stresses. El -PA M Engineers Northwest, Inc. P.S. Service LC: Design Section Stresses 30 ii^�t-"IRt41^'�FYNih:.tLYN`M11.a6te,^+.4' vr',,R.5V1 Ni:. l�fiL.l. kJG}^St�Cg44'.u^Y..! 4, Engineers Northwest - 2nd.tloor- Monday April 28, 2003 Service LC: Design Section Stresses - Continued (5) # Centroid (feet) 245 (257.8,-108.8,-0.3542) 246 (258,-80,-0.3542) 247 (258,-50,-0.3542) 248 (261.9,-21.15,-0.3542) 249 (263.7,-133.7,-0.3542) 250 (263.6,-34.99,-0.3542) 251 (263.7,51.41,-0.3542) 252 (263.7,-48.49,-0.3542) 253 (266.6,-122.5,-0.3542) 254 (266.6,-111.3,-0.3542) 255 (266.6,-108.7,-0.3542) 256 (266.6,-94.89,-0.3542) 257 (266.6,-81.27,-0.3542) 258 (266.6,-78.75,-0.3542) 259 (266.6,-65.21,-0.3542) 260 (268.6,50,-0.3542) 261 (268.7,-128.8,-0.3542) 262 (268.6,-80,-0.3542) 263 (268.7,-108.8,-0.3542) 264 (268.8,-27.47,-0.3542) 265 (271.1,-110.6,-0.3542) 266 (271.1,-79.31,-0.3542) Conc. Top Conc. Bot. (Psi) (Psi) (Psi) -262 -92.1 -177 -294 -47.9 -171 -384 73.2 -155 -150 -320 -235 -188 -286 -237 -660 403 -129 301 -649 -174 343 -685 -171 -410 13.6 -198 143 -558 -208 162 -567 -203 -414 32.8 -191 198 -596 -199 238 -636 -199 -428 60 -184 -35.9 -287 -161 -147 -359 -253 -76.4 -284 -180 -113 -277 -195 -335 -397 -366 -163 -193 -178 -157 -197 -177 Conc. Cent. Conc Limits (Psi) (-2250,424) (-2250,424) (-2250,424) (-2250,424) (-2250,424) (-2250,424) (-2250,424) (-2250,424) (-2250,424) (-2250,424) (-2250,424) (-2250,424) (-2250,424) (-2250,424) (-2250,424) (-2250,424) (-2250,424) (-2250,424) (-2250,424) (-2250,424) (-2250,424) (-2250,424) Rebar Top Rebar Bot. Rebar Umits (ksi) (ksi) (ksi) • "Centroid" Indicates the section centroid in X,Y,Z coordinates. 'Conc. Limits" indicates the minimum and maximum allowable concrete stresses; "-" Indicates that no stress limit was calculated. Rebar stresses are not calculated In the Gross Section stress calculation 'Rebar Limits" indicates the maximum allowable reinforcement tensile stresses;' -" Indicates that no stress limit was calculated; if two values are reported the first value Is for the top bar and the second Is for the bottom bar "Calc " Indicates the type of calculation used to determine the stresses. Calc. Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Engineers Northwest, Inc. P.S. Service LC: Design Section Stresses 31 Factored LC: Design Section Summary Engineers Northwest - 2nd.floor- Monday April 28, 2003 FL -e-(33 # As Top Controlling As Bot Controlling As Shr Strp Spcg Controlling Status (sq. in.) (sq. in.) (sq. in.) (inches) 1 0 0 0 inf OK 2 0 0 0 inf OK 3 0 0 0 inf OK 4 0 0 0 inf OK 5 0.485 ACI 18.7 0 0 inf OK 6 0 0 0 inf OK 7 0 0 0 inf OK 8 0 0 0 Inf OK 9 0 0 0 inf OK 10 0 0 0 inf OK 11 0 0 0 inf OK 12 0 0 0 inf OK 13 0.106 ACI 18.7 0 0 inf OK 14 0 0 0 Int OK 15 0.00104 ACI 18.7 0 0 inf OK 16 0.416 ACI 18.7 0 0 Inf OK 17 0 0.406 ACI 18.7 0 inf OK 18 0 0 0 inf OK 19 0 0 0 inf OK 20 0 0 0 inf OK 21 0 0 0 inf OK 22 0 0 inf OK 23 0ACI 18.7 0 inf OK 24 0 0 inf OK 25 0 0 0 inf OK 26 0 0 0 int OK 27 0 0 0 inf OK 28 0 0 0 inf OK 29 0 0 0 inf OK 30 0 0 0 inf OK 31 2.46 ACI 18.7 0 0.52 9 ACI 11.4 OK 32 0 0 0 inf OK 33 0 0 0 inf OK 34 0 0 inf OK 35 0 ACI 18.7 0 int OK 36 0 0 inf OK 37 0 0 Int OK 38 ACI 18.7 0 0 inf OK 39 ACI 18.7 0 0 inf OK 40 3.99 ACI 18.7 0 0 Inf OK 41 0 0 0 inf OK 42 CI 18.7 0 0 inf OK CI 18.7 0 0 Int OK 0 0 Inf OK 45 0 0 0 int OK 46 • _ 0 0 int OK 47 � ACI 18.7 0 0 int OK 48 ' 0 0 inf OK 49 0 0 0 inf OK 500 0 inf OK 51 0 5.12 ACI 18.7 0 inf OK 52 0 0 0 Inf OK 53 0 0 0 inf OK 54 0 0 0 Inf OK 55 0 0 0 inf OK 58 0 0 0 Inf OK 57 4.02 ACI 18.7 0 0 inf OK 58 0 0 0 int OK 59 0 0.484 ACI 18.7 0 inf OK 60 0 0 0 Int OK 61 0 0 0 inf OK 62 ACI 18.7 0 0.83 9 ACI 11.4 OK 63 7.19 ACI 18.7 0 0 inf OK 64 0 0 Int OK 65 8 ACI 18.7 0 0 inf OK 66 0 0 int OK "Status" indicates whether Floor has found a feasible solution to satisfy the criteria selected for this section. Engineers Northwest, Inc. P.S. Factored LC: Design Section Summary 32 Engineers Northwest - 2nd.ffoor- Monday April 28, 2003 Factored LC: Design Section Summary - Continued (2) F2 -J34 # As Top Controlling As Sot Controlling As Shr Strp Spcg Controlling Status (sq. in.) (sq. In.) (sq. in.) (inches) 67 0 0 0 Inf OK 68 0 0 0 inf OK 69 3.52 ACI 18.7 0 0.525 9 ACI 11.4 OK 70 ACI 18.7 0 0 inf OK 71 ACI 18.7 0 0 inf OK 72 38 ACI 18.7 0 0 inf OK 73 0 0 0 inf OK 74 0 0 0 inf OK 75 0 0 0 inf OK 76 0 0 0 Int OK 77 0.412 ACI 18.7 0 0 int OK 78 0 0 0 Inf OK 79 0 0 0 inf OK 80 0 0 0 inf OK 81 0 0 0 inf OK 82 0 0 0 inf OK 83 0 0 0 tnf OK 84 0 0 0 inf OK 85 0 0 0 inf OK 86 0 0 0 int OK 87 1.53 ACI 18.7 0 0 inf OK 88 0.386 ACI 18.7 0 0 inf OK 89 0 0 0 inf OK 90 1.02 ACI 18.7 0 0 Inf OK 91 0 0 0 inf OK 92 0 0 0 inf OK 93 0 0 0 inf OK 94 0 0 0 Inf OK 95 0 0 0 int OK 96 0 0 0 tnf OK 97 4.57 ACI 18.7 0 0 inf OK } 98 5.32 ACI 18.7 0 0 inf OK 99 0 1.19 ACI 18.7 0 inf OK 100 0 0 0 inf OK 101 0 0 0 inf OK 102 3.63 ACI 18.7 0 0 Inf OK 103 0 0 0 inf OK 104 1.15 ACI 18.7 0 0 Inf OK 105 0 0 0 Int OK 106 0 0 0 int OK 107 0 0 0 inf OK 108 0 0 0 inf OK 109 0.13 ACI 18.7 0 0 int OK i 110 0 0 0 inf OK I 111 0 0 0 inf OK 112 0 1.11 ACI 18.7 0 inf OK 113 0 0 0 inf OK { 114 0.604 ACI 18.7 0 0 int OK 115 0 0 0 inf OK 116 ACI 18.7 0 0 inf OK 117 Ed0ACI 18.7 0 0 inf OK 118 0 0 0 inf OK 119 0 0 0 int OK 120 0 0 0 inf OK 121 0 0 0 inf OK 122 3.48 ACI 18.7 0 0 int OK 123 0 0 0 inf OK 124 0 0 0 inf OK 125 0 0 0 int OK 126 0 0 0 inf OK 127 0 0 0 inf OK 128 0 0 0 inf OK 129 1.3 ACI 18.7 0 0 inf OK } 130 0 0 0 inf OK 131 0 0 0 inf OK 132 0 0 0 inf OK "Status" indicates whether Floor has found a feasible solution to satisfy the criteria selected for this section. Engineers Northwest, Inc. P.S. Factored LC: Design Section Summary 33 rs......L.., r,,..n.yy.._...,�..J« i�Sa.__..:_:.3.GLhLa...bi.i..w:/Y+u'.n�rii�rn�.i:t�,h`it..naC.M%Pl'Y4 •�����^r'������� .. �^��lY1dL�^ 4r1`+.liYr .- LrA�i` i11i�i••4{✓iti�.t�•'xil4vl11ri4:}t Engineers Northwest - 2nd.floor- Monday Aprii 28, 2003 Factored LC: Design Section Summary - Continued (3) FL -0- c ft As Top Controlling As Bot Controlling As Shr Strp Spcg Controlling Status (sq. In.) (sq. In.) (sq. in.) (inches) 133 0.933 ACI 18.7 0 0 inf OK 134 0 0 0 inf OK 135 0 0 0 inf OK 136 0 0 0 inf OK 137 0 0 0 inf OK 138 3.85 ACI 18.7 0 0 Inf OK 139 2.66 ACI 18.7 0 0 in! OK 140 0 0 0 Inf OK 141 4.65 ACI 18.7 0 0 inf OK 142 0 0 0 inf OK 143 0 0 0 inf OK 144 3.66 ACI 18.7 0 0 inf OK 145 0 0 0 inf OK 146 0 0 0 inf OK 147 1.84 ACI 18.7 0 0 Inf OK 148 0 0.504 ACI 18.7 0 inf • OK 149 0 0 0 inf OK 150 0 0 0 inf OK 151 0 2.98 ACI 18.7 0 inf OK 152 3.07 ACI 18.7 0 0 Inf OK 153 1.51 ACI 18.7 0 0 inf OK 154 0 0.676 ACI 18.7 0 inf OK 155 0 0 0 inf OK 156 0 0 0 Inf OK 157 0 1.24 ACI 18.7 0 inf OK 158 0 0.228 ACI 18.7 0 inf OK 159 0 0 0 inf OK 160 0 0 0 Inf OK 161 0 0 0 inf OK 162 5.3 ACI 18.7 0 0 Inf OK 163 0 0 0 inf OK 164 2.66 ACI 18.7 0 0 inf OK 165 3.07 ACI 18.7 0 0 inf . OK 166 0 0 0 inf OK 167 0 0 0 inf OK 168 0 2.31 ACI 18.7 0 inf OK 169 6.12 ACI 18.7 0 0 inf OK 170 5.84 ACI 18.7 0 0 inf OK 171 0 0.646 ACI 18.7 0 inf OK 172 3.16 ACI 18.7 0 0 inf OK 173 3.25 ACI 18.7 0 0 inf OK 174 0 0 0 inf OK 175 4.83 ACI 18.7 0 0 inf OK 176 4.55 ACI 18.7 0 0 inf OK 177 0 3,2 ACI 18.7 0 Int OK 178 0 0 0 In! OK 179 0 0 0 inf OK 180 0 0 0 Inf OK 181 0 0 0 inf OK 182 2.54 ACI 18.7 0 0 inf OK 183 3.88 ACI 18.7 0 0 int OK 184 2.97 ACI 18.7 0 0 Inf OK 185 0 0 0 inf OK 186 0 0 0 inf OK 187 0 0 0 inf OK 188 0 0.278 ACI 18.7 0 inf OK 189 0 0 0 inf OK 190 0 0 0 inf OK 191 0 0 0 inf OK 192 0 0 0 Inf OK 193 0.0585 ACI 18.7 0 0 inf OK 194 0.817 ACI 18.7 0 0 inf OK 195 0.369 ACI 18.7 0 0 inf OK 196 1.87 ACI 18.7 0 0 Inf OK 197 0.222 ACI 18.7 0 0.721 9 ACI 11.4 OK 198 0 0 0 inf OK "Status" Indicates whether Floor has found a feasible solution to satisfy the criteria selected for this section. Engineers Northwest, Inc. P.S. Factored LC: Design Section Summary 34 Engineers Northwest - 2nd.floor - Monday April 28, 2003 Factored LC: Design Section Summary - Continued (4) F if As Top Controlling As Bot Controlling As Shr Strp Spcg Controlling Status (sq. in.) (sq. In.) (sq. in.) (inches) 199 0 0 0 inf OK 200 7.68 ACI 18.7 0 0 Int OK 201 0 2.33 ACI 18.7 0 inf OK 202 7.26 ACI 18.7 0 0 inf OK 203 0.0525 ACI 18.7 0 0 Int OK 204 4.16 ACI 18.7 0 0.689 9 ACI 11.4 OK 205 0 0 0 Int OK 206 0 0 0 inf OK 207 0 0 0 inf OK 208 0 0 0 inf OK 209 0 1.31 ACI 18.7 0 inf OK 210 0.908 ACI 18.7 0 0 inf OK 211 0 0 0 inf OK 212 0 0 0 int OK 213 0 5 ACI 18.7 0 inf OK 214 0 0 0 inf OK 215 0 0 0 inf OK 216 0 0 0 inf OK 217 0 0 0 inf OK 218 0 0 0 inf OK 219 0 1.79 ACI 18.7 0 inf OK 220 0 0.932 ACI 18.7 0 Int OK 221 0 0 0 inf OK 222 6.29 ACI 18.7 0 0 inf OK 223 0 0 0 inf OK 224 7.77 ACI 18.7 0 0 inf OK 225 0 0 0 inf OK 226 5.88 ACI 18.7 0 0 inf OK 227 0 4.39 ACI 18.7 0 inf OK 228 0 0 0 inf OK 229 0 0 0 inf OK 230 0 0 0 inf OK 231 0 0 0 inf OK 232 0 0 0 Int OK 233 0.134 ACI 18.7 0 0 inf OK 234 3.23 ACI 18.7 0 0.572 9 ACI 11.4 OK 235 1.4 ACI 18.7 0 0 inf OK 236 5.89 ACI 18.7 0 0 inf OK 237 6.45 ACI 18.7 0 0 inf OK 238 8.07 ACI 18.7 0 0 inf OK 239 0 1.72 ACI 18.7 0 inf OK 240 0.276 ACI 18.7 0 0 inf OK 241 0 0 0 inf OK 242 0.883 ACI 18.7 0 0 inf OK 243 0 7.14 ACI 18.7 0 inf OK 244 0 0 0 Int OK 245 0 0 0 Int OK 246 0 0 0 inf OK 247 0 0.783 ACI 18.7 0 inf OK 248 0 0 0 inf OK 249 0 0 0 inf OK 250 0 0.0702 ACI 18.7 0 lnf OK 251 0 0 0 inf OK 252 0 0 0 inf OK 253 0 0 0 inf OK 254 0 0 0 inf OK 255 0 0 0 inf OK 256 0 0 0 inf OK 257 0.0597 ACI 18.7 0 0 inf OK 258 0.479 ACI 18.7 0 0 inf OK 259 0 0 0 inf OK 260 0 0 0 Int OK 261 0 0 0 inf OK 262 0 0 0 inf OK 263 0 0 0 inf OK 264 0.516 ACI 18.7 0 0 inf OK "Status" Indicates whether Floor has found a feasible solution to satisfy the criteria selected for this section. Engineers Northwest, Inc. P.S. Factored LC: Design Section Summary 35 Engineers Northwest - 2nd.floor - Monday April 28, 2003 Factored LC: Design Section Summary - Continued (5) F¢t37 # As Top Controlling As Bot Controlling As Shr Strp Spcg Controlling Status (sq. in.) (sq. in.) (sq. in.) (inches) 265 0 0 0 inf OK 266 0 0 0 inf OK "Status" indicates whether Floor has found a feasible solution to satisfy the criteria selected for thls section. Engineers Northwest, Inc. P.S. Factored LC: Design Section Summary 36 Engineers Northwest - 2nd.floor - Monday April 28, 2003 Factored LC: Design Section Stresses # Centroid Conc. Top Conc. Bot. Conc. Cent. Conc Limits Rebar Top Rebar Bot. Rebar Limits Calc. (feet) (Psi) (psi) (psi) (Psi) (ksi) (ksi) (ksi) 1 (-1.258,-110.6,-0.3542) 272 -271 0.333 (-,-) Gross 2 (-1.258,-79.31,-0.3542) 268 -268 -0.288 (-,-) Gross 3 (1.21,-128.8,-0.3542) 330 -241 44.5 (-,-) Gross 4 (1.203,-80,-0.3542) 446 -421 12.5 (-,-) Gross 5 (1.214,-27.47,-0.3542) 141 -32.9 54.3 (-,-) Gross 6 (1.311,-108.8,-0.3542) 440 -410 14.8 (-,-) Gross 7 (1.277,30,-0.3542) 159 -118 20.2 (-,-) Gross 8 (2.994,-122.4,-0.3542) -827 819 -3.93 (-,-) Gross 9 (2.994,-111.2,-0.3542) 1330 -1320 3.96 (-,-) Gross 10 (2.994,-108.7,0.3542) 1340 -1310 12.5 (-,-) Gross 11 (2.994,-94.97,-0.3542) -1090 1120 14.2 (-,-) Gross 12 (2.994,-81.27,-0.3542) 1420 -1370 21.2 (-,-) Gross 13 (2.994,-78.75,-0.3542) 1420 -1370 23 (-,-) Gross 14 (2.994,-65.04,-0.3542) -943 983 20 (-,-) Gross 15 (5.626,-51.26,-0.3542) 1520 -1480 21.7 (-,-) Gross 16 (5.826,-48.67,-0.3542) 1590 -1570 10.4 (-,-) Gross 17 (5.703,-35.01,-0.3542) -1610 1580 -17 (-,-) Gross 18 (7.47,-21.24,-0.3542) 129 -132 -1.62 (-,-) Gross 19 (7.737,-133.8,-0.3542) 72.3 -60.4 5.91 (-,-) Gross 20 (11.21,-108.8,-0.3542) -808 839 15.3 (-,-) Gross 21 (11.41,-80,-0.3542) -848 866 8.97 (-,-) Gross 22 (11.41,-50,-0.3542) -1080 1110 17.6 (-,-) Gross 23 (14.81,-27.47,-0.3542) -1280 1410 65.6 (-,-) Gross 24 (15.78,-128.8,-0.3542) -873 971 48.8 (-,-) Gross 25 (15.78,-128.6,-0.3542) -864 961 48.6 (-,-) Gross 26 (22.08,-108.8,-0.394) 987 -1470 18 (-,) Gross 27 (22.2,-80,-0.3542) 845 -841 2.37 (-,-) Gross 28 (22.2,-50,-0.3542) 963 -933 15.3 (-,-) Gross 29 (24.89,-80,-0.3542) 952 -936 8.31 (-,-) Gross 30 (24.89,-50,-0.3542) 1070 -1030 23 (-,-) Gross 31 (25.01,-108.8,-0.394) 1480 -2200 30.1 (-,-) Gross 32 (27.45,-111.3,-0.4632) 864 -990 5.06 (-,-) Gross 33 (27.45,-108.8,-0.4632) 923 -1050 7.52 (-.-) - Gross 34 (26.38,-95.04,-0.3542) -1070 1100 13.5 (-,-) Gross 35 (28.18,-35.01,-0.3542) -1580 1610 15.4 (-,) Gross 36 (28.48,-122.5,-0.3542) -919 940 10.5 (-,-) Gross 37 (28.78,-128.8,-0.3542) 1240 -1150 44.6 (-.-) Gross 38 (28.72,-27.47,-0.3542) 1350 -1190 79.2 (-,-) Gross 39 (29.67,-81.19,-0.3542) 1510 -1460 27.4 (-,-) Gross 40 (29.67,-78.74,-0.3542) 1430 -1370 29.4 (-,-) Gross 41 (29.67,-65.04,-0.3542) -1050 1100 27.1 (-,-) Gross 42 (29.67,-51.29,-0.3542) 1570 -1510 29.5 (-,-) Gross 43 (29.67,-48.7,-0.3542) 1770 -1720 24 (-,-) Gross 44 (29.66,-21.24,-0.3542) 226 -212 7.12 (-,-) Gross 45 (30.63,-133.8,-0.3542) 139 -125 6.92 (-,-) - Gross 46 (31.32,-128.8,-0.3542) 1060 -947 58.9 (-,-) Gross 47 (31.33,-27.47,-0.3542) 1160 -969 94.7 (-,-) - Gross 48 (36.76,-80,-0.3542) -948 941 -3.65 (-,-) Gross 49 (36.76,-50,-0.3542) -860 894 17.3 (-,) Gross 50 (41.55,-108.8,-0.394) -1210 1980 48.5 (-,-) Gross 51 (44.93,-27.47,-0.3542) -787 1010 112 (-,-) Gross 52 (45.76,-128.8,-0.3542) -1110 1220 51.7 (-,-) Gross 53 (47.78,-80,-0.3542) 814 -837 -11.4 (-,-) Gross 54 (47.78,-50,-0.3542) 788 -765 11.5 (-,-) Gross 55 (53.71,-78.74,-0.3542) 687 -631 28.2 (-,) Gross 56 (54.02;-73.96,-0.3542) 65.2 -36 14.6 (-,-) Gross 57 (54.48,-81.27,-0.3542) 1770 -1740 15.5 (-,-) Gross 58 (57.16,-111.2,-0.4578) 867 -1000 10.8 (-,) Gross 59 (58.57,-95.04,-0.3542) -1100 1140 19.2 (-,-) Gross 60 (57.3,-108.8,-0.4571) 880 -1010 14.1 (-,-) Gross 61 (58.63,-128.8,-0.3542) 1390 -1260 64.8 (-,-) Gross "Centroid" Indicates the section centroid in X,Y,Z coordinates. "Conc. Limits" Indicates the minimum and maximum allowable concrete stresses; "-" Indicates that no stress limit was calculated. Rebar stresses are not calculated In the Gross Section stress calculation "Rebar Limits" Indicates the maximum allowable reinforcement tensile stresses; "-' Indicates that no stress limit was calculated; if two values are reported the first value is for the top bar and the second is for the bottom bar "Cat:." Indicates the type of calculation used to determine the stresses. F�- i3g Engineers Northwest, Inc. P.S. Factored LC: Design Section Stresses 37 EMENESIMMEMBEZEMEZE•arrz= pr, Engineers Northwest - 2nd.floor- Monday April 28, 2003 Factored LC: Design Section Stresses - Continued (2) RS-- (3r # Centroid Conc. Top Conc. Bot. Conc. Cent. Conc Limits (feet) (Psi) (Psi) (Psi) (Psi) 62 (58.66,-108.8,-0.394) 1760 -2570 53.4 (-,-) 63 (58.68,-27.47,-0.3542) 1370 -1100 132 64 (59.63,-21.16,-0.3542) 229 -211 9.06 (-,-) 65 (59.71,-48.78,-0.3542) 2220 -2250 -14.8 (-,-) 66 (59.82,-34.99,-0.3542) -1580 1600 7.87 (-,-) 67 (60.63,-133.7,-0.3542) 105 -89.7 7.84 (-,-) 68 (60.67,-122.5,-0.3542) -976 1000 12.6 (-,-) 69 (61.34,-108.8,-0.394) 1600 -2310 58.4 (-,-) 70 (61.37,-131,-0.3542) 1340 -1220 57.7 (-,-) 71 (61.34,-27.47,-0.3542) 1470 -1190 144 (-,-) 72 (66.25,-81.31,-0.3542) 1850 -1850 2.19 (-,-) 73 (66.25,-78.7,-0.3542) 970 -944 13.4 (-,-) 74 (66.25,-68.88,-0.3542) -233 312 39.6 (-,-) 75 (66.25,-60.85,-0.3542) -211 287 38 (-,-) 76 (68.02,-136.2,-0.3542) 65.8 -63.6 1.12 (-,-) 77 (70.53,-50,-0.3542) 1690 -1350 171 78 (70.61,-80,-0.3542) 1590 -1250 167 79 (74.68,-25.27,-0.3542) -805 1040 117 80 (75.51,-131,-0.3542) -958 1070 56.9 (-,-) 81 (75.59,-108.8,-0.3542) -890 1040 73.3 (-,-) 82 (85.25,-80,-0.3542) -1110 1420 157 (-,-) 83 (85.25,-50,-0.3542) -1170 1520 174 84 (85.4,-81.27,-0.3542) 1040 -1050 -6.48 (-,-) 85 (85.4,-78.8,-0.3542) 1030 -1050 -5.14 (-,-) 86 (85.4,-65.04,-0.3542) -837 891 26.9 (-,-) 87 (85.4,-51.17,-0.3542) 1180 -1190 -8.44 (-,-) 88 (85.4,-48.64,-0.3542) 1190 -1210 -13.6 (-,-) 89 (88.39,-131.3,-0.3542) 1140 -999 68.4 (-,-) 90 (88.55,-108.8,-0.3542) 1420 -1280 68.3 (-,-) 91 (88.74,-25.27,-0.3542) 1140 -905 117 (-;) 92 (97.04,-141.1,-0.3542) 162 -160 1.17 (-,-) 93 (89.87,-34.99,-0.3542) -1430 1430 1 94 (89.86,-21.16,-0.3542) 726 -719 3.28 (-,-) 95 (89.86,-18.75,-0.3542) 174 -176 -1.25 (-,-) 96 (90.64,-138.8,-0.3542) 635 -612 11.5 (-,-) 97 (90.64,-111.2,-0.3542) 1660 -1610 25.9 (-,-) 98 (90.64,-108.7,-0.3542) 1570 -1510. 30.1 (-,-) 99 (90.68,-125,-0.3542) -1370 1400 18.6 (-,-) 100 (90.68,-95.04,-0.3542) -1090 1130 20.2 (-,-) 101 (91.27,-25.27,-0.3542) 1220 -980 118 102 (91.37,-108.8,-0.3542) 1650 -1510 67.2 (-,-) 103 (91.46,-133.5,-0.3542) 1190 -1070 62.7 (-,-) 104 (100.6,-50,-0.3542) 1760 -1400 180 105 (100.6,-80,-0.3542) 1640 -1330 158 106 (105,-25.27,-0.3542) -786 1020 115 107 (105.8,-133.5,-0.3542) -1110 1270 79.5 (-,-) 108 (105.8,-108.8,-0.3542) -1130 1220 44.6 (-,-) 109 (109,-78.8,-0.3542) 1170 -1130 20.3 (-,-) 110 (109.1,-65.04,-0.3542) -559 623 32 (-,-) 111 (113.2,-95.13,-0.3542) -1250 1230 -13 (-,-) 112 (113.2,-125,-0.3542) -1640 1620 -10.8 (-,-) 113 (113.1,-18.84,-0.3542) 148 -148 -0.273 (-,-) 114 (113.3,-111.3,-0.3542) 1440 -1500 -31.3 (-,-) 115 (113.3,-108.8,-0.3542) 1300 -1340 -22.1 (-,-) 116 (114.4,-48.68,-0.3542) 2060 -2020 16.4 (-,-) 117 (114.4,-81.24,-0.3542) 1790 -1780 3.48 (-,-) 118 (114.4,-51.12,-0.3542) 1160 -1090 33.4 (-,-) 119 (117.2,-35.05,-0.3542) -1440 1450 7.55 (-,-) 120 (117.2,-21.13,-0.3542) 628 -609 9.33 (-,-) 121 (117.6,-141.2,-0.3542) 188 -191 -1.27 (-,-) 122 (117.6,-138.8,-0.3542) 1090 -1080 9.4 (-,-) "Centroid" indicates the section centroid in X,Y,Z coordinates. "Conc. Limits" Indicates the minimum and maximum allowable concrete stresses; "-" indicates that no stress limit was calculated. Rebar stresses are not calculated In the Gross Section stress calculation "Rebar Limits" indicates the maAmum allowable reinforcement tensile stresses; ' -" indicates that no stress limit was calculated; if two values are reported the first value is for the top bar and the second is for the bottom bar "Cato." Indicates the type of calculation used to determine the stresses. Rebar Top Rebar Bot. (Its') (ksl) Rebar Limits Calc. (ksl) Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Engineers Northwest, Inc. P.S. Factored LC: Design Section Stresses 38 nr1;,rriik.',b"a^.9.`•u.+.,5ar!:'tv»; A+:r:�R. tf3; Engineers Northwest - 2nd.floor - Monday April 28, 2003 Factored LC: Design Section Stresses - Continued (3) # Centroid Conc. Top Conc. Bot. Conc. Cent. Conc Limits Rebar Top Rebar Bot. Rebar Limits Calc. (feet) (Psi) (Psi) (Psi) (Psi) (ksi) (ksi) (ksi) 123 (117.6,-134.3,-0.3542) -284 292 3.73 (-,-) Gross 124 (117.6,-87.18,-0.3542) -17.8 15.1 -1.36 (-,-) Gross 125 (118.6,-133.5,-0.3542) 1300 -1110 96.3 (-,-) Gross 126 (118.6,-108.8,-0.3542) 696 -667 14.4 (-,-) Gross 127 (118.7,-25.27,-0.3542) 1240 -1010 115 (-,-) Gross 128 (121.2,-27.49,-0.3542) 1130 -856 135 (-,-) Gross 129 (121.4,-136.1,-0.3542) 1780 -1520 129 (-,-) Gross 130 (124.4,-57.81,-0.3542) 95.2 -60.8 17.2 (-,-) Gross 131 (125.6,-136.2,-0.3542) 452 -194 129 (-,-) Gross 132 (144.4,-136.2,-0.3542) 418 -160 129 (-,-) Gross 133 (148.5,-136.1,-0.3542) 1700 -1440 129 (-,-) Gross 134 (148.8,-27.49,-0.3542) 1190 -906 140 (-,-) Gross 135 (151.2,-25.29,-0.3542) 1350 -1110 119 (-,-) Gross 136 (151.4,-108.8,-0.3542) 691 -665 13.1 (-,-) Gross 137 (151.4,-133.5,-0.3542) 1260 -1070 96.4 (-,-) Gross 138 (151.5,-80,-0.3542) 1360 -1080 137 (-,-) Gross 139 (151.5,-50,-0.3542) 1520 -1230 145 (-,-) Gross 140 (152.8,-141.2,-0.3542) 178 -179 -0.415 (-;) Gross 141 (152.8,-138.8,-0.3542) 1080 -1050 11 (-,-) Gross 142 (152.8,-134.4,-0.3542) -264 281 8.51 (-,-) Gross 143 (152.8,-87.18,-0.3542) -304 309 2.61 (-,-) Gross 144 (152.8,-81.16,-0.3542) 1210 -1210 -1.74 (-,-) Gross 145 (152.9,-56.8,-0.3542) -32.8 28.3 -2.24 (-,-) Gross 146 (152.9,-51.08,-0.3542) 1140 -1120 7.82 (-,-) Gross 147 (152.9,-48.72,-0.3542) 1580 -1580 1.17 (-,-) Gross 148 (152.9,35.19,-0.3542) -1490 1510 6.88 (-,-) Gross 149 (152.9,-21.22,-0.3542) 714 -695 9.32 (-,-) Gross 150 (156.8,-18.81,-0.3542) 160 -159 0.462 (-,-) Gross 151 (157.1,-125,-0.3542) -1580 1580 0.814 (-,-) Gross 152 (157.1,-111.2,-0.3542) 1550 -1580 -18.1 (-,-) Gross 153 (157.1,-108.8,-0.3542) 1440 -1460 -10.8 (-,-) Gross 154 (157.1,-94.95,-0.3542) -1380 1380 -0.363 (-,-) Gross 155 (158.3,-65.13,-0.3542) -59.4 118 29.2 (-,-) Gross 156 (165,-133.5,-0.3542) -1180 1330 74.1 (-,-) Gross 157 (165.1,-108.8,-0.3542) -1380 1470 49 (-,-) Gross 158 (165.1,-80,-0.3542) -1110 1360 126 (-,-) Gross 159 (165.1,-25.29,-0.3542) -1100 1340 121 (-,-) Gross 160 (165.1,-50,-0.3542) -1080 1350 139 (-,-) Gross 161 (173.1,-141.2,-0.3542) 168 -168 0.0703 (-,-) Gross 162 (178.6,-108.8,-0.3542) 1780 -1660 63.4 (-,-) Gross 163 (178.7,-133.5,-0.3542) 1190 -1070 62.3 (-,-) Gross 164 (178.7,-80,-0.3542) 1510 -1260 122 (-,-) Gross 165 (178.7,-50,-0.3542) 1560 -1280 138 (-,-) - Gross 166 (178.7,-25.29,-0.3542) 1440 -1190 121 (-,-) Gross '167 (179.9,-138.8,-0.3542) 627 -606 10.5 (-,-) Gross 168 (179.9,-125.1,-0.3542) -1350 1390 16.3 (-,-) Gross 169 (179.9,-111.3,-0.3542) 1670 -1610 28.3 (-,-) Gross 170 (179.9,-108.7,-0.3542) 1620 -1560 33.3 (-,-) Gross 171 (179.9,-95.04,-0.3542) -1210 1250 19.2 (-,-) Gross 172 (179.9,-81.2,-0.3542) 1410 -1400 3.73 (-,-) Gross 173 (179.9,-78.89,-0.3542) 1410 -1400 6.92 (-,-) Gross 174 (179.9,-65.09,-0.3542) -785 828 21.1 (-,-) Gross 175 (179.9,-51.16,-0.3542) 1540 -1530 2.11 (-,-) Gross 176 (179.9,-48.68,-0.3542) 1580 -1580 3.4 (-,-) Gross 177 (179.9,-35.1,-0.3542) -1530 1520 -4.46 (-,-) Gross 178 (179.9,-21.17,-0.3542) 758 -755 1.75 (-,-) Gross 179 (179.9,-18.81,-0.3542) 171 -175 -1.94 (-,-) Gross 180 (181.2,-25.29,-0.3542) 1440 -1200 119 (-,-) Gross 181 (181.3,-133.5,-0.3542) 931 -820 55.3 (-,-) - Gross 182 (181.3,-80,-0.3542) 1500 -1260 121 (-,-) Gross 183 (181.3,-108.8,-0.3542) 1660 -1540 62.9 (-,-) Gross "Centroid" indicates the section centroid in X,Y,Z coordinates. "Conc. Limits" indicates the minimum and maximum allowable concrete stresses;'-" Indicates that no stress limit was calculated. Rebar stresses are not calculated in the Gross Section stress calculation "Rebar Limits" Indicates the maximum allowable reinforcement tensile stresses;' -" indicates that no stress limit was calculated; if two values are reported the first value is for the top bar and the second is for the bottom bar "Colo." indicates the type of calculation used to determine the stresses. Engineers Northwest, Inc. P.S. Factored LC: Design Section Stresses 39 V,,a..kv emw.wf++zt:�RYPi`Y.?�:.rra.+ Ut^..r2hktkh%i'C+;e•.a;'•,Y,.:fi't:M4fidTfAt4"�,Xkt4Ck?l�'fi.2a��rN• } !L' Engineers Northwest - 2nd.floor - Monday April 28, 2003 Factored LC: Design Section Stresses - Continued (4) Ft -re- 1+1 # Centroid Conc. Top Conc. Bot. Conc. Cent Conc Limits Rebar Top Rebar Bot Rebar Limits Calc. (feet) (Psi) (Psi) (Psi) (Psi) (ksi) (Icsi) (ksi) 184 (181.4,50,-0.3542) 1540 -1270 137 (-,-) Gross 185 (194.8,-108.8,-0.3542) -1050 1170 62.6 (-,-) Gross 186 (194.8,-80,-0.3542) -1020 1270 125 (-,-) Gross 187 (194.9,-131.1,-0.3542) -1030 1150 62.4 (-,-) Gross 188 (194.8,50,-0.3542) -1100 1380 139 (-,-) Gross 189 (194.8,-25.29,-0.3542) -1000 1240 117 (-,-) Gross 190 (201.6,-65.04,-0.3542) -41.4 127 42.9 (-,-) Gross 191 (201.7,-78.91,-0.3542) 496 -481 7.33 (-,-) Gross 192 (202.3,-136.2,-0.3542) 69.9 -68 0.94 (-,-) Gross 193 (195.7,-18.75,-0.3542) 126 -68.5 29 (-,-) Gross 194 (208.5,-80,-0.3542) 1360 -1080 139 (-,-) Gross 195 (208.6,-131,-0.3542) 1320 -1200 60 (-,-) Gross 196 (208.5,50,-0.3542) 1460 -1170 144 (-,-) Gross 197 (208.7,-110.3,-0.3911) 1760 -2570 66.1 (-,-) Gross 198 (208.7,-27.52,-0.3542) 1380 -1090 141 (-,-) Gross 199 (209.5,-21.17,-0.3542) 300 -281 9.17 (-,-) Gross 200 (209.8,-48.65,-0.3542) 1730 -1760 -15.5 (-,-) Gross 201 (209.8,-34.99,-0.3542) -1590 1610 10.1 (-,-) Gross 202 (211.1,-27.47,-0.3542) 1380 -1110 132 (-,-) Gross 203 (211.2,-128.8,-0.3542) 1420 -1290 64.3 (-,-) Gross 204 (211.3,-108.8,-0.394) 1630 -2400 42.7 (-,-) Gross 205 (211.9,-133.8,-0.3542) 168 -154 6.78 (-,-) Gross 206 (211.9,-122.5,-0.3542) -936 959 11.7 (-,-) Gross 207 (213.1,-111.3,-0.4588) 805 -931 8.54 (-,-) Gross 208 (215.2,-108.7,-0.4737) 927 -1000 14 (-,-) Gross 209 (211.9,-95.04,-0.3542) -1120 1160 16.7 (-,-) Gross 210 (214.3,-81.32,-0.3542) 1380 -1350 14.4 (-,-) Gross 211 (222,-80,-0.3542) 823 -848 -12.7 (-,-) Gross 212 (222.1,-50,-0.3542) 764 -759 2.72 (-,-) Gross 213 (224.8,-27.47,-0.3542) -760 1000 121 (-,-) Gross 214 (227.6,-78.88,-0.3542) 1360 -1290 35.7 (-,-) Gross 215 (227.6,51.31,-0.3542) 1390 -1310 38.8 (-,-) Gross 216 (227.9,-64.58,-0.3542) -927 991 32 (-,-) Gross 217 (228.9,-128.8,-0.3542) -1090 1190 49.3 (-,-) Gross 218 (228.9,-108.8,-0.394) -1230 2010 45.4 (-,-) Gross 219 (233.8,-80,-0.3542) -984 970 -7.22 (-,-) Gross 220 (233.8,50,-0.3542) -896 914 9.04 (-,-) Gross 221 (238.6,-128.8,-0.3542) 1000 -886 58.9 (-,-) Gross 222 (238.8,-27.47,-0.3542) 1180 -989 97.8 (-,-) Gross 223 (239.5,-21.23,-0.3542) 261 -246 7.64 (-,-) Gross 224 (241.2,-27.47,-0.3542) 1410 -1240 82.8 (-,-) Gross 225 (241.4,-128.8,-0.3542) 1210 -1110 46.4 (-,-) Gross 226 (241.4,-48.56,-0.3542) 1650 -1600 27.7 (-,-) - Gross 227 (241.4,-34.99,-0.3542) -1560 1590 14.7 (-,-) Gross 228 (243.4,-122.5,-0.3542) -920 940 9.98 (-,-) Gross 229 (243.4,-133.8,-0.3542) 188 -173 7.49 (-,-) Gross 230 (242.5,-111.2,-0.4649) 907 -1040 2.95 (-,-) Gross 231 (242.5,-108.7,-0.4649) 950 -1080 6.3 (-,-) Gross 232 (243.4,-95.04,-0.3542) -1070 1100 15.8 (-,-) Gross 233 (245.1,-80,-0.3542) 935 -928 3.57 (-,-) Gross 234 (245.2,-108.8,-0.394) 1550 -2310 27.9 (-,-) Gross 235 (245.1,50,-0.3542) 1050 -1020 15 (-,-) Gross 236 (245.6,-81.3,-0.3542) 1480 -1430 23.4 (-,-) Gross 237 (245.6,-78.81,-0.3542) 1530 -1480 25.1 (-,-) - Gross 238 (245.6,-51.31,-0.3542) 1680 -1630 27.7 (-,-) Gross 239 (245.9,-65.04,-0.3542) -1070 1130 25.3 (-,-) Gross 240 (247.8,-108.8,-0.394) 1060 -1580 16.3 (-,-) Gross 241 (247.8,-80,-0.3542) 896 -898 -0.942 (-,-) Gross 242 (247.9,-50,-0.3542) 987 -969 9.02 (-,-) Gross 243 (254.1,-27.47,-0.3542) -1160 1310 71.8 (-,-) - Gross 244 (257.6,-128.8,-0.3542) -992 1090 50.1 (-,-) Gross "Centroid" indicates the section centroid in X,Y,Z coordinates. "Conc. Limits" Indicates the minimum and maximum allowable concrete stresses; "-" indicates that no stress limit was calculated. Rebar stresses are not calculated in the Gross Section stress calculation "Reber Limits" indicates the maximum allowable reinforcement tensile stresses; "-" indicates that no stress limit was calculated; if two values are reported the first value Is for the top bar and the second is for the bottom bar "Calc." indicates the type of calculation used to determine the stresses. Engineers Northwest, Inc. P.S. Factored LC: Design Section Stresses 40 Engineers Northwest - 2nd.tioor- Monday April 28, 2003 Factored LC: Design Section Stresses - Continued (5) # Centroid Conc. Top Conc. Bot. Conc. Cent. Conc Limits Rebar Top Rebar Bot. Rebar Limits Cab. (feet) (Psi) (Psi) (Psi) (Psi) (ksi) (Icsi) (ksi) 245 (257.8,-108.8,-0.3542) -772 801 14.6 (-,-) Gross 246 (258,-80,-0.3542) -814 823 4.37 (-,-) Gross 247 (258,50,-0.3542) -1020 1040 10.2 (-,-) Gross 248 (261.9,-21.15,-0.3542) 159 -172 -6.14 (-,-) Gross 249 (263.7,-133.7,-0.3542) 111 -105 3.34 (-,-) Gross 250 (263.6,-34.99,-0.3542) -1570 1520 -23.2 (-,-) Gross 251 (263.7,-51.41,-0.3542) 1380 -1360 9.26 (-,-) Gross 252 (263.7,-48.49,-0.3542) 1430 -1430 1.18 (-,-) Gross 253 (266.6,-122.5,-0.3542) -814 801 -6.12 (-,-) Gross 254 (266.6,-111.3,-0.3542) 1270 -1260 2.54 (-,-) Gross 255 (266.6,-108.7,-0.3542) 1320 -1300 9.29 (-;) Gross 256 (266.6,-94.89,-0.3542) -1070 1100 10.9 (-,-) Gross 257 (266.6,-81.27,-0.3542) 1380 -1350 16.5 (-,-) Gross 258 (266.6,-78.75,-0.3542) 1410 -1380 17.5 (-,-) Gross 259 (266.6,-65.21,-0.3542) -919 948 14.7 (-,-) Gross 260 (268.6,50,-0.3542) 195 -167 14.2 (-,-) Gross 261 (268.7,-128.8,-0.3542) 305 -215 44.6 (-,-) Gross 262 (268.6,-80,-0.3542) 429 -411 9.24 (-,-) Gross 263 (268.7,-108.8,-0.3542) 434 -405 14.4 (-,-) - Gross 264 (268.8,-27.47,-0.3542) 149 -36.3 56.6 (-,-) Gross 265 (271.1,-110.6,-0.3542) 291 -290 0.38 (-,-) Gross 266 (271.1,-79.31,-0.3542) 282 -282 -0.299 (-,-) Gross "Centroid" indicates the section centroid in X,Y,Z coordinates. "Conc. Limits" indicates the minimum and maximum allowable concrete stresses;'-" indicates that no stress limit was calculated. Rebar stresses are not calculated In the Gross Section stress calculation 'Rebar Limits" Indicates the maximum allowable reinforcement tensile stresses; "-' Indicates that no stress limit was calculated; if two values are reported the first value is for the top bar and the second Is for the bottom bar "Cato." Indicates the type of calculation used to determine the stresses. F' 4Z Engineers Northwest, Inc. P.S. Factored LC: Design Section Stresses 41 Engineers Northwest Floor Analysis and Design of Concrete Slabs Dept. of Homeland Security Third Floor Level Engineers Northwest, Inc. P.S. 6869 Woodlawn Ave. N.E. Seattle, WA 98115 206-525-7560 Fax 206-522-6698 3rd.floor Project Number Monday April 28, 2003 Floor 01993.2001 Sommer Coleman, Inc. v1.04C Report Contents Report Cover Report Contents Loadings and Load Cases Element Meth Plan Banded Tendon Plan Distributed Tendon Plan Other Dead Ldg Plan Live Ldg Plan Transfer Max Top Stress Plan Transfer LC: Design Section Summary Transfer LC: Design Section Stresses Service LC: Design Section Summary Service LC: Design Section Stresses Factored LC: Design Section Summary Factored LC: Design Section Stresses Engineers Northwest - 3rd.floor- Monday April 28, 2003 FL 1* Engineers Northwest, Inc. P.S. Report Contents 2 Loadings and Load Cases Engineers Northwest - 3rd.floor- Monday April 28, 2003 Fid I* - Transfer LC 1.08 x Balance Loading 1 x Self -Dead Loading 0 x Live Ldg 0 x Secondary Loading 0 x Other Dead Ldg — Service LC 1 x Balance Loading 1 x Self -Dead Loading 1 x Live Ldg 0 x Secondary Loading 1 x Other Dead Ldg - Factored LC 0 x Balance Loading 1.4 x Self -fwd Loading 1.7 x Live Ldg 1 x Secondary Loading 1.4 x Other Dead Ldg Engineers Northwest, Inc. P.S. Loadings and Load Cases 3 ::. st,ilc�. a`=isi....oix:iu;(jYt,l!.•1b.'.k:?7w�a;ti+:ii:S�.'idfi.`F�rr>'2:;�::'t�', , Element Mesh Plan Engineers Northwest - 3rdfloor- Monday April 28, 2003 F -P StmanretPold Speregeauppadxline SprigetsuppormAns SprilegWelle Below Slab:Coke= Below Sleb;Walle Above Slsb;Columns Above Slab,Slabw.Slab Edgeg ; Sade 1:3S2 • LI 1 n MIN III NM. 11 INN 1 1 J Tr P • Engineers Northwest, Inc. P.S. Element Mesh Plan 4 z < • Z re 6 = 11— _1':) O 0 u) 0 w UJ F. LLJ 0 2 LL < w I w z 0 ZI— W• LLJ O 2 • I- LLJ uj I 0 1— LL — 0 • Z 11.1 • (iI /) O I- Engineers Northwest - 3rd.ffoor - Monday April 28, 2003 Banded Tendon Plan Banded T4ndomeTudar, I561 9priop9nppaWloe Spriga /Support:M9piemwdh Below SIebICoMme Below Shbswdb =e Above Slab CohmAbove Slatr,Sleb &Ism Seek rr' 4-`�*24T 24T a 4rt21T 21T r2IT-1`-2IT 121T 21T 7 -e -Y -21T 21T--d21T2ITt-121 r 21Tf '-21T IT 21T �'1? 21T-1 21T� +24T 244 �u 4.25 1 7,5 2 7.5 6 7.5 1 7.5 6 7.5 43 73 4.254.24.254.25 7.5 1 • 021T -•-21T+ e21T--- 21Te-r$1T 21TeP+-34T-•--'34T-'-.-447`=3471 39T---39T-3-¢9T39T•-•37T37T'+37T---3 it "- II II 4.25 6 1 73 2 7.5 6 I 41Tr12IT`-•-211' &i921T--21T+t421 -r 7.5 6 7.5 2 IT217T+2IT-• 2 117 1 1 1� 17.5 1 5 6_ 7.5 43 73 4.254.24.254.25 7.5 1 73 6 73 2 -- ITIy--34T--41 ti347`=34T 39T-•-39Ti-139T99T'-p7TJ771-87T----37T+'21T21Tr*21T-^2 4.25 6 1 11'-• --1.25-----11 I 1 i9 �il'&21T-21T+'A--27T----27T + y. 27T -x-271 _1 4.25 1 73 1 73 1 7.5 IL 7*21T I 21T T T5 +21T - 2IT';RIT 1 73 1 7.54.254.21.254.2315 1 Fit --••--1.25--- -11, 1 6 4.25 7T-� 27T-+- H -37T ---37T-. 37737T•-•37[3', i ' 37T----3TfT`; 27T 27T-.--':421T--21T4-12IT 4.254.25 7.9, 1 7.5 1 7.5 1 6T----1..... 7.5 1 7.5 4.254.25 115115'11'-151-7-15T"";Iee15T�15T+srkl5T�15T-.!: "";11ST-•--181 18T111Tr nl, l Engineers Northwest, Inc. P.S. Banded Tendon Plan 5 Distributed Tendon Plan 1 7admeTmdorm Saucture:w.la Below Sab Cols® Bela. Sae walls Above SIs&co1!.m. Aeon SlatrAlsb E Banded Tendonerendarg Scale 1316 :tit-- 4- Z2 - er„4�teeth rrly„ WI V1 1 ija44” M • en nt • N AI M ILb, N en Ti.. -1 _1 ri 4 d. _i. 4 ' — I __.i 1 1, 4.... .1 --'.4` 4:7- 74:-.; . .. ._..,.,A e 1+1 O O .P�. -- Ott- _ . .,� .o .o Engineers Northwest - 3rd.floor- Monday April 28, 2003 Fts-1 M e ,...1 --, Ki-,:.ln erf -t e !I! • ^ l'— nF n min II.V.i^.. J�..i..-;217.- 12.4-.n ._.. • en � � •... .. _1 -1-1- .1 ..14 :1 M en �� .,� .� h na.y^r ~i-. n ~-. At_ Engineers Northwest, Inc. P.S. Distributed Tendon Plan 6 44,00.4 e z W 00 W U) LL WO LL W z z W O • W U � oI- W• W E., tL O ••z W O 0 N �. O z Engineers Northwest - 3rd.floor- Monday April 28, 2003 Distributed Tendon Plan - Continued (2) Engineers Northwest, Inc. P.S. Distributed Tendon Plan 7 Engineers Northwest- 3rd.floor- Monday April 28, 2003 Other Dead Ldg Plan Sbbvttic.Poio 3pri tsJis 9pdrp13ipQat Mee SprinweWalls Below ShbcCobms Below SW Walls Above SLbccolms Move SWr,9hb Edge; Sok Ossa Fz. 0.03 4 4 - Fz - 0.03 IL r Y ii Jl Ih Engineers Northwest, Inc. P.S. Other Dead Ldg Plan 8 .w.:�i✓; Sti.nf:�.ti:J+'a� its�u i'�v mat f?{+."::':qtr Fz 0.08 42) Engineers Northwest - 3rd.floor- Monday April 28, 2003 Fi-e Is( Live Ldg Plan Sbucttle:Poire Spingv/SuppootaLine Spiwea/Suppolearea SpregeWalls Below Slab,Colwrias Below SiskWalls Above SlatcColams Above Slab,Slab Etketc Ihtll*Polia UedaUwe LackAna Low* ' Scale I:557 Ci) Fe.. Fz. 0.08 • 7."--1- Sr r r- ; r Fr sti 1'1 Engineers Northwest, Inc. P.S. Live Ldg Plan 9 ' • " Z • 2LLI 6-D _J O 0 Cfl• L1J W I • u_ u_ ct• u) I Lu I-0 ZI- WLU 0— W u I 0 LI 0 z: o u). O ▪ 1- z. , • • Transfer Max Top Stress Plan Engineers Northwest- 3rd.floor- Monday April 28, 2003 FLC- 15z -- Twister LCDeslop Section 9Wctu hir/Supportalwe 9pri upp illi Ma 3pi m w.Belo. S et COnm.e Bela. S1.b wills Above S1.kcohme Above Sl,tr,Slab E Sale 1:522 1 I lil 05 023 03417 051 00171 'h h .0 x 11125 —01 011 111534160 ;o x 049 054 074 0 14" 0101 ' =411201301 u tt 0161001193 048 133 1173 081 0102 1G �jptljJ ie r' 't 0120130136 0151116 11/11 0lVb 020 02/131. • ' 050 I 1.V4 03 0, 023 11014 n 1152 078 0105 010 N 23c 0130 010153016 0 0197 0202 0161110190'0 0195 0201 0218 0226 011248 0253 0272 a 0069l� N^ l�1 J J l J _ 0'0210 g�P17___ f1�19s� Ira..H19 I } N 124r_jl ) .9 .... lll1Sd1164 a mi v 11224 0711232 e 0251 41268 A Ib E Engineers Northwest, Inc. P.S. Transfer Max Top Stress Plan 10 • r Engineers Northwest - 3rd.floor - Monday April 28, 2003 Transfer Max Top Stress Plan - Continued (2) Fc -e- 13 Engineers Northwest, Inc. P.S. Transfer Max Top Stress Plan 11 z � W re w 6U U 0 w 0 W= r N WO LQ Na =w h -Z z�. • o zI- w • w U � O N O I— WW • U -O W.. 0 H O z Engineers Northwest - 3rd.floor - Monday April 28, 2003 Transfer LC: Design Section Summary # As Top Controlling As Bot Controlling As Shr Strp Spcg Controlling Status (sq. In.) (sq. In.) (sq. in.) (inches) 1 0 0 0 inf OK 2 0 0 0 Inf OK 3 0 0 0 inf OK 4 0 0 0 Inf OK 5 0 0 0 inf OK 6 0 0 0 inf OK 7 0 0 0 inf OK 8 0 0 0 Irif OK 9 0 0 0 inf OK 10 0 0 0 inf OK 11 0 0 0 inf OK 12 0 0 0 Inf OK 13 0 0 0 inf OK 14 0 0 0 Inf OK 15 0 0 0 inf OK 16 0 0 0 inf OK 17 0 0 0 inf OK 18 0 0 0 Inf OK 19 0 0 0 inf OK 20 0 0 0 inf OK 21 0 0 0 inf OK 22 0 0 0 int OK 23 0 0 0 inf OK 24 0 0 0 Inf OK 25 0 0 0 inf OK 26 0 0 0 inf OK 27 0 0 0 inf OK 28 0 0 0 inf OK 29 0 0 0 inf OK 30 0 0 0 inf OK 31 0 0 0 inf OK 32 0 0 0 inf OK 33 0 0 0 inf OK 34 0 0 0 inf OK 35 0 0 0 inf OK 36 0 0 0 inf OK 37 0 0 0 inf OK 38 0 0 0 Int OK 39 0 0 0 inf OK 40 0 0 0 inf OK 41 0 0 0 inf OK 42 0 0 0 Int OK 43 0 0 0 inf OK 44 0 0 0 inf OK 45 0 0 0 inf OK 46 0 . 0 0 inf OK 47 0 1.12 ACI 18.4.1b 0 inf OK 48 0 0 0 Inf OK 49 0 0 0 inf OK 50 0 0 0 inf OK 51 0 0 0 inf OK 52 0 0 0 inf OK 53 0 0 0 Int OK 54 0 0 0 int OK 55 0 0 0 inf OK 56 0 0 0 Inf OK 57 0 0 0 inf OK 58 0 0 0 Inf OK 59 0 0 0 inf OK 60 0 0 0 inf OK 61 0 0 0 inf OK 62 0 0 0 Inf OK 63 0 2.13 ACI 18.4.1b 0 int OK 64 0 0 0 inf OK 65 0 0 0 inf OK 66 0 0 0 Inf OK "Status" Indicates whether Floor has found a feasible solution to satisfy the criteria selected for this section. Engineers Northwest, Inc. P.S. Transfer LC: Design Section Summary 12 Engineers Northwest - 3rd. floor - Monday April 28, 2003 Transfer LC: Design Section Summary - Continued (2) FL -P- (- /'""°"°ti Si As Top Controlling As Bot Controlling As Shr StrpSpcg Controlling Status (sq. In.) (sq. In.) (sq. In.) (inches) 67 0 0 0 inf OK 68 0 0 0 int OK 69 0 0 0 int OK 70 0 0 0 inf OK 71 0 1.36 ACI 18.4.1b 0 Int OK 72 0 0 0 Int OK 73 0 0 0 int OK 74 0 0 0 inf OK 75 0 0 0 int OK 76 0 0 0 Int OK 77 0 0 0 inf OK 78 0 0 0 Int OK 79 0 0 0 int OK 80 0 0 0 Int OK 81 0 0 0 inf OK 82 0 0 0 int OK 83 0 0 0 inf OK 84 0 0 0 int OK 85 0 0 0 inf OK 86 0 0 0 inf OK 87 0 0 0 inf OK 88 0 2.29 ACI 18.4.1b 0 inf OK 89 0 0 0 Int OK 90 0 0 0 int OK 91 0 0 0 inf OK 92 0 2.04 ACI 18.4.1b 0 Int OK 93 0 0 0 int OK 94 0 0 0 int OK 95 0 0 0 int OK 96 0 0 0 int OK 97 0 0 0 Int OK 98 0 0 0 int OK 99 0 0 0 Inf OK 100 0 0 0 Int OK 101 0 0 0 int OK 102 0 0 0 inf OK 103 0 0 0 Int OK 104 0 0 0 int OK 105 0 0 0 inf OK 106 0 0 0 inf OK 107 0 0 0 inf OK 108 0 0 0 Inf OK 109 0 0 0 inf OK 110 0 0 0 Int OK 111 0 0 0 Int OK 112 0 0 0 inf OK 113 0 0 0 int OK 114 0 0 0 inf OK 115 0 0 0 int OK 116 0 0 0 Int OK 117 0 0 0 int OK 118 0 0 0 Int OK 119 0 0 0 int OK 120 0 0 0 Int OK 121 0 0 0 int OK 122 0 0 0 int OK 123 0 0 0 inf OK 124 0 0 0 int OK 125 0 1.98 ACI 18.4.1b 0 inf OK 126 0 0 0 inf OK 127 0 0 0 inf OK 128 0 0 0 int OK 129 0 0 0 inf OK 130 0 0 0 int OK 131 0 0 0 inf OK 132 0 0 0 Inf OK "Status" Indicates whether Floor has found a feasible solution to satisfy the criteria selected for this section. Engineers Northwest, Inc. P.S. Transfer LC: Design Section Summary 13 Engineers Northwest - 3rd.floor- Monday April 28, 2003 Transfer LC: Design Section Summary - Continued (3) F (,% # As Top Controlling As Bot Controlling As Shr Strp Spcg Controlling Status (sq. In.) (sq. in.) (sq. in.) (Inches) 133 0 0 0 inf OK 134 0 0 0 inf OK 135 0 0 0 Int OK 136 0 0 0 Inf OK 137 0 0 0 Int OK 138 0 0 0 Inf OK 139 0 0 0 inf OK 140 0 0 0 inf OK 141 0 0 0 inf OK 142 0 0 0 int OK 143 0 0 0 inf OK 144 0 0 0 inf OK 145 0 0 0 int OK 146 0 0 0 Int OK 147 0 0 0 inf OK 148 0 0 0 inf OK 149 0 0 0 inf OK 150 0 0 0 int OK 151 0 0 0 inf OK 152 0 0 0 int OK 153 0 0 0 inf OK 154 0 0 0 inf OK 155 0 0 0 inf OK 156 0 0 0 inf OK 157 0 0 0 Int OK 158 0 0 0 inf OK 159 0 0 0 inf OK 160 0 0 0 Int OK 161 0 0 0 inf OK 162 0 0 0 Int OK 163 0 0 0 inf OK 164 0 0 0 Inf OK 165 0 0 0 inf OK 166 0 0 0 Inf OK 167 0 0 0 inf OK 168 0 0 0 int OK 169 0 0 0 inf OK 170 0 0 0 inf OK 171 0 0 0 inf OK 172 0 0 0 inf OK 173 0 0 0 int OK 174 0 0 0 inf, OK 175 0 0 0 inf OK 176 0 0 0 inf OK 177 0 0 0 inf OK 178 0 0 0 Inf OK 179 0 0 0 inf OK 180 0 0 0 int OK 181 0 0 0 inf OK 182 0 0 0 inf OK 183 0 0 0 inf OK 184 0 0 0 Inf OK 185 0 0 0 inf OK 186 0 0 0 Int OK 187 0 0 0 inf OK 188 0 0 0 int OK 189 0 0 0 inf OK 190 0 0 0 inf OK 191 0 0 0 inf OK 192 0 0 0 Int OK 193 0 0 0 int OK 194 0 0 0 Inf OK 195 3.48 ACI 18.4.1b 0 0 int OK 196 0 0 0 Int OK 197 3.36 ACI 18.4.1b 0 0 Inf OK 198 0 0 0 inf OK "Status" indicates whether Floor has found a feasible solution to satisfy the criteria selected for this section. Engineers Northwest, Inc. P.S. Transfer LC: Design Section Summary 14 Engineers Northwest - 3rd.floor - Monday April 28, 2003 Transfer LC: Design Section Summary - Continued (4) FL -P-(97 # As Top Controlling As Bot Controlling As Shr Strp Spcg Controlling Status (sq. in.) (sq. in.) (sq. in.) (inches) 199 0 0 0 int OK 200 0 0 0 inf OK 201 0 3.57 ACI 18.4.1b 0 Int OK 202 0 3.64 ACI 18.4.1b 0 int OK 203 0 2.02 ACI 18.4.1b 0 int OK 204 0 0.973 ACI 18.4.1b 0 int OK 205 0 0 0 Int OK 206 0 0 0 int OK 207 0 0 0 inf OK 208 0 0 0 Inf OK 209 0 2.9 ACI 18.4.1b 0 inf OK 210 0 0 0 int OK 211 0 0 0 int OK 212 0 0 0 int OK 213 0 0 0 int OK 214 0 0 0 inf OK 215 0 0 0 inf OK 216 0 0 0 Inf OK 217 0 0 0 inf OK 218 0 0 0 int OK 219 0 0 0 int OK 220 0 0 0 int OK 221 0 0 0 int OK 222 0 0 0 inf OK 223 0 0 0 inf OK 224 0 0 0 inf OK 225 0 0 0 inf OK 226 0 0 0 inf OK 227 0 0 0 inf OK 228 0 0 0 int OK 229 0 1.31 ACI 18.4.1b 0 inf OK 230 0 0 0 inf OK 231 0 0 0 inf OK 232 0 0 0 int OK 233 0 0 0 inf OK 234 0 0 0 int OK 235 0 0 0 inf OK 236 0 0 0 Inf OK 237 0 0 0 int OK 238 0 0 0 inf OK 239 0 0 0 inf OK 240 0 0 0 Int OK 241 0 0 0 inf OK 242 0 0 0 inf OK 243 0 0 0 Int OK 244 0 0 0 inf OK 245 0 0 0 int OK 246 0 0 0 Inf OK 247 0 0 0 Int OK 248 0 0 0 Int OK 249 0 0 0 inf OK 250 0 0 0 inf OK 251 0 0 0 inf OK 252 0 0 0 Inf OK 253 0 0 0 int OK 254 0 0 0 inf OK 255 0 0 0 inf OK 256 0 0 0 Inf OK 257 0 0 0 inf OK 258 0 0 0 Inf OK 259 0 0 0 inf OK 260 0 0 0 Inf OK 261 0 0 0 inf OK 262 0 0 0 Int OK 263 0 0 0 inf OK 264 0 0 0 int OK "Status" indicates whether Floor has found a feasible solution to satisfy the criteria selected for this section. Engineers Northwest, Inc. P.S. Transfer LC: Design Section Summary 15 Engineers Northwest - 3rd.floor- Monday April 28, 2003 Transfer LC: Design Section Summary - Continued (5) # As Top Controlling As Bot Controlling As Shr Strp Spcg Controlling Status (eq. In.) (sq. in.) (sq. in.) (inches) 265 0 0 0 inf OK 266 0 0 0 inf OK 267 0 0 0 inf OK 266 0 0 0 inf OK 269 0 0 0 inf OK 270 0 0 0 Inf OK 271 0 0 0 inf OK 272 0 0 0 Inf OK 273 0 0 0 inf OK "Status" Indicates whether Floor has found a feasible solution to satisfy the criteria selected for this section. Engineers Northwest, Inc. P.S. Transfer LC: Design Section Summary 16 Transfer LC: Design Section Stresses N Cent) oId (feet) 1 (-1.258,-110.6,-0.3542) 2 (-1.263,-86.97,-0.3542) 3 (1.21,-128.8,-0.3542) 4 (1.203,-80,-0.3542) 5 (1.214,-27.47,-0.3542) 6 (1.311,-108.8,-0.3542) 7 (1.277,50,-0.3542) 8 (2.994,-122.4,-0.3542) 9 (2.994,-111.2,-0.3542) 10 (2.994,-108.7,-0.3542) 11 (2.994,-94.97,-0.3542) 12 (2.994,-81.27,-0.3542) 13 (2.994,-78.75,-0.3542) 14 (5.539,-65.12,-0.3542) 15 (5.626,51.26,-0.3542) 16 (5.626,-48.67,-0.3542) 17 (5.703,35.01,-0.3542) 18 (7.47,-21.24,-0.3542) 19 (7.737,-133.8,-0.3542) 20 (11.21,-108.8,-0.3542) 21 (11.41,-80,-0.3542) 22 (11.41,50,-0.3542) 23 (14.81,-27.47,-0.3542) 24 (15.78,-128.8,-0.3542) 25 (15.78,-128.6,-0.3542) 26 (22.08,-108.8,-0.394) 27 (22.2,-80,-0.3542) 28 (22.2,-50,-0.3542) 29 (24.89,-80,-0.3542) 30 (24.89,-50,-0.3542) 31 (25.01,-108.8,-0.394) 32 (27.45,-111.3,-0.4632) 33 (27.45,-108.8,-0.4632) 34 (26.38,-95.04,-0.3542) 35 (28.18,-35.01,-0.3542) 36 (28.48,-122.5,-0.3542) 37 (28.78,-128.8,-0.3542) 38 (28.72,-27.47,-0.3542) 39 (29.67,-81.19,-0.3542) 40 (29.67,-78.74,-0.3542) 41 (29.67,-65.04,-0.3542) 42 (29.67,51.29,-0.3542) 43 (29.67,-48.7,-0.3542) 44 (29.66,-21.24,-0.3542) 45 (30.63,-133.8,-0.3542) 46 (31.32,-128.8,-0.3542) 47 (31.33,-27.47,-0.3542) 48 (36.76,-80,-0.3542) 49 (36.76,-50,-0.3542) 50 (41.55,-108.8,-0.394) 51 (44.93,-27.47,-0.3542) 52 (45.76,-128.8,-0.3542) 53 (47.78,-80,-0.3542) 54 (47.78,-50,-0.3542) 55 (53.71,-78.74,-0.3542) 56 (54.02,-73.96,-0.3542) 57 (54.48,-81.27,-0.3542) 58 (57.16,-111.2,-0.4578) 59 (58.57,-95.04,-0.3542) 60 (55.37,-108.8,-0.4716) 61 (58.63,-128.8,-0.3542) Engineers Northwest - 3rd.Noor- Monday April 28, 2003 FLS t Conc. Top Conc. Bot Conc. Cent Conc Limits Reber Top (PO (PO) (Psi) (Psi) (ki) -278 -98.5 -188 (-2100,-) -578 -96.3 -337 (-2100,-) -288 -252 -270 (-2100,-) -282 -94 -188 (-2100,-) -509 -266 -388 (-2100,-) -289 -110 -200 (-2100,-) -188 -174 -181 (-2100,-) -88.6 -423 -256 (-2100,-) -500 -26.4 -263 (-2100,-) -461 -47.2 -254 (-2100,-) -52.4 -402 -227 (-2100,-) -459 -41.1 -250 (-2100,-) -428 -68.2 -248 (-2100,-) 83.9 -468 -192 (-2100,-) -489 2.14 -243 (-2100,-) -428 -69.3 -249 (-2100,-) -122 -218 -170 (-2100,-) -338 -213 -276 (-2100,-) -292 -151 -222 (-2100,-) -37.5 -337 -187 (-2100,-) -70 -312 -191 (-2100,-) -95.8 -249 -173 (-2100,-) -88.8 -724 -406 (-2100,-) -96.2 -478 -287 (-2100,-) -92.3 -476 -284 (-2100,) -330. 63 -175 (-2100,-) -319 -77.3 -198 (-2100,-) -267 -102 -184 (-2100,-) -265 -121 -193 (-2100,-) -221 -141 -181 (-2100,-) -333 -50.3 -222 (-2100,-) -462 86.1 -208 (-2100,-) -420 48.1 -203 (-2100,-) -128 -395 -261 (-2100,-) -349 -315 -332 (-2100,-) -144 -403 -273 (-2100,-) -550 25.3 -262 (-2100,-) -843 136 -353 (-2100,-) -303 -124 -213 (-2100,-) -311 -111 -211 (-2100,-) -112 -373 -243 (-2100,-) -282 -170 -226 (-2100,-) -380 -169 -274 (-2100,-) -420 -168 -294 (-2100,-) -307 -101 -204 (-2100,-) -553 88.6 -232 (-2100,-) -743 204 -269 (-2100,-) -147 -294 -221 (-2100,-) -149 -252 -201 (-2100,-) -91.6 -406 -215 (-2100,-) 161 -577 -208 (-2100,-) 106 505 -199 (-2100,-) -319 -183 -251 (-2100,-) -215 -201 • -208 (-2100,-) 361 -223 -292 (-2100,-) -183 -240 -211 (-2100,-) -320 -291 -305 (-2100,-) -342 -20 -194 (-2100,-) -132 -357 -244 (-2100,-) -485 36 -239 (-2100,-) 582 154 -214 (-2100,-) • • • Rebar Bot Rebar11..��{Limits (ksi) (ksl) • • • • • • • • • • • • "Centroid" indicates the section centroid in X,Y,Z coordinates. "Conc. Limits" Indicates the minimum and maximum allowable concrete stresses;'-" Indicates that no stress limit was calculated. Rebar stresses are not calculated In the Gross Section stress calculation "Rebar Limits" indicates the maximum allowable reinforcement tensile stresses; "-" indicates that no stress limit was calculated; if two values are reported the first value Is for the top bar and the second is for the bottom bar "Calc." indicates the type or calculation used to determine the stresses. Calc. Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Engineers Northwest, Inc. P.S. Transfer LC: Design Section Stresses 17 • Engineers Northwest - 3rd.floor- Monday April 28, 2003 Transfer LC: Design Section Stresses - Continued (2) Fa- # Centroid Conc. Top Conc. Bot. Conn. Cent Conc Limits Rebar Top Rebar Bot. Rebar Limits Calc. (feet) (Psi) (Psi) (Psi) (Psi) (ksi) (ksi) (ksi) 62 (58.66,-108.8,-0.394) -297 13.8 -175 (-2100,-) Gross 63 (58.68,-27.47,-0.3542) -650 280 -185 (-2100,-) Gross 64 (59.63,-21.16,-0.3542) -465 -234 -349 (-2100,-) Gross 65 (59.71,-48.78,-0.3542) -526 -298 -412 (-2100,-) Gross 66 (59.82,-34.99,-0.3542) -315 -397 -356 (-2100,-) Gross 67 (60.63,-133.7,-0.3542) -327 -135 -231 (-2100,-) Gross '68 (60.67,-122.5,-0.3542) -147 -378 -263 (-2100,-) Gross 69 (61.31,-128.3,-0.3542) -475 62.2 -207 (-2100,-) Gross 70 (81.34,-110.3,-0.3911) -403 52.3 -225 (-2100,-) Gross 71 (61.34,-27.47,-0.3542) -558 203 -178 (-2100,-) Gross 72 (66.25,-68.88,-0.3542) -158 -212 -185 (-2100,-) Gross 73 (66.25,-60.85,-0.3542) -104 -210 -157 (-2100,-) Gross 74 (70.53,-50,-0.3542) -197 3.89 -96.8 (-2100,-) Gross 75 (70.61,-80,-0.3542) -180 -19.2 -99.7 (-2100;) Gross 76 (74.68,-25.27,-0.3542) 113 -394 -140 (-2100,-) Gross 77 (75.54,-131.3,-0.3542) -6.08 -333 -169 (-2100,-) Gross 78 (75.59,-108.8,-0.3542) 21.7 -329 -154 (-2100,-) Gross 79 (80.12,-81.23,-0.3542) -341 -134 -238 (-2100,-) Gross 80 (82.79,-78.84,-0.3542) -212 -146 -179 (-2100,-) Gross 81 (85.25,-80,-0.3542) 159 -368 -105 (-2100,-) Gross 82 (85.25,-50,-0.3542) 124 -342 -109 (-2100,-) Gross 83 (85.4,-65.04,-0.3542) -141 -323 -232 (-2100,-) Gross 84 (85.4,-51.17,-0.3542) -223 -234 -228 (-2100,-) Gross 85 (85.4,-48.64,-0.3542) -332 -198 -265 (-2100,-) - Gross 88 (88.55,-108.8,-0.3542) -280 -26.2 -153 (-2100,-) Gross 87 (88.61,-131,-0.3542) -375 67.2 -154 (-2100,-) Gross 88 (88.74,-25.27,-0.3542) -481 221 -130 (-2100,-) Gross 89 (89.87,-34.99,-0.3542) -206 -329 -268 (-2100,-) Gross 90 (89.86,-21.16,-0.3542) -479 -44.4 -262 (-2100,-) Gross 91 (89.86,-18.75,-0.3542) -455 -90.4 -273 (-2100,) Gross 92 (90.56,-133.7,-0.3542) -799 200 -300 (-2100,-) Gross 93 : (90.64,-138.8,-0.3542) -209 -358 -284 (-2100,-) Gross 94 (90.64,-111.2,-0.3542) -535 -110 -323 (-2100,-) Gross 95 (90.64,-108.7,-0.3542) -389 -74.6 -232 (-2100,-) Gross 96 (90.68,-125,-0.3542) -159 -434 -297 (-2100,-) Gross 97 (90.68,-95.04,-0.3542) -88.7 -382 -236 (-2100,-) Gross 98 (91.37,-131,-0.3542) -547 167 -190 (-2100,-) Gross 99 (91.27,-25.27,-0.3542) -401 150 -126 (-2100,-) Gross 100 (91.37,-108.8,-0.3542) -227 -67.8 -147 (-2100,-) Gross 101 (100.6,-50,-0.3542) -243 17.7 -113 (-2100,-) - Gross 102 (100.6,-80,-0.3542) -283 54.8 -114 (-2100,-) Gross 103 (105,-25.27,-0.3542) 70.7 -324 -127 (-2100,-) Gross 104 (105.8,-133.5,-0.3542) -37.4 -292 -165 (-2100,-) Gross 105 (105.8,-108.8,-0.3542) -29.5 -224 -127 (-2100,-) Gross 106 (109,-78.8,-0.3542) -314 -115 -214 (-2100,-) - Gross 107 (109.1,-65.04,-0.3542) -115 -280 -198 (-2100,-) Gross 108 (117,-81.19,-0.3542) -357 -152 -255 (-2100,-) Gross 109 (117.2,-51.25,-0.3542) -293 -224 -259 (-2100,-) Gross 110 (117.2,-48.64,-0.3542) -381 -189 -285 (-2100,-) Gross 111 (118.6,-133.5,-0.3542) -335 -16.9 -176 (-2100,-) Gross 112 (118.6,-108.8,-0.3542) -240 25.3 -107 (-2100,-) Gross 113 (118.7,-25.27,-0.3542) -382 131 -126 (-2100,-) Gross 114 (120,-18.95,-0.3542) -505 -92.4 -299 (-2100,-) Gross 115 (120.2,-141.1,-0.3542) -402 -175 -289 (-2100,-) Gross 116 (120.1,-34.99,-0.3542) -187 -379 -283 (-2100,-) Gross 117 (120.2,-125,-0.3542) -178 -401 -289 (-2100,-) Gross 118 (120.2,-21.22,-0.3542) -523 -57.8 -290 (-2100,-) Gross 119 (120.3,-138.8,-0.3542) -529 -74.8 -302 (-2100,-) Gross 120 (120.3,-111.2,-0.3542) -391 -176 -284 (-2100,-) Gross 121 (120.3,-108.7,-0.3542) -320 -195 -258 (-2100,-) - Gross 122 (120.3,-94.96,-0.3542) -141 -380 -260 (-2100,-) Gross "Centroid" Indicates the section centroid in X,Y,Z coordinates. "Conc. Limits" indicates the minimum and maximum allowable concrete stresses;'-" indicates that no stress limit was calculated. Rebar stresses are not calculated In the Gross Section stress calculation "Rebar Limits" indicates the maximum allowable reinforcement tensile stresses; "" indicates that no stress limit was calculated; if two values are reported the first value is for the top bar and the second is for the bottom bar "Calc." indicates the type of calculation used to determine the stresses. Engineers Northwest, Inc. P.S. Transfer LC: Design Section Stresses 18 .''a'';•S�St<<`:�h;,i„,iut'17;7ii'as�iiiu14U iarah Engineers Northwest - 3rd.floor - Monday April 28, 2003 Transfer LC: Design Section Stresses - Continued (3) # Centroid (feet) 123 (121.4,-108.8,-0.3542) 124 (121.4,-133.4,-0.3542) 125 (121.4,-25.21,-0.3542) 126 (124.4,-57.81,-0.3542) 127 (130,50,-0.3542) 128 (130.1,-80,-0.3542) 129 (134.6,-133.5,-0.3542) 130 (134.7,-108.8,-0.3542) 131 (134.8,-80,-0.3542) 132 (135,-78.86,-0.3542) 133 (135,-65.04,-0.3542) 134 (134.9,-25.5,-0.3542) 135 (135,50,-0.3542) 136 (139.9,-80,-0.3542) 137 (139.9,-50,-0.3542) 138 (148.4,-81.19,-0.3542) 139 (148.5,-125,-0.3542) 140 (148.4,-25.21,-0.3542) 141 (148.6,-138.8,-0.3542) 142 (148.6,-133.5,-0.3542) 143 (148.6,-94.96,-0.3542) 144 (148.6,-111.3,-0.3542) 145 (148.6,-108.7,-0.3542) 146 (148.6,-108.8,-0.3542) 147 (148.7,-141.2,-0.3542) 148 (148.7,51.32,-0.3542) 149 (148.7,-48.71,-0.3542) 150 (148.7,-35.04,-0.3542) 151 (148.7,-19.09,-0.3542) 152 (149,-21.15,-0.3542) 153 (151.2,-25.29,-0.3542) 154 (151.3,-56.42,-0.3542) 155 (151.4,-108.8,-0.3542) 156 (151.4,-133.5,-0.3542) 157 (151.5,-80,-0.3542) 158 (151.5,-50,-0.3542) 159 (156.6,-65.19,-0.3542) 160 (157.1,-25.29,-0.3542) 161 (157.2,-80,-0.3542) 162 (157.2,-108.8,-0.3542) 163 (157.2,-50,-0.3542) 164 (157.3,-133.5,-0.3542) 165 (172.7,-108.8,-0.3542) 166 (172.8,-131.2,-0.3542) 167 (172.9,-80,-0.3542) 168 (173.1,-60,-0.3542) 169 (173.2,-25.29,-0.3542) 170 (178.6,-131.1,-0.3542) 171 (178.6,-108.8,-0.3542) 172 (178.7,-80,-0.3542) 173 (178.7,-50,-0.3542) 174 (178.7,-25.29,-0.3542) 175 (180.9,-65.19,-0.3542) 176 (181,-133.8,-0.3542) 177 (181,-138.7,-0.3542) 178 (181,-111.2,-0.3542) 179 (181,-108.7,-0.3542) 180 (181.1,-125,-0.3542) 181 (181,-81.25,-0.3542) 182 (181,-78.84,-0.3542) 183 (181.1,-94.89,-0.3542) Conc. Top Conc. Bot. (Psi) (Psi) (Psi) -440 30.2 -205 -368 6.4 -181 -444 196 -124 -255 -259 -257 -115 -104 -110 -73.4 -110 -91.8 7.88 -384 -188 104 -500 -198 -73.4 -112 -92.8 -123 -291 -207 -291 -141 -216 122 -370 -124 -115 -103 -109 -88.8 -105 -96.9 -104 -113 -108 -302 -199 -250 -202 -325 -264 -388 144 -122 -441 -71.7 -257 -312 -67.4 -190 -160 -373 -267 -254 -242 -248 -256 -231 -244 -375 -5.43 -190 -354 -163 -259 -232 -285 -259 -250 -266 -258 -216 -314 -265 -464 -76.3 -270 -409 -112 -261 -141 -109 -125 -265 -270 -267 -200 -188 -194 -129 -255 -192 -103 -183 -143 -104 -219 -161 -136 -216 -176 -86.3 -163 -125 -28 -259 -143 -139 -259 -199 -56.6 -263 -160 -178 -199 -189 -204 -214 -209 -231 -133 -182 -109 -149 -129 -91.8 -159 -125 -121 -143 -132 -245 -125 -185 -295 -125 -210 -239 -20.3 -130 -192 -50.6 -121 -217 -54.9 -136 -138 -348 -243 -751 156 -298 -256 -314 -285 -497 -100 -299 -290 -112 -201 -141 -469 -305 -303 -126 -215 -284 -151 -217 -86.6 -338 -212 Conc. Cent Conc Limits Rebar Top Rebar Bot Rebar Limits Calc. (Psi) (ksi) (ksi) (ksi) (-2100,-) (-2100,-) (-2100,-) (-2100,-) (-2100,-) (-2100,-) (-2100,-) (-2100,-) (-2100,-) (-2100,-) (-2100,-) (-2100,-) (-2100,-) (-2100,-) (-2100,-) (-2100,-) (-2100,-) (-2100,-) (-2100,-) (-2100,-) (-2100,-) (-2100,-) (-2100,-) (-2100,-) (-2100,) - (-2100,) (-2100,-) (-2100,-) (-2100,-) (-2100,-) (-2100,-) (-2100,-) (-2100,-) (-2100,-) (-2100,-) (-2100,-) (-2100,-) (-2100,-) (-2100,-) (-2100,-) (-2100,) (-2100,-) (-2100,-) (-2100,) (-2100,-) (-2100,-) (-2100,-) (-2100,-) (-2100,-) (-2100,-) (-2100,-) (-2100,-) (-2100,-) (-2100,-) (-2100,-) (-2100,-) (-2100,-) (-2100,-) (-2100,-) (-2100,-) (-2100,) "Centroid" indicates the section centroid in X,Y,Z coordinates. "Conc. Limits" Indicates the minimum and maximum allowable concrete stresses;'-" Indicates that no stress limit was calculated. Rebar stresses are not calculated in the Gross Section stress calculation "Rebar Limits" indicates the maximum allowable reinforcement tensile stresses; ' -" indicates that no stress limit was calculated; if two values are reported the first value is for the top bar and the second is for the bottom bar "Calc." indicates the type of calculation used to determine the stresses. Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Grose Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Engineers Northwest, Inc. P.S. Transfer LC: Design Section Stresses 19 ;,o 7,7:;rs3 *.txM),Yrisr rz �n fi2k,�4ir"lC)i u..�rrn4 rrn. Engineers Northwest - 3rd.floor- Monday April 28, 2003 Transfer LC: Design Section Stresses - Continued (4) # Centroid (feet) 184 (181,-51.24,-0.3542) 185 (181,-48.75,-0.3542) 186 (181,-21.16,-0.3542) 187 (181,-18.75,-0.3542) 188 (181.1,-35.03,-0.3542) 189 (181.2,-25.29,-0.3542) 190 (181.3,-80,-0.3542) 191 (181.3,-108.8,-0.3542) 192 (181.4,-131,-0.3542) 193 (181.4,-50,-0.3542) 194 (194.8,-108.8,-0.3542) 195 (194.8,-80,-0.3542) 196 (194.9,-131.2,-0.3542) 197 (194.8,-50,-0.3542) 198 (194.8,-25.29,-0.3542) 199 (201.6,-65.04,-0.3542) 200 (201.7,-78.91,-0.3542) 201 (208.5,-80,-0.3542) 202 (208.5,-50,-0.3542) 203 (208.5,-27.88,-0.3542) 204 (208.7,-110.3,-0.3911) 205 (208.7,-128.6,-0.3542) 206 (209.5,-21.17,-0.3542) 207 (209.8,-48.65,-0.3542) 208 (209.8,-34.99,-0.3542) 209 (211.1,-27.47,-0.3542) - 210 (211.2,-128.8,-0.3542) 211 (211.3,-108.8,-0.394) 212 (211.9,-1318,-0.3542) 213 (211.9,-122.5,-0.3542) 214 (213.1,-111.3,-0.4588) 215 (215.2,-108.7,-0.4737) 216 (211.9,-95.04,-0.3542) 217 (214.3,-81.32,-0.3542) 218 (222,-80,-0.3542) 219 (222.1,-50,-0.3542) 220 (224.8,-27.47,-0.3542) 221 (227.6,-78.88,-0.3542) 222 (227.6,-51.31,-0.3542) 223 (227.9,-6458,-0.3542) 224 (228.9,-128.8,-0.3542) 225 (228.9,-108.8,-0.394) 226 (233.8,-80,-0.3542) 227 (233.8,-50,-0.3542) 228 (238.6,-128.8,-0.3542) 229 (238.8,-27.47,-0.3542) 230 (239.5,-21.23,-0.3542) 231 (241.2,-27.47,-0.3542) 232 (241.4,-128.8,-0.3542) 233 (241.4,-48.56,-0.3542) 234 (241.4,-34.99,-0.3542) 235 (243.4,-122.5,-0.3542) 236 (243.4,-133.8,-0.3542) 237 (242.5,-111.2,-0.4649) 238 (242.5,-108.7,-0.4649) 239 (243.4,-95.04,-0.3542) 240 (245.1,-80,-0.3542) 241 (245.2,-108.8,-0.394) 242 (245.1,-50,-0.3542) 243 (245.6,-81.3,-0.3542) 244 (245.6,-78.81,-0.3542) Conc. Top Conc. Bot Conc. Cent Conc Limits Rebar Top Rebar Bot. Rebar Limits (psi) (Psi) (Psi) -239 -206 -223 -269 -216 -242 -410 -94.4 -252 -439 -102 -270 -217 -277 -247 -425 141 -142 - -354 88.9 =133 -461 33.1 -214 -373 -14.9 -194 -289 46.9 -121 175 -603 -214 219 -482 -132 41.1 -453 -206 202 -418 -108 147 -453 -153 -162 -198 -180 -199 -184 -191 -494 224 -135 -424 213 -105 -644 273 -185 -725 333 -311 -605 81.2 -262 -377 -201 -289 -329 -325 -327 -341 -263 -302 -737 354 -192 -635 96 -269 -320 123 -146 -276 -116 -196 -113 -405 -259 -438 79.2 -201 -471 37.2 -230 -111 -376 -243 -372 -140 -256 -292 -178 -235 -197 -190 -193 162 -609 -224 -335 -55.1 -195 -353 -81.4 -217 -30.4 -389 -210 14.1 -509 -247 -97.4 -340 -193 -132 -282 -207 -136 -238 -187 -566 90.5 -238 -787 229 -279 -404 -173 -289 -849 120 -365 -539 -3.09 -27.1 -338 -174 -256 -372 -274 -323 -139 -410 -275 -271 -127 -199 -440 62 -207 -399 26.1 -201 -142 -365 -254 -282 -83.8 -183 -319 -53.4 -215 -240 -102 -171 -284 -135 -210 -287 -136 -211 (Psi) (-2100,-) (-2100,-) (-2100,-) (-2100,-) (-2100,-) (-2100,-) (-2100,-) (-2100,-) (-2100,-) (-2100,-) (-2100,-) (-2100,-) (-2100,-) (-2100,-) (-2100,-) (-2100,-) (-2100,-) (-2100,-) (-2100,-) (-2100,-) (-2100,-) (-2100,-) (-2100,-) (-2100,-) (-2100,-) (-2100,-) (-2100,-) (-2100,-) (-2100,-) (-2100,-) (-2100,) (-2100,-) (-2100,-) (-2100,-) (-2100,-) (-2100,-) (-2100,-) (-2100,-) (-2100,-) (-2100,-) (-2100,-) (-2100,-) (-2100,-) (-2100,-) (-2100,-) (-2100,-) (-2100,-) (-2100,-) (-2100,-) (-2100,-) (-2100,-) (-2100,-) (-2100,-) (-2100,-) (-2100,-) (-2100,-) (-2100,-) (-2100,-) (-2100,-) (-2100,-) (-2100,-) (ksi) (ksi) (ksi) • "Centroid" indicates the section centroid in X,Y,Z coordinates. "Conc. Limits" Indicates the minimum and maximum allowable concrete stresses;'-" indicates that no stress limit was calculated. Rebar stresses are not calculated in the Gross Section stress calculation "Rebar Limits" indicates the maximum allovrable reinforcement tensile stresses; "-" indicates that no stress limit was calculated; if two values are reported the first value is for the top bar and the second is for the bottom bar "Calc." Indicates the type of calculation used to determine the stresses. FLY- Viz - Cale. Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Engineers Northwest, Inc. P.S. Transfer LC: Design Section Stresses 20 Engineers Northwest - 3rd.floor- Monday April 28, 2003 Transfer LC: Design Section Stresses - Continued (5) # Centrad (feet) 245 (245.6,-51.31,-0.3542) 246 (245.9,-65.04,-0.3542) 247 (247.8,-108.8,-0.394) 248 (247.8,-80,-0.3542) 249 (247.9,-50,-0.3542) 250 (254.1,-27.47,-0.3542) 251 (257.6,-128.8,-0.3542) 252 (257.8,-108.8,-0.3542) 253 (258,-80,-0.3542) 254 (258,-50,-0.3542) 255 (261.9,-21.15,-0.3542) 256 (263.7,-133.7,-0.3542) 257 (263.6,-34.99,-0.3542) 258 (263.7,51.41,-0.3542) 259 (263.7,-48.49,-0.3542) 260 (264,-64.97,-0.3542) 261 (266.6,-122.5,-0.3542) 262 (266.6,-111.3,-0.3542) 263 (266.6,-108.7,-0.3542) 264 (266.6,-94.89,-0.3542) 265 (266.6,-81.27,-0.3542) 266 (266.6,-78.75,-0.3542) 267 (268.6,-50,-0.3542) 268 (268.7,-128.8,-0.3542) 269 (268.6,-80,-0.3542) 270 (268.7,-108.8,-0.3542) 271 (268.8,-27.47,-0.3542) 272 (271,-87.04,-0.3542) 273 (271.1,-110.6,-0.3542) Conc. Top Conc. Bot. (Psi) (Psi) -281 -188 -115 -401 -289 13.7 -284 -97.1 -230 -121 -79 -744 -155 -445 -15.5 -347 -49.2 -324 -64 -263 -280 -227 -298 -213 -191 -95.9 -302 -69.7 -260 -113 5.6 -331 -112 -326 -367 -89.9 -337 -107 -110 -303 -338 -108 -305 -136 -177 -181 -281 -197 -284 -87.7 -307 -94.6 -507 -258 -585 -63.6 -281 -99 Conc. Cent. (psi) -235 -258 -170 -190 -176 -412 -300 -181 -187 -164 -254 -255 -144 -186 -186 -163 -219 -228 -222 -206 -223 -221 .179 -239 -186 -201 -382 -324 -190 Conc Limits (Psi) (-2100,-) (-2100,-) (-2100,-) (-2100,-) (-2100,-) (-2100,-) (-2100,-) (-2100,-) (-2100,-) (-2100,-) (-2100,-) (-2100,-) (-2100,-) (-2100,-) (-2100,-) (-2100,-) (-2100,-) (-2100,-) (-2100,-) (-2100,-) (-2100,-) (-2100,-) (-2100,-) (-2100,-) (-2100,-) (-2100,-) (-2100,-) (-2100,-) (-2100,-) Rebar Top Rebar Bot. Rebar Limits Calc. (kW) (Wl) (ksi) "Centroid" indicates the section centroid in X,Y,Z coordinates. "Conc. Limits" indicates the minimum and maximum allowable concrete stresses;'-" indicates that no stress limit was calculated. Rebar stresses are not calculated in the Gross Section stress calculation 'Rebar Limits' indicates the maximum allowable reinforcement tensile stresses; "-' indicates that no stress limit was calculated; d two values are reported the first value is for the top bar and the second is for the bottom bar "Calc." indicates the type of calculation used to determine the stresses. Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Engineers Northwest, Inc. P.S. Transfer LC: Design Section Stresses 21 'ft`1w`Rti.'iEs?>^7Cr�lS'k�PA7L!�:Akf.A'�.1RhWkf�tstat�m%!!5!=a?t�-w!r.,wn!rtcue.�..w�r'+�w:et.Mr+ua,yT.w��. Engineers Northwest - 3rd.floor- Monday April 28, 2003 Service LC: Design Section Summary # As Top Controlling As Bot Controlling As Shr Strp Spcg Controlling Status (sq. In.) (sq. in.) (sq. in.) (Inches) 1 2.4 ACI 18.9.3.3 0 0 inf OK 2 1.84 ACI 18.9.3.3 0 0 Inf OK 3 2.3 ACI 18.9.3.3 0 0 inf OK 4 2.3 ACI 18.9.3.3 0 0 int OK 5 1.84 ACI 18.9.3.3 0 0 Inf OK 6 2.3 ACI 18.9.3.3 0 0 Inf OK 7 2.3 ACI 18.9.3.3 0 0 int OK 8 0 0 0 inf OK 9 1.84 ACI 18.9.3.3 0 0 Inf OK 10 1.84 ACI 18.9.3.3 0 0 Int OK 11 0 0 0 int OK 12 1.84 ACI 18.9.3.3 0 0 Inf OK 13 1.84 ACI 18.9.3.3 0 0 inf OK 14 0 0 0 inf OK 15 2.3 ACI 18.9.3.3 0 0 inf OK 16 2.3 ACI 18.9.3.3 0 0 Inf OK 17 0 1.88 ACI 18.9.3.2 0 Inf OK 18 2.3 ACI 18.9.3.3 0 0 inf OK 19 2.3 ACI 18.9.3.3 0 0 Inf OK 20 0 . 0 0 Int OK 21 0 0 0 Int OK 22 0 0 0 Inf OK 23 0 0 0 Inf OK 24 0 0 0 int OK 25 2.3 ACI 18.9.3.3 0 0 inf OK 26 3.24 ACI 18.9.3.3 0 0 inf OK 27 2.3 ACI 18.9.3.3 0 0 inf OK 28 2.3 ACI 18.9.3.3 0 0 inf OK 29 2.3 ACI 18.9.3.3 0 0 inf OK 30 2.3 ACI 18.9.3.3 0 0 Int OK 31 3.24 ACI 18.9.3.3 0 0 inf OK 32 3.28 ACI 18.9.3.3 0 0 inf OK 33 3.28 ACI 18.9.3.3 0 0 Inf OK 34 0 0 0 int OK 35 0 2.21 ACI 18.9.3.2 0 int OK 36 0 0 0 inf OK 37 2.3 ACI 18.9.3.3 0 0 Inf OK 38 1.84 ACI 18.9.3.3 0 0 inf OK 39 2.79 ACI 18.9.3.3 0 0 Int OK 40 2.79 ACI 18.9.3.3 0 0 Inf OK 41 0 0 0 inf OK 42 2.79 ACI 18.9.3.3 0 0 Int OK 43 2.79 ACI 18.9.3.3 0 0 inf OK 44 2.3 ACI 18.9.3.3 0 0 inf OK 45 2.32 ACI 18.9.3.3 0 0 inf OK 46 2.3 ACI 18.9.3.3 0 0 Int OK 47 1.84 ACI 18.9.3.3 0 0 inf OK 48 0 0 0 Inf OK 49 0 0 0 inf OK 50 0 1.21 ACI 18.9.3.2 0 int OK 51 0 0 0 inf OK 52 0 0 0 Int OK 53 2.3 ACI 18.9.3.3 0 0 inf OK 54 2.3 ACI 18.9.3.3 0 0 Inf OK 55 2.3 ACI 18.9.3.3 0 0 inf OK 56 2.3 ACI 18.9.3.3 0 0 inf OK 57 2.3 ACI 18.9.3.3 0 0 inf OK 58 3.65 ACI 18.9.3.3 0 0 Inf OK 59 0 0 0 int OK 60 3.24 ACI 18.9.3.3 0 0 Int OK 61 2.3 ACI 18.9.3.3 0 0 inf OK 62 314 ACI 18.9.3.3 0 0 inf OK 63 1.84 ACI 18.9.3.3 0 0 inf OK 64 2.3 ACI 18.9.3.3 0 0 Int OK 65 2.3 ACI 18.9.3.3 0 0 int OK 66 0 0 0 Int OK "Status" Indicates whether Floor has found a feasible solution to satisfy the criteria selected for this section. F4« Engineers Northwest, Inc. P.S. Service LC: Design Section Summary 22 Engineers Northwest - 3rd.floor- Monday April 28, 2003 Service LC: Design Section Summary - Continued (2) # As Top Controlling As Bot Controlling As Shr Strp Spcg Controlling Status (sq. In.) (sq. in.) (sq. in.) (inches) 67 2.3 ACI 18.9.3.3 0 0 int OK 68 0 0 0 int OK 69 1.84 ACI 18.9.3.3 0 0 int OK 70 3.24 ACI 18.9.3.3 0 0 int OK 71 1.84 ACI 18.9.3.3 0 0 int OK 72 0 0 0 int OK 73 2.3 ACI 18.9.3.3 0 0 int OK 74 2.3 ACI 18.9.3.3 0 0 inf OK 75 2.3 ACI 18.9.3.3 0 0 Int OK 76 0 0 0 inf OK 77 0 0 0 int OK 78 0 0 0 inf OK 79 2.9 ACI 18.9.3.3 0 0 inf OK 80 2.53 AC1 18.9.3.3 0 0 Int OK 81 0 0 0 int OK 82 0 0 0 int OK 83 0 0 0 inf OK 84 2.3 ACI 18.9.3.3 0 0 int OK 85 2.3 ACI 18.9.3.3 0 0 int OK 86 2.3 ACI 18.9.3.3 0 0 Int OK 87 1.84 ACI 18.9.3.3 0 .. 0 int OK 88 1.84 ACI 18.9.3.3 0 0 inf OK 89 0 1.38 ACI 18.9.3.2 0 int OK 90 2.33 ACI 18.9.3.3 0 0 inf OK 91 2.33 ACI 18.9.3.3 0 0 inf OK 92 2.31 ACI 18.9.3.3 0 0 int OK 93 2.3 ACI 18.9.3.3 0 0 int OK 94 2.3 ACI 18.9.3.3 0 0 inf OK 95 2.3 ACI 18.9.3.3 0 0 int OK 98 0 0 0 int OK 97 0 0 0 int OK 98 1.84 ACI 18.9.3.3 0 0 int OK 99 1.84 ACI 18.9.3.3 0 0 int OK 100 2.3 ACI 18.9.3.3 0 0 int OK 101 2.3 ACI 18.9.3.3 0 0 int OK 102 2.3 ACI 18.9.3.3 0 0 Int OK 103 0 0 0 int OK 104 0 0 0 int OK 105 0 0 0 inf OK 106 2.3 ACI 18.9.3.3 0 0 inf OK 107 0 0 0 int OK 108 2.71 ACI 18.9.3.3 0 0 int OK 109 2.74 ACI 18.9.3.3 0 0 inf OK 110 2.74 ACI 18.9.3.3 0 0 int OK 111 1.84 ACI 18.9.3.3 0 0 int OK 112 2.3 ACI 18.9.3.3 0 0 inf OK 113 1.84 ACI 18.9.3.3 0 0 inf OK 114 2.3 ACI 18.9.3.3 0 0 inf OK 115 2.24 ACI 18.9.3.3 0 0 int OK 116 0 0 0 int OK 117 0 0 0 int OK 118 2.31 ACI 18.9.3.3 0 0 int OK 119 2.3 ACI 18.9.3.3 0 0 int OK 120 2.3 ACI 18.9.3.3 0 0 int OK 121 2.3 ACI 18.9.3.3 0 0 int OK 122 0 0 0 Int OK 123 2.3 ACI 18.9.3.3 0 0 inf OK 124 1.84 ACI 18.9.3.3 0 0 int OK 125 1.84 ACI 18.9.3.3 0 0 inf OK 126 2.3 ACI 18.9.3.3 0 0 inf OK 127 2.3 ACI 18.9.3.3 0 0 int OK 128 2.3 ACI 18.9.3.3 0 0 int OK 129 0 0 0 int OK 130 0 0 0 int OK 131 0 0 0 inf OK 132 2.3 ACI 18.9.3.3 0 0 Int OK "Status" Indicates whether Floor has found a feasible solution to satisfy the criteria selected for this section. Engineers Northwest, Inc. P.S. Service LC: Design Section Summary 23 cil )41 1, ;:z �. �u : x: i tLL1 rsSkl: G;. s tai�Y K9r%wi: ,i;, Engineers Northwest- 3rd.floor- Monday April 28, 2003 Service LC: Design Section Summary - Continued (3) # As Top Controlling As Bot Controlling As Shr Strp Spcg Controlling Status (sq. in.) (sq. In.) (sq. in.) (Inches) 133 0 0.498 ACI 18.9.3.2 0 inf OK 134 0 0 0 int OK 135 0 0 0 int OK 136 2.3 ACI 18.9.3.3 0 0 inf OK 137 2.3 ACI 18.9.3.3 0 0 int OK 138 2.3 ACI 18.9.3.3 0 0 inf OK 139 0 1.62 ACI 18.9.3.2 0 inf OK 140 1.84 ACI 18.9.3.3 0 0 inf OK 141 2.3 ACI 18.9.3.3 0 0 int OK 142 1.84 ACI 18.9.3.3 0 0 Int OK 143 0 0 0 inf OK 144 2.3 ACI 18.9.3.3 0 0 inf OK 145 2.3 ACI 18.9.3.3 0 0 Inf OK 146 2.3 ACI 18.9.3.3 0 0 Inf OK 147 2.12 ACI 18.9.3.3 0 0 Inf OK 148 2.3 ACI 18.9.3.3 0 0 int OK 149 2.3 ACI 18.9.3.3 0 0 inf OK 150 0 1.81 ACI 18.9.3.2 0 inf OK 151 2.09 ACI 18.9.3.3 0 0 int OK 152 2.3 ACI 18.9.3.3 0 0 Int OK 153 1.84 ACI 18.9.3.3 0 0 Int OK 154 23 ACI 18.9.3.3 0 0 int OK 155 2.3 ACI 18.9.3.3 0 0 int OK 156 1.84 ACI 18.9.3.3 0 0 inf OK 157 2.3 ACI 18.9.3.3 0 0 Int OK 158 2.3 ACI 18.9.3.3 0 0 Int OK 159 0 0 0 int OK 160 0 0 0 int OK 161 0 0 0 Int OK 162 0 0 0 inf OK 163 0 0 0 inf OK 164 0 0 0 inf OK 165 0 0 0 Inf OK 166 0 0 0 inf OK 167 0 0 0 inf OK 168 0 0 0 int OK 169 0 0 0 int OK 170 1.84 ACI 18.9.3.3 0 0 inf OK 171 2.3 ACI 18.9.3.3 0 0 int OK 172 2.3 ACI 18.9.3.3 0 0 inf OK 173 2.3 ACI 18.9.3.3 0 0 inf OK 174 1.84 ACI 18.9.3.3 0 0 Inf OK 175 0 0 0 inf OK 176 2.13 ACI 18.9.3.3 0 0 inf OK 177 2.3 ACI 18.9.3.3 0 0 inf OK 178 2.3 ACI 18.9.3.3 0 0 Inf OK 179 2.3 ACI 18.9.3.3 0 0 inf OK 180 0 0 0 inf OK 181 2.3 ACI 18.9.3.3 0 0 int OK 182 2.3 ACI 18.9.3.3 0 0 Int OK 183 0 0 0 Int OK 184 2.3 ACI 18.9.3.3 0 0 inf OK 185 2.3 ACI 18.9.3.3 0 0 Int OK 186 2.3 ACI 18.9.3.3 0 0 Inf OK 187 2.3 ACI 18.9.3.3 0 0 Int OK 188 0 3.03 ACI 18.9.3.2 0 inf OK 189 1.84 ACI 18.9.3.3 0 0 int OK 190 2.3 ACI 18.9.3.3 0 0 Inf OK 191 2.3 ACI 18.9.3.3 0 0 int OK 192 1.84 ACI 18.9.3.3 0 0 inf OK 193 2.3 ACI 18.9.3.3 0 0 inf OK 194 0 0 0 Inf OK 195 0 0 0 int OK 196 0 0 0 Int OK 197 0 0 0 inf OK 198 0 0 0 Int OK "Status" indicates whether Floor has found a feasible solution to satisfy the criteria selected for this section. FL- 16(e Engineers Northwest, Inc. P.S. Service LC: Design Section Summary 24 Engineers Northwest - 3rd.floor- Monday April 28, 2003 Service LC: Design Section Summary - Continued (4) # As Top Controlling As Bot Controlling As Shr Strp Spcg Controlling Status (sq. in.) (sq. In.) (sq. In.) (inches) 199 0 0 0 inf OK 200 2.3 ACI 18.9.3.3 0 0 inf OK 201 2.3 ACI 18.9.3.3 0 0 Inf OK 202 2.3 ACI 18.9.3.3 0 0 inf OK 203 1.84 ACI 18.9.3.3 0 0 inf OK 204 3.24 ACI 18.9.3.3 0 0 inf OK 205 1.84 ACI 18.9.3.3 0 0 Int OK 206 2.35 ACI 18.9.3.3 0 0 Int OK 207 2.3 ACI 18.9.3.3 0 0 Int OK 208 0 3.15 ACI 18.9.3.2 0 inf OK 209 1.84 ACI 18.9.3.3 0 0 inf OK 210 2.3 ACI 18.9.3.3 0 0 inf OK 211 3.24 ACI 18.9.3.3 0 0 inf OK 212 2.61 ACI 18.9.3.3 0 0 inf OK 213 0 0 0 inf OK 214 3.68 ACI 18.9.3.3 0 0 Int OK 215 3.24 ACI 18.9.3.3 0 0 Int OK 216 0 0 0 inf OK 217 2.97 ACI 18.9.3.3 0 0 inf OK 218 2.3 ACI 18.9.3.3 0 0 Inf OK 219 2.3 ACI 18.9.3.3 0 0 inf OK 220 0 0 0 int OK 221 2.3 ACI 18.9.3.3 0 0 int OK 222 2.3 ACI 18.9.3.3 0 0 inf OK 223 0 0 0 inf OK 224 0 0 0 Int OK 225 0 1.83 ACI 18.9.3.2 0 inf OK 226 0 0 0 inf OK 227 0 0 0 inf OK 228 2.3 ACI 18.9.3.3 0 0 Inf OK 229 1.84 ACI 18.9.3.3 0 0 inf OK 230 2.3 ACI 18.9.3.3 0 0 inf OK 231 1.84 ACI 18.9.3.3 0 0 inf OK 232 2.3 ACI 18.9.3,3 0 0 Inf OK 233 2.54 ACI 18.9.3.3 0 0 int OK 234 0 2.95 ACI 18.9.3.2 0 Inf OK 235 0 0 0 Inf OK 236 2.3 ACI 18.9.3,3 0 0 Int OK 237 3.24 ACI 18.9.3.3 0 0 inf OK 238 3.24 ACI 18.9.3.3 0 0 inf OK 239 0 0 0 inf OK 240 2.3 ACI 18.9.3.3 0 0 Int OK 241 3.24 ACI 18.9.3.3 0 0 Int OK 242 2.3 ACI 18.9.3.3 0 0 Int OK 243 2.3 ACI 18.9.3.3 0 0 inf OK 244 2.3 ACI 18.9.3.3 0 0 inf OK 245 2.3 ACI 18.9.3.3 0 0 int OK 246 0 0 0 inf OK 247 3.24 ACI 18.9.3.3 0 0 inf OK 248 2.3 ACI 18.9.3.3 0 0 Int OK 249 2.3 ACI 18.9.3.3 0 0 inf OK 250 0 0 0 Inf OK 251 0 0 0 inf OK 252 0 0 0 inf OK 25$ 0 0 0 inf OK 254 0 0 0 inf OK 255 2.3 ACI 18.9.3.3 0 0 inf OK 256 2.3 ACI 18.9.3.3 0 0 Inf OK 257 0 2.9 ACI 18.9.3.2 0 int OK 258 2.3 ACI 18.9.3.3 0 0 Inf OK 259 2.3 ACI 18.9.3.3 0 0 inf OK 260 0 0 0 Inf OK 261 0 0 0 inf OK 262 1.84 ACI 18,9.3.3 0 0 Inf OK 263 1.84 ACI 18.9.3.3 0 0 inf OK 264 0 0 0 int OK "Status" Indicates whether Floor has found a feasible solution to satisfy the criteria selected for thls section. FR -1 Engineers Northwest, Inc. P.S. Service LC: Design Section Summary 25 Engineers Northwest - 3rd.tloor- Monday April 28, 2003 Service LC: Design Section Summary - Continued (5) # As Top Controlling As Bot Controlling As Shr Stip Spcg Controlling Status (sq. In.) (sq. In.) (sq. In.) (inches) 265 1.84 ACI 18.9.3.3 0 0 inf OK 266 1.84 ACI 18.9.3.3 0 0 inf OK 267 2.3 ACI 18.9.3.3 0 0 inf OK 268 2.3 ACI 18.9.3.3 0 0 inf OK 269 2.3 ACI 18.9.3.3 0 0 Int OK 270 2.3 ACI 18.9.3.3 0 0 inf OK 271 1.84 ACI 18.9.3.3 0 0 inf OK 272 1.84 ACI 18.9.3.3 0 0 inf OK 273 2.38 ACI 18.9.3.3 0 0 Int OK 1 "Status" Indicates whether Floor has found a feasible solution to satisfy the criteria selected for this section. Engineers Northwest, Inc. P.S. Service LC: Design Section Summary 26 Service LC: Design Section Stresses # Centroid (feet) 1 (-1.258,-110.6,-0.3542) 2 (-1.263,-86.97,-0.3542) 3 (1.21,-128.8,-0.3542) 4 (1.203,-80,-0.3542) 5 (1.214,-27.47,-0.3542) 6 (1.311,-108.8,-0.3542) 7 (1.277,-50,-0.3542) 8 (2.994,-122.4,-0.3542) 9 (2.994,-111.2,-0.3542) 10 (2.994,-108.7,-0.3542) 11 (2.994;94.97,-0.3542) 12 (2.994,-81.27,-0.3542) 13 (2.994,-78.75,-0.3542) 14 (5.539,-65.12,-0.3542) 15 (5.626,-51.26,-0.3542) 18 (5.626,-48.67,-0.3542) 17 (5.703,-35.01,-0.3542) 18 (7.47,-21.24,-0.3542) 19 (7.737,-133.8,-0.3542) 20 (11.21,-108.8,-0.3542) 21 (11.41,-80,-0.3542) 22 (11.41,-50,-0.3542) 23 (14.81,-27.47,-0.3542) 24 (15.78,-128.8,-0.3542) 25 (15.78,-128.6,-0.3542) 26 (22.08,-108.8,-0.394) 27 (22.2,-80,-0.3542) 28 (22.2,-50,-0.3542) 29 (24.89,-80,-0.3542) 30 (24.89,-50,-0.3542) 31 (25.01,-108.8,-0.394) 32 (27.45,-111.3,-0.4632) 33 (27.45,-108.8,0.4632) 34 (26.38,-95.04,-0.3542) 35 (28.18,-35.01,-0.3542) 36 (28.48,-122.5,-0.3542) 37 (28.78,-128.8,-0.3542) 38 (28.72,-27.47,-0.3542) 39 (29.67,-81.19,-0.3542) 40 (29.67,-78.74,-0.3542) 41 (29.67,-65.04,-0.3542) 42 (29.67,-51.29,-0.3542) 43 (29.67,-48.7,-0.3542) 44 (29.66,-21.24,-0.3542) 45 (30.63,-133.8,-0.3542) 46 (31.32,-128.8,-0.3542) 47 (31.33,-27.47,-0.3542) 48 (36.76,-80,-0.3542) 49 (36.76,-50,-0.3542) 50 (41.55,-108.8,-0.394) 51 (44.93,-27.47,-0.3542) 52 (45.76,-128.8,-0.3542) 53 (47.78,-80,-0.3542) 54 (47.78,-50,-0.3542) 55 (53.71,-78.74,-0.3542) 56 (54.02,-73.96,-0.3542) 57 (54.48,-81.27,-0.3542) 58 (57.16,-111.2,-0.4578) 59 (58.57,-95.04,-0.3542) 60 (55.37,-108.8,-0.4716) 61 (58.63,-128.8,-0.3542) Engineers Northwest - 3rd.floor - Monday April 28, 2003 Conc. Top Conc. Bot. Conc. Cent Conc Limits Rebar Top Rebar Bot Rebar Limits (Psi) (Psi) (Psi) (Psi) (ki) (ksi) (moi) -160 -189 -174 (-2250,424) -441 -183 -312 (-2250,424) -92.8 -406 -250 (-2250,424) -93.1 -255 -174 (-2250,424) -335 -383 -359 (-2250,424) -91.7 -279 -185 (-2250,424) -52.7 -282 -167 (-2250,424) -345 -127 -236 (-2250,424) 25.7 -506 -240 (-2250,424) 96.3 -560 -232 (-2250,424) -420 1.97 -209 (-2250,424) 65.2 -526 -230 (-2250,424) -41.6 -415 -229 (-2250,424) -272 -81.7 -177 (-2250,424) 97.5 -548 -225 (-2250,424) 214 -674 -230 (-2250,424) -612 297 -157 (-2250,424) -188 -323 -256 (-2250,424) -200 -210 -205 (-2250,424) -280 -68.3 -174 (-2250,424) -325 -28.3 -177 (-2250,424) -418 98.2 -160 (-2250,424) -500 -252 -376 (-2250,424) -360 -165 -263 (-2250,424) -353 -167 -260 (-2250,424) 104 -578 -165 (-2250,424) 81 -448 -183 (-2250,424) 169 -509 -170 (-2250,424) 137 -495 -179 (-2250,424) 212 -546 -167 (-2250,424) 269 -940 -208 (-2250,424) -87.1 -319 -195 (-2250,424) -19.7 -388 -190 (-2250,424) -475 -10.8 -243 (-2250,424) -813 198 308 (-2250,424) -408 -99.3 -254 (-2250,424) -42 -437 -239 (-2250,424) -301 -352 -327 (-2250,424) 274 -672 -199 (-2250,424) 241 -634 -196 (-2250,424) -462 10.5 -226 (-2250,424) 334 -753 -210 (-2250,424) 333 -843 -255 (-2250,424) -181 -364 -272 (-2250,424) -161 -217 -189 (-2250,424) -85.1 -340 -213 (-2250,424) -265 -232 -249 (-2250,424) -450 39.6 -205 (-2250,424) -437 66.8 -185 (-2250,424) -489 246 -200 (-2250,424) -168 -216 -192 (-2250,424) -266 -103 -184 (-2250,424) 0.884 -466 -233 (-2250,424) 66.1 -450 -192 (-2250,424) -105 -437 -271 (-2250,424) -154 -237 -196 (-2250,424) 387 -961 -287 (-2250,424) 2.15 -401 -182 (-2250,424) -490 33.2 -229 (-2250,424) -118 -343 -224 (-2250,424) -9.99 -380 -195 (-2250,424) • • • "Centroid" Indicates the section centrold in X,Y,Z coordinates. "Conc. Limits" Indicates the minimum and maximum allowable concrete stresses;'-" indicates that no stress limit was calculated. Rebar stresses are not calculated In the Gross Section stress calculation "Reber Limits" Indicates the maximum allowable reinforcement tensile stresses; "-" indicates that no stress limit was calculated; if two values are reported the first value is for the top bar and the second is for the bottom bar "Calc." indicates the type of calculation used to determine the stresses. Calc. Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Engineers Northwest, Inc. P.S. Service LC: Design Section Stresses 27 Engineers Northwest - 3rd.floor - Monday April 28, 2003 Service LC: Design Section Stresses - Continued (2) # Centroid Conc. Top Conc. Bot. Conc. Cent Conc Limits Rebar Top Rebar Bot. Rebar Limits Calc. (feet) (psi) (Psi) (Psi) (Psi) (ksi) (ksi) (ksi) 62 (58.66,-108.8,-0.394) 327 -923 -165 (-2250,424) Gross 63 (58.68,-27.47,-0.3542) -172 -172 -172 (-2250,424) Gross 64 (59.63,-21.16,-0.3542) -241 -407 -324 (-2250,424) Gross 65 (59.71,-48.78,-0.3542) 409 -1170 -381 (-2250,424) Gross 66 (59.82,-34.99,-0.3542) -774 114 -330 (-2250,424) Gross 67 (60.63,-133.7,-0.3542) -196 -232 -214 (-2250,424) Gross 68 (60.67,-122.5,-0.3542) -444 -44.1 -244 (-2250,424) Gross 69 (61.31,-128.3,-0.3542) 114 -489 -187 (-2250,424) Gross 70 (61.34,-110.3,-0.3911) 229 -903 -214 (-2250,424) Gross 71 (61.34,-27.47,-0.3542) -69.1 -262 -165 (-2250,424) Gross 72 (66.25,-68.88,-0.3542) -245 -97.6 -171 (-2250,424) Gross 73 (66.25,-60.85,-0.3542) -179 -110 -145 (-2250,424) Gross 74 (70.53,-50,-0.3542) 380 -560 -89.6 (-2250,424) Gross 75 (70.61,-80,-0.3542) 357 -541 -92.4 (-2250,424) Gross 76 (74.68,-25.27,-0.3542) -203 -58.5 -131 (-2250,424) Gross 77 (75.54,-131.3,-0.3542) -321 8.43 -156 (-2250,424) Gross 78 (75.59,-108.8,-0.3542) -337 48.1 -144 (-2250,424) Gross 79 (80.12,-81.23,-0.3542) 186 -623 -218 (-2250,424) Gross 80 (82.79,-78.84,-0.3542) 242 -568 -163 (-2250,424) Gross 81 (85.25,-80,-0.3542) -289 98.7 -98.4 (-2250,424) Gross 82 (85.25,-50,-0.3542) -342 139 -101 (-2250,424) Gross 83 (85.4,-65.04,-0.3542) -437 12.9 :-212 (-2250,424) Grass 84 (85.4,-51.17,-0.3542) 240 -660 -210 (-2250,424) Gross 85 (85.4,-48.64,-0.3542) 160 -649 -245 (-2250,424) Gross 86 (88.55,-108.8,-0.3542) 258 -543 -143 (-2250,424) Gross 87 (88.61,-131,-0.3542) 9.91 -298 -144 (-2250,424) Gross 88 (88.74,-25.27,-0.3542) 9.98 -252 -121 (-2250,424) Gross 89 (89.87,-34.99,-0.3542) -640 145 -247 (-2250,424) Gross 90 (89.86,-21.16,-0.3542) -89.6 -395 -243 (-2250,424) Gross 91 (89.86,-18.75,-0.3542) -358 -147 -253 (-2250,424) Gross 92 (90.56,-133.7,-0.3542) -971 415 -278 (-2250,424) Gross 93 (90.64,-138.8,-0.3542) 12.3 -538 -263 (-2250,424) Gross 94 (90.64,-111.2,-0.3542) 150 -742 -296 (-2250,424) Gross 95 (90.64,-108.7,-0.3542) 256 -680 -212 (-2250,424) Gross 96 (90.68,-125,-0.3542) -600 51.1 -274 (-2250,424) Gross 97 (90.68,-95.04,-0.3542) -432 -0.929 -216 (-2250,424) Gross 98 (91.37,-131,-0.3542) -123 -232 -178 (-2250,424) Gross 99 (91.27,-25.27,-0.3542) 72.3 -306 -117 (-2250,424) Gross 100 (91.37,-108.8,-0.3542) 337 -611 -137 (-2250,424) Gross 101 (100.6,-50,-0.3542) 359 -568 -104 (-2250,424) - Gross 102 (100.6,-80,-0.3542) 297 -508 -106 (-2250,424) Gross 103 (105,-25.27,-0.3542) -228 -6.17 -117 (-2250,424) Gross 104 (105.8,-133.5,-0.3542) -374 65.2 -154 (-2250,424) Gross 105 (105.8,-108.8,-0.3542) -367 131 -118 (-2250,424) Gross 106 (109,-78.8,-0.3542) 128 -520 -196 (-2250,424) Gross 107 (109.1,-85.04,-0.3542) -310 ' -48.5 -179 (-2250,424) Gross 108 (117,-81.19,-0.3542) 349 -819 -235 (-2250,424) Gross 109 (117.2,-51.25,-0.3542) 79.7 -546 -233 (-2250,424) - Gross 110 (117.2,-48.64,-0.3542) 402 -931 -265 (-2250,424) Gross 111 (118.6,-133.5,-0.3542) 162 -492 -165 (-2250,424) Gross 112 (118.6,-108.8,-0.3542) 342 -541 -99.8 (-2250,424) Gross 113 (118.7,-25.27,-0.3542) 84 -315 -115 (-2250,424) Gross 114 (120,-18.95,-0.3542) -410 -144 -277 (-2250,424) Gross 115 (120.2,-141.1,-0.3542) -307 -227 -267 (-2250,424) - Gross 116 (120.1,-34.99,-0.3542) -614 89.2 -263 (-2250,424) - - Gross 117 (120.2,-125,-0.3542) -635 99.7 -268 (-2250,424) Gross 118 (120.2,-21.22,-0.3542) -229 -309 -269 (-2250,424) Gross 119 (120.3,-138.8,-0.3542) -149 -410 -280 (-2250,424) Gross 120 (120.3,-111.2,-0.3542) 257 -781 -262 (-2250,424) Gross 121 (120.3,-108.7,-0.3542) 239 -715 -238 (-2250,424) Gross 122 (120.3,-94.96,-0.3542) -482 0.618 -241 (-2250,424) - Gross " "Centroid" indicates the section centroid in X,Y,Z coordinates. "Conc. Limits" indicates the minimum and maximum allowable concrete stresses;'-" Indicates that no stress limit was calculated. Rebar stresses are not calculated in the Gross Section stress calculation "Rebar Limits" indicates the maximum allowable reinforcement tensile stresses; "-" indicates that no stress limit was calculated; if two values are reported the first value is for the top bar and the second is for the bottom bar "Calc." indicates the type of calculation used to determine the stresses. FLS -17' Engineers Northwest, Inc. P.S. Service LC: Design Section Stresses 28 . ... '1`"'tN'yc.4�6�ia S A�r+ir���iri��rirrr.r.rr-prwr.�aw..:.rww+w+..lwc rGeoww. cw,10,4''# r ,neel,',1 Eft. 'F.Si.'3#�°�.x?,'�*V fi?51!Sf 1VKIre et. Engineers Northwest - 3rd.floor- Monday April 28, 2003 Service LC: Design Section Stresses - Continued (3) FL -R-17( N Centroid Conc. Top Conc. tad. Conc. Cent. Conc Limits Rebar Top Rebar Bot. Rebar Limits Calc. (feet) (Psi) (Psi) (Psi) (Psi) (ksi) (ksi) (ksi) 123 (121.4,-108.8,-0.3542) 149 -530 -190 (-2250,424) - Gross 124 (121.4,-133.4,-0.3542) 118 -458 -170 (-2250,424) Gross 125 (121.4,-25.21,-0.3542) 20.6 -249 -114 (-2250,424) Gross 128 (124.4,-57.81,-0.3542) -201 -271 -236 (-2250,424) Gross 127 (130,-50,-0.3542) -63.8 -138 -101 (-2250,424) - Gross 128 (130.1,-80,-0.3542) -18.3 -150 -84.1 (-2250,424) Gross 129 (134.6,-133.5,-0.3542) -355 2.01 -177 (-2250,424) Gross 130 (134.7,-108.8,-0.3542) -253 -114 -184 (-2250,424) Gross 131 (134.8,-80,-0.3542) -148 -22.5 -85.1 (-2250,424) Gross 132 (135,-78.86,-0.3542) 366 -740 -187 (-2250,424) Gross 133 (135,-65.04,-0.3542) -548 159 -195 (-2250,424) Gross 134 (134.9,-25.5,-0.3542) -201 -26.4 -114 (-2250,424) Gross 135 (135,-50,-0.3542) -201 1.37 -100 (-2250,424) Gross 136 (139.9,-80,-0.3542) -18.7 -159 -88.9 (-2250,424) Gross 137 (139.9,-50,-0.3542) -39.4 -160 -99.6 (-2250,424) Gross 138 (148.4,-81.19,-0.3542) 297 -759 -231 (-2250,424) Gross 139 (148.5,-125,-0.3542) -656 169 -244 (-2250,424) Gross 140 (148.4,-25.21,-0.3542) 90.7 -315 -112 (-2250,424) Gross 141 (148.6,-138.8,-0.3542) -49.9 -425 -237 (-2250,424) Gross 142 (148.6,-133.5,-0.3542) 176 -532 -178 (-2250,424) Gross 143 (148.6,-94.96,-0.3542) -529 36.6 -246 (-2250,424) Gross 144 (148.6,-111.3,-0.3542) 419 -878 -229 (-2250,424) Gross 145 (148.6,-108.7,-0.3542) 370 -820 -225 (-2250,424) Gross 146 (148.6,-108.8,0.3542) 238 -592 -177 (-2250,424) Gross 147 (148.7,-141.2,-0.3542) -266 -213 -240 (-2250,424) Gross 148 (148.7,-51.32,-0.3542) 66.9 -533 -233 (-2250,424) Gross 149 (148.7,-48.71,-0.3542) 418 -900 -241 (-2250,424) Gross 150 (148.7,-35.04,-0.3542) -677 184 -246 (-2250,424) Gross 151 (148.7,-19.09,-0.3542) -352 -148 -250 (-2250,424) Gross 152 (149,-21.15,-0.3542) -35.5 -448 -242 (-2250,424) Gross 153 (151.2,-25.29,-0.3542) 371 -601 -115 (-2250,424) Gross 154 (151.3,56.42,-0.3542) -177 -306 -241 (-2250,424) Gross 155 (151.4,-108.8,-0.3542) 411 -772 -180 (-2250,424) Gross 156 (151.4,-133.5,-0.3542) 354 -714 -180 (-2250,424) Gross 157 (151.5,-80,-0.3542) 404 -673 -135 (-2250,424) Gross 158 (151.5,-50,-0.3542) 406 -708 -151 (-2250,424) Gross 159 (156.6,-65.19,-0.3542) -112 -208 -160 (-2250,424) Gross 160 (157.1,-25.29,-0.3542) -188 -42.7 -115 (-2250,424) Gross 161 (157.2,-80,-0.3542) -105 -164 -134 (-2250,424) Gross 162 (157.2,-108.8,-0.3542) -222 -147 -185 (-2250,424) Gross 163 (157.2,-50,-0.3542) -144 -153 -149 (-2250,424) Gross 164 (157.3,-133.5,-0.3542) -238 -116 -177 (-2250,424) Gross 165 (172.7,-108.8,-0.3542) -279 -109 -194 (-2250,424) Gross 166 (172.8,-131.2,-0.3542) -348 5.67 -171 (-2250,424) Gross 167 (172.9,-80,-0.3542) -188 -53.3 -120 (-2250,424) Gross 168 (173.1,50,-0.3542) -154 -80.7 -117 (-2250,424) Gross 169 (173.2,-25.29,-0.3542) -162 -83.8 -123 (-2250,424) Gross 170 (178.6,-131.1,-0.3542) 160 -506 -173 (-2250,424) Gross 171 (178.6,-108.8,-0.3542) 335 -725 -195 (-2250,424) Gross 172 (178.7,-80,-0.3542) 289 -531 -121 (-2250,424) Gross 173 (178.7,-50,-0.3542) 377 -604 -113 (-2250,424) Gross 174 (178.7,-25.29,-0.3542) 339 -593 -127 (-2250,424) Gross 175 (180.9,-65.19,-0.3542) -409 -36.9 -223 (-2250,424) Gross 176 (181,-133.8,-0.3542) -923 371 -276 (-2250,424) Gross 177 (181,-138.7,-0.3542) -30.5 -498 -264 (-2250,424) - Gross 178 (181,-111.2,-0.3542) 232 -780 -274 (-2250,424) Gross 179 (181,-108.7,-0.3542) 374 -740 -183 (-2250,424) Gross 180 (181.1,-125,-0.3542) -585 20.7 -282 (-2250,424) Gross 181 (181,-81.25,-0.3542) 276 -669 -197 (-2250,424) Gross 182 (181,-78.84,-0.3542) 278 -676 -199 (-2250,424) Gross 183 (181.1,-94.89,-0.3542) -476 85.8 -195 (-2250,424) Gross "Centroid" indicates the section centroid in X,Y,Z coordinates. "Conc. Limits" indicates the minimum and maximum allowable concrete stresses; "-" indicates that no stress limit was calculated. Rebar stresses are not calculated in the Gross Section stress calculation "Rebar Limits" indicates the maximum allowable reinforcement tensile stresses; "-" Indicates that no stress limit was calculated; if two values are reported the first value is for the top bar and the second is for the bottom bar "Cats." Indicates the type of calculation used to determine the stresses. Engineers Northwest, Inc. P.S. Service LC: Design Section Stresses 29 Y.Xtt'sSTY ....se"10 �a;4 .) 4r�° niYY 4Y`t `4/a v. r .:fi:'>f t ?Yap '?Ylk 'K!�,'. t ,11gP,W ii s Aiftf.." 3 Engineers Northwest - 3rd.floor - Monday April 28, 2003 Service LC: Design Section Stresses - Continued (4) # Centroid (feet) 184 (181,-51.24,-0.3542) 185 (181,-48.75,-0.3542) 186 (181,-21.16,-0.3542) 187 (181,-18.75,-0.3542) 188 (181.1,-35.03,-0.3542) 189 (181.2,-25.29,-0.3542) 190 (181.3,-80,-0.3542) 191 (181.3,-108.8,-0.3542) 192 (181.4,-131,-0.3542) 193 (181.4,-50,-0.3542) 194 (194.8,-108.8,-0.3542) 195 (194.8,-80,-0.3542) 196 (194.9,-131.2,-0.3542) 197 (194.8,-50,-0.3542) 198 (194.8,-25.29,-0.3542) 199 (201.6,-65.04,-0.3542) 200 (201.7,-78.91,-0.3542) 201 (208.5,-80,-0.3542) 202 (208.5,-50,-0.3542) 203 (208.5,-27.88,-0.3542) 204 (208.7,-110.3,-0.3911) 205 (208.7,-128.6,-0.3542) 206 (209.5,-21.17,-0.3542) 207 (209.8,-48.65,-0.3542) 208 (209.8,-34.99,-0.3542) 209 (211.1,-27.47,-0.3542) 210 (211.2,-128.8,-0.3542) 211 (211.3,-108.8,-0.394) 212 (211.9,-133.8,-0.3542) 213 (211.9,-122.5,-0.3542) 214 (213.1,-111.3,-0.4588) 215 (215.2,-108.7,-0.4737) 216 (211.9,-95.04,-0.3542) 217 (214.3,-81.32,-0.3542) 218 (222,-80,-0.3542) 219 (222.1,50,-0.3542) 220 (224.8,-27.47,-0.3542) 221 (227.6,-78.88,-0.3542) 222 (227.6,51.31,-0.3542) 223 (227.9,-64.58,-0.3542) 224 (228.9,-128.8,-0.3542) 225 (228.9,-108.8,-0.394) 226 (233.8,-80,-0.3542) 227 (233.8,50,-0.3542) 228 (238.6,-128.8,-0.3542) 229 (238.8,-27.47,-0.3542) 230 (239.5,-21.23,-0.3542) 231 (241.2,-27.47,-0.3542) 232 (241.4,-128.8,-0.3542) 233 (241.4,-48.56,-0.3542) 234 (241.4,-34.99,-0.3542) 235 (243.4,-122.5,-0.3542) 236 (243.4,-133.8,-0.3542) 237 (242.5,-111.2,-0.4649) 238 (242.5,-108.7,-0.4649) 239 (243.4,-95.04,-0.3542) 240 (245.1,-80,-0.3542) 241 (245.2,-108.8,-0.394) 242 (245.1,50,-0.3542) 243 (245.6,-81.3,-0.3542) 244 (245.6,48.81,-0.3542) Conc. Top Conc. Bot Conc. Cent. (Psi) (Psi) (Psi) 361 -771 -205 398 -845 -223 6.91 -474 -233 -340 -160 -250 -705 249 -228 164 -429 -133 185 -432 -124 166 -565 -199 17.8 -381 -182 274 -501 -113 -224 -177 -200 -176 -70.1 -123 -279 -101 -190 -215 11.7 -101 -224 -60.9 -143 -166 -166 -166 27.9 -383 -177 44.1 -295 -125 137 -334 -98.9 -184 -161 -173 -57.7 -661 -294 2.88 -480 -238 -157 -379 -268 395 -1000 -303 -817 257 -280 -230 -126 -178 -44.9 -448 -247 318 -842 -139 -162 -202 -182 -398 -83.7 -241 -89.6 -304 -188 -93.2 -351 -215 -479 23.6 -228 182 -661 -239 36.6 -472 -218 87.5 -444 -178 -148 -265 -206 166 -533 -183 167 -571 -202 -357 -34.1 -196 -328 -129 -229 -486 294 -179 -439 55.3 -192 -427 81 -173 -109 -326 -218 -292 -223 -258 -161 -374 -268 -293 -381 -337 -51.6 -444 -248 328 -803 -238 -836 237 -300 -413 -98 -255 -122 -246 -184 -55.1 -353 -194 0.696 -407 -189 -489 17.3 -236 124 -462 -169 299 -970 -201 196 -512 -158 282 -672 -195 302 -695 -196 Conc Limits (Psi) (-2250,424) (-2250,424) (-2250,424) (-2250,424) (-2250,424) (-2250,424) (-2250,424) (-2250,424) (-2250,424) (-2250,424) (-2250,424) (-2250,424) (-2250,424) (-2250,424) (-2250,424) (-2250,424) (-2250,424) (-2250,424) (-2250,424) (-2250,424) (-2250,424) (-2250,424) (-2250,424) (-2250,424) (-2250,424) (-2250,424) (-2250,424) (-2250,424) (-2250,424) (-2250,424) (-2250,424) (-2250,424) (-2250,424) (-2250,424) (-2250,424) (-2250,424) (-2250,424) (-2250,424) (-2250,424) (-2250,424) (-2250,424) (-2250,424) (-2250,424) (-2250,424) (-2250,424) (-2250,424) (-2250,424) (-2250,424) (-2250,424) (-2250,424) (-2250,424) (-2250,424) (-2250,424) (-2250,424) (-2250,424) (-2250,424) (-2250,424) (-2250,424) (-2250,424) (-2250,424) (-2250,424) Rebar Top (ksl) Rebar Bot. Rebar Limits (ksi) (ksi) • "Centroid" Indicates the section centroid in X,Y,Z coordinates. "Conc. Limits" Indicates the minimum and maximum allowable concrete stresses;'-" indicates that no stress limit was calculated. Rebar stresses are not calculated in the Gross Section stress calculation "Rebar Limits" indicates the maximum allowable reinforcement tensile stresses; "-" indicates that no stress limit was calculated; if two values are reported the first value is for the top bar and the second is for the bottom bar "Calc." Indicates the type of calculation used to determine the stresses. Calc. Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross FL -F -117 -- Engineers i7Z Engineers Northwest, Inc. P.S. Service LC: Design Section Stresses 30 Engineers Northwest - 3rd.floor - Monday April 28, 2003 Service LC: Design Section Stresses - Continued (5) # Centroid (feet) 245 (245.6,-51.31,-0.3542) 246 (245.9,-65.04,-0.3542) 247 (247.8,-108.8,-0.394) 248 (247.8,-80,-0.3542) 249 (247.9,-50,-0.3542) 250 (254.1,-27.47,-0.3542) 251 (257.6,-128.8,-0.3542) 252 (257.8,-108.8,-0.3542) 253 (258,-80,-0.3542) 254 (258,-50,-0.3542) 255 (261.9,-21.15,-0.3542) 256 (263.7,-133.7,-0.3542) 257 (263.6,-34.99,-0.3542) 258 (263.7,51.41,-0.3542) 259 (263.7,-48.49,-0.3542) 260 (264,-64.97,-0.3542) 261 (266.6,-122.5,-0.3542) 262 (266.6,-111.3,-0.3542) 263 (266.6,-108.7,-0.3542) 264 (266.6,-94.89,-0.3542) 265 (266.6,-81.27,-0.3542) 266 (266.6,-78.75,-0.3542) 267 (268.6,-50,-0.3542) 268 (268.7,-128.8,-0.3542) 269 (268.6,-80,-0.3542) 270 (268.7,-108.8,-0.3542) 271 (268.8,-27.47,-0.3542) 272 (271,-87.04,-0.3542) 273 (271.1,-110.6,-0.3542) Conc. Top Conc. Bot. (Psi) (Psi) 380 -815 -478 0.0755 152 -640 116 -468 193 -518 -466 -296 -464 -87.1 -253 -85.1 -305 -39.9 -388 85.2 -146 -324 -201 -272 -670 404 228 -572 312 -657 -342 42.4 -367 -36.5 131 -546 201 -605 -469 90.5 168 -579 69.1 -476 -58.7 -272 -99 -343 -110 -234 -105 -267 -332 -376 -435 -165 -156 -196 Conc. Cent. Conc limits Rebar Top (Psi) (Psi) (ksi) -218 (-2250,424) -239 (-2250,424) -160 (-2250,424) -176 (-2250,424) -162 (-2250,424) -381 (-2250,424) -276 (-2250,424) -169 (-2250,424) -173 (-2250,424) -151 (-2250,424) -235 (-2250,424) -236 (-2250,424) -133 (-2250,424) -172 (-2250,424) -172 (-2250,424) -150 (-2250,424) -202 (-2250,424) -208 (-2250,424) -202 (-2250,424) -189 (-2250,424) -205 (-2250,424) -203 (-2250,424) -165 (-2250,424) -221 (-2250,424) -172 (-2250,424) -186 (-2250,424) -354 (-2250,424) -300 (-2250,424) -176 (-2250,424) Rebar Bot. Rebar Limits (ksi) (ksi) "Centroid" indicates the section centroid In X,Y,Z coordinates. "Conc. Limits" indicates the minimum and maximum allowable concrete stresses;' -" Indicates that no stress limit was calculated. Rebar stresses are not calculated in the Gross Section stress calculation "Rebar LimIts' indicates the maximum allowable reinforcement tensile stresses; "-" indicates that no stress limit was calculated; if two values are reported the first value is for the top bar and the second is for the bottom bar "Calc." Indicates the type of calculation used to determine the stresses. f t7 Calc. Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Engineers Northwest, Inc. P.S. Service LC: Design Section Stresses 31 Factored LC: Design Section Summary Engineers Northwest- 3rd.floor - Monday April 28, 2003 Ft..2 t7.y- 1 # As Top Controlling As Bot Controlling As Shr Strp Spcg Controlling Status (sq. in.) (sq. In.) (sq. in.) (inches) 1 0 0 0 inf OK 2 0 0 0 Int OK 3 0 0 0 inf OK 4 0 0 0 Inf OK 5 0.473 ACI 18.7 0 0 inf OK 6 0 0 0 int OK 7 0 0 0 inf OK 8 0 0 0 Inf OK 9 0 0 0 inf OK 10 0.0406 ACI 18.7 0 0 inf OK 11 0 0 0 inf OK 12 0 0 0 inf OK 13 0 0 0 inf OK 14 0 0 0 Inf OK 15 0 0 0 inf OK 16 0.254 ACI 18.7 0 0 Inf OK 17 0 0.44 ACI 18.7 0 inf OK 18 0 0 0 inf OK 19 0 0 0 inf OK 20 0 0 0 inf OK 21 0 0 0 inf OK 22 0 1.2 ACI 18.7 0 In? OK 23 0 7.68 ACI 18.7 0 inf OK 24 0 0 0 inf OK 25 0 0 0 inf OK 26 0 0 0 inf OK 27 0 0 0 inf OK 28 0.77 ACI 18.7 0 0 inf OK 29 0.589 ACI 18.7 0 0 inf OK 30 1.67 ACI 18.7 0 0 inf OK 31 3 ACI 18.7 0 0.57 9 ACI 11.4 OK 32 0 0 0 int OK 33 0 0 0 Int OK 34 0 0 0 inf OK 35 0 4.99 ACI 18.7 0 inf OK 36 0 0 0 Int OK 37 0 0 0 inf OK 38 7.53 ACI 18.7 0 0 inf OK 39 4.66 ACI 18.7 0 0 inf OK 40 3.84 ACI 18.7 0 0 inf OK 41 0 0 0 inf OK 42 5.78 ACI 18.7 0 0 inf OK 43 5.87 ACI 18.7 0 0 inf OK 44 0 0 0 Inf OK 45 0 0 0 Inf OK 46 0 0 0 inf OK 47 6.2 ACI 18.7 0 0 inf OK 48 0 1.63 ACI 18.7 0 inf OK 49 0 0.887 ACI 18.7 0 inf OK 50 0 0 0 int OK 51 0 5.29 ACI 18.7 0 inf OK 52 0 0 0 inf OK 53 0 0 0 inf OK 54 0 0 0 Inf OK 55 0 0 0 inf OK 56 0 0 0 inf OK 57 4.12 ACI 18.7 0 0 inf OK 58 0 0 0 inf OK 59 0 0.212 ACI 18.7 0 int OK 60 0 0 0 Int OK 61 0 0 0 inf OK 62 4.31 ACI 18.7 0 0.708 9 ACI 11.4 OK 63 7.05 ACI 18.7 0 0 inf OK -9 64 0 0 0 inf OK 65 8.17 ACI 18.7 0 0 inf OK 66 0 0 0 inf OK "Status" indicates whether Floor has found a feasible solution to satisfy the criteria selected for this section. Engineers Northwest, Inc. P.S. Factored LC: Design Section Summary 32 Engineers Northwest - 3rd.floor- Monday April 28, 2003 Factored LC: Design Section Summary - Continued (2) Fa -1"* As Top Controlling As Bot Controlling As Shr Strp Spcg Controlling , Status (sq. in.) (sq. in.) (sq. in.) (inches) 67 0 0 0 inf OK 68 0 0 0 int OK 69 7.11 ACI 18.7 0 0 int OK 70 0.579 ACI 18.7 0.358 ACI 18.7 0.693 9 ACI 11.4 OK 71 7.63 ACI 18.7 0 0 int OK 72 0 0 0 int OK 73 0 0 0 inf OK 74 0.654 ACI 18.7 0 0 Int OK 75 0 0 0 inf OK 76 0 0 0 • inf OK 77 0 0 0 int OK 78 0 0 0 inf OK 79 0.243 ACI 18.7 0 0 Inf OK 80 1.3 ACI 18.7 0 0 inf OK 81 0 0 0 inf OK 82 0 0 0 int OK 83 0 0 0 Inf OK 84 1.56 ACI 18.7 0 0 int OK 85 0.347 ACI 18.7 0 0 inf OK 86 0.801 ACI 18.7 0 0 Int OK 87 0 0 0 int OK. 88 0 . 0 0 Inf OK 89 0 1.3 ACI 18.7 0 inf OK 90 0 0 0 Inf OK 91 0 0 0 inf OK 92 0 0.554 ACI 18.7 0 inf OK 93 0 0 0 int OK 94 1.92 ACI 18.7 0 0 Int OK 95 4.79 ACI 18.7 0 0 inf OK 96 0 0 0 inf OK 97 0 0 0 inf OK 98 0 0 0 Int OK 99 0 0 0 inf OK 100 2.22 ACI 18.7 0 0 int OK 101 0.953 ACI 18.7 0 0 int OK 102 0 0 o Int OK 103 0 0 0 inf OK 104 0 0 0 inf OK 105 0 0 0 Int OK 106 0.0913 ACI 18.7 0 0 int OK 107 0 0 0 inf OK 108 10 ACI 18.7 0 0 inf OK 109 0 0 0 inf OK 110 9.91 ACI 18.7 0 0 int OK 111 2.1 ACI 18.7 0 0 inf OK 112 2.92 ACI '18.7 0 0 int OK 113 0 0 0 int OK 114 0 0 0 int OK 115 0 0 0 inf OK 116 0 0.765 ACI 18.7 0 int OK 117 0 1.01 ACI 18.7 0 inf OK 118 0 0 0 Int OK 119 0 0 0 inf OK 120 3.9 ACI 18.7 0 0 Inf OK 121 2.99 ACI 18.7 0 0 int OK 122 0 0 0 inf OK 123 0 0 0 inf OK 124 1.52 ACI 18.7 0 0 inf OK 125 0 0 0 inf OK 126 0 0 0 Int OK 127 0 0 0 inf OK 128 0 0 0 int OK 129 0 0 0 inf OK 130 0 0 0 Inf OK 131 0 0 0 Inf OK 132 0.911 ACI 18.7 0 0 int OK "Status" indicates whether Floor has found a feasible solution to satisfy the criteria selected for this section. Engineers Northwest, inc. P.S. Factored LC: Design Section Summary 33 rnX .r+nt'Sa s.nrt.xvaolvnr Engineers Northwest - 3rd.ftoor - Monday April 28, 2003 Factored LC: Design Section Summary - Continued (3) Fi-R- i7ce # As Top Controlling As Bot Controlling As Shr Strp Spcg Controlling Status (sq. In.) (sq. in.) (sq. in.) (inches) 133 0 1.11 ACI 18.7 0 inf OK 134 0 0 0 inf OK 135 0 0 0 inf OK 136 0 0 0 Int OK 137 0 0 0 inf OK 138 3.19 ACI 18.7 0 0 Int OK 139 0 1.25 ACI 18.7 0 inf OK 140 0 0 0 inf OK 141 0 0 0 inf OK 142 1.87 ACI 18.7 0 0 Int OK 143 0 0 0 inf OK 144 5.51 ACI 18.7 0 0 Int OK 145 4.37 ACI 18.7 0 0 inf OK 146 0 0 0 inf OK 147 0 0 0 Int OK 148 0 0 0 inf OK 149 4.56 ACI 18.7 0 0 inf OK 150 0 0.972 ACI 18.7 0 int OK 151 0 0 0 inf OK 152 0 0 0 Int OK 153 1.67 ACI 18.7 0 0 inf OK 154 0 0 0 inf OK 155 2.51 ACI 18.7 0 0 inf OK 156 4.12 ACI 18.7 0 0 inf OK 157 0.0971 ACI 18.7 0 0 inf OK 158 1.73 ACI 18.7 0 0 inf OK 159 1.52 ACI 18.7 0 0 inf OK 160 0 0 0 inf OK 161 0 0 0 inf OK 162 0 0 0 inf OK 163 0 0 0 inf OK 164 0 0 0 int OK 165 0 0 0 int OK 166 0 0 0 int OK 167 0 0 0 inf OK 168 0 0 0 inf OK 169 0 0 0 inf OK 170 0.588 ACI 18.7 0 0 inf OK 171 1.82 ACI 18.7 0 0 int OK 172 0.0415 ACI 18.7 0 0 inf OK 173 1.31 ACI 18.7 0 0 inf OK 174 1.68 ACI 18.7 0 0 inf OK 175 0 0 0 inf OK 176 0 0 0 int OK 177 0 0 0 inf OK 178 1.97 ACI 18.7 0 0 inf OK 179 4.81 ACI 18.7 0 0 int OK 180 0 0 0 inf OK 181 2.37 ACI 18.7 0 0 inf OK 182 2.57 ACI 18.7 0 0 int OK 183 0 0 0 inf OK 184 4.38 ACI 18.7 0 0 inf OK 185 4.96 ACI 18.7 0 0 inf OK 186 0 0 0 inf OK 187 0 0 0 inf OK 188 0 1.99 ACI 18.7 0 Int OK 189 0 0 0 inf OK 190 0 0 0 inf OK 191 0 0 0 int OK 192 0 0 0 int OK 193 0 0 0 int OK 194 0 0 0 int OK 195 0 0 0 inf OK 196 0 0 0 inf OK 197 0 0 0 int OK 198 0 0 0 int OK "Status" Indicates whether Floor has found a feasible solution to satisfy the criteria selected for this section. Engineers Northwest, Inc. P.S. Factored LC: Design Section Summary 34 Engineers Northwest - 3rd.floor- Monday April 28, 2003 Factored LC: Design Section Summary - Continued (4) F-4-177 # As Top Controlling As Bot Controlling As Shr Strp Spcg Controlling Status (sq. in.) (sq. in.) (sq. in.) (inches) 199 0 0 0 inf OK 200 0 0 0 int OK 201 0 0 0 inf OK 202 0 0 0 int OK 203 5.89 ACI 18.7 0 0 inf OK 204 0 4.42 ACI 18.7 0.726 9 ACI 11.4 OK 205 0 0 0 inf OK 206 0 0 0 inf OK 207 7.5 ACI 18.7 0 0 inf OK 208 0 2.32 ACI 18.7 0 Int OK 209 7.04 ACI 18.7 0 0 inf OK 210 0 0 0 int OK 211 3.39 ACI 18.7 0 0.618 9 ACI 11.4 OK 212 0 0 0 int OK 213 0 0 0 int OK 214 0 0 0 Inf OK 215 0 0 0 inf OK 216 0 1.53 ACI 18.7 0 int OK 217 0.768 ACI 18.7 0 0 inf OK 218 0 0 0 int OK 219 0 0 0 inf OK 220 0 5.03 ACI 18.7 0 int OK 221 0 0 0 int OK 222 0 0 0 Int OK 223 0 0 0 inf OK 224 0 0 0 inf OK 225 0 0 0 int OK 226 0 1.77 ACI 18.7 0 inf OK 227 0 0.944 ACI 18.7 0 inf OK 228 0 0 0 int OK 229 6.31 ACI 18.7 0 0 inf OK 230 0 0 0 int OK 231 7.82 ACI 18.7 0 0 inf OK 232 0 0 0 inf OK 233 5.92 ACI 18.7 0 0 int OK 234 0 4.45 ACI 18.7 0 Int OK 235 0 0 0 int OK 236 0 0 0 int OK 237 0 0 0 int OK 238 0 0 0 inf OK 239 0 0 0 int OK 240 0.295 ACI 18.7 0 0 inf OK 241 3.45 ACI 18.7 0 0.589 9 ACI 11.4 OK 242 1.34 ACI 18.7 0 0 int OK 243 5.86 ACI 18.7 0 0 inf OK 244 6.32 ACI 18.7 0 0 int OK 245 7.98 ACI 18.7 0 0 inf OK 246 0 1.74 ACI 18.7 0 Int OK 247 0.461 AC1 18.7 0 0 inf OK 248 0.124 ACI 18.7 0 0 int OK 249 0.857 ACI 18.7 0 0 int OK 250 0 7.15 ACI 18.7 0 inf OK 251 0 0 0 inf OK 252 0 0 0 int OK 253 0 0 0 inf OK 254 0 1.01 ACI 18.7 0 int OK 255 0 0 0 int OK 256 0 0 0 int OK 257 0 0.102 AC1 18.7 0 int OK 258 0 0 0 inf OK 259 0 0 0 inf OK 260 0 0 0 int OK 261 0 0 0 int OK 262 0 0 0 int OK 263 0.176 ACI 18.7 0 0 int OK 264 0 0 0 int OK "Status" indicates whether Floor has found a feasible solution to satisfy the criteria selected for this section. Engineers Northwest, Inc. P.S. Factored LC: Design Section Summary 35 ri.'?klCtla Engineers Northwest - 3rd.floor- Monday April 28, 2003 Factored LC: Design Section Summary - Continued (5) # As Top Controlling As Bot Controlling As Shr Strp Spcg Controlling Status (sq. in.) (sq. in.) (sq. in.) (Inches). 265 0 0 0 inf OK 266 0 0 0 inf OK 267 0 0 0 inf OK 268 0 0 0 inf OK 269 0 0 0 inf OK 270 0 0 0 inf OK 271 0.465 ACI 18.7 0 0 inf OK 272 0 0 0 inf OK 273 0 0 0 int OK "Status" indicates whether Floor has found a feasible solution to satisfy the criteria selected for this section. Engineers Northwest, Inc. P.S. Factored LC: Design Section Summary 36 Engineers Northwest - 3rd.floor- Monday April 28, 2003 Factored LC: Design Section Stresses # Centroid Conc. Top Conc. Bot. Conc. Cent. Conc Limits Rebar Top Rebar Bot. Rebar Limits Calc. (feet) (Psi) (Psi) (psi) (Psi) (ksi) (ksi) (ksi) 1 (-1.258,-110.6,-0.3542) 285 -284 0.206 (-,-) - Gross 2 0.263,-86.97,0.3542) 232 -233 -0.497 (-,-) - Gross 3 (1.21,-128.8,-0.3542) 353 -249 51.9 (-,-) Gross 4 (1.203,-80,-0.3542) 406 -381 12.8 (-,-) Gross 5 (1.214,-27.47,-0.3542) 147 -23.4 61.7 (-,-) Gross 6 (1.311,-108.8,-0.3542) 459 -427 16 (-,-) Gross 7 (1.277,-50,-0.3542) 199 -169 15 (-,-) Gross 8 (2.994,-122.4,-0.3542) -847 838 -4.42 (-,-) Gross 9 (2.994,-111.2,-0.3542) 1310 -1300 6.98 (-,-) Gross 10 (2.994,-108.7,-0.3542) 1410 -1370 16 (-,-) Gross 11 (2.994,-94.97,-0.3542) -1140 1190 22.6 (-,-) Gross 12 (2.994,-81.27,-0.3542) 1200 -1140 33.3 (-,-) Gross 13 (2.994,-78.75,-0.3542) 979 -914 32.6 (-,-) Gross 14 (5.539,-65.12,-0.3542) -1050 1130 37.9 (-,-) Gross 15 (5.626,-51.26,-0.3542) 1400 -1350 22.3 (-,-) Gross 18 (5.626,-48.67,-0.3542) 1550 -1540 6.75 (-,-) Gross 17 (5.703,-35.01,-0.3542) -1620 1580 -21.3 (-,-) Gross 18 (7.47,-21.24,-0.3542) 139 -143 -2.21 (-,-) Gross 19 (7.737,-133.8,-0.3542) 50.1 -38.7 5.69 (-,-) Gross 20 (11.21,-108.8,-0.3542) -784 816 16.1 (-,-) Gross 21 (11.41,-80,-0.3542) -834 850 8.11 (-,-) Gross 22 (11.41,-50,-0.3542) -1060 1080 12.7 (-,-) Gross 23 (14.81,-27.47,-0.3542) -1250 1400 73.5 (-,-) Gross 24 (15.78,-128.8,-0.3542) -846 966 60.1 (-,-) Gross 25 (15.78,-128.6,-0.3542) -836 956 59.8 (-,-) Gross 26 (22.08,-108.8,-0.394) 1020 -1520 20.4 (-,-) Gross 27 (22.2,-80,-0.3542) 891 -900 -4.6 (-,-) Gross 28 (22.2;50,-0.3542) 989 -962 13.5 (-,-) Gross 29 (24.89,-80,-0.3542) 968 -970 -0.879 (-,-) Gross 30 (24.89,-50,-0.3542) 1080 -1040 20.9 (-,-) Gross 31 (25.01,-108.8,-0.394) 1530 -2260 33.3 (-,-) Gross 32 (27.45,-111.3,-0.4632) 845 -966 6.21 (-,-) Gross 33 (27.45,-108.8,-0.4632) 938 -1070 10.3 (-,-) Gross 34 (26.38,-95.04,-0.3542) -1090 1140 23.5 (-,-) Gross 35 (28.18,-35.01,-0.3542) -1580 1630 22.4 (-,-) Gross 36 (28.48,-122.5,-0.3542) -949 970 10.5 (-,-) Gross 37 (28.78,-128.8,-0.3542) 1260 -1150 59.7 (-,-) Gross 38 (28.72,-27.47,-0.3542) 1380 -1200 87.9 (-,-) Gross 39 (29.67,-81.19,-0.3542) 1510 -1430 40 (-,-) Gross 40 (29.67,-78.74,-0.3542) 1430 -1350 42.5 (-,-) Gross 41 (29.67,-65.04,-0.3542) -1030 1110 40.5 (-,-) Gross 42 (29.67,-51.29,-0.3542) 1570 -1480 45 (-,-) Gross 43 (29.67,-48.7,-0.3542) 1750 -1680 36.9 (-,-) Gross 44 (29.66,-21.24,-0.3542) 241 -223 8.63 (-,-) Gross 45 (30.63,-133.8,-0.3542) 129 -114 7.43 (-,-) Gross 46 (31.32,-128.8,-0.3542) 1100 -939 79.9 (-,-) - Gross 47 (31.33,-27.47,-0.3542) 1180 -968 104 (-,-) Gross 48 (36.76,-80,-0.3542) -982 939 -21.6 (-,-) Gross 49 (36.76,-50,-0.3542) -881 915 17.1 (-,-) Gross 50 (41.55,-108.8,-0.394) -1210 2010 56.3 (-,-) - Gross 51 (44.93,-27.47,-0.3542) -800 1060 129 (-,-) Gross 52 (45.76,-128.8,-0.3542) -1080 1230 75.4 (-,-) - Gross 53 (47.78,-80,-0.3542) 732 -803 -35.3 (-,-) Gross 54 (47.78,-50,-0.3542) 722 -702 9.66 (-,-) Gross 55 (53.71,-78.74,-0.3542) 704 -626 39.1 (-,-) Gross 56 (54.02,-73.96,-0.3542) 73 -36.5 18.2 (-,-) Gross 57 (54.48,-81.27,-0.3542) 1780 -1760 7.42 (-,-) Gross 58 (57.16,-111.2,-0.4578) 766 -894 6.43 (-,-) Gross 59 (58.57,95.04,-0.3542) -1120 1150 17.9 (-,-) - Gross 60 (55.37,-108.8,-0.4716) 886 -968 11.6 (-,-) Gross 61 (58.63,-128.8,-0.3542) 1480 -1300 92.3 (-,-) Gross "Centrokl" indicates the section centroid In X,Y,Z coordinates. "Conc. Limits" indicates the minimum and maximum allowable concrete stresses;'-" Indicates that no stress limit was calculated. _.% Rebar stresses are not calculated in the Gross Section stress calculation "Rebar Limits" indicates the maximum allowable reinforcement tensile stresses; "-" indicates that no stress limit was calculated; if two values are reported the first value is for the top bar and the second is for the bottom bar "Calc." Indicates the type of calculation used to determine the stresses. Engineers Northwest, Inc. P.S. Factored LC: Design Section Stresses 37 ;y;r{ !Mk Engineers Northwest - 3rd.floor - Monday April 28, 2003 Factored LC: Design Section Stresses - Continued (2) Fc_e_er-3 N Centroid Conc. Top Conc. Bot. Conc. Cent. Cone Limits Rebar Top Rebar Bot. Rebar Limits Calc. (feet) (Psi) (Psi) (Psi) (psi) (ksi) (ksi) (ksi) 62 (58.66,-108.8,-0.394) 1660 -2400 64.5 (-,-) - Gross 63 (58.68,-27.47,-0.3542) 1380 -1050 165 (-,-) Gross 64 (59.63,-21.16,-0.3542) 230 -206 11.9 (-,-) Gross 65 (59.71,-48.78,-0.3542) 2210 -2210 -0,298 (-,-) - Gross 66 (59.82,-34.99,-0.3542) -1590 1610 12.8 (-,-) Gross 67 (60.63,-133.7,-0.3542) 94.8 -73.1 10.9 (-,-) Gross 68 (60.67,-122.5,-0.3542) -1050 1080 13.4 (-,-) Gross 69 (61.31,-128.3,-0.3542) 1600 -1380 112 (-,-) Gross 70 (61.34,-110.3,-0.3911) 1850 -2610 103 (-,-) Gross 71 (61.34,-27.47,-0.3542) 1490 -1130 180 (-,-) Gross 72 (66.25,-68.88,-0.3542) -253 326 36.5 (-,-) Gross 73 (66.25,-60.85,-0.3542) -187 308 60.4 (-,-) Gross 74 (70.53,-50,-0.3542) 1760 -1330 216 (-,-) Gross 75 (70.61,-80,-0.3542) 1660 -1270 200 (-,-) Gross 76 (74.68,-25.27,-0.3542) -767 1080 156 (-,-) Gross 77 (75.54,-131.3,-0.3542) -824 997 86.9 (-,-) Gross 78 (75.59,-108.8,-0.3542) -913 1120 102 (-,-) Gross 79 (80.12,-81.23,-0.3542) 1310 -1270 19.2 (-,-) Gross 80 (82.79,-78.84,-0.3542) 1190 -1150 23.6 (-,-) Gross 81 (85.25,-80,-0.3542) -1090 1450 176 (-,-) Gross 82 (85.25,-50,-0.3542) -1140 1540 203 (-,-) Gross 83 (85.4,-65.04,-0.3542) -825 909 42.2 (-,-) Gross 84 (85.4,51.17,-0.3542) 1190 -1190 -0.929 (-,-) Gross 85 (85.4,-48.64,-0.3542) 1190 -1200 -7.1 (-,-) Gross 86 (88.55,-108.8,-0.3542) 1450 -1210 122 (-,-) Gross 87 (88.61,-131,-0.3542) 1050 -863 92.4 (-,-) Gross 88 (88.74,-25.27,-0.3542) 1200 -852 175 (-,-) Gross 89 (89.87,-34.99,-0.3542) -1430 1430 2.48 (-,-) Gross 90 (89.86,-21.16,-0.3542) 742 -737 2.73 (-,-) Gross 91 (89.86,-18,75,-0.3542) 174 -176 -1.33 (-,-) Gross 92 (90.56,-133.7,-0.3542) -721 745 11.7 (-,-) Gross 93 (90.64,-138.8,-0.3542) 498 -471 13.6 (-,-) Gross 94 (90.64,-111.2,-0.3542) 1710 -1670 19.2 (-,-) Gross 95 (90.64,-108.7,-0.3542) 1530 -1480 24.6 (-,-) Gross 96 (90.68,-125,-0.3542) -1360 1380 11.9 (-,-) Gross 97 (90.68,-95.04,-0.3542) -1090 1120 15.9 (-,-) Gross 98 (91.37,-131,-0.3542) 1110 -913 99.6 (-,-) Gross 99 (91.27,-25.27,-0.3542) 1280 -913 182 (-,-) Gross 100 (91.37,-108.8,-0.3542) 1590 -1330 129 (-,-) Gross 101 (100.6,-50,-0.3542) 1760 -1370 195 (-,) Gross 102 (100.6,-80,-0.3542) 1610 -1320 146 (-,-) Gross 103 (105,-25.27,-0.3542) -684 1090 201 (-,) Gross 104 (105.8,-133.5,-0.3542) -888 1060 87.4 (-,-) Gross 105 (105.8,-108.8,-0.3542) -847 1140 146 (-,-) Gross 106 (109,-78.8,-0.3542) 1150 -1130 10.8 (-,-) Gross 107 (109.1,-65.04,-0.3542) -550 611 30.5 (-,-) - Gross 108 (117,-81.19,-0.3542) 1670 -1720 -22 (-,-) Gross 109 (117.2,51.25,-0.3542) 1150 -1130 7.5 (-,-) Gross 110 (117.2,-48.64,-0.3542) 1890 -1910 -7.24 (-,-) Gross 111 (118.6,-133.5,-0.3542) 1380 -1200 91.8 (-,-) Gross 112 (118.6,-108.8,-0.3542) 1670 -1360 156 (-,-) Gross 113 (118.7,-25.27,-0.3542) 1400 -981 209 (-,-) Gross 114 (120,-18.95,-0.3542) 159 -160 -0.29 (-,-) Gross 115 (120.2,-141.1,-0.3542) 181 -183 -0.959 (-,-) Gross 116 (120.1,-3.4.99,-0.3542) -1390 1390 0.833 (-,-) Gross 117 (120.2,-125,-0.3542) -1420 1430 6 (-,-) Gross 118 (120.2,-21.22,-0.3542) 560 -548 6.01 (-,-) Gross 119 (120.3,-138.8,-0.3542) 785 -767 9.07 (-,-) Gross 120 (120.3,-111.2,-0.3542) 1620 -1620 0.349 (-,-) Gross 121 (120.3,-108.7,-0.3542) 1450 -1450 4.76 (-,-) Gross 122 (120.3,-94.96,-0.3542) -1110 1090 -9.48 (-,-) Gross "Centroid" indicates the section centroid in X,Y,Z coordinates. "Conc. Limits" indicates the minimum and maximum allowable concrete stresses;'-" Indicates that no stress limit was calculated. Rebar stresses are not calculated in the Gross Section stress calculation "Rebar Limits" Indicates the maximum allowable reinforcement tensile stresses; "-" indicates that no stress limit was calculated; if two values are reported the first value is for the top bar and the second is for the bottom bar "Calc." Indicates the type of calculation used to determine the stresses. Engineers Northwest, Inc. P.S. Factored LC: Design Section Stresses 38 Engineers Northwest - 3rd.floor - Monday April 28, 2003 Factored LC: Design Section Stresses - Continued (3) # Centroid Conc. Top Conc. Bot. Conc. Cent. Conc Limits Rebar Top Rebar Bot. Rebar Limits Calc. (feet) (psi) (Psi) (Psi) (psi) (ksi) (W) (ksl) 123 (121.4,-108.8,-0.3542) 1770 -1450 159 (-,-) Gross 124 (121.4,-133.4,-0.3542) 1320 -1130 93.1 (-,-) Gross 125 (121.4,-25.21,-0.3542) 1390 -962 214 (-,-) Gross 126 (124.4,-57.81,-0.3542) 98.9 -63.3 17.8 (-,-) Gross 127 (130,50,-0.3542) 348 159 253 (-,-) Gross 128 (130.1,-80,-0.3542) 315 46.5 181 (-,-) Gross 129 (134.6,-133.5,-0.3542) -917 1100 93.2 (-,-) - Gross 130 (134.7,-108.8,-0.3542) -800 1120 161 (-,-) Gross 131 (134.8,-80,-0.3542) -31.6 391 180 (-,-) Gross 132 (135,-78.86,-0.3542) 1240 -1310 -35.2 (-,-) Gross 133 (135,-65.04,-0.3542) -793 760 -16.2 (-,-) Gross 134 (134.9,-25.5,-0.3542) -681 1120 218 (-,-) Gross 135 (135,-50,-0.3542) -53.8 559 253 (-,-) Gross 136 (139.9,-80,-0.3542) 375 -14.8 180 (-,-) Gross 137 (139.9,-50,-0.3542) 344 158 251 (-,-) Gross 138 (148.4,-81.19,-0.3542) 1370 -1420 -25.7 (-,-) Gross 139 (148.5,-125;0.3542) -1420 1430 5.81 (-,-) - Gross 140 (148.4,-25.21,-0.3542) 1480 -1030 221 (-,-) Gross 141 (148.6,-138.8,-0.3542) 827 -810 8.68 (-,-) Gross 142 (148.6,-133.5,-0.3542) 1380 -1190 93.8 (-,-) Gross 143 (148.6,-94.96,-0.3542) -1190 1180 -4.47 (-,-) Gross 144 (148.6,-111.3,-0.3542) 1750 -1750 1.84 (-,-) Gross 145 (148.6,-108.7,-0.3542) 1640 -1620 6.85 (-,-) Gross 146 (148.6,-108.8,-0.3542) 1810 -1480 162 (-,-) - Gross 147 (148.7,-141.2,-0.3542) 179 -182 -1.13 (-,-) Gross 148 (148.7,-51.32,-0.3542) 1060 -1060 -0.196 (-,-) Gross 149 (148.7,-48.71,-0.3542) 1720 -1740 -13 (-,-) - Gross 150 (148.7,-35.04,-0.3542) -1470 1460 -1.57 (-,-) - - Gross 151 (148.7,-19.09,-0.3542) 217 -218 -0.249 (-,-) Gross 152 (149,-21.15,-0.3542) 781 -769 5.99 (-,-) Gross 153 (151.2,-25.29,-0.3542) 1740 -1300 217 (-,-) Gross 154 (151.3,-56.42,-0.3542) 51.7 -78.7 -13.5 (-,-) Gross 155 (151.4,-108.8,-0.3542) 1940 -1620 160 (-,-) Gross 156 (151.4,-133.5,-0.3542) 1540 -1360 89.9 (-,-) Gross 157 (151.5,-80,-0.3542) 1640 -1360 136 (-,-) Gross 158 (151.5,50,-0.3542) 1820 -1420 196 (-,-) Gross 159 (156.6,-65.19,-0.3542) 51.7 1.98 26.8 (-,-) Gross 160 (157.1,-25.29,-0.3542) 53.7 379 216 (-,-) Gross 161 (157.2,-80,-0.3542) 30.5 255 143 (-,-) Gross 162 (157.2,-108.8,-0.3542) 1.14 315 158 (-,-) Gross 163 (157.2,-50,-0.3542) 105 282 193 (-,-) Gross 164 (157.3,-133.5,-0.3542) 9.7 168 89 (-,-) Gross 165 (172.7,-108.8,-0.3542) -44.8 335 145 (-,-) Gross 166 (172.8,-131.2,-0.3542) -173 385 106 (-,-) Gross 167 (172.9,-80,-0.3542) -7.74 339 166 (-,-) Gross 168 (173.1,50,-0.3542) 64.6 323 194 (-,-) Gross 169 (173.2,-25.29,-0.3542) 125 282 203 (-,-) Gross 170 (178.6,-131.1,-0.3542) 1240 -1030 103 (-,-) Gross 171 (178.6,-108.8,-0.3542) 1870 -1590 140 (-,-) Gross 172 (178.7,-80,-0.3542) 1640 -1290 172 (-,) Gross 173 (178.7,-50,-0.3542) 1780 -1380 197 (-,-) Gross 174 (178.7,-25.29,-0.3542) 1710 -1310 198 (-,-) Gross 175 (180.9,-65.19,-0.3542) -793 856 31.2 (-,-) Gross 176 (181,-133.8,-0.3542) -731 753 10.8 (-,-) Gross 177 (181,-138.7,-0.3542) 478 -453 12.5 (-,-) Gross 178 (181,-111.2,-0.3542) 1840 -1810 16.5 (-,-) Gross 179 (181,-108.7,-0.3542) 1630 -1590 22.5 (-,-) Gross 180 (181.1,-125,-0.3542) -1370 1390 10.1 (-,-) Gross 181 (181,-81.25,-0.3542) 1450 -1430 8.3 (-,-) Gross 182 (181,-78.84,-0.3542) 1460 -1430 13.8 (-,-) Gross 183 (181.1,-94.89,-0.3542) -1210 1230 8.68 (-,-) Gross "Centroid" indicates the section centroid in X,Y,Z coordinates. "Conc. Limits" Indicates the minimum and maximum allowable concrete stresses;'-" indicates that no stress limit was calculated. Rebar stresses are not calculated In the Gross Section stress calculation "Rebar Limits" Indicates the maximum allowable reinforcement tensile stresses; "-" Indicates that no stress limit was calculated; If two values are reported the first value is for the top bar and the second is for the bottom bar "Calc." indicates the type of calculation used to determine the stresses. Engineers Northwest, Inc. P.S. Factored LC: Design Section Stresses 39 Z ~ W U O coo J F- U) 2 LL W O g r• a 1W Z= 1-- O Z I- W • W O (12 • 1- • w W H O Z W U_CI) O ~ Z Engineers Northwest - 3rd.floor - Monday April 28, 2003 Factored LC: Design Section Stresses - Continued (4) rsZ # Centroid Conc. Top Conc. Bot. Conc. Cent Conc Limits Rebar Top Rebar Bot. Rebar Limits Calc. (feet) (Psi) (Psi) (Psi) (Psi) (ksi) (ksi) (ksi) 184 (181,-51.24,-0.3542) 1610 -1590 5.69 (-,-) Gross 185 (181,-48.75,-0.3542) 1730 -1730 -2.28 (-,-) Gross 186 (181,-21.18,-0.3542) 849 -848 0.603 (-,-) Gross 187 (181,-18.75,-0.3542) 185 -190 -2.52 (-,-) Gross 188 (181.1,-35.03,-0.3542) -1540 1530 -4.8 (-,) Gross 189 (181,2,-25.29,-0.3542) 1570 -1180 191 (-,-) Gross 190 (181.3,-80,-0.3542) 1560 -1220 173 (-,-) Gross 191 (181.3,-108.8,-0.3542) 1710 -1450 133 (-,-) Gross 192 (181.4,-131,-0.3542) 1080 -891 95.6 (-,-) Gross 193 (181.4,-50,-0.3542) 1670 -1280 196 (-,) Gross 194 (194.8,-108.8,-0.3542) -1020 1250 117 (-,-) Gross 195 (194.8,-80,-0.3542) -965 1340 190 (-,) Gross 196 (194.9,-131.2,-0.3542) -857 1040 91.4 (-,-) Gross 197 (194.8,-50,-0.3542) -1030 1440 205 (-,-) Gross 198 (194.8,-25.29,-0.3542) -935 1290 177 (-,) Gross 199 (201.6,-65.04,-0.3542) -32 149 58.4 (-,-) Grow 200 (201.7,-78.91,-0.3542) 473 -471 1.03 (-,-) Gross 201 (208.5,-80,-0.3542) 1410 -972 220 (-,-) - Gross 202 (208.5,-50,-0.3542) 1480 -1050 216 (-,) Gross 203 (208.6,-27.88,-0.3542) 1230 -835 199 (-,-) Gross 204 (208.7,-110.3,-0.3911) 1820 -2520 120 (-,) ' Gross 205 (208.7,-128.6,-0.3542) 1500 -1270 118 (-,-) Gross 206 (209.5,-21.17,-0.3542) 260 -236 11.6 (-,-) Gross 207 (209.8,-48.65,-0.3542) 1740 -1770 -15 (-,-) Gross 208 (209.8,-34.99,-0.3542) -1590 1620 15.7 (-,-) - Gross 209 (211.1,-27.47,-0.3542) 1400 -1020 186 (-;) Gross 210 (211.2,-128.8,-0.3542) 1450 -1260 95.1 (-,) - - Gross 211 (211.3,-108.8,-0.394) 1610 -2290 72.9 (-,-) Gross 212 (211.9,-133.8,-0.3542) 91.2 -72 9.6 (-.-) Gross 213 (211.9,-122.5,-0.3542) -995 1020 13.6 (-,-) Gross 214 (213.1,-111.3,-0.4588) 765 -883 8.88 (-,) Gross 215 (215.2,-108.7,-0.4737) 908 -977 15.4 (-,-) Gross 216 (211.9,-95.04,-0.3542) -1140 1180 20.6 (-,-) Gross 217 (214.3,-81.32,-0.3542) 1370 -1330 21.1 (-,-) Gross 218 (222,-80,-0.3542) 803 -857 -27.2 (-,-) Gross 219 (222.1,-50,-0.3542) 762 -768 -3.02 (-,-) Gross 220 (224.8,-27.47,-0.3542) -720 1050 165 (-,-) Gross 221 (227.6,-78.88,-0.3542) 1380 -1270 55.5 (-,-) Gross 222 (227.6,-51.31,-0.3542) 1410 -1290 57.8 (-,-) Gross 223 (227.9,-64.58,-0.3542) -916 1010 47.2 (-,-) Gross 224 (228.9,-128.8,-0.3542) -1060 1220 77.8 (-,-) Gross 225 (228.9,-108.8,-0.394) -1210 2030 65.4 (-,-) Gross 226 (233.8,-80,-0.3542) -990 960 -14.9 (-,-) Gross 227 (233.8,-50,-0.3542) -899 913 7.2 (-;) Gross 228 (238.6,-128.8,-0.3542) 1070 -897 86.4 (-,-) Gross 229 (238.8,-27.47,-0.3542) 1220 -963 127 (-,-) Gross 230 (239.5,-21.23,-0.3542) 263 -247 8.23 (-,-) Gross 231 (241.2,-27.47,-0.3542) 1440 -1230 105 (-,-) Gross 232 (241.4,-128.8,-0.3542) 1220 -1100 60.9 (-,-) Gross 233 (241.4,-48.56,-0.3542) 1670 -1590 40.7 (-,-) Gross 234 (241.4,-34.99,-0.3542) -1570 1600 18.2 (-,-) Gross 235 (243.4,-122.5,-0.3542) -955 978 11.3 (-,-) Gross 236 (243.4,-133.8,-0.3542) 174 -158 8.1 (-,-) Gross 237 (242.5,-111.2,-0.4649) 883 -1010 4.18 (-,-) Gross 238 (242.5,-108.7,-0.4649) 945 -1070 8.27 (-,-) Gross 239 (243.4,-95.04,-0.3542) -1090 1130 22.3 (-,-) Gross 240 (245.1,-80,-0.3542) 948 -941 3.72 (-,-) Gross 241 (245.2,-108.8,-0.394) 1580 -2320 40.4 (-,-) - Gross 242 (245.1,-50,-0.3542) 1050 -1010 16.9 (-,-) Gross 243 (245.6,-81.3,-0.3542) 1490 -1420 36.8 (-,-) Gross 244 (245.6,-78.81,-0.3542) 1530 -1450 39 (-,) Gross "Centroid" indicates the section centroid in X,Y,Z coordinates. "Conc. Limits" indicates the minimum and maximum allowable concrete stresses;' -" Indicates that no stress limit was calculated. Rebar stresses are not calculated in the Gross Section stress calculation "Rebar Limits" indicates the maximum allowable reinforcement tensile stresses;'-" indicates that no stress limit was calculated; if two values are reported the first value is for the top bar and the second is for the bottom bar "Calc." Indicates the type of calculation used to determine the stresses. - Engineers Northwest, Inc. P.S. Factored LC: Design Section Stresses 40 r�+ta�.ext;xY+k?4"2'#rsq�4ll!NFSir earx r�? ;x c�r.t!<ua...rrr x•"m.t ;, wi, Engineers Northwest - 3rd.floor - Monday April 28, 2003 Factored LC: Design Section Stresses - Continued (5) Fz. (S3 # Centroid Conc. Top Conc. Bot. Conc. Cent. Conc Limits Rebar Top Rebar Bot. Rebar Limits Calc. (feet) (Psi) (Psi) (Psi) (Psi) (ksi) (ksi) (ksi) 245 (245.6,-51.31,-0.3542) 1690 -1610 41.1 (-,-) Gross 246 (245.9,-65.04,-0.3542) -1060 1140 39.1 (-,) Gross 247 (247.8,-108.8,-0.394) 1080 -1600 24.8 (-,-) - Gross 248 (247.8,-80,-0.3542) 921 -925 -2.17 (-,-) Gross 249 (247.9,-50,-0.3542) 985 -967 8.96 (-,-) Gross 250 (254.1,-27.47,-0.3542) -1150 1330 87.9 (-,-) Gross 251 (257.6,-128.8,-0.3542) -971 1100 63.9 (-,-) - Gross 252 (257.8,-108.8,-0.3542) -756 797 20.4 (-,-) Gross 253 (258,-80,-0.3542) -826 841 7.23 (-,-) Gross 254 (258,-50,-0.3542) -1040 1060 11 (-,-) Gross 255 (261.9,-21.15,-0.3542) 164 -177 -6.55 (-,-) Gross 256 (263.7,-133.7,-0.3542) 93.2 -86.8 3.25 (-,-) Gross 257 (263.6,-34.99,-0.3542) -1580 1530 -25.4 (-,-) Gross 258 (263.7,-51.41,-0.3542) 1290 -1250 19 (-,-) Gross 259 (263.7,-48.49,-0.3542) 1390 -1380 6.92 (-,-) Gross 260 (264,-64.97,-0.3542) -1030 1100 32.3 (-,-) Gross 261 (266.6,-122.5,-0.3542) -834 817 -8.8 (-;) Gross 262 (266.6,-111.3,-0.3542) 1250 -1250 2.14 (-,-) Gross 263 (266.6,-108.7,-0.3542) 1370 -1350 9.8 (-,-) Gross 264 (266.6,-94.89,-0.3542) -1130 1160 16.5 (-,-) Gross 265 (266.6,-81.27,-0.3542) 1180 -1130 28.6 (-,-) Gross 266 (266.6;78.75,-0.3542) 977 -920 28.5 (-;) Gross 267 (268.6,-50,-0.3542) 168 -135 16.4 (-,-) Gross 268 (268.7,-128.8,-0.3542) 332 -219 56.6 (-,-) Gross 269 (268.6,-80,-0.3542) . 359 -331 14.2 (-,-) Gross 270 (268.7,-108.8,-0.3542) 448 -410 19 (-;) Gross 271 (268.8,-27.47,-0.3542) 152 -15.5 68.1 (-,-) Gross 272 (271,-87.04,-0.3542) 256 -258 -0.694 (-,-) Gross 273 (271.1,-110.6,-0.3542) 303 -303 0.339 (-,-) Gross "Centroid" indicates the section centroid In X,Y,Z coordinates. "Conc. Limits" indicates the minimum and maximum allowable concrete stresses;'-" indicates that no stress limit was calculated. Rebar stresses are not calculated in the Gross Section stress calculation "Rebar Limits" indicates the maximum allowable reinforcement tensile stresses;'-" indicates that no stress limit was calculated; if two values are reported the first value is for the top bar and the second is for the bottom bar "Calc." indicates the type of calculation used to determine the stresses. Engineers Northwest, Inc. P.S. Factored LC: Design Section Stresses 41 Engineers Northwest Floor Analysis and Design of Concrete Slabs Dept. of Homeland Security Fourth Floor Level Engineers Northwest, Inc. P.S. 6869 Woodlawn Ave. N.E. Seattle, WA 98115 206-525-7560 Fax 206-522-6698 4th.floor Project Number Monday April 28, 2003 Floor m 1993.2001 Sommer Coleman, Inc. v1.04C Re- ot- Report Contents 1 r Report Cover Report Contents Loadings and Load Cases Element Mesh Plan Banded Tendon Plan Distributed Tendon Plan Other Dead Ldg Plan Live Ldg Plan Transfer Max Top Stress Plan Transfer LC: Design Section Summary Transfer LC: Design Section Stresses Service LC: Design Section Summary Service LC: Design Section Stresses Factored LC: Design Section Summary Factored LC: Design Section Stresses Engineers Northwest - 4th.floor- Monday April 28, 2003 Engineers Northwest, Inc. P.S. Report Contents 2 Loadings and Load Cases Engineers Northwest - 4th floor - Monday April 28, 2003 FL!2i, - Transfer LC 1.08 x Balance Loading 1 x Self -Dead Loading O x Live Ldg 0 x Secondary Loading O x Other Dead Ldg Service LC 1 x Balance Loading 1 x Self -Dead Loading 1 x Live Ldg O x Secondary Loading 1 x Other Dead Ldg — Factored LC O x Balance Loading 1.4 x Self -Dead Loading 1.7 x Live Ldg 1 x Secondary Loading 1.4 x Other Dead Ldg Engineers Northwest, Inc. P.S. Loadings and Load Cases 3 i� • W U O co C3 ill J = 1.- U) (O u. WO La =• a �w z= � o z w �- • o. N. • 1- w W. H - O z U � O I" z Engineers Northwest - 4th.tloor- Monday April 28, 2003 Element Mesh Plan SScale 1:5 eed'.2P'omt Sevilgs/Support;liw Spring/Support-Om Spiw;W.tls Below SMi mm bEdge; Below SI.b;Walls Above SI.b;CohAbove Sl.St.b;Sl.b 1111 1111111111111111111 11111111 111. Iniall.iiiiiiimill tar ���Mii i2 ' ' @�3d ���1111ri iiiinrot,„ �9' 1111 11 1101 �if�n lIIllllIlllIlllII oin 11111 ■iiai Nl• 1101101111111111/111 im•i1 A ■ uiU•�ii!• UauIUiii■ ■iUuiiIU t•flI ■Uiiflh■ 1 igoomi 1 111 11 1110 11WIM M101 11 111111 MIME Engineers Northwest, Inc. P.S. Element Mesh Plan 4 Banded Tendon Plan Engineers Northwest - 4th.floor - Monday April 26, 2003 Ft -g-11 Bolded TcodoracTerelome , Structure:Pokt SprkeedSoppatethe Sprinet/SupporteArca SpringeWells Below SlateCokums Below SlaIeWalls Above Slab;Coherne Above Slab:Sleb Mg= ' Sok 1:534 ry• 4.25 1 3 1 7.5 1 7.15 1 7.5: 1 7.5 4.25 4.24.254.25 1 7.5. 1 .5 1 4.25 •r+241.---.-24T-4-.414-211*-21T :,. • 21T-'--21T-1-.'V-t-21T-“---21T-s-ttr-.-21T--•--21T-ft21T•21.211'21T•t-4-21T--L-21T-1-#1-211.--•-21T-017-+-24T-24T-1-' ; 4.25 1 7.5 2 7.5 6 7.5 1 7.5 6_ 73 4.5 73 4.254.24.25 4.25 7.5 1 tft-.21T-•-21141,011T-.-21 - 1Tizt-4-34T--•-•34T 034Trr3417TiE-39T--..-3219439T•391N-ITP.37T9.-4-37T-"-3 4.25 1 73 . 2 73 . .6 :s421T-21T+&&11T-2114-t121T- I I I 1 1 I 1 I 1 ! I i 7.5_ ... 1 7.5, .6._ 7.5.. 4.5 7.5 4.25 4.24.25 4.25 73 1 73 6 73 2 . 73 1 4.25.. ITe,-,-24T--•-.34T-1-4:24Tr...--3471-r=29T--•--39T+:139T•39T. -9377 3779.-4-37T-----37T-1-421T217-+217-•-2170'fri2IT--21T4i 7.5 6 73 2 73 1 4.25 1T21 I ' 1 1 2 1 73 1 73 4.25 .24.25 4.25/9 1 ., 7T -.--27T- ; t 27T*27T I 1; I 3TP--•-371.-.-/37T•37T1-137Tli . ' 1 [11 1 .25 .-27T 2711 .25 1 7.5 1 7.5 1 7.5 4.25425 73; 1 73 1 73 1 4.25 4151,151 A 18T --Th 74 I I Engineers Northwest, Inc. P.S. Banded Tendon Plan 5 Engineers Northwest- 4th.floor- Monday April 28, 2003 Banded Tendon Plan - Continued (2) ia.cr Engineers Northwest, Inc. P.S. Banded Tendon Plan 6 • ' .;.' , • n • ° , t • z re LIJ2 O. w 0 LLI W SQLL uj 0 < u) LU Z 1-0 ZI— WW. 0 0 •0 — CI I -- I 0 1-- w -L 0 w 0 1- z Distributed Tendon Plan Distrbuted TakkencTendem Stnxhrit Waltr Below S**SCotmn Below Sb bWalk Above SbjCobrna Above SbcSbib Edam Banded Tadost:Tadme Scale I34/ nFA"a 4 er 4 ., . rim-- � �EvN--`'q •e e} e s vV a e + 44J. i 1-J. -1 }jT• ,.... yr,,- _, A iti.,..„1:___.,, jT1 I a .n ; i hrn �I 1 I • n}}} --n..,15' -..-14,-:--. n�.�'.n•vti_ a"�{�vt • 1 "1. e. / .../. ...1 •••• ••••/ •-•/ t '..2 {j F 2 s FF A „ z tt A W F.Aa Ay Ay .. 1 e a : e Engineers Northwest - 4th.floor- Monday April 28, 2003 r1r.--t:a17ir"-:::1n , A fi . A nr. • 600er ._...,11.___,....,ni.:..„5..,,,,1:_...„,,,t__ n i 1 I•n V M 1 hj} In —;+ - I '- nyy ny} �:.n Inj nj nj n n} n nj n "I le; 0 1 4 en en •-I .1 en ..••••. 1•••• ". a a a Engineers Northwest, Inc. P.S. Distributed Tendon Plan 7 {Q2�I�i 4Si4vn wPsw�iwaw� F�wlw��r� z •re = F- I~ w JU 00 W = w0 CO W I" _ Z1.- ZO UJ 8 21 O H w w - O Z w UN O ▪ ~ z Distributed Tendon Plan - Continued (2) Engineers Northwest - 4th.floor- Monday April 28, 2003 1a( Engineers Northwest, Inc. P.S. Distributed Tendon Plan 8 Engineers Northwest - 4th.floor- Monday April 28, 2003 Other Dead Ldg Plan F'i-g rAz - f44'4'4\ Other Dead 9hocborPad Bpi y/ toe 9prfo pparlrMu 91*ig wd6 &low sLn cokmm Below SiolzWells Aeon sh* Colue s Above SWT..snn Falb Sale 1394 FzQ0.03 Fz=0.03 fi r T� r i' Engineers Northwest, Inc. P.S. Other Dead Ldg Plan 9 Z Z re 2 -JU UO U0 W= J �. LL WO LL < _ a W Z� HO Zf.. W W U OS wW HU L- O WZ U- H 0 z Engineers Northwest - 4thfloor- Monday April 28, 2003 Live Ldg Plan Llve Leleoint Losdaine LoodeAres Look grocture:Poirt Spirge/SupponxIlre SprieeeeMorpoelr.Aree SPHDIXWIN Below Bleb.Coloone Below BleteWelle Above Bleb:Coker= Above SlakSleb atm Sole 1356 Engineers Northwest, Inc. P.S. Live Ldg Plan 10 Engineers Northwest - 4th.floor - Monday April 28, 2003 Transfer Max Top Stress PlanFa- rif Diluter 1.C-Dcslow SedlonK Strwcture:Poirt SpriqwISbgpwtrUoe 9pringl3upportGAra Spring Wells Below SItCobvms Below 31rb;Walls Above Slab:Cc unm Above SIatr,Slab P'%,i Sok 1319 113 1121 13444 1148 1111168 1173 111!193 912Ir111 0 MI5C 1199 111 8149115 IIi 1497 iAp812111301 ;4r N b g16Y7W188 1193 120' 9205 9216 1171227 .1 e 9246 9267 1T �� 11197 9215 9223 Y N29245 1/230 63 e4 " 9129129132 111531157 111 ,r 922 93143 „ a 4 949 Ng/66 N74 3 �_ } 9 9124 91913211160. 1, i 916111111 834e 11189 8111207- . 1119090 101206 co E "-/lN = 186 : i^k7 f u6 11220 1179228 N 8247 (E �i E Al2M Engineers Northwest, Inc. P.S. Transfer Max Top Stress Plan 11 z W et 00 W= W0 C a W z� �o WI- • W U0 o �_-L • 1- L111,12 2 0 LI 0 W.. U= P. z Engineers Northwest - 4th.floor - Monday April 28, 2003 Transfer Max Top Stress Plan - Continued (2) Ftp Engineers Northwest, Inc. P.S. Transfer Max Top Stress Plan 12 Engineers Northwest - 4th.floor - Monday April 28, 2003 Transfer LC: Design Section Summary Fame- 11 # As Top Controlling As Bot Controlling As Shr Strp Spcg Controlling Status (sq. In.) (sq. in.) (sq. in.) (inches) 1 0 0 0 inf OK 2 0 0 0 inf OK 3 0 0 0 int OK 4 0 0 0 int OK 5 0 0 0 Int OK 6 0 0 0 int OK 7 0 0 0 Int OK 8 0 0 0 int OK 9 0 0 0 int OK 10 0 0 0 Int OK 11 0 0 0 Int OK 12 0 0 0 Int OK 13 0 0 0 inf OK 14 0 0 0 inf OK 15 0 0 0 int OK 16 0 0 0 Int OK 17 0 0 0 int OK 18 0 0 0 inf OK 19 0 0 0 inf OK 20 0 0 0 inf OK 21 0 0 0 inf OK 22 0 0 0 Int OK 23 0 0 0 int OK 24 0 0 0 int OK 25 0 0 0 inf OK 26 0 0 0 inf OK 27 0 0 0 inf OK 28 0 0 0 int OK 29 0 0 0 int OK 30 0 0 0 Int OK 31 0 0 0 int OK 32 0 0 0 int OK 33 0 0 0 inf OK 34 0 0 0 inf OK 35 0 0 0 inf OK 36 0 0 0 int OK 37 0 0 0 inf OK 38 0 0 0 int OK 39 0 0 0 int OK 40 0 0 0 Int OK 41 0 0 0 inf OK 42 0 0 0 inf OK 43 0 0 0 inf OK 44 0 1.07 ACI 18.4.1b 0 inf OK 45 0 0 0 inf OK 46 0 0 0 Int OK 47 0 0 0 int OK 48 0 0 0 int OK 49 0 0 0 inf OK 50 0 0 0 int OK 51 0 0 0 int OK 52 0 0 0 Int OK 53 0 0 0 int OK 54 0 0 0 Int OK 55 0 0 0 inf OK 56 0 0 0 int OK 57 0 0 0 inf OK 58 0 1.05 ACI 18.4.1 b 0 int OK 59 0 0 0 inf OK 60 0 2.65 ACI 18.4.1b 0 Int OK 61 0 0 0 inf OK 62 0 0 0 Int OK 63 0 0 0 inf OK 64 0 0 0 int OK 65 0 0 0 inf OK 66 0 0 o int OK "Status" indicates whether Floor has found a feasible solution to satisfy the criteria selected for this section. Engineers Northwest, Inc. P.S. Transfer LC: Design Section Summary 13 R1WlXk",zA'. TY5 � � Yf4 Engineers Northwest - 4th.floor- Monday April 28, 2003 Transfer LC: Design Section Summary - Continued (2) N As Top Controlling As Bot Controlling As Shr Strp Spcg Controlling Status (sq. In.) (sq. In.) (sq. in.) (Inches) 67 0 0 0 Int OK 68 0 2.49 ACI 18.4.1b 0 Int OK 69 0 0 0 Inf OK 70 0 0 0 int OK 71 0 0 0 inf OK 72 0 0 0 Int OK 73 1.75 ACI 18.4.1b 0 0 Int OK 74 0 0 0 int OK 75 0 0 0 inf OK 76 0 0 0 Int OK 77 0 0 0 inf OK 78 0 0 0 int OK 79 0 0 0 Int OK 80 0 0 0 int OK 81 0 0 0 Int OK 82 0 0 0 inf OK 83 0 0 0 inf OK 84 0 0 0 inf OK 85 0 2.79 ACI 18.4.1b 0 int OK 86 0 0 0 Inf OK 87 0 0 0 int OK 88 0 0 0 inf OK 89 0 0 0 int OK 90 0 0 0 Int OK 91 0 0 0 int OK 92 0 0 0 Int OK 93 0 1.58 ACI 18.4.1b 0 inf OK 94 0 0 0 Int OK 95 0 2.07 ACI 18.4.1b 0 Int OK 96 0 0 0 Int OK 97 0 0 0 Int OK 98 0 0 0 inf OK 99 0 0 0 inf OK 100 0 0 0 Int OK 101 0 0 0 inf OK 102 0 0 0 Int OK 103 0 0 0 int OK 104 0 0 0 Inf OK 105 0 0 0 int OK 106 0 0 0 int OK 107 0 0 0 int OK 108 0 0 0 inf OK 109 0 2.32 ACI 18.4.1b 0 Inf OK 110 0 0 0 inf OK 111 0 0 0 Int OK 112 0 0 0 Int OK 113 0 0 0 Int OK 114 0 0 0 Inf OK 115 0 0 0 inf OK 116 0 0 0 Int OK 117 0 0 0 inf OK 118 0 0 0 Int OK 119 0 0 0 Inf OK 120 0 0 0 Int OK 121 0 2.44 ACI 18.4.1b 0 inf OK 122 0 0 0 Int OK 123 0 0 0 int OK 124 0 0 0 Int OK 125 0 0 0 In! OK 126 0 0 0 inf OK 127 0 0 0 inf OK 128 0 0 0 inf OK 129 0 0 0 inf OK 130 0 0 0 Int OK 131 0 0 0 int OK 132 0 0 0 inf OK "Status" Indicates whether Floor has found a feasible solution to satisfy the criteria selected for this section. Engineers Northwest, Inc. P.S. Transfer LC: Design Section Summary 14 ua'Ell;tis:i�6;'.::ul':kulaEY+4�V'.�+`i`�1".�' •. AR Engineers Northwest - 4th.floor- Monday April 28, 2003 Transfer LC: Design Section Summary - Continued (3) 19E2, # As Top Controlling As Bot Controlling As Shr Strp Spcg Controlling Status (sq. In.) (sq. in.) (sq. in.) (inches) 133 0 0 0 inf OK 134 0 0 0 int OK 135 0 0 0 int OK 136 0 0 0 inf OK 137 0 0 0 Inf OK 138 0 0 0 int OK 139 0 0 0 int OK 140 0 0 0 Int OK 141 0 0 0 inf OK 142 0 0 0 int OK 143 0 0 0 int OK 144 0 0 0 inf OK 145 0 0 0 inf OK 146 0 0 0 Int OK 147 0 0 0 Int OK 148 0 0 0 int OK 149 0 0 0 Int OK 150 0 0 0 int OK 151 0 0 0 inf OK 152 0 0 0 int OK 153 0 0 0 inf OK 154 0 0 0 int OK 155 0 0 0 int OK 156 0 0 0 int OK 157 0 0 0 inf OK 158 0 0 0 int OK 159 0 0 0 int OK 160 0 0 0 inf OK 161 0 0 0 inf OK 162 0 0 0 inf OK 163 0 0 0 inf OK 1644 0 0 0 Int OK 165 0 0 0 inf OK 166 0 0 0 int OK 167 0 0 0 int OK 168 0 0 0 int OK 169 0 0 0 int OK 170 0 0 0 int OK 171 0 .0 0 inf OK 172 0 0 0 Int OK 173 0 0 0 int OK 174 0 0 0 int OK 175 0 0 0 inf OK 176 0 0 0 int OK 177 0 0 0 Int OK 178 0 0 0 Inf OK 179 . 0 0 0 inf OK 180 0 0 0 inf OK 181 0 0 0 inf OK 182 0 0 0 int OK 183 0 0 0 Inf OK 184 0 0 0 int OK 185 0 0 0 inf OK 186 0 0 0 Int OK 187 0 0 0 inf OK 188 0 1.26 ACI 18.4.1b 0 int OK 189 2.04 ACI 18.4.1b 0 0 int OK 190 0 0 0 int OK 191 3.54 ACI 18.4.1b 0 0 Int OK 192 3.45 ACI 18.4.1b 0 0 int OK 193 1.85 ACI 18.4.1b 0 0 int OK 194 0 0 0 int OK 195 0 0 0 int OK 196 0 3.61 ACI 18.4.1b 0 Int OK 197 0 3.62 ACI 18.4.1b 0 inf OK 198 0 3.14 ACI 18.4.1b 0 int OK "Status" Indicates whether Floor has found a feasible solution to satisfy the criteria selected for this section. Engineers Northwest, Inc. P.S. Transfer LC: Design Section Summary 15 Engineers Northwest - 4th.floor - Monday April 28, 2003 Transfer LC: Design Section Summary - Continued (4) Fue.. ti # As Top Controlling As Bot Controlling (sq. In.) (sq. in.) 199 0 1.07 ACI 1B.4.1b 200 0 0.791 ACI 18.4.1b 201 0 3.17 ACI 1B.4.1b 202 0 0 203 0 0 204 0 0 205 0 3.48 ACI 18.4.1b 206 0 0 207 0 0 208 0 0 209 0 0 210 0 0 211 0 0 212 0 0 213 0 0 214 0 0 215 0 0 216 0 0 217 0 0 218 0 0 219 0 - 0 220 0 • 0 221 0 0 222 0 0 223 0 0 224 0 0 225 0 1.25 ACI 18.4.1b 226 0 0 227 0 0 228 0 0 229 0 0 230 0 0 231 0 0 232 0 0 233 0 0 234 0 0 235 0 0 236 0 0 237 0 0 238 0 0 239 0 0 240 0 0 241 0 0 242 0 0 243 0 0 244 0 0 245 0 0 246 0 0 247 0 0 248 0 0 249 0 0 250 0 0 251 0 0 252 0 0 253 0 0 254 0 0 255 0 0 256 0 0 257 0 0 258 0 0 259 0 0 260 0 0 261 0 0 262 0 0 263 0 0 264 0 0 As Shr Strp Spcg Controlling Status (sq. In.) (inches) 0 inf OK 0 inf OK 0 inf OK 0 inf OK 0 inf OK 0 Int OK 0 inf OK 0 inf OK 0 int OK 0 inf OK 0 inf OK 0 Int OK 0 Int OK 0 In? OK 0 Int OK 0 Inf OK O int OK O inf OK 0 inf OK 0 inf OK 0 inf OK 0 Int OK o int OK 0 Int OK 0 inf OK O inf OK 0 inf OK 0 inf OK 0 inf OK o int OK o inf OK 0 Int OK 0 inf OK 0 inf OK O int OK o int OK 0 inf OK 0 inf OK 0 Int OK 0 int OK 0 inf OK O int OK 0 inf OK O Int OK 0 inf OK o int OK O inf OK O int OK o int OK O int OK O inf OK o int OK 0 int OK 0 inf OK O Int OK o Int OK O inf OK O inf OK O int OK 0 Int OK 0 inf OK 0 int OK O inf OK O Int OK O inf OK OK 0 inf "Status" Indicates whether Floor has found a feasible solution to satisfy the criteria selected for this section. Engineers Northwest, Inc. P.S. Transfer LC: Design Section Summary 16 • Engineers Northwest - 4th. floor - Monday April 28, 2003 Transfer LC: Design Section Summary - Continued (5) # As Top Controlling As Bot Controlling As Shr Strp Spcg Controlling Status (sq. in.) (sq. In.) (sq. In.) (inches) 265 0 0 0 inf OK 266 0 0 0 Int OK 267 0 0 0 Int OK FL -R "Status" indicates whether Floor has found a feasible solution to satisfy the criteria selected for this section. Engineers Northwest, Inc. P.S. Transfer LC: Design Section Summary 17 Transfer LC: Design Section Stresses # Centroid (fes) 1 (1.21,-128.8,-0.3542) 2 (1.203,-80,-0.3542) 3 (1.214,-27.47,-0.3542) 4 (1.311,-108.8,-0.3542) 5 (1.277,-50,-0.3542) 6 (5.539,-65.12,-0.3542) 7 (5.626,51.26,-0.3542) 8 (5.626,-48.67,-0.3542) 9 (5.744,-122.6,-0.3542) 10 (5.744,-111.2,-0.3542) 11 (5.703,-35.01,-0.3542) 12 (5.744,-108.8,-0.3542) 13 (5.744,-95.05,-0.3542) 14 (5.744,-81.17,-0.3542) 15 (5.744,-78.72,-0.3542) 16 (7.47,-21.24,-0.3542) 17 (7.737,-133.8,-0.3542) 18 (11.21,-108.8,-0.3542) 19 (11.41,-80,-0.3542) 20 (11.41,-50,-0.3542) 21 (14.81,-27.47,-0.3542) 22 (15.78,-128.6,-0.3542) 23 (22.08,-108.8,-0.394) 24 (22.2,-80,-0.3542) 25 (22.2,-50,-0.3542) 26 (24.89,-80,-0.3542) 27 (24.89,-50,-0.3542) 28 (25.01,-108.8,-0.394) 29 (27.45,-111.3,-0.4632) 30 (27.45,-108.8,-0.4632) 31 (26.38,-95.04,-0.3542) 32 (28.18,-35.01,-0.3542) 33 (28.48,-122.5,-0.3542) 34 (28.78,-128.8,-0.3542) 35 (28.72,-27.47,-0.3542) 36 (29.67,-81.19,-0.3542) 37 (29.67,-78.74,-0.3542) 38 (29.67,-65.04,-0.3542) 39 (29.67,51.29,-0.3542) 40 (29.67,-48.7,-0.3542) 41 (29.66,-21.24,-0.3542) 42 (30.63,-133.8,-0.3542) 43 (31.32,-128.8,-0.3542) 44 (31.33,-27.47,-0.3542) 45 (36.76,-80,-0.3542) 46 (36.76,-50,-0.3542) 47 (41.55,-108.8,-0.394) 48 (44.93,-27.47,-0.3542) 49 (45.76,-128.8,-0.3542) 50 (47.78,-80,-0.3542) 51 (47.78,-50,-0.3542) 52 (53.71,-78.74,-0.3542) 53 (54.02,-73.96,-0.3542) 54 (54.48,-81.27,-0.3542) 55 (57.16,-111.2,-0.4578) 56 (58.57,-95.04,-0.3542) 57 (55.37,-108.8,-0.4716) 58 (58.63,-128.8,-0.3542) 59 (58.66,-108.8,-0.394) 60 (58.68,-27.47,-0.3542) 61 (59.63,-21.16,-0.3542) Conc. Top Conc. Bot. Conc. Cent. Conc Limits (Psi) (Psi) (Psi) (Psi) -303 -252 -278 (-2100,-) -195 -167 -181 (-2100,-) -509 -265 -387 (-2100,-) -214 -177 -195 (-2100,-) -187 -174 -181 (-2100,-) 77 -468 -195 (-2100,) -484 -3.82 -244 (-2100,-) -426 -72.5 -249 (-2100,-) 12.6 -513 -250 (-2100,-) -626 40.4 -293 (-2100,-) -121 • -220 -170 (-2100,-) -579 18.5 -280 (-2100,-) 46.6 -451 -202 (-2100,-) -529 23.7 -252 (-2100,-) -537 28.9 -254 (-2100,-) -339 -213 -276 (-2100,-) -315 -129 -222 (-2100,-) -103 -278 -191 (-2100,-) -119 -245 -182 (-2100,-) -101 -245 -173 (-2100,-) -87.4 -725 -406 (-2100,-) -104 -455 -279 (-2100,-) -306 29.3 -174 (-2100,-) -290 -92.7 -191 (-2100,-) -265 -106 -186 (-2100,-) -248 -126 -187 (-2100,-) -220 -145 -182 (-2100,-) -321 -63 -220 (-2100,-) -454 92.6 -201 (-2100,-) -412 55.1 -196 (-2100,) -119 -404 -262 (-2100,-) -348 -313 -331 (-2100,-) -141 -408 -275 (-2100,-) -541 19.2 -261 (-21D0,-) -839 133 -353 (-2100,) -303 -114 -208 (-2100,-) -308 -101 -205 (-2100,-) -111 -368 -239 (-2100,-) -276 -171 -223 (-2100,-) -375 -169 -272 (-2100,-) -419 -169 -294 (-2100,) -306 -103 -204 (-2100,-) -543 82.1 -230 (-2100,-) -735 198 -268 (-2100,-) -140 -293 -217 (-2100,-) -149 -254 -202 (-2100,-) -87.5 -404 -212 (-2100,-) 155 -566 -205 (-2100,) 104 -493 -194 (-2100,-) -319 -177 -248 (-2100,-) -217 -201 -209 (-2100,-) -362 -223 -292 (-2100,-) -183 -241 -212 (-2100,-) -323 -287 -305 (-2100,-) -338 -16.2 -191 (-2100,-) -131 -358 -245 (-2100,-) -482 39.9 -236 (-2100,-) -606 199 -203 (-2100,-) -300 20 -174 (-2100,-) -683 325 -179 (-2100,-) -475 -217 -346 (-2100,-) Engineers Northwest - 4th.floor- Monday April 28, 2003 Rebar Top Rebar Bot. Rebar Limits (ksi) (ksi) (ksi) "Centroid" indicates the section centroid In X,Y,Z coordinates. "Conc. Limits" Indicates the minimum and maximum allowable concrete stresses;'-" Indicates that no stress limit was calculated. Rebar stresses are not calculated In the Gross Section stress calculation "Rebar Limits" indicates the maximum allowable reinforcement tensile stresses; "-" indicates that no stress limit was calculated; if two values are reported the first value is for the top bar and the second is for the bottom bar "Calc." indicates the type of calculation used to determine the stresses. .1....1s...+.f..:.i..7;:s.::..na,...�iin,a.G'.,..,.:.+t::IL+.ncollw.::.-.':'SEu;;<all'•X'u�G"':�+ t'ttz'%'$i�.aI r••,4Gil Calc. Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Engineers Northwest, Inc. P.S. Transfer LC: Design Section Stresses 18 1t.:'t�?�t�sFF?R53+xZ"tic?541 C Engineers Northwest - 4th.floor - Monday April 28, 2003 Transfer LC: Design Section Stresses - Continued (2) # Centroid (feet) 62 (59.71,-48.78,-0.3542) 63 (59.82,-34.99,-0.3542) 64 (60.63,-133.7,-0.3542) 65 (60.67,-122.5,-0.3542) 66 (61.31,-128.3,-0.3542) 67 (61.34,-110.3,-0.3911) 68 (61.34,-27.47,-0.3542) 69 (66.25,-68.88,-0.3542) 70 (66.25,-60.85,-0.3542) 71 (70.53,-50,-0.3542) 72 (70.61,-80,-0.3542) 73 (74.79,-27.47,-0.3542) 74 (75.58,-128.6,-0.3542) 75 (75.59,-108.8,-0.3542) 76 (80.12,-81.23,-0.3542) 77 (82.7,-78.84,-0.3542) 78 (85.25,-80,-0.3542) 79 (85.25,-50,-0.3542) 80 (85.4,-65.04,-0.3542) 81 (85.4,51.17,-0.3542) 82 (85.4,-48.64,-0.3542) 83 (88.55,-108.8,-0.3542) 84 (88.61,-131,-0.3542) 85 (88.67,-27.47,-0.3542) 86 (89.87,-34.99,-0.3542) 87 (89.86,-21.16,-0.3542) 88 (90.58,-133.7,-0.3542) 89 (90.64,-111.2,-0.3542) 90 (90.64,-108.7,-0.3542) 91 (90.68,-125,-0.3542) 92 (90.68,-95.04,-0.3542) 93 (91.37,-131,-0.3542) 94 (91.37,-108.8,-0.3542) 95 (91.42,-27.47,-0.3542) 96 (97.3,-138.8,-0.3542) 97 (100.6,-50,-0.3542) 98 (100.6,-80,-0.3542) 99 (105,-25.27,-0.3542) 100 (105.8,-133.5,-0.3542) 101 (105.8,-108.8,-0.3542) 102 (109,-78.8,-0.3542) 103 (109.1,-65.04,-0.3542) 104 (117,-81.19,-0.3542) 105 (117.2,-51.25,-0.3542) 106 (117.2,-48.64,-0.3542) 107 (118.6,-133.5,-0.3542) 108 (118.6,-108.8,-0.3542) 109 (118.7,-25.27,-0.3542) 110 (120,-18.95,-0.3542) 111 (120.2,-141.1,-0.3542) 112 (120.1,34.99,-0.3542) 113 (120.2,-125,-0.3542) 114 (120.2,-21.22,-0.3542) 115 (120.3,-138.8,-0.3542) 116 (120.3,-111.2,-0.3542) 117 (120.3,-108.7,-0.3542) 118 (120.3,-94.96,-0.3542) 119 (121.4,-108.8,-0.3542) 120 (121.4,-133.4,-0.3542) 121 (121.4,-25.21,-0.3542) 122 (124.4,-57.81,-0.3542) Conc. Top Conc. Bot. Conc. Cent. Conc Limits Rebar Top Rebar Bot Rebar Limits Calc. (Psi) (Psi) (Psi) (Psi) (ksi) (ksi) (ksi) -544 -292 -418 (-2100,-) -325 -391 -358 (-2100,-) -305 -122 -213 (-2100,-) -152 -355 -253 (-2100,-) -545 157 -194 (-2100,-) -409 62.1 -225 (-2100,-) -647 306 -170 (-2100,-) -154 -213 -183 (-2100,-) -104 -207 -156 (-2100,-) -184 -13 -98.5 (-2100,-) -180 -18.6 -99.3 (-2100,-) 240 -592 -176 (-2100,-) 108 -555 -224 (-2100,-) 30.7 -340 -155 (-2100,-) -340 -142 -241 (-2100,-) -215 -151 -183 (-2100,-) 159 -365 -103 (-2100,-) 110 -334 -112 (-2100,-) -147 -327 -237 (-2100,-) -229 -241 -235 (-2100,-) -349 -201 -275 (-2100,-) -289 -22.3 -156 (-2100,-) -451 162 -145 (-2100,-) -648 328 -160 (-2100,-) -281 -280 -280 (-2100,-) -385 -163 -274 (-2100,-) -646 91.8 -277 (-2100,-) -507 -120 -313 (-2100,-) -396 -82.2 -239 (-2100,-) -185 -393 -289 (-2100,-) -96.1 -386 -241 (-2100,-) -570 207 -181 (-2100,) -233 -68.3 -150 (-2100,-) -569 261 -154 (-2100,-) -161 -427 -294 (-2100,-) -235 4 -116 (-2100,-) -281 53.2 -114 (-2100,-) 98.9 -337 -119 (-2100,-) -34.2 -275 -155 (-2100,-) -35 -223 -129 (-2100,-) -316 -117 -217 (-2100,-) -118 -283 -201 (-2100,-) -357 -153 -255 (-2100,-) -295 -224 -260 (-2100,) -381 -192 -287 (-2100,-) -325 -10.4 -168 (-2100,-) -239 24.4 -107 (-2100,-) -453 218 -118 (-2100,-) -493 -98.7 -296 (-2100,-) -390 -170 -280 (-2100,-) -198 -367 -282 (-2100,-) -182 -382 -282 (-2100,-) -510 -62.8 -286 (-2100,-) -508 -79.9 -294 (-2100,-) -363 -186 -275 (-2100,-) -322 -194 -258 (-2100,-) -139 -379 -259 (-2100,-) -439 29.9 -205 (-2100,-) -360 13.2 -173 (-2100,-) -458 225 -117 (-2100,-) -255 -259 -257 (-2100,-) "Centroid" Indicates the section centroid in X,Y,Z coordinates. "Conc. Limits" indicates the minimum and maximum allowable concrete stresses;'-" Indicates that no stress limit was calculated. Rebar stresses are not calculated In the Gross Section stress calculation "Rebar Limits" Indicates the maximum allowable reinforcement tensile stresses; "-' indicates that no stress limit was calculated; if two values are reported the first value is for the top bar and the second is for the bottom bar "Calc." Indicates the type of calculation used to determine the stresses. Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Engineers Northwest, Inc. P.S. Transfer LC: Design Section Stresses 19 '?.15,.14:1 s,u Engineers Northwest - 4th.floor- Monday April 28, 2003 Transfer LC: Design Section Stresses - Continued (3) Fa- Z3 # Centroid Conc. Top Conc. Bot. Conc. Cent. Conc Limits Rebar Top Rebar Bot. Rebar Limits Calc. (feet) (Psi (psi) (Psi) (Psi) (kW) (ksi) (ksi) 123 (130,-50,-0.3542) -121 -107 -114 (-2100,-) Gross 124 (130.1,-80,-0.3542) -74.8 -111 1 -93 (-2100,-) Gross 125 (134.6,-133.5,-0.3542) 17.8 -381 -182 (-2100,-) Gross 126 (134.7,-108.8,-0.3542) 108 -500 -196 (-2100,-) Gross 127 (134.8,-80,-0.3542) -74.9 -113 -94.2 (-2100,-) Gross 128 (135,-78.86,-0.3542) -123 -281 -202 (-2100,-) Gross 129 (135,-65.04,-0.3542) -281 -141 -211 (-2100,-) Gross 130 (134.9,-25.5,-0.3542) 130 -366 -118 (-2100,-) Gross 131 (135,-50,-0.3542) -119 -106 -113 (-2100,-) Gross 132 (139.9,-80,-0.3542) -90.9 -107 -98.7 (-2100,-) Gross 133 (139.9,-50,-0.3542) -108 -116 -112 (-2100,-) Gross 134 (148.4,-81.19,-0.3542) -304 -200 -252 (-2100,-) Gross 135 (148.5,-125,-0.3542) -200 -330 -265 (-2100,-) Gross 136 (148.4,-25.21,-0.3542) -375 143 -116 (-2100,-) Gross 137 (148.6,-138.8,-0.3542) -465 -75 -270 (-2100,-) Gross 138 (148.6,-133.5,-0.3542) -298 -65.8 -182 (-2100,-) Gross 139 (148.6,-94.96,-0.3542) -157 -370 -263 (-2100,-) Gross 140 (148.6,-111.3,-0.3542) -272 -235 -253 (-2100,-) Gross 141 (148.6,-108.7,-0.3542) -247 -232 -239 (-2100,-) Gross 142 (148.6,-108.8,-0.3542) -371 -7.77 -189 (-2100,-) - Gross 143 (148.7,-141.2,-0.3542) -372 -167 -269 (-2100,-) - Gross 144 (148.7,-51.32,-0.3542) -242 -293 -267 (-2100,-) Gross 145 (148.7,-48.71,-0.3542) -266 -265 -265 (-2100,-) Gross 146 (148.7,-35.04,-0.3542) -224 -310 -267 (-2100,-) Gross 147 (150.7,-21.31,-0.3542) -345 -156 -251 (-2100,-) Gross 148 (150.7,-18.86,-0.3542) -286 -219 -253 (-2100,-) Gross 149 (151.2,-25.29,-0.3542) -138 -98.4 -118 (-2100,-) Gross 150 (151.3,-56.42,-0.3542) -270 -276 -273 (-2100,-) - Gross 151 (151.4,-108.8,-0.3542) -198 -189 -194 (-2100,-) Gross 152 (151.4,-133.5,-0.3542) -116 -251 -184 (-2100,-) Gross 153 (151.5,-80,-0.3542) -107 -185 -146 (-2100,-) Gross 154 (151.5,-50,-0.3542) -98.8 -221 -160 (-2100,-) - Gross 155 (156.6,-65.19,-0.3542) -134 -217 -175 (-2100,-) Gross 156 (157.1,-25.29,-0.3542) -65.8 -166 -116 (-2100,-) Gross 157 (157.2,-80,-0.3542) -30.5 -259 -145 (-2100,-) Gross 158 (157.2,-108.8,-0.3542) -142 -258 -200 (-2100,-) Gross 159 (157.2,-50,-0.3542) -55.7 -264 -160 (-2100,-) Gross 160 (157.3,-133.5,-0.3542) -171 -187 -179 (-2100,-) Gross 161 (172.7,-108.8,-0.3542) -210 -219 -214 (-2100,-) - Gross 162 (172.8,-131.2,-0.3542) -257 -79.5 -168 (-2100,-) Gross 163 (172.9,-80,-0.3542) -108 -146 -127 (-2100,-) Gross 164 (173.1,-50,-0.3542) -100 -146 -123 (-2100,-) Gross 165 (173.1,-27.88,-0.3542) -142 -176 -159 (-2100,-) Gross 166 (174.2,-138.8,-0.3542) -163 -413 -288 (-2100,-) Gross 167 (178.6,-131.1,-0.3542) -274 -77.8 -176 (-2100,-) Gros 168 (178.6,-108.8,-0.3542) -310 -116 -213 (-2100,-) Gross 169 (178.7,-80,-0.3542) -237 -17.4 -127 (-2100,-) Gross 170 (178.7,-50,-0.3542) -185 -54 -119 (-2100,-) Gross 171 (178.8,-27.88,-0.3542) -419 71.2 -174 (-2100,-) Gross 172 (180.9,-65.19,-0.3542) -141 -356 -248 (-2100,-) Gross 173 (181,-133.8,-0.3542) -617 67.3 -275 (-2100,-) Gross 174 (181,-111.2,-0,3542) -483 -116 -300 (-2100,-) Gross 175 (181,-108.7,-0.3542) -321 -115 -218 (-2100,-) Gross 176 (181.1,-125,-0.3542) -184 -431 -308 (-2100,-) Gross 177 (181,-81.25,-0.3542) -311 -137 -224 (-2100,-) Gross 178 (181,-78.84,-0.3542) -293 -159 -226 (-2100,-) Gross 179 (181.1,-94.89,-0.3542) -96.6 -342 -219 (-2100,-) Gross 180 (181,-51.24,-0.3542) -239 -225 -232 (-2100,-) Gross 181 (181,-48.75,-0.3542) -291 -234 -263 (-2100,-) Gross 182 (181,-21.16,-0.3542) -372 -206 -289 (-2100,-) Gross 183 (181.1,-35.03,-0.3542) -296 -241 -269 (-2100,-) Gross "Centroid" Indicates the section centroid in X,Y,Z coordinates. "Conc. Limits" Indicates the minimum and maximum allowable concrete stresses;'-" indicates that no stress limit was calculated. Rebar stresses are not calculated in the Gross Section stress calculation "Rebar Units" indicates the maximum allowable reinforcement tensile stresses;'-" indicates that no stress limit was calculated; if two values are reported the first value Is for the top bar and the second is for the bottom bar "Calc." indicates the type of calculation used to determine the stresses. Engineers Northwest, Inc. P.S. Transfer LC: Design Section Stresses 20