Loading...
HomeMy WebLinkAboutPermit D06-072 - Segment 2 - Westfield Southcenter Mall - Parking Garage A - FoundationD06-072 Westfield Southcenter Mall Parking Garage A 633 Southcenter Mall 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 - Westfield Southcenter Mall — Parking Garage A D06-072 Segment 2 - Westfield Southcenter Mall — Parking Garage A D06-072 Segment 3 - Westfield Southcenter Mall — Parking Garage A D06-072 Segment 4 - Plans - Westfield Southcenter Mall — Parking Garage A D06-072 MAYES TESTING ENGINEERS, INC MTE NO: T6100 PROJECT: SOUTHCENTER MALL PARKING GARAGE A Address: 633 Southcenter Mall Blvd Tukwila, WA PERMIT NO: D06-072 Page 56 Owner: Westfield America Architect: FSI Architects Engineer: Coughlin Porter Lundeen Contractor: JTM Construction Date: 7-19-06 Weather: Partly Cloudy Inspection: Reinforced Concrete Samples: (7) 4 x 8" (3 Field Cures) 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, OFi 97211 ph 503.281.7515 fax 503.281.7579 MTE inspector arrived on site to perform final inspection of resteel & PT tendons and observe concrete placement, Inspector Ferrell -Wyman monitored and sampled 40 cubic yards of Cadman Concrete Mix #661281 (5,000 psi @ 28 Days/3,000 psi @ 3 Days) for the ramp slab (level 1.5-1.75) at lines: G-IU3-4. Resteel and tendons are acceptable. Performed final inspection of resteel and observed placement on Mix #661281 (4,000 psi required for columns) for columns (level 1-2) at building lines: G/2; D/3; F/4. Resteel found to be acceptable. Concrete was properly mechanically consolidated. inspector Ferrell -Wyman cast one set seven (including three field cures) 4 x 8" cylinders. Test results were: Slump 6". Prepared stressing paperwork for the Level 2/Zone 2 placement. To the best of our knowledge, items inspected this date are in accordance with approved plans and specifications. INSPECTOR: Tom Robinson Ron Ferrell -Wyman Reviewed by: / cc: Patrick Burns, Westfield America Mike Napolitano, JTM Construction Martin O'Leary, JTM Construction Troy McOmber, FSI Architects James E. Coughlin, Coughlin Porter Lundeen Dave Larson. City of Tukwila nis Sanborn, Branch Manager MAYES TESTING ENGINEERS, INC Project Name: Site Address: Client: Engineer: Contractor: Air Temperature: Weather: Product: Supplier. Ticket Number : MixDesign ID : Sample Temp. (ASTM C1064) CONCRETE LABORATORY TEST REPORT Southcenter Mall Parking Garage A 633 Southcenter Mall Blvd Tukwila, WA Westfield America - WA Coughlin Porter Lundeen JTM Construction 80°F Partly Cloudy Concrete Cadman 647893 581081R 77°F Water/Cement Ratio: 'Initial Storage Temp. (ASTM C31) NR Slump (ASTM C143) 0.440 6.5" Placement Location and Notes: FIELD DATA ASTM C31 and C172 Actual Entrained Air (ASTM C231) NR Sample(s) Recd: 06/24/06 Project No: Issued on: Sample Set ID: Permit # (s): Original: rj Revised: ❑ 1 Mix Proportions: Ingredient Coarse Aggregate 3/4" Coarse Aggregate 3/8" Fine Aggregate Water Fly Ash Cement—Type I & II HRWRA MRWRA Required Strength (fc): 4000 psi @ 28 days Tacoma 10029 S. Tacoma Way Suite E-2 Tacoma WA 98499 ph 253.584.3720 fax 253.584.3707 T6100 07/21/06 11278 D06-072 Weight (per cu.yd) 1,474.0 lbs 461.0 lbs 1,391.0 lbs 239.0 lbs 75.0 lbs 468.0 lbs 13.0 oz 20.2 oz Columns (level 1-2) at building lines: M/4; H, J, K, L, M/5. Cast at 2:20pm at 3 cubic yards. Added 10 gallons of water of 11 available. Date Made Sample # Lab # 06/23/06 I[ 0047 1I_ 4418 06/23/06 ! i _0047) L4_41 06/23/06 —0047 71 4420 06/23/06 LQ047 [ Remarks: COMPRESSION TEST RESULTS (ASTM C39, C1231, and C617 when applicable) Date Tested Age Size (in) Load (lbs) Dia (in) Surface Strength (psi) Failure Code 06/30/06J L 7-1F 4 x 8 ,155020___:,1r 4.02 !I 12.69 1E 4330 r NA ;_x7121/06 x 8 76395 L 4.01 i 12.63 I 6050 ; 1 NA 07/21/06 J 28 ] r 4 x 8 ! 75Si 8, 4.01 12.63 ,` I 6000__ 07/21/00_11, 281 r 4 x 8 76705 ` 4.01 , 12.63 6070 iNA Inspector(s): Robinson, T. Tested by: Hayes, B. Reviewed by: Dennis Sanborn Branch Manager NOTES: Failure descriptions for samples tested with neoprene pads are not required per ASTM Std. All testing performed in accordance with applicable ASTM's except C-31, 10.1.2 - "recording field temperature Information in this report applies only to the actual samples tested and shall not be reproduced without the approval of Mayes Testing Engineers, inc. PATE Form #150, Rev 3. 7-0 MAYES *� 21 MTE NO: PROJECT: Address: PERMIT NO: Page 55 Owner: Architect: Engineer: Contractor: Date: Weather: Inspection: Samples: )IINEERS, INC. T6100 SOUTHCENTER MALL PARKING GARAGE A 633 Southcenter Mall Blvd Tukwila, WA D06-072 Westfield America FSI Architects Coughlin Porter Lundeen JTM Construction 7-18-06 Partly Cloudy Reinforced Concrete (12) 4 x 8" and (14) 4 x 8" (3 FC's per set) Everson Office 917 -134th Street SW Suite A-1 Everett, WA 98204 ph 425.742.9350 fax 425.745.1737 Tacoma Office 10029 S. Tacoma Way Suite E-2 Tacoma, WA 98499 ph 253.584.3720 fax 253.584.3707 Portland Office 7911 NE 33rd Drive Suite 190 Portland, OR 97211 ph 503281.7515 fax 503.281.7579 MTE inspector arrived on site to perform final inspection of resteel and PT tendons and observe concrete placement. Inspector R. Ferrell -Wyman monitored and sampled 436 cubic yards of Cadman Concrete Mix #661281 (5,000 psi at 28 days/3,000 psi at 3 days) for the level 2 slab at lines: G -N/4-6. All open items noted on inspector Robinson report dated 7/17/06 including the structural engineers open item list were completed prior to the concrete placement. Spoke with the vibrator operator two or three times during the placement about proper consolidation. Concrete was properly mechanically consolidated. Inspector Ferrell -Wyman cast three sets of four and two sets of seven (includes three field cures per set) 4 x 8" cylinders. Test results were: Slump #1 7", slump #2 7 "/.", slump #3 71/7", slump #4 7", slump #5 7". Field cures were cast on set #3 and set #5. To the best of our knowledge, items inspected this date are in accordance with approved plans and specifications. cc: Patrick Burns, Westfield America Mike Napolitano, JTM Construction Martin O'Leary, JTM Construction Troy McOmber, FSI Architects James E. Coughlin, Coughlin Porter Lundeen Dave Larson, City of Tukwila Reviewed by: INSPECTORS: Tom Robinson Ron Ferrell -Wyman is Sanborn, Branch Manager MAYES TESTING ENGINEERS, INC MTE NO: PROJECT: Address: PERMIT NO: Page 54 Owner: Architect: Engineer: Contractor: T6100 SOUTHCENTER MALL PARKING GARAGE A 633 Southcenter Mall Blvd Tukwila, WA D06-072 Westfield America FSI Architects Coughlin Porter Lundeen JTM Construction (Cont'd from page 53) Everr1t 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 5-2 RECEIVED` WA 9849920 h 253.584.3720 fax 253.584.3707 /JUL' 2 4 200nd Office ft 11 NE 33rd Drive COMMUNITY Suite 190 pEvELOPMENT Portland, OR 97211 ph 503.281.7515 fax 503.281.7579 Items 1, 2, 3, 5 and 7 were completed prior to the end of shift. The other open items will be completed prior to the concrete placement. Spoke with Steve (Electrical Foreman) about moving conduit away from tendon heads at various locations. Walked through with Steve and pointed out locations. Some were completed prior to the end of the shift and some will be completed prior to the concrete placement. Spoke with CPL Structural Engineers Tim Meely and Brian MacRae about items to be completed per their walk through (see attached). All items will be completed prior to the concrete placement. To the best of our knowledge, items inspected this date are in accordance with approved plans and specifications. Reviewed by: INSPECTOR: Tom Robinson cc: Patrick Bums, Westfield America Mike Napoletano, JTM Construction Martin O'Leary, JTM Construction Troy McOmber, FSI Architects James E. Coughlin, Coughlin Porter Lundeen Dave Larson, City of Tukwila nis Sanborn, Branch Manager MAYES TESTING ENGINEERS, INC MTE NO: PROJECT: Address: PERMIT NO: Page 53 Owner: Architect: Engineer: Contractor: Date: Weather: Inspection: Samples: m. n,,..xw" ..... ".. . T6100 SOUTHCENTER MALL PARKING GARAGE A 633 Southcenter Mall Blvd Tukwila, WA D06-072 Westfield America FSE Architects Coughlin Porter Lundeen JTM Construction 7-17-06 Partly Cloudy Reinforced Concrete (4)4x8" RECEIVED 'JUL 24 2006 COMMUNITY DEVELOPMENT Everett Office 917 -134th Street SW Suite A-1 Everett, WA 98204 ph 425.742.9360 fax 425.745.1737 Tacoma office 10029 S. Tacoma Way Suite E-2 Tacoma, WA 98499 ph 253.584.3720 fax 253.584.3707 Portland Office 7911 NE 33rd Drive Suite 190 Portland, OR 97211 ph 503.281.7515 fax 503.281.7579 MTE inspector arrived on site to perform final inspection of resteel, observe and sample 42 cubic yards of Cadman Concrete Mix #631081R (5,000 psi) for shear walls (level 1-2) at building lines: NI1.7-2.2; L.8 -N/1. Resteel is acceptable. Concrete was properly mechanically consolidated. Cast one set of (4) 4 x 8° cylinders. Test results were: Slump 7". Continued inspection of resteel and tendons for the level 2 slab at lines: G -N/4-6. Completed tendon count and checked CGS of tendons. Tendon heads in the beam end at lines N/4 were reconfigured per detail F on PT -4 (see inspector Robinson report dated 7/15106), which also made the tendon profile at that location acceptable. Spoke with Lou and Mike (Corona Steel foremen) concerning the followings items to be completed: 1. Added resteel per detail 17 on S3.13 still needs to be completed. 2. Bottom #4 bars at 10" on center need to be installed between lines L -L.7/5.7-6 needs to be installed. 3. Slab tendon profiles need adjustment at various locations. 4. Tendon heads at N/6 need to be turned horizontal so heads will have proper concrete cover. 5. Need to complete installation of hairpins and (4) #4 bars top and bottom at locations on 4 line. 6. Bars need to be chaired for clearance at various locations. ' 7. Complete installation of top bars and wall dowels between 5.7 and 6 lines. cc: Patrick Burns, Westfield America Mike Napolitano, JTM Construction Martin O'Leary, JTM Construction Troy McOmber, FSI Architects James E. Coughlin, Coughlin Porter Lundeen Dave Larson, City of Tukwila Reviewed by: (Cont'd on page 54) Sanborn, Branch Manager Post -tensioned Slab Site Visit Report 1 Date: July 17, 2006 RECEIVED JUL+i 2 41006 COMMUNITY DEVELOPMENT To: JTM Project Southcenter Parking Garages (Garage A) Fax: Project No: S05-1622-01 Attn: Andy Repass By: Brian MacRae cc: Ben Coffman Sent Via email 3 Page(s) Date of Site Visit July 17, 2006 Time: 1:00 to 3:00pm Participants: Brian MacRae Tim Mealy Tom Robinson Coughlin Porter Lundeen, Inc. Coughlin Porter Lundeen, Inc. Mayes Testing Engineers Description: Site visit for general review of the North-East corner (zone 2) level 2 Garage A post -tensioned slab and ramp slab (zone 1) Observations and Recommendations Item Comments Reference Photo 1.1 At Column 4/G there is a sleeve located directly in front of a tendon anchor. The sleeve shall be relocated away from the anchor per detail 14/53.1 4 ; -° AEI`, •,, • 1.. •. , 1.2 At Column 4/G conduit is passing in front of tendon` anchor. Conduit shall be swept out into the slab away from the head so that it passes the head minimum a of 12" away. ,N! :1,4 I` 5 Tr.id ,okimo ,.. , V . . = ice = t 7 _, — - ,- 1 i AN. Vit, I< 1.3 1.5 1.6 1.7 1.8 At numerous locations top crossties at beam ends are missing. Top crossties shall be installed at aU locations required per schedule 20/S3.10 & 13/S3.11. Stressing ends of pt tendons are not flush against the formwork at numerous locations. Ends shall be fixed so that no gaps occur. Diagonal bars per 17/S3.13 are missing at grids 6/G Along the diagonal portion of the slab near grids 5.8 & M.5 a few tendon anchors are rotated vertically. Rotate anchor end flat so they do not stick out of the slab. Shear wall dowels per detail 20/S3.8 are missing at SW -2 along grid 6. Place dowels per detail. Conduit in SW -4 along grid N passes in front of multiple anchors. Conduit shall be relocated as discussed during the site visit. ® 0 1.9 Tendon markings have not been put in place yet Locate per detail 14/S3.13 1.10 Per conversation with PTC Inc., the beams located on grids M, L and K may be stressed at grid 6 only in lieu of stress at both the closure pour and grid 6. Disclaimer The comments described here were made from a brief walk-through which was performed to review the projects general conformance with the plans and details. This brief walk-through is not to be interpreted as an official inspection, nor is it intended to verify or direct contractor means or methods. The official inspection is provided by the independent inspection agency or the building/public works department as required by the project specifications and local jurisdictions. If you have any questions or comments, please contact our office. End of report an MAYES TESTING ENGINEERS, INC Project Name: Site Address: Client: Engineer: Contractor: yra-r--vr- RECEIVED lir .2-4 2006 commuDeve OPSI EN+ur CONCRETE LABORATORY TEST REPORT Southcenter Mall Parking Garage A 633 Southcenter Mali Blvd Tukwila, WA Westfield America - WA Coughlin Porter Lundeen JTM Construction Air Temperature: Weather Product: Supplier: Ticket Number : MixDesign ID : 61°F Cloudy Concrete Cadman N/A 581081R FIELD DATA ASTM C31 and C172 Actual Sample Temp. Initial Storage Temp. T Entrained Air (ASTM C1064) + (ASTM C31) (ASTM C231) 73°F NR NR Water/Cement Ratio: Slump (ASTM C143) ] [ Sample(s) Recd: 0.493 7" 07/14/06 Required Strength (fc): Placement Location and Notes:1 4000 psi @ 28 days Column (lever 1-2) at building lines: C, D, E, F/1; E, F/2, E(3. Cast at 3 cubic yards of 18 cubic yards total at 8:O0am. Project No: Issued on: Sample Set ID: Permit # (s): Original: Revised: El Mix Proportions: Ingredient Coarse Aggregate 3/4" Coarse Aggregate 3/8" Fine Aggregate Water Fly Ash Cement—Type I & II HRWRA MRWRA Tacoma 10029 S. Tacoma Way Suite E-2 Tacoma WA 98499 ph 253.584.3720 fax 253-584.3707 T6100 07/20/06 11391 D06-072 Weight (per cu.yd) 1,400.0 495.0 1,308.0 268.0 75.0 469.0 13.3 27.8 lbs lbs lbs lbs lbs lbs oz oz COMPRESSION TEST RESULTS (ASTM C39, C1231, and C617 when applicable) Date Made Sample # Lab # Date Tested Age Size (in} Load (Ibs) Dia (in) Surface Strength (psi) Facture Code 07/1.3/06 I .0061 1r:990021 0077//13//0066:]'! 7/13/06 j [ 006 _ -1 07/13/06 i 0061 ] %4903 07/13/06 ! [ 0061 i [ 4904 • Remarks: 07/20/06 1L 7 4 x 8 42665 i 4.00 12.57 3.400 NA 08/10/06 i i i 8 ; X0.00 N 08/10/88_;[1-2288j;, 6) [2828J 44 xx 8 Q0 oo00 NAA 08/10/06 28___ ! 4 x 8 IF- 'Jr 0.00 i I 0.00 L II. NA • Inspector(s): Robinson, T. Brown, G. Tested by: Hayes, B. Reviewed by: Sanborn Branch Manager NOTES: Failure descriptions for samples tested with neoprene pads are not required per ASTM Std. All testing performed in accordance with applicable ASTM's except C-31, 10.1.2 - "recording field temperature 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 a150, Rev 3, 7-0 MAYES TESTING ENGINEERS, INC *x- - Y.f•"'.7.4 '-g'"w^r•:. ". Project Name: Site Address: Client: Engineer. Contractor: Air Temperature: Weather: Product: Supplier: Ticket Number : MixDesign ID : Sample Temp. (ASTM C1064) RECEIVED WV .2 41006 DEEVEL OPM CONCRETE LABORATORY TEST REPORT Southcenter Mall Parking Garage A 633 Southcenter Mall Blvd Tukwila, WA Westfield America - WA Coughlin Porter Lundeen JTM Construction 56°F Partly Cloudy Concrete Cadman 651853 581081R 'Initial Storage Temp. (ASTM C31) 71°F Water/Cement Ratio: ! L Slump (ASTM C143) 0.427 6.25" Placement Location and Notes:l NR FIELD DATA ASTM C31 and C172 Actual Entrained Air (ASTM C231) NR Sample(s) Rec'd: p 07/12/06 Project No: Issued on: Sample Set ID: Permit # (s): Original: Revised: IMix Proportions: Ingredient Coarse Aggregate 3/4" Coarse Aggregate 3/8" Fine Aggregate Water Fly Ash Cement—Type I & II HRWRA MRWRA Required Strength (tic): 4000 psi @ 28 days Column level 1-2 at building lines: L, M/1; J, K, L, M, N/2; F/3. Cast at 3 cubic yards at 7:OOam. Tacoma 10029 S. Tacoma Way Suite E-2 Tacoma WA 98499 ph 253.584.3720 fax 253.584.3707 T6100 07/18/06 11380 D06-072 Weight (per cu.yd) 1,471.0 lbs 471.0 lbs 1,390.0 lbs 234.0 lbs 80.0 lbs 468.0 lbs 13.0 oz 20.5 oz Date Made Sample # Lab # COMPRESSION TEST RESULTS (ASTM C39, C1231, and C617 when applicable) Date Tested Age Size (in) Load (lbs) Dia (in) Surface Strength (psi) Failure Code 07/11/06_1 ! 0060 If, 4854 4854 07/18/06 [_ 7 -1- 4 x 8 55660 . 4.00 12.57 4430 NA ' _: '' - 0.00 ' � 0.00 _ � I ..-- - NA --._ ..._- '' - -. -_. — iI 0.00 j 000 _ ir--- - L_ NA-_ j" OAO_jl 0.00 11 i1--- NA---- -,+ ' 07/11/06_ L_ 0060i1[_ 4855{', _08/08106 'L 28 IL 4 x 8_ 07/11/061 r_ 0060 4856 08/08/06 1 281 4 x $ 07/11/061 f 0060 11 4857 j 08/08/06 [ 28 ; 4 x 8 [ Remarks: Inspector(s): Robinson, T. Tested by: Hayes, B. Reviewed by: Sanborn Branch Manager NOTES: Failure descriptions for samples tested with neoprene pads are not required per ASTM Std. All testing performed in accordance with applicable ASTM's except C-31, 10.1.2 - "recording field temperature 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 t1150, Roy 3. 7-0 RECEIVED MAYES TEST/NG ENGINEERS, INC PJULI 2 4 2006 Project Name: Site Address: Client: Engineer: Contractor: Air Temperature: Weather: Product: Supplier: Ticket Number : MixDesign ID : Sample Temp. (ASTM C1064) COMMUNITY DEVELCONCRETE LABORATORY TEST REPORT Southcenter Mall Parking Garage A 633 Southcenter Mall Blvd Tukwila, WA Westfield America - WA Coughlin Porter Lundeen JTM Construction 77°F Partly Cloudy Concrete Cadman 647536 631081R 79°F Water/Cement Ratio: Initial Storage Temp. (ASTM C31) FIELD DATA ASTM C31 and C172 Actual Entrained Air (ASTM C231) NR [Slump (ASTM C1431 0.405 6.5" Placement Location and Notes:1 NR Sample(s) Rec'd: 06/23/06 Project No: Issued on: Sample Set ID: Permit # (s): Original: �/❑ Revised: 1 Mix Proportions: Ingredient Coarse Aggregate 3/4" Coarse Aggregate 3/8" Fine Aggregate Water Fly Ash Cement—Type I & II HRWRA MRWRA Required Strength (f c): 5000 psi @ 28 days Tacoma 10029 S. Tacoma Wav Suite E-2 Tacoma WA 98499 ph 253.584.3720 fax 253.584.3707 T6100 07/20/06 11275 D06-072 Weight (per cu.yd) 1,465.0 lbs 421.0 lbs 1,373.0 lbs 243.0 lbs 86.0 lbs 514.0 lbs 10.3 oz 28.5 oz Set II: Shear walls (level 1-2) at building lines: N/4.8-5.2. Cast at 5:30pm at 6 cubic yards. Added 14 gallons of water of 14 available. Date Made Sample # Lab # 06/2-2/06] L 0046 J L44Q4 06/22/06.11 QQ4 J I 06/22/06211- 0046 4406 06/22/06 ' r 0046 # 4407 Remarks: COMPRESSION TEST RESULTS (ASTM C39, C1231, and C617 when applicable) Date Tested Age Size (in) Load (lbs) Dia (in) Surface Strength (psi) Failure Code 1 06/29/06 l 7 1 4x8 l 62130 j L4.00 � 12.57 -4405_07/20/0_6) L 28_j i 4 x 8 [ 94890 J f ;11-36-111 12.57 1 [ - 7550 07/20/06 28 IL 4 x 8 [ 94570 1 [ F2.57 [ 7530 _07/.2.0/06 j [ 28 i x 8 1. 926601! 4.00 12.57 ' 7370 -I NA l' NA -NA j, r NA R Inspector(s): Robinson, T. Tested by: Hayes, B. Reviewed by: D- • s Sanborn Branch Manager NOTES: Failure descriptions for samples tested with neoprene pads are not required per ASTM Std. All testing performed in accordance with applicable ASTM's except C-31, 10.1.2 -*recording field temperature Information in this report applies only to the actual samples tested and shalt not be reproduced without the approval of Mayes Testing Engineers, Inc. MTE Form #150, Rev 3, 7-0 MAYES TESTING ENGINEERS, INC Project Name: Site Address: Client Engineer: Contractor: Air Temperature: Weather: Product: Supplier: Ticket Number : MixDesign ID : RECEIVED /JUL' 2 4 2006 COMMUNITY DEVELOPMENT CONCRETE LABORATORY TEST REPORT Southcenter Mall Parking Garage A 633 Southcenter Mall Blvd Tukwila, WA Westfield America - WA Coughlin Porter Lundeen JTM Construction 79°F Partly Cloudy Concrete Cadman 647524 581081R Initial Storage Temp.- (ASTM emp.j(ASTM C31) Sample Temp. (ASTM C1064) 77°F Water/Cement Ratio: NR FIELD DATA ASTM C31 and C172 Actual Entrained Air (ASTM C231) NR I Slump (ASTM C143) 1 FSample(s) Rec'd: 0.440 6" Placement Location and Notes: 06/23/06 Tacoma 10029 S. Tacoma Wav Suite E-2 Tacoma WA 98499 ph 253.584.3720 fax 253.584 3707 Project No: T6100 Issued on: 07/20/06 Sample Set ID: 11274 Permit # (s): D06-072 Original: Revised: fl 1 Mix Proportions: Ingredient Coarse Aggregate 314" Coarse Aggregate 3/8" Fine Aggregate Water Fly Ash Cement -Type I & II HRWRA MRWRA Required Strength (fc): 4000 psi @ 28 days Weight (per cu.yd) 1,474.0 lbs 461.0 lbs 1,391.0 lbs 239.0 lbs 75.0 lbs 468.0 lbs 13.0 oz 20.2 oz Set I: Columns (level 1-2) at building lines: K, L, M, N/3; K, L, N/3. Cast at 4:30pm at 6 cubic yards. Added 10 gallons of water of 11 available. COMPRESSION TEST RESULTS (ASTM C39, C1231, and C617 when applicable) Date Made Sample # Lab # Date Tested Age Size (in) Load (lbs) Dia (in) Surface Strength (psi) Failure Code 06/22/06 H i 0045 J 1 4400 ; 06/29/067F 7 j 4 x 8 J L51045 i j 4.00 112.57 . 4060 • NA " 06/22/06 11 _0045 j [4401_ -; 07/20/06__IL28j [ 4 x 8 j C 73320 ( 4.00 J L 12.57 j[ 5830 i[ NA j' 06/22/06 i [ 0045 j [ 4402 07/20/06 L28 J1 _ 4 x 8 11 73300 j [1 4.00 [ 1257 ! 1 _ 5830 _ I L NA _ " 06/226611.0045 _) [ 4403) ' 07/20/06 ; r 28 11 4 x 8 7 74065 4.00 I ; 12.57 l ; 5890_ 11 NA _ " Remarks: Inspector(s): Robinson, T. Reviewed by: Tested by: Hayes, B. De is Sanborn Branch Manager NOTES: Failure descriptions for samples tested with neoprene pads ate not required per ASTM Std. All testing performed in accordance with applicable ASTM's except C-31, 10.1.2 - "recording field temperature 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 " -".:°'">,"' ..x`77.:7f1_: MTE NO: T6100 PROJECT: SOUTHCENTER MALL PARKING GARAGE A Address: 633 Southcenter Mall Blvd Tukwila, WA PERMIT NO: D06-072 Page 50 Owner: Westfield America Architect: FSI Architects Engineer: Coughlin Porter Lundeen Contractor: JTM Construction Date: 7-13-06 Weather: Cloudy Inspection: Concrete and Resteel Samples: (4) 4 x 8" RECEIVED JUL 17 2005 DEVELOPM T Everett Office 917 -134th Street SW Suite A -t Everett, WA 98204 ph 425.742.9360 fax 425.745.1737 Tacoma Office 10029 S. Tacoma Way Suite E-2 Tacoma, WA 98499 ph 253.584.3720 fax 253.584.3707 Portland Office 7911 NE 33rd Drive Suite 190 Portland, OR 97211 ph 503.281.7515 fax 503.281.7579 MTE inspector arrived on site to perform final inspection of resteel, observe and sample 18 cubic yards of Cadman Concrete Mix #581081R (4,000 psi) for columns (level 1-2) at building lines: C, D, E, F/1; E, F/2; E/3. Resteel is acceptable. Concrete was properly mechanically consolidated. Cast one set of four 4 x 8" cylinders. Test results: Slump 7". Continued inspection of resteel for the level 2 slab at lines: G -N/4-6. Work in progress. PRELIMINARY: INSPECTOR: Tom Robinson Reviewed by: ' Sanborn, Branch Manager cc: Patrick Burns, Westfield America Mike Napotitano, JTM Construction Martin O'Leary, JTM Construction Troy McOmber, FSI Architects James E. Coughlin, Coughlin Porter Lundeen Dave Larson, City of Tukwila MAYES TESTlNC. ENGINEERS,imECEIVED MTE NO: PROJECT: Address: PERMIT NO: Page 49 Owner: Architect: Engineer. Contractor: Date: Weather: Inspection: Samples: T6100 JUL 1 'r 206 SOUTHCENTER MALL PARKING G DEVELOPMENT 633 Southcenter Mall Blvd Tukwila, WA D06-072 Westfield America FSI Architects Coughlin Porter Lundeen JTM Construction 7-12-06 Cloudy Resteel N/A EverettOffice 917-134111 Street SW Suite A-1 Everett, WA 98204 ph 425.742.9360 fax 425.745.1737 Tacoma Office 10029 S. Tacoma Way Suite E-2 Tacoma, WA 98499 ph 253.584.3720 fax 253.584.3707 Portland Office 7911 NE 33rd Drive Suite 190 Portland, OR 97211 ph 503.281.7515 fax 503.281.7579 MTE inspector arrived on site to perform inspection of resteel for columns (level 1-2) at building lines: C, D, E, F/1; E, F/2; E/3. Resteel is acceptable. Need to check clearances prior to concrete placement. Continued inspection of resteel for the Level 2 Slab at lines: G -N/4-6. Work in progress. PRELIMINARY: cc: Patrick Surns, Westfield America Mike Napolitano, JTM Construction Martin O'Leary, JTM Construction Troy McOmber, FSI Architects James E. Coughlin, Coughlin Porter Lundeen Dave Larson, City of Tukwila Reviewed b INSPECTOR: Tom Robinson nnis Sanborn, Branch Manager MAYES TESTING ENGINEERS ,INC��CEAVeO R 111123,015 MTE NO: T6100 1\1\" M �,N r( eg PROJECT: SOUTHCENTER MALL PARKING GARA,3rop- Address: 633 Southcenter Mall Blvd Tukwila, WA PERMIT NO: D06-072 Page 48 Owner: Westfield America Architect: FSI Architects Engineer: Coughlin Porter Lundeen Contractor: JTM Construction Date: 7-11-06 Weather: Partly Cloudy Inspection: Concrete and Resteel Samples: (4) 4 x 8" Everett Office 917 -134th Street SW Suite A-1 Everett, WA 98204 ph 425.742.9360 fax 425.745.1737 Tacoma Office 10029 S. Tacoma Way Suite E-2 Tacoma, WA 98499 ph 253.584.3720 fax 253.584.3707 Portland Office 7911 NE 33rd Drive Suite 190 Portland, OR 97211 ph 503.281.7515 fax 503.281.7579 MTE inspector arrived on site to perform final inspection of resteei and monitor concrete placement, Inspector Ferrell -Wyman observed and sampled 24 cubic yards of Cadman Concrete Mix #581081R (4,000 psi) for columns (level 1-2) at lines: E, F/3; J, K, L, M, N/2: L, M/1. Resteel is acceptable. Concrete was properly mechanically consolidated. Cast one set of four 4 x 8" cylinders. Test results: Slump 6 %:'. Inspector Robinson was sent a copy of the cylinder break report for the last two augercast piles at lines: N/5.6, M.2/6. The twenty-eight day results shown are 3,870 psi, which is below the required 4,000 psi. Inspector Robinson notified Brian MacRae (CPL -Structural Engineer) of the results and stated that the statistical results for Mix# 10000 would be sent to him so he could make a judgment to the acceptability of the low break. The Building Code states that as long as the results are not more that 500 psi below the required strength and the results do not bring the three test average below the required strength then the concrete is acceptable. Inspector Robinson then spoke with Mark Gordon (MTE Tacoma Lab Manager) and asked that the statistical analysis be sent to Mr. MacRae. Mark Gordon later called Inspector Robinson back to say that a mistake had been made in calculating the break result and that in fact the twenty-eight day results exceeded the 4,000 psi requirement. Mr. Gordon also stated that he would forward a copy of the corrected results to all parties involved. To the best of our knowledge, items inspected this date are in accordance with approved plans and specifications. Reviewed b I SPECTS: Tom Robinson Ron - rrell-Wyman anis Sanborn, = ranch Manager cc: Patrick Bums, Westfield America Mike Napolitano, JTM Construction Martin O'Leary, JTM Construction Troy McOmber, ESI Architects James E. Coughlin. Coughlin Porter Lundeen Dave Larson, City of Tukwila MAYES TESTING ENGINEERS, INC. MTE NO: PROJECT: Address: PERMIT NO: Page 47 Owner: Architect: Engineer. Contractor: Date: Weather: Inspection: Samples: RECEIVED 'JUL 1It' 20T3 COMMUNITY T6100 DEVELOPMENT SOUTHCENTER MALL PARKING GARAGE A 633 Southcenter Mall Blvd Tukwila, WA D06-072 Westfield America FSI Architects Coughlin Porter Lundeen JTM Construction 7-10-06 Partly Cloudy Resteel NIA 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 2.53.584.3720 fax 253.584.3707 Portland Office 7911 NE 33rd Drive Suite 190 Portland, OR 97211 ph 503.281.7515 fax 503.281.7579 MTE inspector arrived on site to perform inspection of resteel for columns (level 1-2) at lines: E, F/3, J, K, L, M, N/2; L, M/1. Resteel is acceptable. Need to check clearances prior to concrete placement. Started inspection of resteel for the level 2 slab at lines: G -N14-6. Work in progress. To the best of our knowledge, items inspected this date are in accordance with approved plans and specifications. cc: Patrick Burns, Westfield America Mike Napolitano, JTM Construction Martin O'Leary, JTM Construction Troy McOmber, FSI Architects James E. Coughlin, Coughlin Porter Lundeen Dave Larson, City of Tukwila Reviewed by INSPECTORS: Tom Robinson Ron Ferrell -Wyman nnis Sanborn, Branch Manager RE co Icily 1I) MAYES TESTING ENGINEERS, INCrJUL 1.1 206 coMMUNiTY DEveLoPuENT CONCRETE LABORATORY TEST REPORT Project Name: Site Address: Client: Engineer: Contractor: Air Temperature: Weather: Product: Supplier: Ticket Number : MixDesign ID : Sample Temp. (ASTM C1064) Southcenter Mall Parking Garage A 633 Southcenter Mall Blvd Tukwila, WA Westfield America - WA Coughlin Porter Lundeen JTM Construction 68°F Partly Cloudy Concrete Cadman 650842 581081R FIELD DATA ASTM C31 and C172 Actual 77°F Water/Cement Ratio:' 0.438 Initial Storage Temp. (ASTM C31) NR Slump (ASTM C143) 4.5" Placement Location and Notes: p Column (level 1-2) at building lines: H/5. Entrained Air (ASTM C231) NR Sample(s) Recd: 07/07/06 Tacoma 10029 S. Tacoma Warr Suite E-2 Tacoma WA 98499 ph 253.584.3720 fax 253.584.3707 Project No: T6100 Issued on: 07/13/06 Sample Set ID: 11348 Permit # (s): 005-072 ❑o Original: Revised: 1 Mix Proportions: Ingredient Coarse Aggregate 3/4" Coarse Aggregate 3/8" Fine Aggregate Water Fly Ash Cement—Type I & II HRWRA MRWRA Required Strength (fc): 4000 psi @ 28 days Weight (per cu.yd) 1,471.0 472.0 1,395.0 239.0 78.0 468.0 13.3 21.3 lbs lbs lbs lbs lbs lbs oz oz COMPRESSION TEST RESULTS (ASTM C39, C1231, and C617 when applicable) Date Made Sample # Lab # Date Tested Age Size (in) Load (lbs) Dia (in) Surface Strength (psi) Failure Code 07/06/06 ' ; 0058 1L4724 f 07/13/06 i F77 4 x 8 1 53060 ,r 4.01 12.63 4200 7 NA _ 07/06/06 II 0058 i 4725 L 0810_3106 I L 28 4 x 8 1 0.00 1 0.00 _ NA 07/06/06 j L7.1058 11-4726 [ 08/03/06 ] L28 j I 4x8 IL —IL 0.00 i L 0.00 _ _ I; NA 07/06/06 [0058_ J L. 4727 108/03/06 J { 28 ( 4 x 8� L�—�i 10.00 1 [ 0 .00 IT NA j Remarks: inspector(s): Robinson, T. Ferrell-Wyma Tested by: Hayes, B. Reviewed by: D- Is Sanborn Branch Manager NOTES: Failure descriptions for samples tested with neoprene pads are not required per ASTM Std. All testing performed in accordance with applicable ASTM's except C-31, 10.1.2 - "recording field temperature 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 Name: Site Address: Client: Engineer: Contractor: Air Temperature: Weather: Product: Supplier: Ticket Number : MixDesign ID : Sample Temp. j (ASTM C1064) kmt;iCd M CtJ 'JmJL 1 20,;i COMMUNITY CONCRETE LABORATORY TEST REPORT Southcenter Mall Parking Garage A 633 Southcenter Mall Blvd Tukwila, WA Westfield America - WA Coughlin Porter Lundeen JTM Construction 57°F Cloudy Concrete Cadman 650355 581081 R Ir tial Storage Temp. (ASTM C31) 71°F NR FIELD DATA ASTM C31 and C172 Design Entrained Air (ASTM C231) ode Water/Cement Ratio: [ Slump (ASTM C143)I—Sample(s) Recd i 0.440 6" 07/06/06 Tacoma 10029 S. Tacoma Way Suite E-2 Tacoma WA 98499 ph 253.584.3720 fax 253.584.3707 Project No: T6100 Issued on: 07/13/06 Sample Set ID: 11343 Permit # (s): D06-072 Original: Revised: 1 Mix Proportions: Ingredient Coarse Aggregate 314" Coarse Aggregate 3/8" Fine Aggregate Water Fly Ash Cement–Type I & II HRWRA MRWRA Required Strength (f c): Placement Location and Notes:1 4000 psi @ 28 days Columns (level 1-2) at building lines: H, J/3; J/4; B, C, D/5; C, D/6. Cast at 3 cubic yards at 7:OOam. Added 10 gallons of water onsite of 11 gallons available. Weight (per cu.yd) 1,474.0 468.0 1,394.0 240.0 75.0 470.0 13.5 20.0 lbs lbs lbs lbs lbs lbs oz oz Date Made COMPRESSION TEST RESULTS (ASTM C39, C1231, and C617 when applicable) Sample # Lab # Date Tested Age Size (in) Load (lbs) Dia (in) Surface Strength (psi) Failure Code 07/05/06 h 0057 L 4702 07/05/06 � [ _ 0057 _I [ 4703 07/05/06 { -. 00571 4704 07/05/061 0057 ; 4705 Remarks: 07/12/06 i "4 x 8 54015 4.01 12.63 l I 4280 _ NA • II 08/02/06 '� 28 i+'4x8 ,; ;170.00JL 0.00; �T_ - ;, .NA j' 'j 08/02/06 1 [ 281 L 4 x 8'i ' [ 0,00 i 0.00 IL NA _ i' 08/02/06 i { 2€.1_1L 4 x 8._' . .J L.00 _ { ` 0.00 1 { NA ' Inspector(s): Robinson, T. Ferrell-Wyma Tested by: Gordon, M. Reviewed by: De Sanborn Branch Manager NOTES: Failure descriptions for samples tested with neoprene pads are not required per ASTM Std. All testing performed in accordance with applicable ASTM's except C-31, 10.1.2 - "recording field temperature Information in this report applies only to the actual samples tested and shall not be reproduced without the approval of Mayes Testing Engineers, Inc. ntrE Form 8150, Rev 3.7-0 1"'►+1...aV C') MAYES TESTING ENGINEERS, INC rim_ 1 L J3 Project Name: Site Address: Client: Engineer: Contractor: Air Temperature: Weather: Product: Supplier: Ticket Number : MixDesign ID : Sample Temp. (ASTM C1064) commmury CONCRETE LABORATORY TEST RREM Southcenter Mall Parking Garage A 633 Southcenter Mall Blvd Tukwila, WA Westfield America - WA Coughlin Porter Lundeen JTM Construction 65°F Cloudy Concrete Cadman 645240 551083 j Initial Storage Temp. (ASTM C31) 71°F Water/Cement Ratio: 0.463 NR Slump (ASTM C143) 5 1/2" Placement Location and Notes: Project No: Issued on: Sample Set ID: Tacoma 10029 S. Tacoma Way Suite E-2 Tacoma WA 98499 ph 253.584.3720 fax 253.584.3707 T6100 07/13/06 11197 Permit # (s): D06-072 Original:r/❑ Revised: FIELD DATA ASTM C31 and C172 Design Entrained Air (ASTM C231) 4% Sample(s) Rec'd: 06/15/06 IMix Proportions: Ingredient Coarse Aggregate 3/4" Coarse Aggregate 3/8" Fine Aggregate Water Fly Ash Cement—Type 1 & II MRWRA AIE Admix Required Strength (f c): 3000 psi @ 28 days Set I: Pile caps at building lines: D, D/2; D, J/3; K/4. Cast 39 cubic yards at 4:20 pm. Weight (per cu.yd) 1,208.0 lbs 699.0 lbs 1,296.0 lbs 239.0 lbs 77.0 lbs 439.0 lbs 18.3 oz 2.2 oz Date Made 06/14/06 06/14/06 06/14/06 06/14/06 Remarks: Sample # Lab # 0035 1L4062 COMPRESSION TEST RESULTS (ASTM C39, C1231, and C617 when applicable) Date Tested Age Size (in) Load (lbs) Dia (in) Surface Strength (psi) Failure Code 06/21/06 -IT 7! 4 x 8 i 154210 ! 4.01 r 12.63 4290 NA * 07112(06 ' 28 ir 4 x 8 78635 i i 4.01 12.63 6230 NA 07/12/06 t 28 JL 4 x 8 78715 j 4.01 J Lj2.63 '' L 6230 i. NA 07/12/06 11 28 r 4 x 8 ' i 78055 l L 4.01 1[ 12.63 I 6180 I L NA 0035 I.4063 0035] [ 4064 0035 -IL 4065 Inspector(s): Robinson, T. Tested by: Gordon, M. Reviewed by: Dennis Sanborn Branch Manager • NOTES: Failure descriptions for samples tested with neoprene pads are not required per ASTM Std. Alt testing performed in accordance with applicable ASTM's except C-31, 10.1.2 - "recording field temperature 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 #i50, Rev 3, 7-0 MAYES TESTING ENGINEERS, INC Project Name: Site Address: Client Engineer: Contractor: Air Temperature: Weather: Product: Supplier: Ticket Number : MixDesign ID : CONCRETE LABORATORY TEST REPORT RECEIVED Southcenter Mall Parking Garage A 633 Southcenter Mall Blvd Tukwila, WA Westfield America - WA Coughlin Porter Lundeen JTM Construction Sample Temp. (ASTM C1064) IJUIL 1 ` L[i;S COMMUNITY DEVELOPMENT 68°F Cloudy Concrete Cadman 644746 cad -551083 r Initial Storage Temp. (ASTM C31) 72°F Water/Cement Ratio: 3.117 E FIELD DATA ASTM C31 and C172 Actual Entrained Air (ASTM C231) NR rSlump (ASTM C143} 5.25" Placement Location and Notes: 3.7% Sample(s) Recd: 06/14/06 Tacoma 10029 S. Tacoma Way Suite E-2 Tacoma WA 98499 ph 253.584.3720 fax 253.584.3707 Project No: T6100 Issued on: 07/11/06 Sample Set ID: 11185 Permit # (s): D06-072 Original: Revised: ID IMix Proportions: Ingredient Coarse Aggregate 3/4" Coarse Aggregate 3/8" Fine Aggregate Water Fly Ash MRWRA NE Admix Required Strength WO: 3000 psi © 28 days Pile caps at building lines: A/1.75-2.2; L, M/2; E, F, G, H/5. Cast at 1:35pm at 15 cubic yards. Weight (per cu.yd) 1,211.0 Ibs 698.0 lbs 1,289.0 Ibs 240.0 Ibs 77.0 lbs 18.4 oz 2.2 oz Date Made Sample # Lab # 06/13/06 E-003 r 4007 06/13/06 L 0034 J [ 4008 06/13/06_1F 0034 j, L4_009 06/13/06) L 0034] 4010 Remarks: COMPRESSION TEST RESULTS (ASTM C39, C1231, and C617 when applicable) Date Tested Age Size (in) Load (lbs) Dia (in) Surface Strength (psi) Failure Code 06/20/06 7 4 x 8 1748440 , 4.01 12.63 3840 ' NA 07/11/061L28 4 x8__, , 71240 ' 4.01 12.63 , 7 5640_ NA 07/11/06-11 28_; _. 4 x 8 x,_70775 _1[14.0171,__12.63 5600 1 r NA 07/11/0_6j128 ] 4 x 8 1E725761 i 4.01 J L 12.63 i 5750 1 r NA i• Inspector(s): Robinson, T. Tested by: Hayes, B. Reviewed byv / Branch Manager Sanborn NOTES: Failure descriptions for samples tested with neoprene pads are not required per ASTM Std. All testing performed in accordance with applicable ASTM's except C-31, 10.1.2 - "recording field temperature information in this report applies only to the actual samples tested and shall not be reproduced without the approval of Mayes Testing Engineers, Inc. MTF: Form 0150, Rev 3, 7-0 MAYES TESTING ENGINEERS, INC Project Name: Site Address: Client: Engineer: Contractor: CONCRETE LABORATORY TEST REPORT Southcenter Mall Parking Garage A 633 Southcenter Mall Blvd Tukwila, WA Westfield America - WA Coughlin Porter Lundeen JTM Construction Air Temperature: Weather: Product: Supplier: Ticket Number : MixDesign ID : 58°F Cloudy Grout Stoneway 667868 10000 • Sample Temp. (ASTM C1064) Initial Storage Tem (ASTM C31) P. 73°F NR Tacoma 10029 S. Tacoma Way Suite E-2 Tacoma WA 98499 pb 253.584.3720 fax 253.584.3707 Project No: T6100 Issued on: 07/10/06 RECEIVED Sample Set ID: 11173 'JUL 1 3 2006 Permit # (s): D06-072 Cta Original: j OEvELOp�NT Revised: FIELD DATA ASTM C39 and C109 Actual Entrained Air (ASTM C231) NR Water/Cement Ratio:1I rSIump (ASTM C143) ! Sample(s) Recd: 0.382 Flowable 06/13/06 Placement Location and Notes: Mix Proportions: Ingredient Fine Aggregate Water Cement—Type I & 11 HRWRA Required Strength (f c): 4000 psi @ 28 days Weight (per cu.yd) 2,316.0 lbs 359.0 lbs 939.0 lbs 38,0 oz Garage A augercast replacement piles for canopy at lines: N/5.6; M.26. Added 95 gallons of water of 95 gallons of water allowable. COMPRESSION TEST RESULTS (ASTM C39, C1231, and 0617 when applicable) Date Made Sample # Lab # Date Tested Age Size (in) Load (lbs) Dia (in) Surface Strength (psi) Failure Code 06112/06: 0033 1F 3961 06/19/06 1 L7 j' _ 2 x 4! i 9550 IL 1.99 r 3.11 3070 ; Type 2 ' 06/12/061 L 0033 it 3962 11 07/10106 1 L28J } 2 x 4 1L12630_11 2.00 , 3.14 _ L 4020 ':.L Type 4 -06112106 1 L0033 3963 ! EOM 0106 J [ 2C T 2 x 4 # L11695 1L2.06 -1L_ 3.14_117 3720 L Type 4 ' Remarks: Inspector(s): Robinson, T. Tested by: Hayes, B. LOW BREAK RES ji iewed by: Sanborn Branch Manager NOTES: Failure descriptions for samples tested with neoprene pads are not required per ASTM Std. All testing performed in accordance with applicable ASTM's except C-31, 10.1.2 - "recording field temperature 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 050, Rev 3, 7-0 00566-FCI 0056 I 0.00 l RECEIVED MAYES TESTING ENGINEERS, INC !JUL 13 20U5 Project Name: Site Address: Client Engineer: Contractor. • _v COMMUNM I Y DEVELOPMENT CONCRETE LABORATORY TEST REPORT Southcenter Mali Parking Garage A 633 Southcenter Mali Blvd Tukwila, WA Westfield America - WA Coughlin Porter Lundeen JTM Construction Project No: Issued on: Sample Set ID: Permit # (s): Original: Revised: ❑ Tacoma 10029 S. Tacorna Way Suite E-2 Tacoma WA 98499 ph 253.584.3720 fax 253.584.3707 T6100 07/10/06 11324 Air Temperature: Weather: Product: Supplier: Ticket Number : MixDesign ID : 86°F Sunny Concrete Cadman 649845 551081 R Sample Temp. I (ASTM C1064) 75°F Water/Cement Ratio: 0.489 Initial Storage Temp. (ASTM C31) NR Slump (ASTM C143)1 7 1/4" Placement Location and Notes:1 FIELD DATA ASTM C31 and C172 Actual Mix Proportions: Entrained Air (ASTM C231) NR Sample(s) Recd: 07/01/06 1 Ingredient Coarse Aggregate 3/4" Coarse Aggregate 3/8" Fine Aggregate Water Fly Ash Cement—Type 1 & II HRWRA MRWRA Delvo Required Strength (f c): 4000 psi 28 days Weight (per cu.yd) 1,521.0 Ibs 401.0 lbs 1,399.0 lbs 252.0 lbs 77.0 lbs 438.0 lbs 13.2 oz 21.4 oz 11.9 oz Set VII: Slab on grade with grade beams and tie beams at building lines: A -W1-2.5. Cast at 504 cubic yards at 11:40 am. Note: 4000 PSI required due to the shearwalls will be constructed on top of the slab. Date Made Sample 0 Lab # 06/30/06 06/30/09 106/30/06 06/30/06 06/30/06 06/30/06 Remarks: 0056 -FC 0056 0056 0056 4660 4661 4619 4620 4621 4622 COMPRESSION TEST RESULTS (ASTM C39, C1231, and C617 when applicable) Date Tested Age Size (in) Load (Ibs) Dia (in) 07/03/06 07/03/09 07/07/06 07/28/06 07/28/06 3 3 7 28 28 07)28/06 281 4x8 4x8 4x8 4x8 4x8 4x8 Inspector(s): Robinson, T. Le, Q. Tested by: Le, Q. 33615 34220 46980 4.02 4.02 4.01 1 0.00 0.00 Surface Strength (psi) Failure Code 12.69 12.69 12.63 0.00 0.00 0.00 Reviewed by: 2650 2700 r 3720 NA NA NA NA NA NA w s Sanborn Branch Manager NOTES: Failure descriptions for samples tested with neoprene pads are not required per ASTM Std. All testing performed in accordance with applicable ASTMS except C-31, 10.1.2 - "recording field temperature Information in this report applies only to the actual samples tested and shall not be reproduced without the approval of Mayes Testing Engineers, Inc. PATE Form 6150, Rev 3, 7-0 06/30/06 j RECEIVED MAYES TESTING ENGINEERS, INC JULl13 20U Project Name: Site Address: Client Engineer: Contractor. . n ... COMMUNITY DEVELOPMENT CONCRETE LABORATORY TEST REPORT Southcenter Mall Parking Garage A 633 Southcenter Mali Blvd Tukwila, WA Westfield America - WA Coughlin Porter Lundeen JTM Construction Project No: issued on: Sample Set ID: Tacoma 10029 S. Tacoma Way Suite E-2 Tacoma WA 98409 ph 253.584.3720 fax 253.584,3707 T6100 07/10/06 11323 Permit # (s): 006-072 Original: [] Revised: Air Temperature: Weather Product: Supplier Ticket Number : MixDesign ID : 86°F Sunny Concrete Cadman 649780 551081R Sample Temp. ! Initial Storage Temp. (ASTM 01064) (ASTM C31) 75°F NR Water/Cement Ratio:1 0.488 FIELD DATA ASTM C31 and C172 Actual Entrained Air (ASTM C231) NR 1 Slump (ASTM C143) 1 7" Placement Location and Notes: Sample(s) Rec'd: 07/01/06 !Mix Proportions: Ingredient Weight (per cu.yd) Coarse Aggregate 3/4" 1,521.0 lbs Coarse Aggregate 3/8" 400.0 lbs Fine Aggregate 1,398.0 lbs Water 252.0 lbs Fly Ash 77.0 lbs Cement—Type I & II 439.0 lbs HRWRA 13.4 oz MRWRA 21.3 oz Delvo 24.3 oz Required Strength (f c): 4000 psi 28 days Set VI: Slab on grade with grade beams and tie beams at building lines: A -N/1-2.5. Cast at 430 cubic yards at 10:30am. NOTE: 4,000 psi required due to the shear walls will be constructed on top of the slab. Date Made Sample # 06/30/06 [ 06/30/06 1 06/30/06 Remarks: 0055 [ 0055 0055 0055 Lab * 4615 4616 4617 4618 COMPRESSION TEST RESULTS (ASTM C39, C1231, and C617 when applicable) Date Tested Age Size (in) Load (lbs) Dia (in) 07/07/06 07/28/06 07/28/06 07/28/06 7 28 28 28 4x6 4x8 r 4x8 4x8 Inspector(s): Robinson, T. Le, a. Tested by: Le, O. 49160 4.01 0.00 0.00 0.00 Surface Strength (psi) Failure Code 12.63 0.00 0.00 0.00 Reviewed by: 3890 NA NA NA NA • • Dennis Sanborn Branch Manager NOTES: Failure descriptions for samples tested with neoprene pads are not required per ASTM Std. All testing performed in accordance with applicable ASTM's except C-31, 10.1.2 - "recording field temperature 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 H150, Rav 3, 7-0 1 1 Slump (ASTM C143) I 07/07/06 j 0054 j RECEIVED MAYES TESTING ENGINEERS, INC lJUL 1 3 20u3 MMUNITY CONCRETE LABORATORY TESfCORET Project Name: Site Address: Client Engineer: Contractor Southcenter Mall Parking Garage A 633 Southcenter Mall Blvd Tukwila, WA Westfield America - WA Coughlin Porter Lundeen JTM Construction Tacoma 10029 S. Tacoma Way Suite E-2 Tacoma WA 98499 ph 253.584.3720 fax 253.584.3707 Project No: T6100 Issued on: 07/10/06 Sample Set ID: 11322 Permit # (s): D06-072 Original: Ei Revised: fl Air Temperature: Weather. Product Supplier. Ticket Number : MixDesign ID : Sample Temp. (ASTM C1084) 82°F Sunny Concrete Cadman 649737 551081R 74°F Water/Cement Ratil 0.485 Initial Storage Temp. (ASTM C31) NR 7" LPlacement Location and Notes: FIELD DATA ASTM C31 and C172 Actual Entrained Air (ASTM C231) NR Sample(s) Recd: 07/01/06 Mix Proportions: Ingredient Coarse Aggregate 3/4" Coarse Aggregate 3/8" Fine Aggregate Water Fly Ash Cement—Type 1 & Il HRWRA MRWRA Delvo Required Strength (Pc): 4000 psi 012 28 days Weight (per cu.yd) 1,522.0 lbs 400.0 lbs 1,399.0 lbs 251.0 lbs 78.0 lbs 440.0 lbs 13.4 oz 21.4 oz 24.1 oz Set V: Slab on grade with grade beams and tie beams at building lines: A -N/1-2.5. Cast at 345 cubic yards at 9:25am. NOTE: 4,000 psi required due to the shear walls will be constructed on top of the slab. Date Made Sample a Lab * [oo6130106 06/30/06 06/30/06 06/30/06 Remarks: 0054 0054 0054 4611 4612 4613 4614 COMPRESSION TEST RESULTS (ASTM C39, C1231, and C617 when applicable) Date Tested Age Size (in) Load (lbs) Dia (in) 07/28/06 07/28/06 07/28/06 [ 28 28 28 4x8 4x8 1 4x8 4x8 Inspector(s): Robinson, T. Le, Q. Tested by: Le, Q. [ 48520 '4.01 I 0.00 0.00 0.00 Surface 12.63 0.00 0.00 0.00 Reviewed by: Strength (psi) Failure Code 3840 NA NA NA NA s Sanborn Branch Manager NOTES: Failure descriptions for samples tested with neoprene pads are not required per ASTM Std. All testing performed in accordance with applicable ASTON') except C-31, 10.1.2 -'recording field temperature Information in this report applies only to the actual samples tested and shall not be reproduced without the approval of Mayes Testing Engineers. Inc. PATE Pam 1150, Rev 3, 7.0 Sample Temp. I (ASTM C1064) -MAYES TESTING ENGINEERS, INC RECEIVED Project Name: Site Address: Client Engineer: Contractor. CONCRETE LABORATORY TEST IiI413 2tia5 COMMUNITY Southcenter Mall Parking Garage A 633 Southcenter Mall Blvd Tukwila, WA Westfield America - WA Coughlin Porter Lundeen JTM Construction Date tc No Issued on: Sample Set ID: Tacoma 10029 S. Tacoma Way Suite E-2 Tacoma WA 98499 Ph 253.584.3720 fax 251584.3707 T6100 07/10/06 11321 Permit # (s): D06-072 Original: WI Revised: L Air Temperature: Weather: Product Supplier. Ticket Number : MixDesign ID : 75°F Sunny Concrete Cadman 649678 551081 R IInitial Storage Temp. (ASTM C31) 78°F Water/Cement Ratio: 0.488 11 NR Slump (ASTM C143) 6.75" Placement Location and Notes: FIELD DATA ASTM C31 and C1T2 Actual Entrained Air (ASTM C231) 1 NR Sample(s) Rec'd: 07/01/06 IMix Proportions: Ingredient Weight (per cu.yd) Coarse Aggregate 3/4" 1,521.0 lbs Coarse Aggregate 3/8" 396.0 lbs Fine Aggregate 1,402.0 lbs Water 252.0 lbs Fly Ash 77.0 lbs Cement—Type 1 & 11 439.0 lbs HRWRA 13.4 oz MRWRA 21.4 oz Delvo 24.1 oz Required Strength (fc): 4000 psi @ 28 days Set IV: Slab on grade with grade beams and tie beams at building lines: A -N/1-2.5. Cast at 230 cubic yards at 8am. NOTE: 4,000 psi required due to the shear walls will be constructed on top of the slab. Date Made Sample * Lab * 4607 4608 1 4609 4610 Remarks: 06/30/06 06/30/06 , 06/30/06 06/30/06 0053 0053 0053 0053 COMPRESSION TEST RESULTS (ASTM C39, C1231, and C617 when applicable) Date Tested Age Size (in) Load (lbs) Dia (in) Surface Strength (pet) Failure Code 07/07/06 07/28/06 07/28/06 L 07/28/06 r7 28 28 28 4x8 4x8 4x8 4x8 Inspector(s): Robinson, T. Le, Q. Tested by: Le, Q. 51060 1 4.01 0.00 0.00 0.00 12.63 0.00 1 0.00 0.00 Reviewed by: 4040 NA NA NA NA Derma Sanborn Branch Manager NOTES: Failure descriptions for samples tested with neoprene pads are not required per ASTM Std. All testing performed in accordance with applicable ASTM's except C-31, 10.1.2 - "recording field temperature Information in this report applies only to the actual samples tested and shall not be reproduced without the approval of Mayes Testing Engineers, Inc. PATE Form 1150, Rev 3, 7-0 1 Water/Cement Ratio:1 MAYES TESTING ENGINEERS, INCRECELVED CONCRETE LABORATORY TEST R 4 ORiF DEV vt'at+lslT Project Name: Site Address: Client: Engineer. Contractor: Southcenter Mall Parking Garage A 633 Southcenter Mall Blvd Tukwila, WA Westfield America - WA Coughlin Porter Lundeen JTM Construction Tacoma 10029 S. Tacoma Way Suite E-2 Tacoma WA 98499 Ph 253.584.3720 fax 253.584.3707 Project No: T6100 Issued on: 07/10/06 Sample Set ID: 11320 Permit # (s): D06-072 Original: Revised: Air Temperature: Weather. Product Supplier: Ticket Number : MixDesign ID : 80°F Sunny Concrete Cadman 649679 581081R Sample Temp. (ASTM C1084) 74°F 0.435 Initial Storage Temp. (ASTM C31) NR Slump (ASTM C143) 4.5" Placement Location and Notes:1 FIELD DATA ASTM C3t and C172 Actual Entrained Air (ASTM C231) 1 NR Sample(s) Rec'd: 07/01/06 IMix Proportions: Ingredient Coarse Aggregate 3/4" Coarse Aggregate 3/8" Water Fly Ash Cement—Type I & II HRWRA MRWRA Required Strength (f c): 4000 psi fg 28 days Set III: Ramp wall at lines: L -M/3, 4; L/3-4. Columns (level 1-2) at lines N/5; M.8/6. Cast at 6 cubic yards at 8:20am. Weight (per cu.yd) 1,468.0 Ibs 470.0 lbs 237.0 Ibs 76.0 Ibs 469.0 lbs 13.3 oz 20.5 oz Date Made Sample 1 0052 06/30/06 06/30/06 06/30/06 06/30/06 Remarks: 0052 0052 r 0052 Lab* 4603 4604 i 4605 4606 COMPRESSION TEST RESULTS (ASTM C39, C1231, and C617 when applicable) Date Tested Age Size (in) Load (Ibs) Dia (in) Surface Strength (psi) Failure Code 07/07/06 07/28/06 07/28/06 07/28/06 7 28 28 28 4x8 4x8 4x8 4x8 Inspector(s): Robinson, T. Le, Q. Tested by: Le, Q. 62170 4.01 12.63 P0� L0.00 0.00 0.00 0.00 0.00 Reviewed by• 4920 NA NA NA NA nnis Sanbom Branch Manager NOTES: Failure descriptions for samples tested with neoprene pads are not required per ASTM Std. All testing performed in accordance with applicable ASTM's except C-31, 10.1.2 - "recording field temperature Information in this report applies only to the actual samples tested and shall not be reproduced without the approval of Mayes Testing Engineers, Inc. PATE Form /150, Rev 3. 7-0 1 Entrained Air 1 (ASTM C231) Water/Cement Ratio: I MAYES TESTING ENGINEERS, INC RECEIVED I jUL 12, lOdS CONCRETE LABORATORY TESTAVVAT Project Name: Site Address: Client Engineer Contractor. Southcenter Mall Parking Garage A Project No: 633 Southcenter Mall Blvd Tukwila, WA Westfield America - WA Coughlin Porter Lundeen JTM Construction Tacoma 10029 S. Tacoma way Suite E-2 Tacoma WA 98499 ph 253.584.3720 fax 253.584.3707 T6100 Issued on: 07/10/06 Sample Set ID: 11319 Permit # (s): D06-072 Original: Revised: ❑ Air Temperature: Weather Product: Supplier Ticket Number : MixDesign ID : Sample Temp. (ASTM C1064) 74°F Sunny Concrete Cadman 649646 551081 R 74°F 0.488 Initial Storage Temp. (ASTM C31) NR Slump (ASTM C143) 7.25" [Placement Location and Notes:1 FIELD DATA ASTM C31 and C172 Actual NR Sample(s) Recd: 07/01/06 1 Mix Proportions: ingredient Coarse Aggregate 3/4" Coarse Aggregate 3/8" Fine Aggregate Water Fly Ash Cement—Type I & It HRWRA MRWRA Delvo Required Strength (fc): 4000 psi @ 28 days Weight (per cu.yd) 1,521.0 Ibs 396.0 Ibs 1,402.0 Ibs 252.0 Ibs 77.0 Ibs 439.0 Ibs 13.4 oz 21.4 oz 24.1 oz Set II: Slab on grade with grade beams and tie beams at building lines: A -N/1-2.5. Cast at 168 cubic yards at 7:20am. NOTE: 4,000 psi required due to the shear walls will be constructed on top of the slab. Date Made Sample # 0051 0051 0051 0051 Remarks: 06/30/06 06/30/06 06/30/06 06/30/06 Labe 4599 COMPRESSION TEST RESULTS (ASTM C39, C1231, and C617 when applicable) Date Tested Age Size (in) Load (lbs) Dia (in) Surface Strength (psi) Failure Code 07/07/06 4600 11 07/28/06 4601 4602 07/28/06 07/28/06 7 28 28 28 4x8 4x8 4x8 4x8 Inspector(s): Robinson, T. Le, Q. Tested by: Le, Q. 43710 4.01 0.00 0.00 0.00 12.63 0.00 0.00 0.00 3460 NA NA NA NA " NOTES: Failure descriptions for samples tested with neoprene pads are not required per ASTM Std. All testing performed in accordance with applicable ASTM'$ except C-31, 10.1.2 - "recording field temperature Information in this report applies only to the actual samples tested and shall not be reproduced without the approval of Mayes Testing Engineers, Inc. UTE Farm 0150, Rev 3, 7-0 Placement Location and Notes:1 0050 1 0.00 MAYES TESTING ENGINEERS, /NLRECENED Project Name: Site Address: Client Engineer Contractor CONCRETE LABORATORY TEST •+4;t?,r.;,;' , -13t'� Southcenter Mall Parking Garage A 633 Southcenter Mal! Blvd Tukwila, WA Westfield America - WA Coughlin Porter Lundeen JTM Construction Tacoma 10029 S. Tacoma Wav Suite E-2 Tacoma WA 98499 ph 253.584.3720 fax 253.584.3707 Project No: T6100 Issued on: 07/10/06 Sample Set ID: 11318 Permit # (s): D06-072 Original: Revised: [� Air Temperature: Weather. Product: Supplier. Ticket Number : MixDesign ID : 63°F Sunny Concrete Cadman 649620 551081R Sample Temp. (ASTM C1064) 74°F Water/Cement Ratio: 0.485 Initial Storage Temp. j (ASTM C31) li NR Slump (ASTM C143)) 7" FIELD DATA ASTM C31 and C172 Actual Entrained Air (ASTM C231) NR Sample(s) Rec'd: 1 07/01/06 IMix Proportions: Ingredient Weight (per cu.yd) Coarse Aggregate 3/4" 1,523.0 lbs Coarse Aggregate 318" 400.0 lbs Fine Aggregate 1,400.0 lbs Water 251.0 lbs Fly Ash 78.0 lbs Cement—Type 1 & Ii 439.0 lbs HRWRA 21.3 oz MRWRA 21.4 oz Delvo 24.1 oz Required Strength (tic): 4000 psi 28 days Set 1: Slab on grade with grade beams and tie beams at building lines: A -N/1-2.5. Cast at 74 cubic yards at 6:15am. NOTE: 4,000 psi required due to the shear walls will be constructed on top of the slab. Date Made Sample 4 06/30/06 06/30/06 06/30/06 06/30/06 Remarks: 0050 0050 0050 Lab # 4595 4596 4597 4598 COMPRESSION TEST RESULTS (ASTM C39, C1231, and C617 when applicable) Date Tested Age Size (in) Load (lbs) Dia (in) 07/07/06 07/28/06 07/28/06 07/28/06 7 28 28 28 4x8 4x8 4x8 4x8 Inspector(s): Robinson, T. Le, Q. Tested by: Le, Q. 44060 4.00 0.00 0.00 Surface Strength (psi) Failure Code 12.57 0.00 I 0.00 0.00 Reviewed by: 3510 j NA NA NA NA D FIs Sanbom Branch Manager NOTES: Failure descriptions for samples tested with neoprene pads are not required per ASTM Std. All testing performed in accordance with applicable ASTM's except C-31, 10.1.2 - "recording field temperature 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 1 Initial Storage Temp. (ASTM C31) MAYES TESTING ENGINEERS, INC RECEIVED Project Name: Site Address: Client Engineer. Contractor. 'JUL 13 2006 CONCRETE LABORATORY TEST RqRalgrrY DE=VELOPM NT Project No: Issued on: Sample Set ID: Southcenter Mall Parking Garage A 633 Southcenter Mall Blvd Tukwila, WA Westfield America - WA Coughlin Porter Lundeen JTM Construction Tacoma 10029 S. Tacoma Way Suite E-2 Tacoma WA 98499 ph 253.584.3720 fax 253.584.3707 T6100 07/10/06 11155 Permit # (s): 006-072 Original: WI Revised: LJ Air Temperature: Weather Product Supplier. Ticket Number : MixDesign ID : Sample Temp. (ASTM C1064) 56°F Cloudy Concrete Cadman 643811 551083 67°F Water/Cement Ratio: 0.458 1 NR Slump (ASTM C143)' 6" Placement Location and Notes: i FIELD DATA ASTM C31 and C172 { Design 1 Entrained Air (ASTM C231) 3.9% Sample(s) Rec'd: 06/10/06 IMix Proportions: ingredient Coarse Aggregate 3/4" Coarse Aggregate 3/8" Fine Aggregate Water Fly Ash Cement—Type I & II Glen 3030 MRWRA NE Admix Required Strength (f c): 4000 psi @ 28 days Weight (per cu.yd) 1,208.0 697.0 1,288.0 240.0 84.0 440.0 10.0 18.6 2.2 lbs lbs lbs lbs lbs lbs oz oz oz Set III: Slab on grade at building lines: A -D/4.8-6; D-615.2-6. Cast at 200 cubic yards at 9:30 am. Note: 4000 psi required due to the shearwalls will be constructed on top of the slab and 4000 is required for the shearwalls from the footing up. Date Made Sample 0 Lab # 06/09/06 06/09/06 06/09/06 06/09/06 0032 0032 0032 0032 3883 3884 j 3885 3886 COMPRESSION TEST RESULTS (ASTM C39, C1231, and C617 when applicable) Date Tested Age Size (in) Load (lbs) Dia (in) Surface Strength (psi) Failure Code 06/13/06 07/07/06 07/07/06 07/07/06 28 28 28 4x8 4x8 4x8 4x8. 5355 11 4.00 571.01 63580 63470 62770 4.00 4.00 12.57 12.57 12.57 12.57 Remarks: MTE Insp. Tom R. Called for an early break on the 7 -day cyl. (6/13 MG /ME) Inspector(s): Robinson, T. Reviewed by: Tested by: Le, Q. 2810 5060 5050 5000 NA NA NA NA w anbom Branch Manager NOTES: Failure descriptions for samples tested with neoprene pads are not required per ASTM Std. All testing performed In accordance with applicable ASTM's except C-31, 10.1.2 - "recording field temperature 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 C50. Rev 3.7-0 1 1 1 Slump (ASTM C143) IL Placement Location and Notes: II 06/09/061 07/07/06 ;! 4x8 J MAYES TESTING ENGINEERS, INC Project Name: Site Address: Client Engineer. Contractor RECEIVE JUL 13 MO t:IVIr11141:. li 1 , CONCRETE LABORATORY TEST Z ) T • Southcenter Mall Parking Garage A 633 Southcenter Mall Blvd Tukwila, WA Westfield America - WA Coughlin Porter Lundeen JTM Construction Tacoma 10029 S. Tacoma Way Suite E-2 Tacoma WA 98499 ph 253.584.3720 fax 253.584.3707 Project No: T6100 Issued on: 07/10/06 Sample Set ID: 11154 Permit # (s): 006-072 Original: WI Revised: ❑ Air Temperature: 55°F Weather. Product Supplier: Ticket Number : MixDesign ID : Sample Temp. (ASTM C1064) Cloudy Concrete Cadman 643705 551083 68°F Water/Cement Ratio: 0.458 Initial Storage Temp. (ASTM C31) NR 5 1/2" FIELD DATA ASTM C31 and C172 i Design Entrained Air (ASTM C231) 3.8% Sample(s) Rec'd: 06/10/06 Mix Proportions: Ingredient Coarse Aggregate 3/4" Coarse Aggregate 3/8" Fine Aggregate Water Fly Ash Cement—Type 1& 11 Glen 3030 MRWRA A/E Admix Required Strength (Tc): 4000 psi @i 28 days Weight (per cu.yd) 1,208.0 lbs 700.0 lbs 1,285.0 lbs 239.0 lbs 82.0 lbs 440.0 lbs 9.9 oz 18.2 oz 2.2 oz Set Il: Slab on grade at building lines: A -D/4.8-6; D -G/5.2-6. Cast at 112 cubic yards at 7:20 am. Note: 4000 psi required due to the shearwalls will be constructed on top of the slab and 4000 is required for the shearwails from the footing up. Date Made Sample * Lab # 06/09/06 06/09/06 06/09/06 0031 0031 0031 1 0031 COMPRESSION TEST RESULTS (ASTM C39, C1231, and C617 when applicable) Date Tested Age Size (in) Load (lbs) Dia (In) Surface Strength (psi) Failure Code F 3879 1 06/16/06 7 4 x 8 50515 4.02 12.69 3980 3880 3881 3882 07/07/06 07/07/06 28 28 28 4x8 4x8 70640 74590 70560 4.00 4.00 4.00 Remarks: Reviewed Inspector(s): Robinson, T. Tested by: Le, Q. 12.57 12.57 12.57 5620 5940 5610 NA NA NA _ • s Sanbom Branch Manager NOTES: Failure descriptions for samples tested with neoprene pads are not required per ASTM Std. All testing performed in accordance with applicable ASTM's except C-31, 10.1.2 - "recording field temperature Information in this report applies only to the actual samples tested and shall not be reproduced without the approval of Mayes Testing Engineers, Inc. UTE Form 0150, Rev 3, 7-0 MAYES TESTING ENGINEERS, INC. RECEIVED JUL 11 2006 MTE NO: T6100 PROJECT: SOUTHCENTER MALL PARKING GARAGE A Address: 633 Southcenter Mali Blvd Tukwila, WA PERMIT NO: D06-072 Page 43 Owner: Architect: Engineer Contractor: Date: Weather: Inspection: Samples: Westfield America FSI Architects Coughlin Porter Lundeen JTM Construction 7-5-06 Cloudy Resteel (4)4x8" COMMUNITY DEVELOPMENT Everett Office 917 -134th Street SW Sufle A-1 Everett, WA 98204 ph 425.742.9360 fax 425.745.1737 Tacoma Office 10029 S. Tacoma Way Suite E-2 Tacoma, WA 98499 ph 253.584.3720 fax 253.584.3707 Portland Office 7911 NE 33rd Drive Suite 190 Portland, OR 97211 ph 503.281.7515 tax 503.281.7579 MTE inspector arrived on site to perform final inspection of resteel, observed and sampled 18 cubic yards (assisted by Inspector Ferrell -Wyman), Cadman Concrete Mix#581081R (4,000 psi) for columns (level 1-2) at building lines: C, D16; B, C, D15; J14; H, J/3. Resteel is acceptable. Concrete was properly mechanically consolidated. Cast one set of 4 x 8" cylinders. Test results: Slump 6". Inspector Robinson observed completion of patch repairs of rock pockets at base of columns (Level 1-2) at building lines: K, L, M, and N/3, 4. Rock pockets have been chipped back to solid concrete, the required bonding agent applied, then dry pack grout mix applied to make the repair. Prior to the dry pack application the area in question on each column was inspected. At these areas there was no indication that the rock pocket extended around or behind the column resteel. Inspector Robinson spoke with Mike (JTM Superintendent) concerning the backfilling of the slab on grade area of the ramp at building lines: J -N13-4. Previously backfill of this area was stopped due to the requirement of note 2 on detail 10/S3.5. Backfilling of this area will resume as the Structural Engineer has approved it as long as the Ramp Wall is shored. The formwork at this wall has been left in place and 4" x 6" shores were installed. To the best of our knowledge, items inspected this date are in accordance with approved plans and specifications. Reviewed by: cc: Patrick Burns, Westfield America Mike Napolitano, JTM Construction Martin O'Leary, JTM Construction Troy McOmber, FSI Architects James E. Coughlin, Coughlin Porter Lundeen Dave Larson, City of Tukwila INSPECTORS: Tom Robinson Ron Ferrell -Wyman 1,1. TriT nis Sanborn, Branch Manager MAYES TESTING ENGINEERS, INC. RECEivEp JUL 11 2806 MTE NO: T6100 DQcos, pb PROJECT: SOUTHCENTER MALL PARKING GARAGE A Address: 633 Southcenter Mall Blvd Tukwila, WA PERMIT NO: D06-072 Page 42 Owner: Westfield America Architect: FSI Architects Engineer: Coughlin Porter Lundeen Contractor: JTM Construction Date: 7-3-06 Weather: Partly Cloudy Inspection: Resteel Samples: N/A Everett Office 917 -134th Street SW Suite A-1 Everett, WA 98204 ph 425.742.9360 lax 425.745.1737 Tacoma Office 10029 S. Tacoma Way Suite E-2 Tacoma, WA 98499 ph 253.584.3720 fax 253.584.3707 Portland Office 7911 NE 33rd Drive Suite 190 Portland, OR 97211 ph 503.281.7515 fax 503.281.7579 MTE inspector arrived on site to perform inspection of resteel for shear walls (level 1-2) at building lines: N4.8-5.3; A -B/6. Resteel has been completed and is acceptable. Need to check clearances prior to the placement of concrete. Performed inspection of resteel for columns (level 1-2) at building lines: C, D16; B, C, D/5; J14. Resteel has been completed and is acceptable. Need to check clearances prior to the concrete placement. PRELIMINARY: INSPECTOR: Tom Robinson Reviewed by: � nis Sanborn, Branch Manager cc: Patrick Burns, Westfield America Mike Napolitano, JTM Construction Martin O'Leary, JTM Construction Troy McOmber, FSI Architects James E. Coughlin, Coughlin Porter Lundeen Dave Larson, City of Tukwila 43590 # MAYES TESTING ENGINEERS, INC Project Name: Site Address: Client Engineer. Contractor. RFCEIV JU EOac oma 10029 S. Tacoma Way 11006 Suite E-2 Tacoma WA 98499 �� O i r rax 225533.584.5843.3;0270 CONCRETE LABORATORY TEST REPORT Southcenter Mali Parking Garage A 633 Southcenter Mall Blvd Tukwila, WA Westfield America - WA Coughlin Porter Lundeen JTM Construction Project No: T6100 Issued on: 07/05/06 Sample Set ID: 11293 Permit # (s): D06-072 Original: Revised: ❑ Air Temperature: Weather: Product: Supplier: Ticket Number : MixDesign ID : 80°F Sunny Concrete Cadman 648604 581081R FIELD DATA ASTM C31 and C172 Actual I Mix Proportions: Ingredient Weight (per cu.yd) Coarse Aggregate 314" 1,522.0 Ibs Coarse Aggregate 3/8" 398.0 Ibs Fine Aggregate 1,404.0 ibs Water 254.0 Ibs Fly Ash 77.0 Ibs Cement—Type 1 439.0 ibs HRWRA 13.2 oz MRWRA 21.5 oz STemp. Init ai I STemp. J Entrained (ASTampleM C1064) [ (ASTMtorage C31) i (ASTM C231Air) 77°F NR NR 1 Water/Cement Ratio: [ Slump (ASTM C143) I Sample(s) Rec'd: 0.492 7" 06/28/06 Placement Location and Notes: j Required Strength (fc): 4000 psi ft 28 days Set 1: Slab on grade at building lines: M -N/5-6 cast at 10:30am at 15 cubic yards. Date Made Sample #r 06/27/06 06/27/06 106/27/06 06/27/06 7/06 Remarks: 0048 00487 0048 0048 COMPRESSION TEST RESULTS (ASTM C39, C1231, and C617 when applicable) Load (Ibs) Dia (in) Lab * Date Tested Age Size (in) 4488 4489 4490 07/04/06 07/25/06 07/25/067 I 4491 1 { 07/25/06 28 28 28 4x8 4x8 4x8 4x8 1 Inspector(s): Robinson, T. Tested by: Gallington, W. 14.01 Surface 12.63 L O.00iI 0.00 I 0.00 0.00 0.00 O.OD f Strength (psi) Failure Code 3450 71 NA " NA NA NA • w w De '*-R` Sanborn Branch Manager NOTES: Failure descriptions for samples tested with neoprene pads are not required per ASTM Std. All testing performed in accordance with applicable ASTM's except C-31, 10.1.2 - "recording field temperature Information in this report applies only to the actual samples tested and shalt not be reproduced without the approval of Mayes Testing Engineers. Inc. MTE Form 1150, Rev 3, 7-0 MAYES � TESTING ENGINEERS INC c 1 1006 o "'MUNE .. ,e-''. 7-,w__, COpb T CONCRETE LABORATORY TEST REPORT Project Name: Site Address: Client: Engineer Contractor. Southcenter Mall Parking Garage A 633 Southcenter Mall Blvd Tukwila, WA Westfield America - WA Coughlin Porter Lundeen JTM Construction Project No: Issued on: Sample Set ID: Tacoma 10029 S. Tacoma Wav Suite E-2 Tacoma WA 98499 ph 253.584.3720 fax 253.584.3707 T6100 07/05/06 11294 Permit # (s): D06-072 Original: R/ Revised: Air Temperature: Weather: Product: Supplier: Ticket Number : MixDesign ID : 90°F Sunny Concrete Cadman 648733 631081 R Sample Temp. (ASTM C1064) 76°F FIELD DATA ASTM C31 and C172 Actual ',initial Storage Temp. Entrained Air (ASTM C31) (ASTM C231) NR NR Slump (ASTM C143) IL Sample(s) Recd: Water/Cement Ratio:1 0.389 6.5" 06/28/06 Placement Location and Notes: IMix Proportions: ingredient Weight (per cu.yd) Coarse Aggregate 3/4" 1,468.0 lbs Coarse Aggregate 3/8" 425.0 lbs Fine Aggregate 1,383.0 lbs Water 234.0 lbs Fly Ash 87.0 lbs Cement—Type I 514.0 lbs HRWRA 10.5 oz MRWRA 28.4 oz Required Strength (re): 5000 psi 28 days Set It: Shearwall (level 1-2) at building lines: G -J/6. Columns (level 1-2) at building lines: E, F15, E, F, K, and U6. Cast at 2pm at 25 cubic yards. Added 10 gallons of water on site of 18 available. Date Made Sample If 0049 0049 0049 0049 Remarks: 06/27/06 06/27/06 06/27/06 06/27/06 COMPRESSION TEST RESULTS (ASTM C39, C1231, and C617 when applicable) Lab At Date Tested Age Size (in) Load (lbs) Dia (in) 4492 f 4493 07/04/06 07/25/06 7 28 4494 07/25/061j8 4495 07/25/06 28 1 Inspector(s): Robinson, T. Tested by: Gallington, W. 4x8] 4x8 4x8 4x8 56320 4.01 0.00 0.00 0.00 Surface Strength (psi) Failure Code 12.63 0.00 0.00 0.00 Reviewed by: 4460 NA NA NA NA Sanborn Branch Manager NOTES: Failure descriptions for samples tested with neoprene pads are not required per ASTM Std. All testing performed in accordance with applicable ASTM's except C-31, 10.12 - "recording field temperature Infatuation 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 0.00 1 MAYES TESTING ENGINEERS, INC Project Name: Site Address: Client Engineer: Contractor: CONCRETE LABORATORY TEST REPORT Southcenter Mali Parking Garage A 633 Southcenter Mall Blvd Tukwila, WA Westfield America - WA Coughlin Porter Lundeen JIM Construction Project No: Issued on: Sample Set ID: Permit # (s): Original: Revised: 0 Tacoma 10029 S. Tacoma Wav Suite E-2 Tacoma WA 98499 Ph 253.584.3720 fax 253.584.3707 T6100 07/05/06 11324 Air Temperature: Weather. Product: Supplier. Ticket Number : MixDesign ID : 86°F Sunny Concrete Cadman 649845 551081R FIELD DATA ASTM C31 and C172 Actual Sample Temp. Initial Storage Temp. r Entrained Air (ASTM C1064) L (ASTM C31) 1 (ASTM C231) 75°F NR NR Water/Cement Ratio: p Slump (ASTM C143) 1 ! Sample(s) Rec'd: 0.489 7 1/4" -Placement Location and Notes: I 07/01/06 1 Mix Proportions: Ingredient Coarse Aggregate 314" Coarse Aggregate 3/8" Fine Aggregate Water Fly Ash Cement—Type I & II HRWRA MRWRA Delvo Required Strength (fc): 4000 psi IM 28 days Weight (per cu.yd) 1,521.0 lbs 401.0 lbs 1,399.0 lbs 252.0 lbs 77.0 lbs 438.0 lbs 13.2 oz 21.4 oz 11.9 oz Set VII: Slab on grade with grade beams and tie beams at building lines: A -N/1-2.5. Cast at 504 cubic yards at 11:40 am. Note: 4000 PSI required due to the shearwalls will be constructed on top of the slab. Date Made Sample * Lab 5 J 06/30/06 f 06/30/09 06/30/06 06/30/06 06/30/06 06/30/06 Remarks: /0056 -FC 0056-FCJ ( 0056 0056 0056 0056 4660 4661 4619 4620 4621 4622 COMPRESSION TEST RESULTS (ASTM C39, C1231, and C617 when applicable) Date Tested Age Size (in) Load (lbs) Dia (in) 07/03/06 07/03/09 07/07/06 3 3 7 i 07/28/060 Lau 07/28/06 28 1 07/28/06 28 4x8_J 4x8 4x8 4x8 �4x8J 4x8 Inspector(s): Robinson, T. Le, Q. Tested by: Gallington, W. 33615 , 4,02 0.00 0.00 0.00 0.00 0.00 Surface Strength (psi) Failure Code 12.69 0.00 0.00 0.00 0.00 2650 1 NA 7" NA NA NA NA NA Sanborn Branch Manager NOTES: Failure descriptions for samples tested with neoprene pads are not required per ASTM Std. All testing performed in accordance with applicable ASTM's except C-31, 10.1.2 - "recording field temperature 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 e150, Rev 3, 7-0 Sample Temp. (ASTM C1064) 1i Initial Storage Temp. I (ASTM C31) MAYES TESTING ENGINEERS, INC Project Name: Site Address: Client Engineer: Contractor Tacoma CUU5 10029 S. Tacoma Way Fp ,f r aacomEa WA 98499 �r f ph 253.584.3720 CONCRETE LABORATORY TEST REPORT t 253.584.3707 Southcenter Mall Parking Garage A 633 Southcenter Mall Blvd Tukwila, WA Westfield America - WA Coughlin Porter Lundeen JTM Construction Project No: T6100 Issued on: 07/07/06 Sample Set ID: 11145 Permit # (s): 006-072 Original: Wi Revised: n Air Temperature: Weather. Product: Supplier. Ticket Number : MixDesign ID : 58°F Cloudy Grout Stoneway 666097 10000 74°F NR Water/Cement Ratio: 1 C Slump (ASTM C143) 0.380 flowable "Placement Location and Notes: FIELD DATA ASTM C39 and C109 Actual =ir NR Sample(s) Recd: 06/09/06 Mix Proportions: Ingredient Weight (per cu.yd) Fine Aggregate 2,310.0 lbs Water 356.0 lbs Cement—Type I & Il 936.0 lbs HRWRA 38.0 oz ADVA 9.4 oz Required Strength (f c): 4000 psi 28 days Garage A augercast replacement piles numbers: A54R at lines K14, A72R at lines J/3, A9OR at lines F/2, A92R at lines 0/2, A67R at lines D/3. Skybridge piles Al and A2 at approximate lines: 5' north of N11, 1.2 cubic yards cast at Pile A9OR at 8:30 am. Added 80 of 99 gallons allowable added on site. Data Made Sample* Lab # 06/08/o6J 06/08/06 06/08/06 Remarks: 0029 0029 0029 3846 3847 3848 COMPRESSION TEST RESULTS (ASTM C39, C1231, and C617 when applicable) Date Tested Age Size (in) Load (lbs) Dia (in) Surface Strength (psi) Failure Code 06/15/06 07/06/06 07/06/06 7 28 28 Inspector(s): Robinson, T. Tested by: Hayes, B. 2x2x2 2x2x2 2x2x2 12700 18115 17990 0.00 0.00 0.00 4.07 4.06 4.02 Reviewed by: 3120 4460 Type 3 Type2 , w De Sanborn Branch Manager NOTES: Failure descriptions for samples tested with neoprene pads are not required per ASTM Std. All testing performed in accordance with applicable ASTM's except C-31, 10.1.2 - "recording field temperature 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 00150. Rev 3.1-0 MAYES TESTING ENGINEERS, INC Project Name: Site Address: Client Engineer: Contractor: RECEIVED JL Tacoma 1 1 2m -0029S Tacoma wav LK/Suitei DTacoma WA E18499 �Norpl aX .5 8.3 270 CONCRETE LABORATORY TEST REPORT Southcenter Mali Parking Garage A 633 Southcenter Mall Blvd Tukwila, WA Westfield America - WA Coughlin Porter Lundeen JTM Construction Project No: T6100 Issued on: 07/05/06 Sample Set ID: 11135 Permit # (s): D06-072 Original: Revised: LI Air Temperature: Weather: Product: Supplier: Ticket Number : MixDesign ID : 69°F Sunny Grout Stoneway 665814 10000 FIELD DATA ASTM C39 and C109 Actual ! Mix Proportions: Ingredient Fine Aggregate Water Cement—Type 1 & II HRWRA ADVA Sample Temp. Initial Storage Temp, Entrained Air (ASTM C1064) J� (ASTM C3T1)I (ASTM C231) I 74°F NR NR Water/Cement Ratio: 0.378 i Slump (ASTM C143) flowable Placement Location and Notes: M Sample(s) Recd: 06/08/06 Required Strength (f c): 4000 psi @ 28 days Weight (per cu.yd) 2,311.0 lbs 356.0 lbs 941.0 lbs 38.0 oz 9.4 oz Garage A augercast replacement piles (on 5 line) numbers: A35R, A36R, A37R, A38R cast at pile A35R at 1:20 pm. 80 fo 99 gallons allowed added on site. COMPRESSION TEST RESULTS (ASTM C39, C1231, and C817 when applicable) Date Made Sample # Lab a Date Tested Age Size (in) Load (lbs) Dia (in) 06/07/06 06/07/06 06/07/06 Remarks: 0028 I( 3802 I 13803 07/05/06 3804 i 107/05/06 0028 r 0028 06/14/06 7 28 Inspector(s): Robinson, T. Tested by: Hayes, B. 28 , 2x2x2 2x2x2 2x2x2 15125 23530 24620 Surface Strength (psi) Faliure Code 0.00_1 4.71 11 3210 0.00 0.00 1 4.20_1 4.60 Reviewed by: 5600 5350 JType 2J' L Ty e 2 Type 2 De is Sanborn Branch Manager NOTES: Failure descriptions for samples tested with neoprene pads are not required per ASTM Std. All testing performed in accordance with applicable ASTM's except C-31, 10.1.2 - "recording field temperature Information In this report applies only to the actual samples tested and shall not be reproduced without the approval of Mayes Testing Engineers, Inc. At MITE Farm %150. Rev 3, 7.0 06/07/061 MAYES TESTING ENGINEERS, INC Project Name: Site Address: Client: Engineer: Contractor RECEIVED IJUL 11 1005 D COiyfMLNi 'o►ryirr CONCRETE LABORATORY TEST REPORT Southcenter Mall Parking Garage A 633 Southcenter Mall Blvd Tukwila, WA Westfield America - WA Coughlin Porter Lundeen JTM Construction Tacoma 10029 S. Tacoma Way Suite E-2 Tacoma WA 98499 Ph 253.584.3720 fax 253.584.3707 Project No: T6100 Issued on: 07/05/06 Sample Set ID: 11134 Permit # (s): D06-072 Original: Revised: Air Temperature: Weather Product: Supplier: Ticket Number : MixDesign ID : Sample Temp. (ASTM C1064) 68°F Sunny Concrete Cadman N643197 551083 Initial Storage Temp. (ASTM C31) 73°F Water/Cement Ratio: 0.473 FIELD DATA ASTM C31 and C172 Design I Entrained Air (ASTM C231) NR { Slump (ASTM C143) 5 1/4" [Placement Location and Notes: 3.9% Sample(s) Rec'd: 06/08/06 Mix Proportions: Ingredient Coarse Aggregate 314" Coarse Aggregate 3/8" Fine Aggregate Water Fly Ash Cement—Type I & II HRWRA NE Admix Required Strength (f c): 3000 psi {§ 28 days Weight (per cu.yd) 1,209.0 Ibs 700.0 Ibs 1,280.0 Ibs 245.0 Ibs 79.0 Ibs 439.0 lbs 18.4 oz 2.2 oz Set II: Pile caps and grade beams at lines: N/1.75-2.2; M.6 -N/1; B, C/2; 115. Cast 100 cubic yards at 12:40 pm. 10 gallons of water added on site. Date Made Sample # 4107106 06/07/06 06/07/06 Remarks: 0027 0027 0027 0027 Lab# COMPRESSION TEST RESULTS (ASTM C39, C1231, and C617when applicable) Date Tested Age Size (in) Load (Ws) Dia (in) Surface Strength (psi) Failure Code 3798 11 06/14/06 3799 3800 07/05/06 1. 07/05/06 1 3801 11 07/05/06 7 28 28 1_ 28 1 Inspector(s): Robinson, T. Tested by: Hayes, B. 4x8 4x8 4x8 4x8 1 4583 1 67265 68645 68145 4.00 4.00 4.00 4.00 12.57 12.57 12.57 12.57 Reviewed by: 3650 5350 5460 5420 NA NA NA 1" NA Dennis Sanborn Branch Manager NOTES: Failure descriptions for samples tested with neoprene pads are not required per ASTM Std. All testing performed in accordance with applicable ASTM's except C-31, 10.1.2 - "recording field temperature 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, T-0 [Water/Cement Ratio:1 Slump (ASTM C143)1 RECEIVED MAYES TESTING ENGINEERS, INC 'JUL 1 2O06 p � O cow/Alia. = �ELOpmEAFT CONCRETE LABORATORY TEST REPORT Project Name: Site Address: Client Engineer. Contractor. Southcenter Mali Parking Garage A 633 Southcenter Mall Blvd Tukwila, WA Westfield America - WA Coughlin Porter Lundeen JTM Construction Tacoma 10029 S. Tacoma Way Suite E-2 Tacoma WA 98499 ph 253.584.3720 fax 253.584.3707 Project No: T6100 Issued on: 07/05/06 Sample Set ID: 11133 Permit # (s): D06-072 Original: Revised: ❑ Air Temperature: Weather: Product: Supplier: Ticket Number : MixDesign ID : 62°F Sunny Concrete Cadman 643010 551083 FIELD DATA ASTM C31 and C172 Design Sample Temp. ! Initial Storage Temp. " Entrained Air (ASTM 01064) (ASTM C31) 1? (ASTM 0231) 70°F NR ` 4.1% Sample(s) Rec'd: 0A53 5" 06/08/06 Required Strength WO: Placement Location and Notes: 3000 psi @ 28 days Set I: Pile caps and grade beams at lines: N/1.75-2.2; M.6 -N/1; B, C/2; L/5. Cast 4 cubic yards at 7:40 am. 15 gallons of water added on site. Mix Proportions: ingredient Coarse Aggregate 3/4" Coarse Aggregate 3/8" Fine Aggregate Water Fly Ash Cement—Type I & II HRWRA AIE Admix Weight (per cu.yd) 1,210.0 lbs 699.0 Ibs 1,277.0 Ibs 234.0 lbs 77.0 Ibs 439.0 lbs 18.1 oz 2.2 oz Date Made Sample # Lab # 06/07/06 06/07/06 0026 0026 f 06/07/06 11 0026] 06/07/06 Remarks: 0026 COMPRESSION TEST RESULTS (ASTM C39, C1231, and C617 when applicable) Date Tested Age Size (in) Load (Ibs) Dia (in) Surface Strength (psi) Failure Code 3794 11 06114/06] 7 4x8] 3795 ; 07/05/06 1 r 28-1 T 4 x 8 l 170955 3798 1L07/05/06 L28� 45460 3797 11 07/05/06 28 Inspector(s): Robinson, T. Tested by: Hayes, B. 4x8 4x8 68480 69335 4.00 1 4.00 4.00 4.00 12.57 12.57] 12.57 1 12.57 Reviewed by: 3620 5650 5450 5520 NA f NA NA NA Dennis Sanborn Branch Manager NOTES: Failure descriptions for samples tested with neoprene pads are not required per ASTM Std. Ail testing performed in accordance with applicable ASTMS except C-31, 10.1.2 - "recording field temperature Information in this report applies any to the actual samples tested and shall not be reproduced without the approval of Mayes Testing Engineers, Inc. UTE Fort /150, Rev 3, 7-0 MAYES TESTING ENGINEERS, INC. MTE NO: PROJECT: Address: RECEIVED JUL 0 6 2006 COMMUNITY T6100 DEVELOPMENT SOUTHCENTER MALL PARKING GARAGE A 633 Southcenter Mall Blvd Tukwila, WA PERMIT NO: D06-072 Page 41 Owner Architect: Engineer: Contractor: Date: Weather: Inspection: Samples: Westfield America FSI Architects Coughlin Porter Lundeen JTM Construction 6-30-06 Sunny Resteel (3) 4 x 8" Everett Office 917 -134th Street SW Suite A -t 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 503281.7579 MTE inspector arrived on site and performed final inspection of resteel and observed concrete placement, Inspector Le monitored and sampled 524 cubic yards of Cadman Concrete Mix #551081R (4,000 psi * See Note) for slab on grade with tie beams and grade beams at building lines: A -N/1-2.5. All items noted on reports dated 6/28/06 and 6/29/06 were completed prior to the concrete placement. Wire mesh was properly pulled up into the fresh concrete. Concrete was properly mechanically consolidated. Cast five sets of four and one set of six 4 x 8" cylinders. Test results: Set#1 Slump 7"; Set #2 Slump 7 %"; Set #4 Slump 6 3/4"; Set #5 Slump 7"; Set #6 Slump 7"; Set #7 Slump 7 1/4". Inspector Robinson performed final inspection of resteel and observed concrete placement, Inspector Le observed and sampled 24 cubic yards of Cadman Concrete Mix #581081R (4,000 psi) for the ramp walls at lines L -M/3, 4; L/3-4; and columns (level 1-2) at building lines: N15, M.8/6. Resteel completed and acceptable. Concrete was properly mechanically consolidated. Cast one set of four 4 x 8" cylinders. Test Results: 4 %' slump (Set #3 cast today). *Note: 4,000 Psi required per Mike (JTM Superintendent) due to slab section being placed thru shearwall section. To the best of our knowledge, items inspected this date are in accordance with approved plans and specifications. cc: Patrick Burns, Westfield America Mike Napolitano, JTM Construction Martin O'Leary, JTM Construction Troy McOmber, FSI Architects James E. Coughlin, Coughlin Porter Lundeen Dave Larson, City of Tukwila Reviewed by: INSPECTORS: Tom Robinson Quang Le e; is Sanborn, Branch Manager MAYES TESTING ENGINEERS, INC. RECEIVED MTE NO: T6100 JUL 0 6 2006 PROJECT: SOUTHCENTER MALL PARKING GARAGEcoNtevagaT Address: 633 Southcenter Mall Blvd Tukwila, WA PERMIT NO: D06-072 Page 40 Owner: Westfield America Architect: FSI Architects Engineer: Coughlin Porter Lundeen Contractor: JTM Construction Date: 6-29-06 Weather: Sunny Inspection: Resteel Samples: N/A Everett Office 917 -134th Street SW Suite A-1 Everett, WA 98204 ph 425.742.9360 fax 425.745.1737 7bcoma 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 Portend, OR 97211 ph 503.281.7515 fax 503281.7579 MTE inspector arrived on site to observe installation of #5 dowels in slab at lines L -M 13, 4 for the Ramp Walls per RFI #37. Holes were drilled to the proper depth, well cleaned then the #5 dowels were installed using Hilti HY-150 Epoxy. Work was completed per RFI # 37. Continued inspection of Slab on Grade w/ Tie Beams and Grade Beams at building lines: A -N/1-2.5. The only item left to complete is the installation of column dowels on 1 line. All other items noted on Inspector Robinson report of 6/28/06 were completed. Performed inspection of resteel for the ramp walls at lines L -M/3, 4; L/3-4. Work in progress. Performed inspection of resteel for Columns (Level 1-2) at building lines: N/5, M.8/6. Resteel completed and acceptable. Need to check clearances prior to concrete placement. To the best of our knowledge, items inspected this date are in accordance with approved plans and specifications. cc: Patrick Burns, Westfield America Mike Napolitano, JTM Construction Martin O'Leary, JTM Construction Troy McOmber, FSI Architects James E. Coughlin, Coughlin Porter Lundeen Dave Larson, City of Tukwila Reviewed by: INSPECTOR: Tom Robinson is Sanborn, Branch Manager MAYES TESTING ENGINEERS, INC RECEIVED MTE NO: PROJECT: Address: PERMIT NO: Page 39 Owner: Architect: Engineer. Contractor: Date: Weather: Inspection: Samples: T6100 `JUL 0 6 2006 COMMUNITY SOUTHCENTER MALL PARKING GARAGXLOPMENT 633 Southcenter Mall Blvd Tukwila, WA D06-072 Westfield America FSI Architects Coughlin Porter Lundeen JTM Construction 6-28-06 Sunny Resteel N/A 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 MTE inspector arrived on site to observe installation of #5 dowels in slab at lines L -M 13, 4 for the Ramp Walls per RFI #37. Work was started but no dowels were installed today. Continued inspection of slab on grade with tie beams and grade beams at building lines: A -N/1-2.5. Items to complete are: 1. Complete installation of wire mesh at lines A -B/1-2. 2. At pile caps the slab dowels need to have rock removed from under them to achieve proper clearance. 3. Complete column dowel installation at various locations. 4. Clean off the top of pile caps. 5. Adjust tie beams for proper clearance. PRELIMINARY: INSPECTOR: Tom Robinson Reviewed by: nis Sanborn, Branch Manager cc: Patrick Bums, Westfield America Mike Napolitano, JTM Construction Martin O'Leary, JTM Construction Troy McOmber, FSI Architects James E. Coughlin, Coughlin Porter Lundeen Dave Larson, City of Tukwila RECEIVED MAYES TESTING ENGINEERS, INC JUL 0 6 1006 COMMUNlry O VELop CONCRETE LABORATORY TEST REPORT Project Name: Site Address: Client: Engineer: Contractor: Southcenter Mall Parking Garage A 633 Southcenter Mall Blvd Tukwila, WA Westfield America - WA Coughlin Porter Lundeen JTM Construction Project No: Issued on: Sample Set ID: Tacoma 10029 S. Tacoma Way Suite E-2 Tacoma WA 98499 ph 253.584.3720 fax 253.584.3707 T6100 07/03/06 11278 Permit # (s): D06-072 Original: ❑�/ Revised: Air Temperature: Weather: Product: Supplier: Ticket Number : MixDesign ID : 80°F Partly Cloudy Concrete Cadman 647893 581081R Sample Temp. Initial Storage Temp. (ASTM C1064) (ASTM C31) 77°F NR Water/Cement Ratio: r dump (ASTM C143) I 0.440 6.5" Placement Location and Notes: FIELD DATA ASTM C31 and C172 Actual Entrained Air (ASTM C231) NR Sample(s) Rec'd: 06/24/06 Mix Proportions: Ingredient Coarse Aggregate 3/4" Coarse Aggregate 3/8" Fine Aggregate Water Fly Ash Cement -Type I & II HRWRA MRWRA Required Strength (f c): 4000 psi @ 28 days Weight (per cu.yd) 1,474.0 lbs 461.0 lbs 1,391.0 lbs 239.0 lbs 75.0 lbs 468.0 lbs 13.0 oz 20.2 oz Columns (level 1-2) at building lines: M/4; H, J, K, L, M/5. Cast at 2:20pm at 3 cubic yards. Added 10 gallons of water of 11 available. Date Made Sample # Lab # 06!23106 j 0047 ] [ 4418 06/23/06 ] [ 0047 i [ 4419 ' 06/23/06 j 0047 COMPRESSION TEST RESULTS (ASTM C39, C1231, and C617 when applicable) Date Tested Age Size (in) Load (lbs) Dia (in) Surface Strength (psi) Failure Code [ 06/30/06 i [7 !! [ 4 x 8 55020;L 4.02 ' ? 12.69 4330 JIA [ 07/21/06 1 F28 ] L 4 x 8 11- 11-0.00 11 0.00 j __11 NA !` --- - II -NA [• [ 4420 ;7/21/06 L 281 4 x 8 i I 0.00 I 0.00 _ 06/23/061[0047J1 4421 I [ 07/21/06 _, L28 ; I_4 x 8 + ] [0.00 i 0.00 �'. _IL NA j. Remarks: Inspector(s): Robinson, T. Tested by: Hayes, B. Reviewed by: D =* Sanborn Branch Manager NOTES: Failure descriptions for samples tested with neoprene pads are not required per ASTM Std. All testing performed in accordance with applicable ASTM's except C-31, 10.1.2 - "recording field temperature 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 N150, Rev 3, 7-0 TO• CASCADE TESTING LABORATORY, INC. TESTING & INSPECTION 12919 N.E. 126TH PLACE KIRKLAND, WASHINGTON 98034 14251 823.9800 EVERETT Rje11%ED COMPRESSION REPORT /V��Y)E 19813 JUL 0 61006 MM Cnu.ckzrE CoU T DcoLMuNI T VD(Dd Lt 1IE WA ciRo72 ATTN• THE FOLLOWING WAS NOTED: FIELD TEST DATA FIELD REPORT No. No. 587 2 DATE IL -2.2.- b (p TIME CERT. NO. Qio c io - Z $ %AIR PROJECT KE t +.1. eLSDN UA-ult CEMENT FACTOR LOCATION S. D°i 1-14 .7 s 46 pvE 6-1A(t 1 .)� CONC BLDG. PERMIT NO. va,or ou S: x;15 OWNER 1ai}t WEATHER et 07550 TEMP. AT AT AM PM ENGINEER /456.0 C.A. ARCHITECT CONTRACTOR Heilcm Court . trulsT1 TRUCK SAMPLED Liao TRUCK TICKET NO. (.0 1950 MIX NO. Lit -S rtii TIME SLUMP ASTM C-143 %AIR UNIT WEIGHT ASTM C-138 YIELD CEMENT FACTOR Ep ASTM C-1064 CONC AIR x;15 44J9I` 1ai}t ZB.z7 07550 f'►tisk le 75. /456.0 C.A. Pi FINE AGG. l+; AIR TEST METHOD: 0 PRESSURE ASTM C-231 OR ❑ VOLUME ASTM C-173 EQUIPMENT USED I.D. SLUMP CONE CSLCOO tie THERMOMETER CCOTHO Rap AIRMETER CCOAIO OTHER TYPE OF BREAK; (A) Cone (C) Cone and Shear (b) Cone and Split (d) Shear (e) Columnar COMPRESSIVE STRENGTH eATGHDATA FQR L/i�J' cu. vo. DESIGN WEIGHTS % MOIST. ADJUSTED WEIGHTS CEMENT 614-93 TOTAL LOAD Ep FLY ASH SAO to -2z O C.A. " & IZ ZB.z7 07550 C.A. j• int 43 8553 /456.0 C.A. Pi FINE AGG. l+; jy(fy, WATER 230 2$ jto9S- TOTAL On Site Cure Method A m B r AJ 7 - CYLINDER CYLINDER NUMBER DATE MADE DATE TESTED AGE DAYS SIZE AREA (SO. IN) TOTAL LOAD STRENGTH PSI TYPE BREAK SssZ to -2z 6-29 7 & IZ ZB.z7 07550 yl60 8553 4 7-6. Pi i355`r --Zn 2$ g555 / 7-Zo 2$ CONCRETE COMPRESSION MACHINE I.D. #CC00000 L SAMPLE PIU DATE 46- Z 3 TEST METHOD 0-39 39 SUPPLIER S 0 V CEMEN Are IOSOZ f LOAD PriMfX Z13CC/LfLcf1) CAC12 PLACEMENT AREA 8n NOTES CertN. _ L1L 1%.1 �oLudil trytarsVarsla T TYPE 7ASTM C-1231 0 ASTM C417 J1,4 /Jr SAMPLING IN ACCORDANCE WITH C�3i APPLICABLE CODES & SPECS CU. YARDS PLACED £QL1d5 3 DESIGN STRENGTH 3000 o. K W ,Jl./�SJldl A.SiT ILr TEST RESULTS APPLY ONLY TO THE ITEMS HEREIN TESTED. THIS REPORT SHALL NOT BE REPRODUCED EXCEPT IN FULL, WITH- OUT THE WRITTEN APPROVAL OF CASCADE TESTING LABORATORY, INC. REVISED 3/06 COPIES TO- INSPECTOR(S), NAME(S) PRINTED INSPECTOR SIGNATURE SIGNED BY - ( /S 1401 A rut& L51 COMPACTION TEST REPORT 138 Curve No. Spy ZAV 6426 1 2.68 asu 1 Test Specification: 133 ASTM D 1557-00 Method B Modified Oversize correction applied to each point Hammer Wt.: 10 Ib. I 128 Ave,.•••V/.1°'''''...N\I-_\ Hammer Drop: 18 in. Number of Layers: five N Blows per Layer: 25 13 Mold Size: .03333 cut.p 123 Test Performed on Material Passing 3/8 in. Sieve Soil Data 118 NM Sp.G. 2.68 asu LL PI %>318 in. 11.4 %<#200 113 USCS AASHTO 5 7 _ 9 11 13 15 17 Water content, % TESTING DATA 1 2. 3 4 5 6 WM + WS 14.29 14.46 14.41 14.29 WM 9.78 9.78 9.78 9.78 WW+T#1 528.70 528.60 503.40 553.20 WD+T#1 486.90 478.90 998.40 486.00 TARE #1 0.00 0.00 _ 0.00 0.00 WW+T#2 WD + T #2 TARE #2 MOISTURE 7.6 9.2 10.9 12.3 DRY DENSITY 128 .3 130.8 127.5 122.9 ROCK CORRECTED TEST RESULTS UNCORRECTED Material Description Maximum dry density = 130.8 pcf Optimum moisture = 9.2 % 127.2 pcf 10.4 % Native Dark Brown Silty Sand with Gravel Dated 6-23-2006 Project No. 0606-28 Client: Heins Concrete Construction Project: Kieth Olson Vault • Source: Sample No.: 6426 Remarks: •^ -- S// T� • �rw CASCADE TESTING LABORATORY, INC. TESTINQ J3. INSF�ECTiON / ENGINEERS 12919 N.E. WASH FJG-TO IORKIANC7. WASHAV�a-TON 2E3G134 (206; tl"Z3HB06 (.1 „Lai ~MI5 MAYES TESTING ENGINEERS, INC. MTE NO: PROJECT: Address: PERMIT NO: Page 38 Owner: Architect: Engineer Contractor: Date: Weather: Inspection: Samples: T6100 SOUTHCENTER MALL PARKING GARAGE A 633 Southcenter Mall Blvd Tukwila, WA D06-072 Westfield America FSI Architects Coughlin Porter Lundeen JTM Construction 6-27-06 Sunny Reinforced Concrete (8)4x8" Everett Office RECEI917-134th Street SW Rlt, WA 98204 !JUL 0 3 M 425.742.9360. DEVTacoma Office ELOPM� S. Tacoma Way +fie E-2 Tacoma, WA 98499 ph 253.584.3720 tax 253.584.3707 Portland Office 7911 NE 33rd Drive Suite 190 Portland, OR 97211 ph 503.281.7515 fax 503.281.7579 MTE inspector arrived on site to observe installation of #5 dowels in columns at lines K, L 13, 4 for the Ramp Walls. Holes were drilled a minimum of 7" deep, well cleaned, the horizontal wall dowels were installed using Hilti HY-150 (expires 12/06). Dowels were installed per RFI #35. Inspector Robinson performed final inspection of resteel, observed and sampled 50 cubic yards of Cadman Concrete Mix #551081R (3,000 psi) for slab on grade at building lines: M -N/5-6. Restee! was properly mechanically consolidated. Cast one set of four 4 x 8" cylinders. Test results: Slump 7", and not air -entrained. Performed final inspection of resteel, observed and sampled 46 cubic yards of Cadman Concrete Mix #631081 R (5,000 psi shearwall) / (4,000 psi columns) for shearwall (level 1-2) at building lines: G -J/6. Columns (level 1-2) at building lines: E, F/5; E, F, K, U6. Concrete was properly mechanically consolidated. Test results: Slump 6 Ys', and not air -entrained. To the best of our knowledge, items inspected this date are in accordance with approved plans and specifications. cc: Patrick Bums, Westfield America Mike Napolitano, JTM Construction Martin O'Leary, JTM Construction Troy McOmber, FSI Architects James E. Coughlin, Coughlin Porter Lundeen Dave Larson, City of Tukwila INSPECTOR: Tom Robinson Reviewed by: %7 1'4 £ e1 /' / nis Sanborn, Branch Manager Z w MAYES TESTING ENGINEERS, INC. MTE NO: PROJECT: Address: PERMIT NO: Page 37 Owner: Architect: Engineer: Contractor: Date: Weather: Inspection: Samples: T6100 SOUTHCENTER MALL PARKING GARAGE A 633 Southcenter Mari Blvd Tukwila, WA D06-072 Westfield America FSI Architects Coughlin Porter Lundeen JTM Construction 6-26-06 Sunny Resteel and Epoxy N/A Everett Office 917 -134th Street SW RECEIVED Suite: WA 98204 ph 425.742.9360 fax 425.7 45.1737 0 3 2006 DEVELOPMENT 10029 S. Tacoma Way Suite E-2 Tacoma, WA 98499 ph 253.584.3720 fax 253.584.3707 Portland Office 7911 NE 33rd Drive Suite 190 Portland, OR 97211 ph 503.281.7515 fax 503.281.7579 MTE inspector arrived on site to perform inspection of resteel for: Columns (level 1-2) at lines: 0, E, F, G/ 5, 6; Shearwall with columns (level 1-2) at lines: H -J/6. Column resteel is completed, ok to close forms after wagon wheel spacers have been installed to insure clearances. Resteel in progress on the shearwall. Started to prepare to epoxy dowels in columns at lines K, U3, 4 for the ramp walls per RFI #35. Project not completed by end of shift, will complete tomorrow. PRELIMINARY: Reviewed by: cc: Patrick Bums, Westfield America Mike Napolitano, JTM Construction Martin O'Leary, JTM Construction Troy McOmber, FSI Architects James E. Coughlin, Coughlin Porter Lundeen Dave Larson, City of Tukwila INSPECTOR: Tom Robinson -C i^ nis Sanborn, Branch Manager 1 Initial Storage Temp. (ASTM C31) MAYES STING ENGINEERS, INC RECEIVED Project Name: Site Address: Client Engineer. Contractor JUL 0 3 2006 CONCRETE LABORATORY TEST REPa uNrTM oppsENT Southcenter Mall Parking Garage A 633 Southcenter Mall Blvd Tukwila, WA Westfield America - WA Coughlin Porter Lundeen JTM Construction • Project No: Issued on: Sample Set ID: Tacoma 10029 S. Tacoma Way Suite E-2 Tacoma WA 98499 ph 253.584.3720 fax 253.584.3707 T6100 06/30/06 11275 Permit # (s): D06-072 Original: Revised: Air Temperature: Weather. Product: Supplier: Ticket Number : MixDesign ID : Sample Temp. (ASTM C1064) 77°F Partly Cloudy Concrete Cadman 647536 631081R 79°F Water/Cement Ratio: 0.405 1 NR Skimp (ASTM C143) 6.5" [Placement Location and Notes: FIELD DATA ASTM C31 and 0172 Actual Entrained Air (ASTM C231) NR Sample(s) Rec'd: 1 06/23/06 JMix Proportions: Ingredient Weight (per cu.yd) Coarse Aggregate 3/4" 1,465.0 lbs Coarse Aggregate 3/8" 421.0 lbs Fine Aggregate 1,373.0 lbs Water 243.0 lbs Fly Ash 86.0 lbs Cement --Type 1 & II 514.0 lbs HRWRA 10.3 oz MRWRA 28.5 oz Required Strength (tic): 5000 psi @ 28 days Set 11: Shear walls (level 1-2) at building lines: N/4.8-5.2. Cast at 5:30pm at 6 cubic yards. Added 14 gallons of water of 14 available. COMPRESSION TEST RESULTS (ASTM C39, C1231, and C617 when applicable) Date Made Sample # Lab # Date Tested Age Size (in) Load (lbs) Dia (In) Surface Strength (psi) Failure Code 06/22/06 0046 4404 06/29/06 06/22/06 06/22/06 06/22/06 Remarks: 0046 0046 0046 4405 4406 4407 ] 07/20/06 07/20/06 07/20/06 7 28 28 28 Inspector(s): Robinson, T. Tested by: Hayes, B. 4x8 4x8 4x8 4x8 62130 4.00 0.00 0.00 0.00 12.57 0.00 0.00 0.00 4940 FNA 1• NA NA NA Reviewed by: -t-tae-t! Dennis Sanborn ( Branch Manager • NOTES: Failure descriptions for samples tested with neoprene pads are not required per ASTM Std. Ali testing performed in accordance with applicable ASTM's except C-31, 10.1.2 - "recording field temperature 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 4401 j MAYES TESTING ENGINEERS, INC Project Name: Site Address: Client: Engineer: Contractor CONCRETE LABORATORY TEST RECEIVED 'JUL 0 3 2005 COMMUNiry RgiWainmENt Southcenter Mall Parking Garage A 633 Southcenter Mall Blvd Tukwila, WA Westfield America - WA Coughlin Porter Lundeen JTM Construction Tacoma 10029 S. Tacoma Way Suite E-2 Tacoma WA 98498 ph 253.584.3720 fax 253.584.3707 Project No: T6100 Issued on: 06/30/06 Sample Set ID: 11274 Permit # (s): 006-072 Original: Revised: Air Temperature: Weather. Product: Supplier Ticket Number : MixDesign ID : 79°F Partly Cloudy Concrete Cadman 647524 581081R Ii tial Storage Temp., (ASTM C31) Sample Temp. (ASTM C 1064) FIELD DAA ASTM C31 and C172 Actual 77°F NR Water/Cement Ratio: f 1 Slump STM C143) i 0.440 1 6" Placement Location and Notes: Entrained Air (ASTM C231) NR Sample(s) Recd: 06/23/06 1 1 1 Mix Proportions: Ingredient Weight (per cu.yd) Coarse Aggregate 3/4" 1,474.0 lbs Coarse Aggregate 3/8" 461.0 lbs Fine Aggregate 1,391.0 lbs Water 239.0 lbs Fly Ash 75.0 lbs Cement—Type 1 & II 468.0 lbs HRWRA 13.0 oz MRWRA 20.2 oz Required Strength (f c): 4000 psi @ 28 days Set I: Columns (level 1-2) at building lines: K, L, M, N/3; K, L, N/3. Cast at 4:30pm at 6 cubic yards. Added 10 gallons of water of 11 available. COMPRESSION TEST RESULTS (ASTM C39, C1231, and C617 when applicable) Date Made Sample # Lab * Date Tested Age Size (in) Load (lbs) Dia (in) 06/22/06 1 06/2210] 06/22/06 L 06/22/06 Remarks: L0045J 0045 0045 0045 4400 4402 06/29/06 07/20/06 07/20/06 4403 I` 07/20/06 1 7 28 28 28 Inspector(s): Robinson, T. Tested by: Hayes, B. 4 x 8j i 51045 A:10-1 4x8 4x8 4x8 0.00 0.00 0.00 Surface Strength (psi) 12.57 0.00 0.00 0.00 4060 Failure Code NA NA NA NA Reviewed by: Dennis Sanborn Branch Manager NOTES: Failure descriptions for samples tested with neoprene pads are not required per ASTM Std. All testing performed in accordance with applicable ASTMS except C-31, 10.1.2 - "recording field temperature 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 Slump (ASTM C143) NA i MAYES TESTING ENGINEERS, INC Project Name: Site Address: Client Engineer: Contractor RECEIVED 'JUL 0 3 2006 CONCRETE LABORATORY TEST RE J T Southcenter Mall Parking Garage A 633 Southcenter Mali Blvd Tukwila, WA Westfield America - WA Coughlin Porter Lundeen JTM Construction Project No: Issued on: Sample Set ID: Tacoma 10029 S. Tacoma Way Suite E-2 Tacoma WA 98499 Ph 253.584.3720 fax 253.584.3707 T6100 06/28/06 11084 Permit # (s): D06-072 Original: Revised: Air Temperature: Weather: Product Supplier: Ticket Number : MixDesign ID : 71 °F Partly Cloudy Concrete Cadman 641307 551083 Sample Temp. (ASTM C1064) 73°F [Water/Cement Ratio: 0.412 FIELD DATA ASTM C31 and C172 Actual Initial Storage Temp. Entrained Air (ASTM C31) ! (ASTM C231) NR 4% 5 112" [Placement Location and Notes: Sample(s) Rec'd: 06/01/06 1 Mix Proportions: Ingredient Coarse Aggregate 3/4" Coarse Aggregate 3/8" Water Fly Ash Cement—Type 1 & II MRWRA AIE Admix 2.2 oz Weight (per cu.yd) 1,467.0 lbs 384.0 lbs 215.0 lbs 80.0 lbs 442.0 lbs 18.1 oz Required Strength (f c): 3000 psi @ 28 days Set 11: Garage A pile caps and grade beam at building lines: 6, C, M/5; A/4.8-5.3; A -B.3/6; G -J/6. Cast 100 cubic yards at 11:50 am. 10 of 26 gallons of water allowed added on site. Date Made Sample # F05/31/061 05/31/06 LQ5/31/06 05/31/06 Remarks: Lab# COMPRESSION TEST RESULTS (ASTM C39, 01231, and 0617 when applicable) Date Tested Age Size (in) Load (lbs) Dia (in) Surface Strength (psi) Failure Code 0025) 3582 06/07/06 F7 i i 4 x 8 44990) 0025 C 3583 j 06/28/06 28 4 x 8 I741C 06/28/06 L28J 106/28/06 1 28 4 x 8 L67320 I 0025 0025 3584 3585 4x8 65835 Inspector(s): Robinson, T. Tested by: Hayes, B. 4.01 4.00 4.00 4.00 F12.63 _j 3560 12.57 12.57 5360 5240 12.57 !I 5360 Reviewed by: f fig 1- Sanborn Branch Manager j NA 1" NA NA NOTES: Failure descriptions for samples tested with neoprene pads are not required per ASTM Std. All testing performed in accordance with applicable ASTM's except C-31, 10.1.2 - "recording field temperature Information in this report applies only to the actual samples tested and shall not be reproduced without the approval of Mayes Testing Engineers, Inc. PATE Farm #150. Rev 3. 7-0 4x8 , NA I 5760 1 1. NA I NA } MAYES TESTING ENGINEERS, INC Project Name: Site Address: Client Engineer: Contractor RECEIVED 'JUL 0 3 2006 CONCRETE LABORATORY TEST RECLIgETT Project No: Issued on: Sample Set ID: Southcenter Mall Parking Garage A 633 Southcenter Mall Blvd Tukwila, WA Westfield America - WA Coughlin Porter Lundeen JTM Construction Tacoma 10029 S. Tacoma Way Suite E-2 Tacoma WA 98499 Ph 253.584.3720 fax 253.584.3707 T6100 06/28/06 11083 Permit # (s): D06-072 Original: Revised: Air Temperature; Weather. Product Supplier: Ticket Number : MixDesign ID : 63°F Partly Cloudy Concrete Cadman 641186 551083 Sample Temp. (ASTM C1064) 73°F FIELD DATA ASTM C31 and 0172 Actual [1,nitialoSragce3T1e)rnp. l EntrainedAir (ASTM C231) NR 3.9% [Water/Cement Ratio:' Slump (ASTM C143) i [ Sample(s) Recd: 0.409 5" 06/01/06 [Placement Location and Notes: Mix Proportions: Ingredient Weight (per cu.yd) Coarse Aggregate 3/4" 1,467.0 lbs Coarse Aggregate 3/8" 382.0 lbs Fine Aggregate 1,344.0 lbs Water 213.0 lbs Fly Ash 80.0 lbs Cement—Type 1 & II 441.0 lbs MRWRA 18.0 oz A/E Admix 2.2 oz Required Strength (fc): 3000 psi @ 28 days Set 1: Garage A pile caps and grade beam at building lines: B, C, M/5; A/4.8-5.3; A -B.3/6; G -J/6. Sampled 5 cubic yards at 7:45 am. 15 of 34 gallons of water allowed added on site. Date Made Sample # Lab # 05/31/061 05/31/06 05/31/06 05/31/06 Remarks: 0024 1, 0024 0024 10024 1 3578 3579 1 3580 -II 06/28106 3581 ,� j 06/28/06 1 COMPRESSION TEST RESULTS (ASTM C39, C1231, and C617 when applicable) Date Tested Age Size (in) Load (lbs) Dia (in) 06/07/06 06/28/06 7 28 J 1 28 1 28 lnspector(s): Robinson, T. Tested by: Hayes, B. 4x8 1 4x8 1 4x8 , Surface Strength (psi) Failure Code 5239 1 4.01_1F12.63 71760 72350 I 72860 4.00 4.00 1 4.00 12.57 12.57 12.57 Reviewed by: 4150 _f NA (' 5710 1 5800 -A /ft L% c nis Sanborn Branch Manager NOTES: Failure descriptions for samples tested with neoprene pads are not required per ASTM Std. All testing performed in accordance with applicable ASTNrs except C-31, 10.1.2 - "recording field temperature Information in this report applies only to the actual samples tested and shall not be reproduced without the approval of Mayes Testing Engineers. Inc. PATE Form *150, Rev 3, 7-0 MAYES TESTING ENGINEERS, INC RECEIVED 1JUN 2,g Zoos CONCRETE LABORATORY TEST R DEl/fLppb 7y Southcenter Mali Parking Garage A Project No: Issued on: Sample Se Project Name: Site Address: Client Engineer: Contractor: Air Temperature: Weather: Product: Supplier: Ticket Number : 633 Southcenter Mall Blvd Tukwila, WA Westfield America - WA Coughlin Porter Lundeen JIM Construction 65°F Cloudy Concrete Cadman 646157 MixDesign ID : 551081R Sample Temp, Initial Storage Temp. (ASTM C1064) (ASTM C31) 71°F NR Water/Cement Ratio:1 Stump (ASTM C143) 1 0.501 7" Placement Location and Notes:1 FIELD DATA ASTM C31 and C172 Actual Entrained Air (ASTM C231) NR Sample(s) Rec'd: i 06/20/06 Permit Original: Revised: Tacoma 10029 S- Tacoma Way Suite E-2 Tacoma WA 98499 ph 253.584.3720 fax 253.584.3707 T6100 06/26/06 IMix Proportions: Ingredient Coarse Aggregate 3/4" Coarse Aggregate 3/8" Fine Aggregate Water Fly Ash Cement --Type I & 11 HRWRA MRWRA Required Strength (f'c): 4000 psi @ 28 days Weight (per cu.yd) 1,522.0 lbs 396.0 Has 1,398.0 lbs 259.0 lbs 77.0 lbs 440.0 Ihs 13.3 oz 21.3 oz Set III: Slab on grade at building lines: A -D/2.5; D -G/2.5-5.2; G -J/5.2-6. Cast at 261cubic yards at 9:45 am. Note: 4000 PSI required due to the shearwalls will be constructed on top of the slab and 4000 psi is required for the shearwalls from the footing up. Date Made Sample # Lab # 06/19/06 0043 -FD 4221 06/19/06 0043 4222 06/19/06 0043 4223 06/19/06 0043 1 4224 06/19/06 0043 4225 Remarks: Inspector(s): Tested by: COMPRESSION TEST RESULTS (ASTM C39, C1231, and C617 when applicable) Date Tested Age Size (in) Load (lbs) Dia (in) 06/22/06 06/26/06 07/17/06 07/17/06 07/17/06 3 _ 7 28 28 28 4x8 4 x 8 4x8 4x8 4 x 8 Robinson, T. Le, Q. Le, Q. 37220 4.01 48960 4.02 0.00 0.00 0.00 Surface 12.63 12.69 0.00 0.00 0.00 Strength (psi) 2950 3860 Reviewed by: ,' -e Dennis Sanborn / Branch Manager Failure Code NA NA NA NA NA NOTES: Failure descriptions for samptes tested with neoprene pads are not required per ASTM Std. All testing performed in accordance with applicable ASTM's except C-31, 10.1.2 - "recording field temperature 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 Name: Site Address: Client: Engineer: Contractor: Air Temperature: Weather: Product: Supplier: Ticket Number : MixDesign ID : Sample Temp. (ASTM C1064) RECEIVED 'JUN 2 9 2006 COMMUNITY DEVELOPMENT CONCRETE LABORATORY TEST REPORT Southcenter Mall Parking Garage A 633 Southcenter Mall Blvd Tukwila, WA Westfield America - WA Coughlin Porter Lundeen JTM Construction 70°F Cloudy Concrete Cadman 646217 551081 R I Initial Storage Temp, (ASTM C31) 68°F Water/Cement Ratio:1 0.502 NR Slump (ASTM 0143) 7 112" FIELD DATA ASTM C31 and 0172 Actual Entrained Air (ASTM 0231) NR Sample(s) Recd: 06/20/06 Project No: Issued on: Sample Set ID: Tacoma 10029 S. Tacoma Way Suite E-2 Tacoma WA 98499 ph 253.584.3720 fax 253.584.3707 T6100 06/26/06 11235 Permit # (s): 006-072 Ori.inal: Revised: 111 1 Mix Proportions: Ingredient Coarse Aggregate 314" Coarse Aggregate 318" Fine Aggregate Water Fly Ash Cement --Type I & II HRWRA MRWRA Required Strength (f'c): Weight (per cu.yd) 1,523.0 ibs 397.0 lbs 1,391.0 lbs 259.0 lbs 77.0 lbs 439.0 lbs 13.2 oz 21.2 oz Placement Location and Notes: I 4000 psi @ 28 days Set IV: Slab on grade at building lines: A -D/2.5; D -G/2.5-5.2; G -J/5.2-6. Cast at 310 cubic yards at 11:25 am. Note: 4000 PSI required due to the shearwalls will be constructed on top of the slab and 4000 psi is required for the shearwalls from the footing up Date Made 06/19/06 06/19/06 06/19/06 06/19/06 06/19/06 Remarks: Sample # Lab # 00447FC 4226 ' 0044 i; 4227 0044 4228 0044 4229 0044 4230 COMPRESSION TEST RESULTS (ASTM C39, C1231, and C617 when applicable) Date Tested Age Size (in) Load (lbs) Dia (in) 06/22/06 3 4 x 8 32844 4.00 06/26/06 7 4 x 8 37310 4.01 07/17/06 28 4 x 8 0.00 07/17/06 28 4 x 8 0.00 07/17/06 28 4 x 8 0.00 Surface 12.57 12.63 0.00 0.00 0.00 Inspector(s): Robinson, T. Le, Q. Reviewed by: Tested by: Le, Q. Strength (psi) 2610 2950 Failure Code NA NA NA NA e--- / ✓ / Dennis Sanborn C Branch Manager NOTES: Failure descriptions for samples tested with neoprene pads are not required per ASTM Std. All testing performed in accordance wEth applicable ASTM's except C-31, 10.1.2 - "recording field temperature Information in this report applies only to the actual samples tested and shall not be reproduced without the approve! of Mayes Testing Engineers. Inc NA R MTE Form 10150, Rev 3, 7-0 MAYES TESTING ENGINEERS, INC Receiver) !,JUN 2 9 2006 CONCRETE LABORATORY TEST RWRoTJNIn, Project No: T6100 Issued on: 06/26/06 Sample Set ID' 33 Tacoma 10029 S. Tacoma Wav Suite E-2 Tacoma WA 98499 ph 253.584.3720 fax 253.584.3707 Project Name: Site Address: Client: Engineer: Contractor: Air Temperature: Weather: Product: Supplier: Ticket Number : MixDesign ID : Sample Temp. (ASTM C1064) Southcenter Mall Parking Garage A 633 Southcenter Mall Blvd Tukwila, WA Westfield America - WA Coughlin Porter Lundeen JIM Construction 58°F Cloudy Concrete Cadman 646100 551081R Initial Storage Temp. Entrained Air (ASTM C31) (ASTM C231) FIELD DATA ASTM C31 and C172 Actual 68°F NR NR Water/Cement Ratio: Slump (ASTM C143) Sample(s) Recd: j 0.499 7 1/2" 06/20/06 Required Strength (f'c): Placement Location and Notes:! 4000 psi 28 days Set II: Slab on grade at building lines: A -D/2.5; D -G/2.5-5.2; G -J/5.2-6. Cast at 63 cubic yards at 6:30 am. Note: 4000 PSI required due to the shearwalls will be constructed on top of the slab and 4000 psi is required for the shearwalls from the footing up. Permit # Original: Revised: IMix Proportions: Ingredient Coarse Aggregate 314" Coarse Aggregate 318" Fine Aggregate Water Fly Ash Cement --Type f & 11 HRWRA MRWRA Weight (per cu.yd) 1,521.0 lbs 396.0 lbs 1,394.0 lbs 259.0 lbs 77.0 lbs 442.0 lbs 13.1 oz 21.1 oz COMPRESSION TEST RESULTS (ASTM C39, C1231, and C617 when applicable) Date Made Sample # Lab # Date Tested Age Size (in) Load (lbs) Dia (in) Surface Strength (psi) 06/19/06 . 0042 4217 06/26/06 7 4 x 8 43825 4.02 12.69 3450 06/19/06 0042 4218 07/17/06 28 4 x 8 0.00 0.00 06/19/06 0042 4219 07/17/06 28 4 x 8 0.00 0.00 06/19/06 0042 4220 07/17/06 28 4 x 8 0.00 0.00 Remarks: Inspector(s): Robinson, T. Le, Q. Tested by: Le, Q. Reviewed by: ,!% Dennis Sanborn Branch Manager Failure Code NA NA NA NA NOTES: Failure descriptions for samples tested with neoprene pads are not required per ASTM Std. All testing performed in accordance with applicable ASTM's except C-31, 10.1.2 - "recording field temperature information in this report applies only to the actual samples tested and shall not be reproduced without the approval of Mayes Testing Engineers, Inc. !ATE Farm #150, Rev- 3. 7-0 MAYES TESTING ENGINEERS, INC Project Name: Site Address: Client: Engineer: Contractor: Air Temperature: Weather: Product: Supplier: Ticket Number : MixDesign ID : Sample Temp. (ASTM C1064) 68°F Water/Cement Ratio: 'JUN 2 9 2006 n�co"'MUN,n. CONCRETE LABORATORY TEST REPORTPisa,r Southcenter Mall Parking Garage A 633 Southcenter Mall Blvd Tukwila, WA Westfield America - WA Coughlin Porter Lundeen JTM Construction 58°F Cloudy Concrete Cadman 646081 551081R Initial Storage Temp. (ASTM C31) NR Slump (ASTM C143) FIELD DATA ASTM C31 and C172 Actual Entrained Air (ASTM 0231) 11 NR Sample(s) Recd: l 0.511 7 1/2" Placement Location and Notes: I 06/20/06 Project No: Issued on: Sample Set I Permit # Original: Revised: 1-1 Tacoma 10029 S. Tacoma Wav Suite E-2 Tacoma WA 98499 ph 253.584.3720 fax 253.584.3707 T6100 06/26/06 Mix Proportions: Ingredient Coarse Aggregate 3/4" Coarse Aggregate 318" Fine Aggregate Water Fly Ash Cement --Type I & 11 HRWRA MRWRA Required Strength (f' c): 4000 psi @ 28 days Weight (per cu.yd) 1,522.0 400.0 1,396.0 264.0 77.0 440.0 13.2 21.3 lbs lbs lbs lbs lbs ibs oz oz Set I: Slab on grade at building lines: A -D/2.5; D -G/2.5-5.2; G -J/5.2-6. Cast at 63 cubic yards at 6:30 am. Note: 4000 P51 required due to the shearwalls will be constructed on top of the slab and 4000 psi is required for the shearwalls from the footing up. Date Made 06119/06 06/19/06 06/19/06 06119/06 Remarks: Sample # Lab # 0041 4213 0041 4214 0041 4215 0041 4216 COMPRESSION TEST RESULTS (ASTM C39, C1231, and C617 when applicable) Date Tested Age Size (in) Load (lbs) Dia (in) Surface Strength (psi} 06/26/06 7. 07/17/06 28 07/17/06 28 07/17/06 28 4 x8 4x8 4x8 4 x 8 Inspector(s): Robinson, T. Le, Q. Tested by: Le, Q. 31810 4.02 12.69 . 2510 0.00 0.00 0.00 0.00 0.00 0.00 Reviewed by: Failure Code NA NA NA NA / Dennis Sanborn Branch Manager NOTES: Failure descriptions for samples tested with neoprene pads are not required per ASTM Std All testing performed in accordance with applicable ASTMS except C-31, 10.1.2 - "recording field temperature Informattion 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 1150, Rev 3. 7-0 no. •1 SHANNON F WfLSONaULTANTS INC. GEOTECHNICAL AND DAILY FIELD ACTIVITY REPORT PROJECT NAMFJLOCATION PROJECT NO.: 21-1-20189-007 REPORT DATE: May 30, 2006 REPORT NO.: SW FIELD REP.: PERMIT NO.: Westfield Shoppingtown Sonthcenter Expansion 7EPORT SUBMITTED TO: CONTRACTOR NAME AND CONTACT: WEATHER & TEMP.Sunny, 65-70 Client Westfield Corporation General JTM Construction CC City of Tukwila Subcontractors for Geotechnical Construction TIMES OF SITE VISITS: Bayley Dewitt from 0700 to 1600 JTM (Piles 41a, 92, 93, 95, 97, 99, 100, 102, 103, 104 and from to from to CONSTRUCTION OBSERVATIONS NO ' TOPIC AND LOCATION DESCRIPTION OF FIELD ACTIVITY, OBSERVATIONS AND "" RECOMMENDATIONS TO OWNER ' FURTHER ACTION " "" , RECOMMENDED TO OWNER 1 Installation of At the request of the Westfield Corporation I visited the project site Augercast Piles today to observe the installation of augercast piles for Parking Garage (Piles 41a, 92, 93, 95, 97, 99, 100, 102, 103, 104 and A, as shown on Figure 1. Dewitt, the pile contractor, installed 11 augercast piles today. The piles were installed with a continuous flight auger suspended from a Link Belt 338 crane. The soil profile for each 105). augercast pile was determined from the soil cuttings and the behavior of the auger during drilling. All piles were drilled to the design depth or to refusal. Refusal was defined as less than 6 -inches of penetration over a 5 -minute period with the full down pressure of the auger being applied. In our opinion, based upon observations of the auger and the soil cuttings, the piles installed today will support the specified design loads. ATTACHMENTS Figure 1 — Parking Garage A Main Floor Plan Table 1—Augercast Pile Summary LIMIT4TIONS: The Shannon & Wilson field representative is present on site solely to observe the field activities of the contractor identified and keep our client informed of the progress and quality of the work The presence and activities of the Shannon & Wihon field representative and our acceprance of any nonconforming work or -Allure to reject any mon-conforming murk does Kot relieve the commactor from complying with its contract documents. Shannon & Wilson does not have the authority to direct the contractor's work. Any information provided by Me Shannon & Wilson field inspector is intended solely to advise Me contractor of the technical requirements of the plans and specifications and/or design concept, The contractor is solely responsible for its means, methods, sequences, procedures, construction site safety, quality of work, and adherence to rhe contract documents. REVIEW BY (PM initial/date) Page 1 of 1 1 - /4 4- qmiti Mil S @ bJI AAF r Min 1114 ri 1 0 0 0 0 0 0 0 0 0 A,K as 2 6 M H ii w 0 J N ` IN *iz i b0 IL: c V N o it IIRr U UMW 4? -1, ', 1 1, 1 1 ',�11 �1 • 1F II 11 II X911 y ` \II 41 r' II 11 % If \'\ II 41 1 it 11 \II 14.. !1 , 1 4r - 14 41 II \ 11 I L 11 II 11 11 11 I 11 '11 11 I4, II 11 I 14 ! 41 41 II 41 41 4 14 II 1 1 11 11 11 - li 11 II r 17 ,11 1 I 41 ifi' I1 ` 11 11 44 II II 1 1 1 !r 11 II -- i 11 I ▪ 11 i, sada .'o I/f X11 11 1 Dip -4 44 II 0 0 c 4' 1 .� 1 0 ® 0 ,® o b b o AUGERCAST PILE SUMMARY kolz UZ0 a¢} OT Q • 0 0 aN N v, M N ib X, N M r 00 CT— N 0 .7- N N A Q N N tel N N N lr g ti s. d0 a' N ti s^ • r" 0 M to O v; N w a F -o4 r,� z w T W MJ NW= f' l SHANNON E€ MLSOL N$ INC. DAILY FIELD ACTIVITY REPORT PROJECT NAi EILOCATJON i7 PROJECT NO.: 21-1-20189-00 REPORT DATE: May 16, 2006 REPORT NO.: SW FIELD RE PERMIT NO.: Westfield Shoppingtown Southcenter Expansion CONSTRUCTION OBSERVATIONS ,..,.... REPORT SUBMITTED TO: CONTRACTOR NAME AND CONTACT: WEATHER & TEMP. Clear Skies, Mid 70s Client CC Westfield Corporation General ITM Construction City of Tukwila Subcontractors for Geotechnical Construction TIMES OF SITE VISITS: J TM Dewitt from 0600 — from to 1400 --- to from to CONSTRUCTION OBSERVATIONS ,..,.... . �t;A , • .... SCRIPTION:OF FIELD ACTIVITY, "OBSERVATIONS AND x",::. , 1t1"G43MMI~NpATlONS TO rDWNEFt , ,• �:;� -MSN ° 111iiklEft i � it l r t%` .:RE, 'T$f3'I��BR ,Av m 1 Installation of Augercast Piles (Piles 3, 4, 5, 6, 7, 15, 16, 17) At the request of the Westfield Corporation I visited the project site today to observe the installation of augercast piles for Parking Garage A, as shown on Figure 1. Dewitt, the pile contractor, installed 8 augercast piles today. The piles were installed with a continuous flight auger suspended from a Link Belt 338 crane. The soil profile for each augercast pile was determined from the soil cuttings and the behavior of the auger during drilling. All piles were drilled to the design depth or to refusal. Refusal was defined as less than 6 -inches of penetration over a 5 -minute period with the full down pressure of the auger being applied. In our opinion, based upon observations of the auger and the soil cuttings, the piles installed today will support the specified design loads. ATTACHMENTS Figure 1 — Site Plan Table 1—Augercast Pile Summary LIMITATIONS: The Shannon & Wilson field representative is present on site solely to observe the field activities of the contactor identified and keep our client informed of the progress and quality of the work. The presence and activities of the Shannon & Wilson field representative and our acceptance of any non -conforming work or failure to reject any non -conforming work does not relieve the contractor from complying with in contract documents. Shannon & Wilson does not have the authority w direct the contractor's work. Any information provided by the Shannon & Wilson fold inspector is intended solely to advise the contractor of the technical requirements of the plans and specifications and/or design concept. The contractor is solely responsible for its means, methods, sequences, procedures, construction site safety, quality of work: and adherence to the contract documents. REVIEW BY (PM initial/date) 5-J4•moi Page 1 of 1 Idtro 141 gliq kr1 h1jIj 'TOPA; ,11 111itt51 SHY tiiz"1® a r' < kJ t,U ‘ 4 —4 a 1 h —. -jr;t- N iloR N .� rr vl 11 c 0 o p o 0 0 0 ® 0 0 0 0 OA. kR AR .PGE pQ 0 0 0 7 3 5 7 AUGERCAST PILE SUMMARY 4 w P g /41 0 a 0 F g tc a w U> -dr 0 tZil w •�Ucn_ O r ll Y 1w < a x i v w N z qo 0 111 R 2 O c w a ti a + E 5Q Y N let N N h a. Zto 3- a M a ti A M 0 e 1 ti N 7- N N N J e W 0° } so V v O 3; v h L 0 LL N N N a F ate. H tr r; 4 rti n 1\ H N a N d az V 0 z 1 w z t7 =111 SHANNON E&WILSOL N$ INCa DAILY FIELD ACTIVITY REPORT EILOCAf N PROJECT NO.: 21-1-20189-007 REPORT DATE: May 22, 2006 REPORT NO.: SW FIELD REP.: PERMIT NO.: Westfield Shoppingtown Southcenter Expansion REPORT SUBMITTED TO: CONTRACTOR NAME AND CONTACT: WEATHER & TEMP. Overcast, 60s Client Westfield Corporation General ,PFM Construction CC City of Tukwila Subcontractors for Geotechnical Construction TIMES OF SITE VISITS: .S' rM Dewitt from 0600 from to 1600 (Piles 78, 79, 80, 108, 111, 112, 114, 116, 119, and 120) A, as shown on Figure 1. Dewitt, the pile contractor, installed 10 augercast piles today. The piles were installed with a continuous flight auger suspended from a Link Belt 338 crane. The soil profile for each augercast pile was determined from the soil cuttings and the behavior of the auger during drilling. All piles were drilled to the design depth or to refusal. Refusal was defined as less than 6 -inches of penetration over a 5 -minute period with the full down pressure of the auger being applied. In our opinion, based upon observations of the auger and the soil cuttings, the piles installed today will support the specified design loads. to from to CONSTRUCTION OBSERVATIONS E,:'.:• -...... TOPIC t7">..^t".. .,.^. AN /`�;:, "%.x': •'.... iY h; "...£,.. N , .d.. ..^...r8.,.,._ ,.. "..,.;� ,-.>.,,. .._�.. ...; .!..,,,;.Y..;ti }� OFIELD ;"a F ACTIVITY BSER t3N e,..r;e,a l��Viil� N�ciVATi S.ANI�.. � F ...s... ;; ,... .3:'4 ....,,.. ,' _ ..... _t,:.'. I�f=C41�1 ATI t?1i1tNEFt;.. .., . .^3': 3..&'j u:': tYIENI} ONSV .: ...... . ..... .. .. •,,,. ...,f ': a.; 339 , ,{,. -'`a1 i9 e kIR�Pk�."C..�� mss' �^'•22P- ^.tY°°✓.'e 3.'Ft..}e.: 1 Installation of At the request of the Westfield Corporation I visited the project site Augercast Piles today to observe the installation of augercast piles for Parking Garage (Piles 78, 79, 80, 108, 111, 112, 114, 116, 119, and 120) A, as shown on Figure 1. Dewitt, the pile contractor, installed 10 augercast piles today. The piles were installed with a continuous flight auger suspended from a Link Belt 338 crane. The soil profile for each augercast pile was determined from the soil cuttings and the behavior of the auger during drilling. All piles were drilled to the design depth or to refusal. Refusal was defined as less than 6 -inches of penetration over a 5 -minute period with the full down pressure of the auger being applied. In our opinion, based upon observations of the auger and the soil cuttings, the piles installed today will support the specified design loads. ATTACHMENTS Figure 1 — Site Plan Table 1—Augercast Pile Summary LIMITATIONS: The Shannon & Wilson field representative is present on site solely to observe the field activities of the contractor identified and keep our client informed ofthe progress and quality of the work. The presence and activities of the Shannon & Wilson field representative and our acceptance of any non -conforming work or failure to reject any non -conforming work does not relieve the contractor from complying with its contract documents. Shannon 4 Wilson does not have the authority to direct the contractor's work. Any information provided by the Shannon & Wilson fold inspector is Intended solely to advise Me contractor of tke technical requirements of the plans and specifications and/or design concept. The contractor is solely responsible for its means, methods, sequences, procedures, construction site safety, quality of work and adherence to the contract documents. REVIEW BY (PM Initial/date) > 3 d -o4 Page 1 of 1 1 aft ti OP INO1 I h TO K 40 d iitok GooIt g 1 ®® .00u ® O ® O N 2 N 1( T. 0 I b U 0 , ® 00 C 4 is a AUGERCAST PILE SUMMARY v. N n cl N 9 `y4 Q O o a; b 1/41 v in 0 6 in t? o N tti 0 z 0) SHANNON INCENVIRON$ DAILY FIELD ACTIVITY REPORT EILOCATION PROJECT NO.: 21-1-20189-00 REPORT DATE: May 23, 2006 REPORT NO.: SW FIELD REP.: PERMIT NO.: Westfield Shoppingtown Southcenter Expansion REPORT SUBMITTED TO: CONTRACTOR NAME AND CONTACT: WEATHER &TEMP. Overcast, 60s Client Westfield Corporation General TTM Construction CC City of Tukwila Subcontractors for Geotechnical Construction TIMES OF SITE VISITS: -5--TjI1 Dewitt from 0600 to 1600 from to - - (Piles 5IA, 52, 53, 75, 76, 83, 85,106, 107, 109, 110, 113, 115, 117, 121) A, as shown on Figure 1. Dewitt, the pile contractor, installed 15 augercast piles today. The piles were installed with a continuous flight auger suspended from a Link Belt 338 crane. The soil profile for each augercast pile was determined from the soil cuttings and the behavior of the auger during drilling. All piles were drilled to the design depth or to refusal. Refusal was defined as less than 6 -inches of penetration over a 5 -minute period with the full down pressure of the auger being applied. In our opinion, based upon observations of the auger and the soil cuttings, the piles installed today will support the specified design loads. from to CONSTRUCTION OBSERVATIONS ATTACHMENTS Figure 1 - Site Plan Table 1—Augercast Pile Summary LIMITATIONS: The Shannon & Wilson field representative is present on site solely to observe the field activities of the contractor identified and keep our client informed of the progress and quality of the work. The presence and activities of the Shannon & Wilson field representative and our acceptance of any non -conforming work or failure to reject any non -conforming work does not relieve the contractor from complying with its contract documents. Shannon & Wilson does not have the authority to direct the contractor's work Any information provided by the Ammon & Wilson field inspector is intended solely 10 advise the contractor of die Aechnkcal reguiremeels of ate plans and specifications and/or design concept. The contractor Is solely responsible for its means, methods, sequences, procedures, construction site safety, quality of work, and adherence to Me contract documents. REVIEW BY (PM Initial/date) 61� S-30 OC Page 1 of 1 TOPIC AND .,. LOCATION =;,' `. DESCRIPTION OF FIELD ACTIVITY, OBSERVATIO- S:, ..e `':` W`. °: ` s'° RECOMMENDATIONS TO.OWN ER ..,..7H:i"R ACTT N ; :RECOMMENDED TO OWNER 1 Installation of At the request of the Westfield Corporation 1 visited the project site Augercast Piles today to observe the installation of augercast piles for Parking Garage (Piles 5IA, 52, 53, 75, 76, 83, 85,106, 107, 109, 110, 113, 115, 117, 121) A, as shown on Figure 1. Dewitt, the pile contractor, installed 15 augercast piles today. The piles were installed with a continuous flight auger suspended from a Link Belt 338 crane. The soil profile for each augercast pile was determined from the soil cuttings and the behavior of the auger during drilling. All piles were drilled to the design depth or to refusal. Refusal was defined as less than 6 -inches of penetration over a 5 -minute period with the full down pressure of the auger being applied. In our opinion, based upon observations of the auger and the soil cuttings, the piles installed today will support the specified design loads. ATTACHMENTS Figure 1 - Site Plan Table 1—Augercast Pile Summary LIMITATIONS: The Shannon & Wilson field representative is present on site solely to observe the field activities of the contractor identified and keep our client informed of the progress and quality of the work. The presence and activities of the Shannon & Wilson field representative and our acceptance of any non -conforming work or failure to reject any non -conforming work does not relieve the contractor from complying with its contract documents. Shannon & Wilson does not have the authority to direct the contractor's work Any information provided by the Ammon & Wilson field inspector is intended solely 10 advise the contractor of die Aechnkcal reguiremeels of ate plans and specifications and/or design concept. The contractor Is solely responsible for its means, methods, sequences, procedures, construction site safety, quality of work, and adherence to Me contract documents. REVIEW BY (PM Initial/date) 61� S-30 OC Page 1 of 1 14tlitt Nil 1141101 11 - p O1;1 11 11 1 g as AOC V iR II it P ki p 1 Ph Ilhoi !libl 11 gl 31 'sIsh jJr,®'1 ° 1 AOi 0 0 0 0 0® ,0-0C c . 6 R uU ♦ 0 ) 0 -4 N 1 TV vl4 v; I 11-11--* 11 11 I 7 a el v ® 0 ) 0 0 ® 0 0 0 0 0 • r- 4 0z >- cc 0 tu 0 cs z 0 z/ 0 0 0 0 N 0•1';•Q t t3 L(27 8 0 t 0 6 Lu z w E wZ wo z 0 ()a>. 0 <1=& u_ oij- 026 - N 0 1- 0 0 et 0 4.n •4- 0 ea% rn N N r4 to1 \IN 0 VI L^ kr, g Iii in CA •'i ‘0:1 n l'' LI Vb tfi, r; 6 N f/ 0.1 %.z is ; z 8 ti\ t 6.• V) 1/4, 1.• w FIELD REPRESE em•=�I1 SHANNON 6WILSONTECHNICAL AND SNVINOlktMENTAL g INC$ DAILY FIELD ACTIVITY REPORT '9JEC EILOCA igN PROJECT NO.: 21-1-20114 07 ------ REPORT DATE: May 25 2006 REPORT NO.: SW FIELD REP.: PERMIT NO.: D06-072 Westfield Shoppingtown Sonthcenter Expansion 7EPORT SUBMITTED TO: CONTRACTOR NAME AND CONTACT: WEATHER & TEMP. 60s Client Westfield Corporation General .1TM Construction CC City of Tukwila Subcontractors for Geotechnical Construction TIMES OF SITE VISITS: -s-r"mw? Dewitt from 0600 to 1700 (Piles 60, 61, 62, 63, 64, 65, 66, 67, 68, and 82) from to from to CONSTRUCTION OBSERVATIONS N0 "•_::-: a T�"PIC, i4t!lb .: �' "F"<;'s:;:-` IPTIOhI OF FIELD ACTIVITY, OBSERV►1')'I�NS,:AND. RECOMMENDATIONS TO OWNER "' ;r;;-`;«aeviv; "=RE:OMME 1 Installation of At the request of the Westfield Corporation 1 visited the project site Augercast Piles today to observe the installation of augercast piles for Parking Garage (Piles 60, 61, 62, 63, 64, 65, 66, 67, 68, and 82) A, as shown on Figure 1. Dewitt, the pile contractor, installed 10 augercast piles today. The piles were installed with a continuous flight auger suspended from a Link Belt 338 crane. The soil profile for each augercast pile was determined from the soil cuttings and the behavior of the auger during drilling. All piles were drilled to the design depth or to refusal. Refusal was defined as less than 6 -inches of penetration over a 5 -minute period with the full down pressure of the auger being applied. In our opinion, based upon observations of the auger and the soil cuttings, the piles installed today will support the specified design loads. ATTACHMENTS Figure 1 — Site Plan Table 1--Augercast Pile Summary LIMITATIONS. The Shannon & Wilson field representative is present on site solely to observe the field activities of the contractor identified and keep our client informed of the progress and quality of the work. The presence and activities of the Shannon & Wilson field representative and o><r acceptance of any non -conforming work or failmre to reject any non-cotrfornrirtg work does not relieve the contractor from complying with its contract documents. Shannon & Wilson does not have the authority to direct the contractor's work Any infornrarion provided by the Shannon & Wilson field inspector Is intended solely to advise the contractor of the technical requtrementa of dee plans and specifications and/or design concept. The contractor is solely responsible for its means, methods, sequences, procedures, construction site safety, quality of work, and adherence to the contract documents. REVIEW BY (PM initial/date) Page 1 of 1 Nit to go4111 tt 111111 iii1111011 Nikt !hug n n r 115 z 0 0 0 0 0 O 0 0 0 0 0 0 111111111111•1111 MINE pato 112 p.' .•1 . liltll1lllfl 17 t if ]0 1.44 h k ,) � $� 0 Q '. 4• .1 • 1 N 30 VI a (NI S 1 7 4r-7 Pot rqk 1 \ a p • ,/ II II '`1 Ia / F 1 1 ji r /II 1 II II .f• p u o o v o •'o o o e o "IPIuIIlII!• 1,11 fIIT L 1 4 0 N 4 tri us, 94▪ , 1 U z AUGERCAST PILE SUMMARY 0 Z • j o N COMMENTS / REMARK (EG. REAR) • z a 4 D� El l'",! Ell 8 b 0 $ n N rl aw 0 a r3 e.t t4 ift N N e+ V 4 U v s N FIELD REPRESENTATIVE IM' SHANNON bWMLSON, INC BTE: GEOTECHNICAL AND ENVIRONMENTAL CONSULTANTS DAILY FIELD ACTIVITY REPORT 7 °AC NAME/L.0CA PROJECT NO.: REPORT DATE: REPORT NO.: SW FIELD REP.: PERMIT NO.: Westfield Shoppingtown Southcenter Expansion 21-1-2018'-b May 24, 2006 REPORT SUBMITTED TO: CONTRACTOR NAME AND CONTACT: WEATHER & TEMP.Overcast, 60s Client Westfield Corporation General JTM Construction CC City of Tukwila Subcontractors for Geotechnical Construction TIMES OF SITE VISITS: ""5—rsi Dewitt from 0600 to 1600 from to A, as shown on Figure 1. Dewitt, the pile contractor, installed 12 augercast piles today. The piles were installed with a continuous flight auger suspended from a Link Belt 338 crane. The soil profile for each augercast pile was determined from the soil cuttings and the behavior of the auger during drilling. All piles were drilled to the design depth or to refusal. Refusal was defined as less than 6 -inches of penetration over a 5 -minute period with the full down pressure of the auger being applied. In our opinion, based upon observations of the auger and the soil cuttings, the piles installed today will support the specified design loads. from to CONSTRUCTION OBSERVATIONS .,.r,. .m, '.,>. .... TOPIC ANI):;9 CiCA7iON::;: .. . - ::;: '. .:: T9 .......:'.'.'.o .; q -,nom,.. :iE�<Y -: �.,. ;":, : , °'DESCRIPTION of FIELD ACTIVITY, OBSERVATIONS ..;.' , ..:,.,:,....:,;<res:, ::.:::...:. -:e ":°°'::°>;:;:RECOMMENDATIONSTOUWNER,:.::;--°vr<.:.:.;:<-<---:°:.:'; °.;;r..RECOMMENDEDT4 n..> . ........ ... ......... ... ..,.. ., . r .< -, .. .. ,. ..< i -+:�j,y•.x';`ry'S -® .............,......d....._.,..........,:: ... , � . ?V1►J (i; x eY <. .., z_.a .._ x. cn .n -F en m 1 Installation of At the request of the Westfield Corporation I visited the project site Augercast Piles today to observe the installation of augercast piles for Parking Garage (Piles 54, 55, 56, 57, 58, 59, 69, 70, 71, 72, 73, and 74) A, as shown on Figure 1. Dewitt, the pile contractor, installed 12 augercast piles today. The piles were installed with a continuous flight auger suspended from a Link Belt 338 crane. The soil profile for each augercast pile was determined from the soil cuttings and the behavior of the auger during drilling. All piles were drilled to the design depth or to refusal. Refusal was defined as less than 6 -inches of penetration over a 5 -minute period with the full down pressure of the auger being applied. In our opinion, based upon observations of the auger and the soil cuttings, the piles installed today will support the specified design loads. ATTACHMENTS Figure 1 — Site Plan Table 1—Augercast Pile Summary LIMITATIONS: The Shannon & Wilson field representative is present on site solely to observe the field activities of the contractor identified and keep our client informed ofthe progress and quality of the work The presence and activities of the Shannon & Wilson field representative and our acceptance of any non -conforming work or failure to reject any non -conforming work does not relieve the contractor from complying with its contract documents. Shannon & Wilson does not have the authority to direct the contractor's work. Any mfurmation provided by the Shannon & Wilson field inspector is intended solely to advise the contractor of the technical requirements of the plans and specifications and/or design concept The contractor is solely responsible for its means, methods, sequencess, procedures construction site safety, quality of work and adherence 0 Me contract documents. REVIEW BY (PM initial/date) .r - Page 1 of 1 a O z AUGERCAST PILE SUMMARY 0 8 wUz `o 0<Y ;1E- u_ O h - 1111111111 111 11111 rEMEINEMIN 3 5o az 6 M tn w a cc 4 w cc w w TABLE 1 SHEET1OF_L_ 14 1 1111 ' !4 Ili i ;1 , '"' i q1;11111 il 11 I !film: .1 HIP i (iiww 111 !I 4 40Y0 h 1 !w © 0 0 mom P p 1!53 fl 0 0 0 0 0 • .d, opy4 rti it„,. I� A3� 1 tiriP J{Il•Te +Y` Eg �I I IP'+li� iib ti Qh • 1175 * It may_ �iw tit 111 SHANNON A1NignONgiNc; DAILY FIELD ACTIVITY REPORT "CT NSI! E)Lo t 7Nr Westfield Shoppingtown Southcenter Expansion PROJECT NO.: 21-1-20189-007 REPORT DATE: May 26, 2006 REPORT NO.: SW FIELD REP.: PERMIT NO.: CJL 7EPORT SUBMITTED TO: CONTRACTOR NAME AND CONTACT: WEATHER & TEMP.Overcast, 60s Client Westfield Corporation General JTM Construction CC City of Tukwila Subcontractors for Geotechnical Construction TIMES OF SITE VISITS: —5"7"w1, Dewitt from 0600 from to 1530 to A, as shown on Figure 1. Dewitt, the pile contractor, installed 11 _ from to �-- CONSTRUCTION OBSERVATIONS ., ld a OPIC AND .Yr tTltaN::.: ........... .,..,....«. .. ,. e..e-,w ;- �: ... . DESCRIPTION OF FIELD ACTIVITY, e, ' :......5:;,' : ,.': ' RECOMMENDATIQ ��++ TOOWN <.<4" t�a7 n,, ,,,, ,,,,,,,, az.-.: . -: ':. � .. .. . - ,.,., ., " OBSERVATIONS AND ii i'' €° p HIR'-: .:E::3�:^.4.,.., `^•'^: - ,.. < , .. Pu 3M N? qty.-i._,,,e,.y,,,FY;:b,-.; .,.., ..... ... ,.a-,-.-...:sn ^ PURTH R A ON �VX/..MI►A ,>�Ri�i Inc y ...«..-,8 ,,,. 4........�9f� �± 1 Installation of At the request of the Westfield Corporation 1 visited the project site Augercast Piles today to observe the installation of augercast piles for Parking Garage (Piles 84, 86, 87, A, as shown on Figure 1. Dewitt, the pile contractor, installed 11 88, 89, 90, 91, 94, augercast piles today. The piles were installed with a continuous flight 96, 98, and 101) auger suspended from a Link Belt 338 crane. The soil profile for each augercast pile was determined from the soil cuttings and the behavior of the auger during drilling. All piles were drilled to the design depth or to refusal. Refusal was defined as less than 6 -inches of penetration over a 5 -minute period with the full down pressure of the auger being applied. In our opinion, based upon observations of the auger and the soil cuttings, the piles installed today will support the specified design loads. ATTACHMENTS Figure 1– Site Plan Table 1—Augercast Pile Summary LIMITATIONS.: The Shannon & Wilson field representative is present on site solely to observe the field activities of the contractor IdenhJkd and keep our elknt informed of the progress and quality of the work. The presence and activities of the Shannon & Wilson field representative and our acceptance of any non -conforming work or faihrrc to reject any non -conforming work does not relieve the contractor from complying with its contract documents. Shannon & {Vilswn does not have the authority io direct the contractor •s work. Any information provided by the Shannon & Wilson fold Inspector is httended solely to advise the contractor of the technical requirements of the plans and specifications and/or design concept The contractor is solely responsible for its means, methods, sequences, procedures, construction site safety, quality of work and adherence to the contract documents. REVIEW BY (PM initial/date) f- 30-06- Page 1 of 1 old pro. t Ah Mit 3111100 ,!I $ 1 O 9 ti I O O 0 0 0 8 Q O 0 0 anx 4104 - = A� 71. dllplflll O 1;r �1MIEN Unr ,R BAH II \ 11 .II 2 Le- 1:11illl flub HA 'rAl� (U 0 O /`i 2C, 206 14~ Cr 14 tl X V N O C}e 1 1-4 ft, ++_rte rrr V COMMENTS / REMARKS (EG. REBAR) 3 0 %) V.8 n tNi to, (-4 /•-• )k„, .-. AI b.r $ CsJ tvt. 0 For • ti . 0'6 0 rJ 7- • +.eg g N 56 to tvt r:4 •s • A mil toi t-4 r 71 3.4 (1. a=• 1-4 • 0 4 6, ‘5° ft/ winSHANNON F&VVILSON, INC. IMF GEOTECHNICAL AND ENVIRONMENTAL CONSULTANTS DAILY FIELD ACTIVITY REPORT PROJECT NO.: REPORT DATE: REPORT NO.: SW FIELD REP.: PERMIT NO.: 21-1-201$9-007 June 14, 2006 Milodragovich D06- 72 PRQJECt NAME/LOCATION Westfield Shoppingtown Southcenter Expansion REPORT SUBMITTED TO: CONTRACTOR NAME AND CONTACT: WEATHER & TEMP. Cloudy, upper 60s Client Westfield Corporation General JTM Construction CC City of Tukwila Subcontractors for GeotechnIcat Construction TIMES OF SITE VISITS: Bayley from 0730 to 1400 JTM from to from to CONSTRUCTION OBSERVATIONS ATTACHMENTS Figure 1 — Parking garage A main floor plan RECEIVED JUN 2 2 2006 TUKWILA PUBLIC WORKS LIA(ITATIGNS- The Shannon Qc Wilson field representative is present on she solely to observe the fetdactivities of the contractor Identified and keep our client informed of the progress and quality oldie wnrk The presence and activities of the Shannon & Wilson field representative and our acceptance of any noir-conforming work or failure to reject any non -conforming xork does not relieve the contractor from complying with its contract documents. Shannon & Wilson does not have the authority to direct the contractor's work Any information provided by rhe Shannon & Wilton field inspector is intended solely to advise the contractor of the technical requirements of the plans and specifications and/or design concept. The contractor is solely responsible for its means, methods, sequences, procedures, constructdon site safety, quality of work, and adherence to the contract documents, REVIEW BY (PM lnitlalldate) /'/6' Page 1 of 1 Oi* ANF) LOCA71ON DESORLPTLON.OF FIELD ACTIVITY, QESERVAT1ONS AND iECOMMENDATIONS TO OWNER , aN. dill! •. ,. q c� �. tE .OW..,�- , 1 Sub -grade in the site of parking garage A. At the request of the Westfield Corporation I visited the project site today to evaluate the fill next to Shear Walls 1 & 3 in the southeast comer of Parking Garage A (see Fig.1). This was done at the request of Mike (JTM) in response to a prior non-compliance noticed filed in the 6/2/06 Shannon & Wilson Daily Field Activity Report. The native soil generally consisted of brown -gray, gravelly, silty sand with trace of clay, which appeared to be suitable to be used as backfill material. The areas to be evaluated were to the south (SW -1) and east (SW -3) of the area where the floor slab concrete had been poured. I evaluated the backfill area compaction by using a %,-inch diameter steel T -bar probe. Based on my probing, the sub -grade was compacted to a dense and unyielding condition, and is acceptable. However, it is unclear at this time whether the two areas were compacted mechanically, or if they dried out and hardened. I will speak with Dave (JTM) an 6/15/06 to determine if the corrective action taken was appropriate. If the corrective action was not applied, then the filled area will be excavated down approximately 2 -feet and evaluated with the T -bar. If this test is unsatisfactory, the fill will be removed and replaced so that proper compaction criteria can be met. ATTACHMENTS Figure 1 — Parking garage A main floor plan RECEIVED JUN 2 2 2006 TUKWILA PUBLIC WORKS LIA(ITATIGNS- The Shannon Qc Wilson field representative is present on she solely to observe the fetdactivities of the contractor Identified and keep our client informed of the progress and quality oldie wnrk The presence and activities of the Shannon & Wilson field representative and our acceptance of any noir-conforming work or failure to reject any non -conforming xork does not relieve the contractor from complying with its contract documents. Shannon & Wilson does not have the authority to direct the contractor's work Any information provided by rhe Shannon & Wilton field inspector is intended solely to advise the contractor of the technical requirements of the plans and specifications and/or design concept. The contractor is solely responsible for its means, methods, sequences, procedures, constructdon site safety, quality of work, and adherence to the contract documents, REVIEW BY (PM lnitlalldate) /'/6' Page 1 of 1 Om. 1•.411N ti S1731IHaiV ISl ►sos PlaEls21& N .11.M11rig • I • }110,1NII�j � o O ©-O O 1 � v diam SHANNON &IiLSON, INC. 11J GEOTECHNICAL ANO ENVIRONMENTAL CONSULTANTS DAILY FIELD ACTIVITY REPORT PROJECT NO.: 21-1-20189-007 REPORT DATE: June 15, 2006 REPORT NO.: SW FIELD REP.: ilodragovich PERMIT NO.: D06-0 PROJECT NAME/LOCATION Westfield Shoppingtown Southcenter Expansion REPORT SUBMITTED TO: CONTRACTOR NAME AND CONTACT: WEATHER & TEMP. Partly cloudy, upper 60s Client Westfield Corporation General JTM Construction CC City of Tukwila Subcontractors for Geotechnical Construction TIMES OF SITE VISITS: Bayley from 0700 to 1600 JTM _ from to from to CONSTRUCTION OBSERVATIONS ;NQ. TOPIC AND LOCATION' =-DESCRIPTON 00 FIELD ACTIVITY, OBSERVATIONS ANd RECOMMENDATIONS TO OWNER ;J IJR7HEl2-' • cOMl it rl R 1 Shear Walls 1 & 3 in the site of parking garage A. At the request of the Westfield Corporation I visited the project site today to evaluate the fill next to Shear Walls 1 & 3 in the southeast corner of Parking Garage A (see Fig.1). This was done at the request of Mike (JTM) in response to a prior non-compliance noticed filed in the 6/2/06 Shannon & Wilson Daily Field Activity Report. The native soil generally consisted of brown -gray, gravelly, silty sand with trace of clay, which appeared to be suitable to be used as backfill material. The areas to be evaluated were to the south (SW -1) and east (SW -3) of the area where the floor slab concrete had been poured. 1 evaluated the backfill area compaction by using a ''A -inch diameter steel T -bar probe. Based on my probing, the sub -grade was compacted to a dense and unyielding condition, and is acceptable. However, Mike (JTM) stated that the areas dried out and hardened without any mechanical compaction. In order to determine if the subsurface compaction was sufficient, the two areas were potholed using a small excavator. Preliminary testing of the compaction with the T -bar indicates that the fill may have to be removed, replaced and compacted. Further evaluation will be done with the assistance of Northwest Construction on 6/16/06. -,<--.. - ATTACHMENTS Figure 1—Parking garage A main floor plan. LIMITATIONS: The Shannon & Wilson field representative is present on site solely to observe the field activities of the contractor identified and keep our client informed of the progress and quality of the work. The presence and activities ofthe Shannon & Wilson field representative and our acceptance of any non -conforming work or failure to reject any nonconforming work does 1101 relieve Me contractor from complying with its contract documents. Shannon & Wilson does not have the authority to direct the contractors work. Any information provided by the Shannon & Wilson field inspector is intended solely to advice the contractor of the technical requirements of the plans and specifications and/or design concept. The contractor is solely responsible for its means, methods, sequences, procedures, construction site safety, quality of work and adherence to the conduct documents. REVIEW BY (PM Initial/date) Page 1 of 1 IiI'IUiii S1D31114311V 15! 11 arru nui, 4u1414 J4wag4uu 111 PlogisqAN III .SHANNON V1 LSONB INC. DAILY FIELD ACTIVITY REPORT PROJECT NAME/LOCATION PROJECT NO.: 21-1-20189-007 REPORT DATE: June 16, 2006 REPORT NO.: SW FIELD REP.: PERMIT NO.: Westfield Shoppingtown Southcenter Expansion eth Milodragovich REPORT SUBMITTED TO: CONTRACTOR NAME AND CONTACT: WEATHER & TEMP. Partly cloudy, upper 60s Client Westfield Corporation General JTM Construction CC City of Tukwila Subcontractors for Geotechnical Construction TIMES OF SITE VISITS: Bayley from 0700 to 1200 JTM from to from to CONSTRUCTION OBSERVATIONS NO. TOPIC AND LOCATION DESCRIPTION OF FIELD ACTIVITY, OBSERVATIONS AND RECOMMENDATIONS TO OWNER FURTHER ACTION RECOMMENDED TO OWNER 1 Shear Walls 1 & 3 in the site of parking garage A. At the request of the Westfield Corporation 1 visited the project site today to resolve the compaction issue with the fill next to Shear Walls 1 & 3 in the southeast corner of Parking Garage A (see Fig.1). 1 was unable to assist with the corrective action for this matter today because the operator who was to excavate, fill, and compact the areas was busy helping with the floor pad concrete pour. Therefore, this issue will need to be revisited on Monday (6119106). Based on my prior evaluation, it is my opinion that if the fill that is currently in place is excavated, replaced with contractor fill, and compacted properly, that the issue will be remedied. ATTACHMENTS Figure 1 ---Parking garage A main floor plan. LIMITATIONS: The Shannon & Wilson field representative is present on site solely to observe the field activities of the contractor identified and keep our client informed of the progress and quality of the work The presence and activities ofthe Shannon do Wilson field representative and our acceptance of any non -conforming work or failure to reject any nonconforming work does not relieve the contractor from complying with its contract documents. Shannon & Wilson does not have the authority to direct the contractor's work. Any information provided by the Shannon & Wilson field inspector is intended solely to advise Me contractor of the technical requirements .of the pians and specifications. and/or design concept. The contractor is solely responsible for its means, methods. sequences, procedures, construction site safety, quality of work, and adherence to the contract documents. REVIEW BY (PM inItialldate) Page 1 of 1 5 MI1111111 t II sill SHANNON AND Ea MLSON INC. DAILY FIELD ACTIVITY REPORT PROJECT NO.: 21-1-20189 07 REPORT DATE: May 20, 2006 REPORT NO.:_.�._.---.-.-.--..--_-- SW FIELD REP.: PERMIT NO.: D06-072 :.PROJECT 1VAIUI'EII:OCATI t l Westfield Shoppingtown Southcenter Expansion REPORT SUBMITTED TO: CONTRACTOR NAME AND CONTACT: WEATHER & TEMP. Overcast, Mid 60s Client Westfield Corporation General JTM Construction CC City of Tukwila Subcontractors for Geotechnical Construction TIMES OF SITE VISITS: enw-,E-f, Dewitt from 0600 to 1400 -5—, (Piles 35, 36, 37, 38, 39, 77, 80, and from to , 118) from to CONSTRUCTION OBSERVATIONS ATTACHMENTS Figure 1 – Site Plan Table 1—Augercast Pile Summary RECEIVED MAY 3 0 2006 TUKWILA PUBLIC WORKS LIMITATIONS: The Shannon & Wilson field representative it present on site solely to observe the field activities of the contractor identified and keep our client informed of the progress and quality of the work. The presence and activities of the Shannon & Wilson field representative and our acceptance of any non -conforming work or failure to reject any non -conforming work does not relieve the contractor from complying with its contract documents. Shannon & Wilson does not have the authority to direct the contractors work. Any information provided by the Shannon & Wilson field inspector is intended solely to advise the contractor of the technical requirements of the plans and specifications and/or design concept. The contractor is solely responsible for its means, methods, sequences, procedures, construction site safety, quality of work, and adherence to the contract documents. REVIEW BY (PM initial/date) i!��f-110 Page 1 of 1 . K.W. OP C -AND LOCATION : :: `DESCRIPTION OF FIELD ACTIVITY; OBSERVATIONS..AND: .: ' ',; e, .- .. i RECOMMENDATIONS TO"OWNEit : , :' Rs s '-FURTHER`ACTION i' OM1MENDEdt0:10WNER 1 Installation of At the request of the Westfield Corporation 1 visited the project site Augercast Piles today to observe the installation of augercast piles for Parking Garage (Piles 35, 36, 37, 38, 39, 77, 80, and A, as shown on Figure 1. Dewitt, the pile contractor, installed 8 augercast piles today. The piles were installed with a continuous flight 118) auger suspended from a Link Belt 338 crane. The soil profile for each augercast pile was determined from the soil cuttings and the behavior of the auger during drilling. All piles were drilled to design tip elevation or refusal which is defined as less than 6 -inches of penetration over a 5 -minute period with the full down pressure of the auger being applied. In our opinion, based upon observations of the auger and the soil cuttings, the piles installed today are acceptable to support the specified design load of 450 kips. ATTACHMENTS Figure 1 – Site Plan Table 1—Augercast Pile Summary RECEIVED MAY 3 0 2006 TUKWILA PUBLIC WORKS LIMITATIONS: The Shannon & Wilson field representative it present on site solely to observe the field activities of the contractor identified and keep our client informed of the progress and quality of the work. The presence and activities of the Shannon & Wilson field representative and our acceptance of any non -conforming work or failure to reject any non -conforming work does not relieve the contractor from complying with its contract documents. Shannon & Wilson does not have the authority to direct the contractors work. Any information provided by the Shannon & Wilson field inspector is intended solely to advise the contractor of the technical requirements of the plans and specifications and/or design concept. The contractor is solely responsible for its means, methods, sequences, procedures, construction site safety, quality of work, and adherence to the contract documents. REVIEW BY (PM initial/date) i!��f-110 Page 1 of 1 iyEttti! !Ilia; :"11® a3 It 5 S nd N N u. d >0 1 et `a 4.4 1 �y i♦ 7 Fk 3 7 N N t4 0 w 3 .9 rl i!1 0 r •.I M tV k N r-� N 37 ...I a s So In In ✓' y, S r S I nk N N M Y 14 N 0 — a c � N 0 -r' q o O A 0 9y 0 Z C3 aim IsimIIIIII�•I I TENON €�WILSONs INC.CAL AND ENVIRONMENTALA GE DAILY FIELD ACTIVITY REPORT 4 OJECT NAME/LOCATION PROJECT NO.: 21-1-20189' 1 REPORT DATE: May 19, 2006 REPORT NO.: 5 SW FIELD REP.: C PERMIT NO.: Westfield Shoppingtown Southcenter Expansion REPORT SUBMITTED TO: CONTRACTOR NAME AND CONTACT: WEATHER & TEMP Clear Skies, Mid 70s Client Westfield Corporation General JTM Construction CC City of Tukwila Subcontractors for Geolechnical Construction TIMES OF SITE VISITS: E-7 Dewitt i from 0600 to 1800 —ZAP/ 3-774. (Piles 18, 20, 22, 23, 25, 27, 29, 31, 33, 34, and 35) from to from to CONSTRUCTION OBSERVATIONS ,. ,TOPIC AND LOCATION DaCRIPTION OF FIELD ACTIVITY, OBSERVATtONS'AND, v, -, RECOMMENDATIONS TO OWNER ''F ER: FURTHCrIO 'RECOMMENDEt TO - OW l 1 Installation of At the request of the Westfield Corporation I visited the project site Augercast Piles today to observe the installation of augercast piles for Parking Garage (Piles 18, 20, 22, 23, 25, 27, 29, 31, 33, 34, and 35) A. as shown on Figure 1. Dewitt, the pile contractor, installed 11 augercast piles today. The piles were installed with a continuous flight auger suspended from a Link Belt 338 crane. The soil profile for each augercast pile was determined from the soil cuttings and the behavior of the auger during drilling. All piles were drilled to design tip elevation or refusal which is defined as less than 6 -inches of penetration over a 5 -minute period with the full down pressure of the auger being applied. In our opinion, based upon observations of the auger and the soil cuttings, the piles installed today are acceptable to support the specified design load of 450 kips. ATTACHMENTS Figure 1 – Site Plan Table 1—Augercast Pile Summary LIMITATIONS: The Shannon & Wilson field representative is present on site solely to observe the field activities of the contractor identified and keep our client informed of the progress and quality of the wort The presence and activities of the Shannon h Wilson field representative and our acceptance of any non -conforming work or failure to reject any non -conforming work does not relieve the contractor from complying with its contract documents, Shannon & Wilson does not have the authority to direct the contractor's work. Any information provided by the Shannon & Wilson field inspector is intended solely to advise the contractor of the technical requirements of the plans and specifications and/or design concept. The contractor is solely responsible for its means, methods. sequences, procedures, construction site safety, quality of work, and adherence to the contract documents. REVIEW BY (PM initial/date) 1-22 G Page 1 of 1 1 O 0 C 0 0 6 0 0 0 0 0 0 0 0 V) :��t 0/3p„C3 •..41* 0 0 2.1-1-- 20 1v1°! oO7 ro 1 Ai .t II .r 0 i -II B G -M 11/ 11O/100 N cs i c. c 1 0 2 0 z cc a 2 (1)w J H 0 cc w z O a 2 LU u z W /%3 0 4 1 a oP 0 z 0 4- O S N r r N a Ir> 4- ti N CJ 1 ,71 N a .. >- c 1 0 t - N �1 0 1 O E\ r O t' FIELD REPRESENTATIVE La. W J CO AIM � I SHANNON &WILSONsItNC. GEOTECHNICAL AND ENVIRONMENTAL CON DAILY FIELD ACTIVITY REPORT PROJECT NO.: 21-1-20189-0 REPORT DATE: May 18, 2006 REPORT NO.: SW FIELD REP.: CJL PERMIT NO.: a i 6-072 PROJECT NAME/LOCATION Westfield Shoppingtown Southcenter Expansion REPORT SUBMITTED TO: CONTRACTOR NAME AND CONTACT: WEATHER &TEMP, Clear Skies, Mid 60s Client Westfield Corporation General JTM Construction CC City of Tukwila Subcontractors for Geotechnical Construction TIMES OF SITE VISITS: SRyzyy Dewitt from 0600 from to 1800 1-7/3/ A, as shown on Figure 1. Dewitt, the pile contractor, installed 14 augercast piles today. The piles were installed with a continuous flight auger suspended from a Link Belt 338 crane. The soil profile for each to 32) from to CONSTRUCTION OBSERVATIONS Rb TOPIC A a -LOCATION DESCRIPTION OF FIELD ACTIVITY, OBSERVATIONS - '.FtECOMMENDATIONs To OWNER- - OBSERVATIONS, .'RTHERaACTION N Tc OWNER 1 Installation of At the request of the Westfield Corporation 1 visited the project site Augercast Piles today to observe the installation of augercast piles for Parking Garage (Piles 2, 51, 47. 49, 45, 46, 43, 41, 12, 13, 21, 28, 30, and A, as shown on Figure 1. Dewitt, the pile contractor, installed 14 augercast piles today. The piles were installed with a continuous flight auger suspended from a Link Belt 338 crane. The soil profile for each 32) augercast pile was determined from the soil cuttings and the behavior of the auger during drilling. All piles were drilled to design tip elevation or refusal. Refusal was defined as Tess than 6 -inches of penetration over a 5 -minute period with the full down pressure of the auger being applied. Once the auger reached the bottom of the hole, grout was pumped as the auger was retracted and the rebar cage was inserted. In our opinion, the piles installed today are acceptable for support of the specified design load of 450 kips. ATTACHMENTS Figure 1 — Site Plan Table 1—Augercast Pile Summary 1 LIMITATIONS:: The Shannon & Wilson field representative is present on site solely to observe the field activities of the contractor identified and keep our client informed ofthe progress and quality of the work The presence and activities of the Shannon & Wilson field representative and our acceptance of any nun -conforming work or failure to reject any non -conforming work doer not relieve the contractor from complying with its contract documents. Shannon & Wilson does not have the authority to direct Me contractor"s work. Any information provided by the Shannon & Wilson field inspector is intended solely to advise the contractor of the technical requirements of the plans and specifications and/or design concept. The contractor is solely responsible for its means, methods, sequences, procedures, construction site safety, quality of work, and adherence to the contract documents. - REVIEW BY (PM initial/date) 7. 22. c,i Page 1 of 1 3 � � gin fig iicgqfp Vi 10011" 11111111$1 1 ;111111111r 33�� OD6 dA asx a.a as AIX ® 0 aal ,.t•F r i. � Ate_ 7 6"' mamlli, CI <I 7G .4S h .9- 4 I � A 00 til .wLV, 2 04 G set z r 0 a. a 0 z N� J 0 z W 0 roro o LL U 0 w 1) 4 VOL PER STR COMMENTS/REMARKS (EG. REBAR) -.s 3 1f kwz wz A 0 0 1) 0 64' Oa M kfl \o 0 \i N a Q a rg 0 M 0 H V V kit 1r1 In to M 0 0'1 • - 1tA "1 \i? 0 M 0 0NI 0 M 1n NS V ti 6 ,43 In In `A 0 A a yl O O 0 0 :. N NN N {� nl N N N N fi N N O w z c7 m rn 7 SHANNON &WILSON, INC.A REOTECHNICAL AND ENVIRONMENTAL DAILY FIELD ACTIVITY REPORT PROJECT NO.: 21-1-20189-007 REPORT DATE: May 17, 2006 REPORT NO.: SW FIELD REP.: PERMIT NO.: -07 OJECT NAME/LOCAT1ON Westfield Shoppingtown Southcenter Expansion REPORT SUBMITTED TO: CONTRACTOR NAME AND CONTACT: WEATHER & TEMP. Clear Skies, Mid 60s Client Westfield Corporation General JTM Construction CC City of Tukwila Subcontractors for Geotechnical Construction TIMES OF SITE VISITS: 6.4)".46-% Dewitt from 0600 to 1830 93.--rM (Piles 14, 11, 8, 50, 48, 1, 44, 19, 42, 10, 9, 24, and 26) from from to to CONSTRUCTION OBSERVATIONS ATTACHMENTS Figure 1 - Site Plan Table 1—Augercast Pile Summary LIMITATIONS: The Shannon & Wilson field representative is present on site solely to observe the field activities of the contractor identified and keep our client informed of the progress and quality of the work The presence and activities of the Shannon & Wilson field representative and our acceptance of any non -conforming work or failure to reject any nonconforming work does not relieve the contractor from complying with its contract documents. Shannon & Wilson does not have the authority to direct Me contractor's work. Any information provided by the Shannon & Wilson field inspector is intended solely to advise the contractor of the technical requirements of the plans and specifications andlor design concept. The contractor is solely responsible for id means, methods, sequences, procedures, construction site safety, quality of work, and adherence to the contract documents. REVIEW BY (PM initial/date) Page 1 of 1 "TOPIC ANd " :. LOCATION DESCRIPTION OF' FIELD ACTIVITY, OBSERVATIONS;ANb ' RECOMMENDATIONS TO OWNER ,RECOMMENDED a'" - _ °.FilTHER'FA7IO TO QW ER . 1 Installation. of At the request of the Westfield Corporation I visited the project site Augercast Piles today to observe the installation of augercast piles for Parking Garage (Piles 14, 11, 8, 50, 48, 1, 44, 19, 42, 10, 9, 24, and 26) A, as shown on Figure 1. Dewitt, the pile contractor, installed 13 augercast piles today. The piles were installed with a continuous flight auger suspended from a Link Belt 338 crane. The soil profile for each augercast pile was determined from the soil cuttings and the behavior of the auger during drilling. All piles were drilled to design tip elevation or refusal defined as less than 6 -inches of penetration over a 5 -minute period with the full down pressure of the auger being applied. In our opinion, based upon observations of the auger and the soil cuttings, the piles installed today are acceptable to support the specified design load of 450 kips. ATTACHMENTS Figure 1 - Site Plan Table 1—Augercast Pile Summary LIMITATIONS: The Shannon & Wilson field representative is present on site solely to observe the field activities of the contractor identified and keep our client informed of the progress and quality of the work The presence and activities of the Shannon & Wilson field representative and our acceptance of any non -conforming work or failure to reject any nonconforming work does not relieve the contractor from complying with its contract documents. Shannon & Wilson does not have the authority to direct Me contractor's work. Any information provided by the Shannon & Wilson field inspector is intended solely to advise the contractor of the technical requirements of the plans and specifications andlor design concept. The contractor is solely responsible for id means, methods, sequences, procedures, construction site safety, quality of work, and adherence to the contract documents. REVIEW BY (PM initial/date) Page 1 of 1 flag obot tlitgs 1 I® 0 0 0 0 0 I>•w�■ 2 ti 5i x 0 0 0 ® 0 0 •...i ,, e. 44 14iVIt . II .... 4M4 i__J!hrtOt I 1I AM imam is 0 -0 0 0 f .,I 4'�;�Iliiilfli 1,1 tl 'i a##11 0 o b b 6 0 0 0 AEIGERCAST PILE SUMMARY Z.- ou so g Z 0 z co 50 0 U LL u.0 z 8 1n N a [" 1 1i0 M N e;1 ti V kft M i A } A P'C rti L ri L tv v "1 al s N 0 1z 0 1I v la A rq N 0 1 Q /Sr.yl I•zq s 0- rt e y a 0 0 a j z {g m 0 Z � S ANNON6WILSON® INC Mir L . DAILY FIELD ACTIVITY REPORT PROJECT NO.: 21-1-20189-00 REPORT DATE: June 2, 2006 REPORT NO.: SW FIELD REP.: PAJ PERMIT NO.: /D06-072 PROJECT NAME/LOCATION Westfield Shoppingtown Southcenter Expansion REPORT SUBMITTED TO: CONTRACTOR NAME AND CONTACT: WEATHER & TEMP. Overcast, scattered showers, 60s Client Westfield Corporation General JTM Construction CC City of Tukwila Subcontractors for Geotechnical Construction TIMES OF SITE VISITS: Bayley from 0630 to 1400 JTM from to from to CONSTRUCTION OBSERVATIONS NO. TOPIC AND LOCATION DESCRIPTION OF. FIELD ACTIVITY, OBSERVATIONS AND RECOMMENDATIONS TO OWNER - FURTHER ACTION RECOMMENDED TO OWNER 1 Backfill of shear walls on the southeast side of parking garage A. At the request of the Westfield Corporation 1 visited the project site today to observe the placement of backfill for two shear walls in parking structure A, as indicated in figure 1. The contractors, JTM, back-filled the walls with a City of Seattle (COS) Type 17 structural fill. Because of recent heavy ranfall the structural fill was wet to an extent that compaction could not be achieved. The contractor placed the material in 1 -foot loose lifts and compacted each lift with a backhoe mounted hoe -pack. The backfill areas were each 3 feet deep, and were backfilled to the surface with 3 feet of fill. I used a V2 -inch diameter steel T -bar to probe the compacted fill. In my opinion, based upon the penetrations of the T -bar using moderate force, the backfill was not compacted adequately due to excessive moisture content and therefore does not meet the plans and specifications for this project. I spoke with Dave of JTM about this. Remove existing backfill and replace with clean, compacted structural fill compacted to a dense condition. ...___—P ATTACHMENTS Figure 1 — Parking Structure A Main Floor Plan RECEIVED JUN 0 8 2006 TUKWILA PUBLIC WORKS LIMITATIONS: The Shannon & Wilson field representative is present on site solely to observe the field activities of the contractor identified and keep our client informed ofthe progress and quality of the work The presence and activities of the Shannon & Wilsan field representative and our acceptance of any non -conforming work or failure to reject any non -conforming work does not relieve the contractor from complying with its Contract documents. Shannon & Wilson does not have the authority to direct the contractor's ,Mork Any information provided by Me Shannon & Wilson field inspector is intended solely to advise Me contractor of the technical requirements of Me plans and specifications • and/or design concept. The contractor is solely responsible for its means. methods, sequences, procedures. construction site safety, quality of work, and adherence to the contract documents. REVIEW BY (PM Initial/date) Page 1 of 1 0 b 1 RW1 �ill iiiiii S1,31IHD IV ISA L�IJ 11 b saantan.gs Supped raluaotpnas n►arnsa,u 11 1111 I=It• ji 11111 1 1 111011012101111IIIHNIehlil ifiliffil1111ffi Ih D I .101+i:14.101.1.4.1 1.1.4.1 j.1k 1 .1.M+ 1+ g .101+14.14+101,14 .1+ ®e o o o 1®10 Ill 112IAI PT Q Q Q Q Q Q,Q Q Q Q Q Q !\"‘iiir Q: oai� 1, . , a i IWO 111111111111111 1 Gay, n Nf+uv,$y+my Corptetatflet Q -- miming illlllill o b b b b b T4b b b b(5b b RECEIVED MAYES TESTING ENGINEERS, INC JUN 2 9 2006 CONCRETE LABORATORY TEST REMM9114ENT Project Name: Site Address: Client: Engineer: Contractor: x'77.... ._.... _: Southcenter Mail Parking Garage A 633 Southcenter Mall Blvd Tukwila, WA Westfield America - WA Coughlin Porter Lundeen JTM Construction Air Temperature: Weather: Product: Supplier: Ticket Number : MixDesign ID : Sample Temp. (ASTM 01064) ter_ 70°F Water/Cement Ratio: 57°F Sunny Grout Stoneway 661818 10000 Irt+tial Storage Temp. (ASTM C31) 0.377 NR Slump (ASTM C143)1 flowable Placement Location and Notes:! FIELD DATA ASTM C39 and C109 Actual Entrained Air (ASTM C231) NR Sample(s) Recd: 05/31/06 Project No: Issued on: Sample Set ID: Tacoma 10029 S. Tacoma Way Suite E-2 Tacoma WA 98499 ph 253.584.3720 fax 253.584.3707 T6100 06/27/06 11075 Permit # (- ): Original: '�I, Revised: , IMix Proportions: Ingredient Fine Aggregate Water Cement—Type I & Il ADVA HRWRA Required Strength WO: 4000 psi @ 28 days D06-072 Weight (per cu.yd) 2,311.0 lbs 355.0 lbs 941.0 lbs 9.4 oz 47.0 oz Set I: Garage A augercast piles numbers: A99, A95, A93, A92, A105, A104, A103, A102, A101, A100. Third pile at lines L15. Cast on Pile #95 at 12 cubic yards at 7:45 am. 96 of 98 gallons of water allowable added on site. Date Made Sample # Lab # 05/30/06 : ; 0022 3544 05130106__ ; 0022_ 3545 05/30/06 0022 3546 Remarks: COMPRESSION TEST RESULTS (ASTM C39, C1231, and C617 when applicable) Date Tested Age Size (in) Load (lbs) Dia (in) Surface Strength (psi) Failure Code 06/06/06 ' 7 2 x 2 x 2 15232 0.00 4.04 06/27/06 ' 2.8 ; 2 x 2 x 2 ;' 28020 0.00 4.04 06/27/06 28 2 x 2 x 2 29225 0.00 4.06 Inspector(s)- Robinson, T. Tested by: Hayes, B. Reviewed by: _ Dennis Sanborn Branch Manager 3770 Type 2 6940 ! Type 2 7200 _ Type 2 NOTES: Failure descriptions for samples tested with neoprene pads are not required per ASTM Std. Ali testing performed in accordance with applicable ASTM's except C-31, 10.1.2 - "recording field temperature 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 8150, Rev 3, 7-0 MAYES TEST/NC. ENGINEERS, INC Project Name: Site Address: Client Engineer: Contractor: Air Temperature: Weather: Product: Supplier: Ticket Number MixDesign ID : Sample Temp. (ASTM C1064) ReceIVEb JUN 2 9 7006 Project No: Issued on: Sample Set CONCRETE LABORATORY TEST R€j Southcenter Mall Parking Garage A 633 Southcenter Mall Blvd Tukwila, WA Westfield America - WA Coughlin Porter Lundeen JTM Construction 74°F Sunny Grout Stoneway 662065 10000 Initial Storage Temp. (ASTM C31) FIELD DATA ASTM C39 and C109 Actual Entrained Air (ASTM C231) 75°F NR NR Water/Cement Ratio: l Slump (ASTM C143) 1 Sample(s) Recd: Tacoma 10029 S. Tacoma Way Suite E-2 Tacoma WA 98499 ph 253.584.3720 fax 253.584.3707 T6100 06/27/06 : 11076 Permit # (s): 006-072 17Revised: fl IMix Proportions: Ingredient Fine Aggregate Water Cement—Type I & II ADVA HRWRA Weight (per cu.yd) 2,311.0 lbs 356.0 fibs 950.0 lbs 9.4 oz 47.0 oz 0.375 fiowabie 05/31/06 Required Strength (f c): Placement Location and Notes:1 4000 psi @ 28 days Setif: Garage A augercast pile numbers: A99, A95, A93, A92, A105, A104, A103, A102, A101, A100. Third pile at lines L/5. Caston pile #102 at 84 cubic yards at 12:45 pm. 96 of 98 gallons of water allowable added on site. Date Made Sample # Lab # COMPRESSION TEST RESULTS (ASTM C39, C1231, and C617 when applicable) Date Tested Age Size (in) Load (lbs) Dia (in) 05/30/06 0023 3547 LL 06/06/06 7 2 x 2 x 2 17001 r 0.00 05130106, l 0023 3548 06/27/06 28. 2 x 2 x 2 23980 : 0.00 4.02 Surface Strength (psi) Failure Code 4.00- - 4250 Type2 * 5970 Type2 6120 Type 2 05/30/06 0023 3549 06/27/06 28 2 x 2 x 2 25210 0.00 4.12 Remarks: Inspector(s): Robinson, T. Tested by: Hayes, B. Reviewed by: Dennis Sanborn Branch Manager NOTES: Failure descriptions for samples tested with neoprene pads are not required per ASTM Std. All testing performed in accordance with applicable ASTM's except C-31, 10.1.2 - "recording field temperature 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 minX111 GEOTECHNICAL HANNON EIWILSONII. LTANTE NC DAILY FIELD ACTIVITY REPORT PROJECT NO.: 21-1-20189-007 REPORT DATE: June 13, 2006 REPORT NO.: SW FIELD REP.: PERMIT NO.: PRROJE.CT NAME/LOCATION Westfield Shoppingtown Southcenter Expansion i oag -a77 REPORT SUBMITTED TO: CONTRACTOR NAME AND CONTACT: WEATHER 8 TEMP. Cloudy, upper 60s Client Westfield Corporation General JTM Construction CC City of Tukwila Subcontractors for Geotechnical Construction TIMES OF SITE VISITS: Bayley from 0730 to 1530 JTM — from to — from to CONSTRUCTION OBSERVATIONS IYO... TOPICAND LOCATIDN. DEBODOTION OF FIELD. ACTIVITY, OBSERVATIONS AND ; , . , -e ° , RECOMMENDATIONS TO OWNER FtiRTHlR ACTION .'°':MECO IV1eOgt;)'TO , O 1 Sub -grade in the site of parking garage A. At the request of the Westfield Corporation 1 visited the project site today to observe evaluate the remaining sub -grade of Parking Garage A. The native soil generally consisted of brown -gray, gravelly, silty sand with trace of clay, which appeared to be suitable to be used as backfill material. The areas to be evaluated were to the west and north of the area where concrete had already been poured including the area that had been "repaired" on 6/12/06. 1 evaluated the sub -grade area compaction by using a Yz-inch diameter steel T -bar probe. Based on my probing and the observations of the previous day's excavation, backfilling and compaction activities, m my opinion, the sub -grade was compacted to a dense and unyielding condition, and is acceptable. ATTACHMENTS Figure 1 — Parking garage A main floor plan LIMITATIONS: The Shannon ct Wilson field representative is present on site solely to observe the field activities of the contractor identified and keep our client informed of the progress and quality of the work. The presence and activities of the Shannon ek Wilson field representative and our acceptance of any non -conforming work or failure to reject any nonconforming work does not relieve the contractor from complying with its contract documents. Shannon at Wilson does not have the authority to direct the contractor's work. Any information provided by the Shannon ti Wilson field inspector is intended solely to advise the contractor of the technical requirements of the plans and specification! and/or design concept The contractor is solely responsible for its means, methods, sequences, procedures, construction sire safety. quality of work, and adherence to the contract documents. REVIE )Y (PM initial/date) a,/'� -rte Page 1 of 1 •••••=irmin 1911111111 Sl73LIH71Y IU 1 sele.510.11 vim SHANGEOTECHNICNON FiWILSONAL AND ENVIRONMENTAL gI. LTANTE NC DAILY FIELD ACTIVITY REPORT ROJECT"NAM.E/LOCATION PROJECT NO.: 21 -1 -20189 -131 - REPORT 1-1-20189-0REPORT DATE: June 12, 2006 REPORT NO.: SW FIELD REP - PERMIT NO.: Westfield Shoppingtown Southeenter Expansion REPORT SUBMITTED TO: CONTRACTOR NAME AND CONTACT: WEATHER & TEMP. Cloudy, upper 60s Client Westfield Corporation General JTM Construction CC City of Tukwila Subcontractors for Geotechnical Construction TIMES OF SITE VISITS: Bayley from 0900 to 1530 JTM from to from to CONSTRUCTION OBSERVATIONS O TOPIC AND LOCATION.. DESCRIPTION "OF FIELD ACTIVITY, OBSERVATIONS AN ia `..z` - , µ ,"- ' RECOMMENDATIONS TO OWNER . ' , . FiJRT R AAIC I,Dl9 dli COs1iMENOBDT()_ 1 Sub -grade in the site of parking garage A. 1 arrived on site at approximately 0900 with Martin Page (Shannon & Wilson) to complete an orientation site walk. At this time, we noticed an area in the subgrade that appeared spongy when equipment was driven over it. The boundaries of the area were defined using a '/z -inch diameter steel T -bar probe and marked with paint. The area was between gridlines C -F and 2-3. Dave from JTM Construction was contacted and told that the area needed to be proof -rolled. Upon proof -rolling, it was decided that JTM would excavate 1 -foot below the 5/8 -inch crushed rock, remove the soil, replace it with construction fill, and compact the area. The soil that was removed was generally dark bluish -gray sandy silt. I will recheck this area on 6/13/06. ATTACHMENTS [Figure 1 — Parking garage A main floor plan LIMITATIONS: The Shannon & Wilson field representative is present on site solely to observe the field activities of the contractor identified and keep our client informed of the progress and quality of the work. The presence and activities of the Shannon & Wilson field representative and our acceptance of any non -conforming work or failure to reject any non -conforming work does not relieve the contractor from complying with its contract documents. Shannon & Wilson does not have the authority to direct the contractors work Any information provided by the Shannon & Wilson field Inspector is intended solely to advise the contractor of the technical requirements of the plans and specifications and/or design concept. The contractor is solely responsible for its means, methods, sequences, procedures, construction site safety, quality of work, and adherence to the contract documents. REVIEW BY �,M initiaV ate) Page 1 of 1 111J�'tlluJ' kg I 101. • d41 11 "olijail 5171tIH3 V I 1TOO SAS °S 1 O 0 O 0 0 0 0 0 0 0 0 0 <-\ 4k mai SHANNON D &WILSOL NeI�NC. DAILY FIELD ACTIVITY REPORT PROJECT NO.: 21-1-20189-007 REPORT DATE: June 12, 2006 REPORT NO.: SW FIELD REP.: E Milodragovich PERMIT NO.: PROJECT NAME/LOCA-110N Westfield Shoppingtown Southcenter Expansion 7EPORT SUBMITTED TO: CONTRACTOR NAME AND CONTACT: WEATHER & TEMP Cloudy, upper 60s Client Westfield Corporation General JTM Construction CC City of Tukwila Subcontractors for Geotechnical Construction TIMES OF SITE VISITS: Bayley Dewitt from 0900 to 1530 from _� . . to _ _____— from _._____.._._--- to JTM at Parking Figure 1. CONSTRUCTION OBSERVATIONS " .:. TOPIC; AND.° >LOCdT1ON DESCRIPTION t F FIELD ACTIVITY, OBSERVATIONS AND RECOMMENDATIONS TO OWNER ', ,UR-THER ACTION- °- D �Ck;,: - OWNER I Installation of At the request of the. Westfield Corporation I visited the project site today to Augercast Piles observe the installation of augercast piles for Parking Garage A, as shown on at Parking Figure 1. Garage A DeWitt Construction, the augercast pile contractor, installed two, 20 -inch - diameter augercast piles today. Piles A-3 and A-4 near the northeast corner of " 3J'�"� the Parking Garage A. The piles were installed with a continuous flight auger suspended from a Link Belt 338 crane. The soil profile for each augercast pile was determined from the soil cuttings and the behavior of the auger during drilling. All piles were drilled to the design depth or to refusal. Refusal was defined as less than 12 - inches of penetration over a 5 -minute period with the full down pressure of the auger being applied. After achieving each desired pile depth, a grout head was established and the auger withdrawn by a slow, steady pull and continuous, slow clockwise rotation. The contractor installed the reinforcement cage after auger withdrawal. To center the reinforcement steel in the grout column, plastic centralizers and a plastic "football" were placed along the reinforcement cage. In general, the steel penetrated the grout column with minimal assistance for all piles. The ratio between the volume of grout pumped and the theoretical volume of each augercast hole was calculated for each pile. This ratio should be 1.2 or greater. The calculated ratio for the piles installed today varied from 1.9 to 2.2. Additionally, a grout head of between 30 and 35 feet was observed during each auger withdrawal. Based on our geotechnical observations, it is our opinion that all augercast piles were installed today in general accordance with the project plans and specifications. ATTACHMENTS Figure 1 – Parking Garage A Main Floor Plan Table 1—Augercast Pile Summary LIMITATIONS: The Shannon & Wilson field representative is present an site solely to observe the field activities of the contractor identified and keep our client informed of the progress and quality of the work. The presence and activities of the Shannon & Wilson field representative and our acceptance of any non -conforming work or failure to reject any non -conforming work does not relieve the contractor from complying with its contract documents. Shannon & Wilson does not have the authority to direct the contractor's work Any information provided by the Shannon & Wilson field inspector is intended solely to advise the contractor of the technical requiremene of the plans and specifications and/or design concept. The contractor is solely responsible for its means, methods, sequences, procedures, construction site safety, quality of work, and adherence to the contract documents. REVIEW BY (PM Initial/date) -/74 Page 1 of 1 iik(I;I I I I I11 ..5".•rMrrr"w.u"ws11 A1#74f0 .rte S17�1IH7�V 1S! WS111 -6 104111 I It ' S 3 Iiiqiij; of K L 6 cc a 2 E z co w 1 a i- a 0 cc Lu 0 m a 0 o (no -J at 0 Z Z a co o 1FIL g ko a F Q 0 z B a 0 -J•o az 0 I I E I 1 1 1 z z oro a k w w 4a. a 0 GI Z ch LL Nom .I SHANNON &WILSON, INC. I7� GEOTECHNICAL AND ENVINONMENTAL CONSULTANTS DAILY FIELD ACTIVITY REPORT CT ,NAMEILOCATI ON,. PROJECT NO.: 21-1-20189-007 REPORT DATE: June 8, 2006 REPORT NO.: SW FIELD REP.: JoejXiao Hui) Liu, LEG PERMIT NO.: /D06--072") Westfield Shoppingtown Southcenter Expansion 7EPORT SUBMITTED TO: CONTRACTOR NAME AND CONTACT: WEATHER 8 TEMP.Cloudy, upper 60s Client Westfield Corporation General JTM Construction CC City of Tukwila Subcontractors for Geotechnical Construction TIMES OF SITE VISITS: Bayley Dewitt from 0600 to 1550 JTM from to from to CONSTRUCTION OBSERVATIONS 2;:; i; .:.,', x._.TOPIC ANI) ' CATION ;: ,.,r. f;,,=i.>':e .=;"",F ',,, ;,;,,;, DESCRlP "ttTi E?Y'(fSNOEPlI. ACTIVITY, OBSERVATIONS ;AND F2EGbl5lIMEIVION�;��u� E / 4 41; �.,.:5¢FrjhF3 OWNER E'F ,, ,`i:; tee.::. :,3: - ;e/F:' i1�1 ,,,.pry „ ,>« ,$«. ,3s/..«.<..,. x=;ti�.'6iY.'g�•# 1 Installation of Augercast Piles at Parking Garage A At the request of the Westfield Corporation i visited the project site today to observe the installation of augercast piles for Parking Garage A, as shown on Figure 1. DeWitt Construction, the augercast pile contractor, installed six, 20 -inch - diameter augercast piles today. Piles 54a, 67a, 72a, 90a and 92a were installed as a supplemental pile to the previously installed one. They were generally located about 5 feet from the previously drilled piles. Piles Al and A2 were installed for the proposed pedestrian bridge located near the northwest corner of the Parking Garage A. The piles were installed with a continuous flight auger suspended from a Link Belt 338 crane. The soil profile for each augercast pile was determined from the soil cuttings and the behavior of the auger during drilling. All piles were drilled to the design depth or to refusal. Refusal was defined as less than 12 - inches of penetration over a 5 -minute period with the full down pressure of the auger being applied. After achieving each desired pile depth, a grout head was established and the auger withdrawn by a slow, steady pull and continuous, slow clockwise rotation. The contractor installed the reinforcement cage after auger withdrawal. To center the reinforcement steel in the grout column, plastic centralizers and a plastic "football" were placed along the reinforcement cage. In general, the steel penetrated the grout colunm with minimal assistance for all piles. The ratio between the volume of grout pumped and the theoretical volume of each augercast hole was calculated for each pile. This ratio should be 1.2 or greater. The calculated ratio for the piles installed today varied from 1.9 to 2.2. Additionally, a grout head of between 28 and 35 feet was observed during each auger withdrawal. Based on our geotechnical observations, it is our opinion that all augercast piles were installed today in general accordance with the project plans and specifications. ATTACHMENTS Figure 1 - Parking Garage A Main Floor Plan Table 1--Augercast Pile Summary LIMITATIONS: The Shannon & Wilson field representative is present on site solely to observe the field activities of the contractor identified and keep our client informed of the progress and quality of the work. The presence and activities of the Shannon & Wilson field representative and our acceptance of any non -conforming work or failure to reject any non-conformin work does not relieve the contractor from complying with its contract documents. Shannon & Wilson does not have the authority to direct the contractor's work. Any information provided by the Shannon & Wilson field inspector is intended solely to advise the contractor of the technical requirements of the plans and specifications and/or design concept. The contractor is solely responsible for its means, methods, sequences, procedures, construction site safety, quality of work, and adherence to the contract documents. REVIEW BY (PM initiaVdate) Page 1 of 1 101115.11=1 1111.1313101.0.1 S1)31IH311V 151 IJ !rixMPW.L ESP saJn nris gid ijuaatnnos plagisam DATE — [.3-o[y JOB NO. 21 -,._ 2 ]/r?9—,tea% PERMIT NO. • - — • DATE OF CALIBRATION STROKE (FT ) x EFFICIENCY :OMMENTS / REMARKS (EG. REBAR) u Gfawc T- a.,t 3 1, o-+ . ('4 r 0 t. 13-M1 DI. '0 ri r s M _ 4. ' .1 `2 s n N. j LA rA 1 Luz UQ} o� z � .tea Wa a0 T J— )— l- }' 0 ao N Ct' rV M 0 1� M i10 i10 N M l-1 c•A N 3! La. )p U LL u .U N .T' M { M ift z 3 1-1 N c� N 0 Cs cr RESENTATIVE �CCW iL w z m sh u_ 0 S J CO [[1 SHANNON NVILSONsINC. DAILY FIELD ACTIVITY REPORT PROJECT HAME!LOCATION PROJECT NO.: 21-1-20189-007 REPORT DATE: June 7, 2006 REPORT NO.: SW FIELD REP.: PERMIT NO.: Westfield Shoppingtown Southcenter Expansion 7EPORT SUBMITTED TO: CONTRACTOR NAME AND CONTACT: WEATHER & TEMP. Sunny. 70s Client Westfield Corporation General JTM Construction CC City of Tukwila Subcontractors for Geotechnical Construction TIMES OF SITE VISITS: I Bayley Dewitt from 0700 to 1700 JTM from from - _ to -- to -- - __- CONSTRUCTION OBSERVATIONS , O. , TOPIC:AND -,LOCATION ' �; • :;',DESCRIPTION OF FIELD ACTIVITY, OBSERVATIONSrvAND "°.•:.: • -RECOMMENDATIONS TO OWNER � FURTHER ACTION-; ;RECOMMENDED= `O OWNER 1 Installation of Augercast Piles (Piles 35a, 36a, 37a and 38a). At the request of the Westfield Corporation I visited the project site today to observe the installation of augercast piles for Parking Garage A, as shown on Figure 1. Dewitt, the pile contractor, installed 4 augercast piles today. The piles were installed with a continuous flight auger suspended from a Link Belt 338 crane. The soil profile for each augercast pile was detemrined from the soil cuttings and the behavior of the auger during drilling. All piles were drilled to the design depth or to refusal. Refusal was defined as less than 12 -inches of penetration over a 5 -minute period with the full down pressure of the auger being applied. In our opinion, based upon observations of the auger and the soil cuttings, the piles installed today will support the specified design loads. ATTACHMENTS Figure 1 — Parking Garage A Main Floor Plan Table 1--Augercast Pile Summary LIMITATIONS: The Shannon do Wilson field representative is present on site solely to observe the field activities of the contractor identified and keep our client informed of the progress and quality of the work. The presence and activities of the Shannon & Wilson field representative and aur acceptance of any non -conforming work or failure to reject any non -conforming work does not relieve the contractor from complying with to contract documents. Shannon & Wilson does not have the authority to direct Me contractors work. Any information provided by the Shannon & Wilson field inspector is intended solely to advise the contractor of the technical requirements of the plans and specifications and/or design concept. The contractor is solely responsible for its means, methods, sequences, procedures, construction site safety, quality of work, and adherence to the contract documents. REVIEW BY (PM initiaVdate) Pagelofl z z _. mpo Wiirf„pi yihtih 01 111?A 113 hh e Vs 1 iz 01® 0 0 4-0 0 0 vn H 0 .o-4[ bq[ N 111ad/ 11 1 n 1r 1 az N rs I • .a1 A c7 i- V i ! I, 11 II 11 1 II • 1 EN* I r+IT, fi 0 41,3 8 6 J a O z AIM 11,,! SHANNON &\ MLSOL N INC. NTS FIELD ACTIVITY REPORT 34 St., Suite 100 P.O. Box 300303 Seattle, WA 98103 206.632.8020 Fax 206.895.6777 TO: J-,Fite/ce D r� FROM: RE: Date: Cn_ 1— ,P Tib Arrival Time: / ce Departure Time: Lr S' p Weather: 79 ' S Job No. 2 --7- bp 1/Ve5,1d 1_5j7,10wM ou ,, 4• -Se/ben-14'01 j— v;i r rs / ch ea(f7/Y Jl�lA-p/p 142L..-194 f/.a-t?Y C f3#bsy�Ua? `, /`f"i^tikc 1�Y79Ilr-Ei �Ai�t1/G/T�_ 0 n rtom/ v1Grete- 5 t eit.s r F A "el sick,/ T_ L•a rte.." te.." �,d13 Q f l'' ° 0 � ,,.r: iIe, -. 3- 7/h cta,- e-cJ-e.cot -'. // s.4.47rs.L. sex &UW &.' r,n ' e -Ie 51-!4 Cc (0- '.' v; 6r4 - r33//e9, grefeAct e -A-E 'Ptrr'Ctf47 ."1:, ort,1,,, SS•41,00.4,— LiAtt Oeigk_C--"41C. la t 314,41c6/‹. .E. sc.�, p�r�-•mac .ita 4 . bic.44u ( Of r1A.4 1-c €. rotor , pK7 et.44.4/I 4--s .1•1. 4,2 Si+ /4— el 41 Oe rot at.t/ave O fik4 4. A t .S w+wj , 4 Irl ?s� J , 7I e dV. yY. -3 ba,.e.t,ri • 1,0 sedot t.'car',of./4due.:rr..nl..-.af_ By: Name Title Reviewed by: Name Title roc .,1' 4 B �E .. ,x.1_,1 �::1:.•�.� pyppyp" 111 51o311H]1iY ISI a�`Y" �Y 2uppeci woman LJL A a 4 I'ul�l4illii4!• l IIIIII��� 0 3 ,� 4 V> r' v = I SHANNONE6WILSOL NaINC. DAILY FIELD ACTIVITY REPORT PROJECT NAME/LOCATION PROJECT NO.: 21-1-20189-007 REPORT DATE: June 20, 2006 REPORT NO.: SW FIELD REP.: PERMIT NO.: Westfield Shoppingtown Southcenter Expansion REPORT SUBMITTED TO: CONTRACTOR NAME AND CONTACT: WEATHER & TEMP. Clear, 50s & 60s Client Westfield Corporation General JTM Construction CC City of Tukwila Subcontractors for Geotechnical Construction TIMES OF SITE VISITS: Bayley from 0700 to 1600 JTM from to from to CONSTRUCTION OBSERVATIONS N0. TOPIC AND LOCATION DESCRIPTION OF FIELD ACTIVITY, OBSERVATIONS AND RECOMMENDATIONS TO OWNER - FARTHER ACTION RECOMMENDED TO OWNER 1 Non-compliance Backfill on the SE corner of Parking Garage A. At the request of the Westfield Corporation I visited the project site today to do a quality assurance check on previously unacceptable backfill against two shear walls at the SE corner of parking Garage A, as indicated in figure 1. The backfill areas are each 3 feet deep. The contractor excavated two shallow pits in the fill and I used a %Z -inch diameter steel T -bar to probe the fill. The fill appears to have dried out enough so that a dense condition has been achieved. In my opinion, based upon the penetrations of the T -bar using moderate force, the backfill is dense and unyielding and is now acceptable. ATTACHMENTS Figure 1 — Parking Structure A Main Floor Plan LIMITATIONS: The Shannon & Wilson field representative is present on site solely to observe the field activities of the contractor identified and keep our client informed of the progress and quality of the work. The presence and activities of the Shannon & Wilson field representative and our acceptance of any non -conforming work or failure to reject any non -conforming Mork does not relieve the contractor from complying with its contract documents. Shannon & Wilson does nor have the authority to direct Me contractor's work. Any information provided by the Shannon et Wilson field inspector is intended solely to advise the contractor of the technical requirements of the plans and specifications and/or design concept. The contractor is solely responsible for its means, methods, sequences, procedures, construction site safety, quality of work and adherence to the contract documents. REVIEW BY (PM initial/date) reef 6,74 a6 Page 1 of 1 1 .10 MI *ilitif 11 age iijj .. 313 1 !k Th iI g L ultp mksi wi4,0U 1101 O Q O' o 0 o OO ® 0 h ,st is X t)LU \ 0 N )3 i" 4e . --il b.1 ts:tftE N r) o� nd N l; az kR aa¢ aoc as hiS -13 .rc V I 1'1 \ \ 4e +1 it 11 • t I / ; 11 I1 ll II it 1_i IY I 1 I1 11 1! 11 II II / • 1.1 t1+ �b 1.1 I'! I 11 41 ,_, 1:,1111 +4 I I II 1 {RYI N. t'1 I II II ! 11 If ?Abet' I ll +1 11 11 .1i 41 II 11 11 11 41 1 41 jI l • • A 0 V 1> III II 111 1 0 u ,o. o 0 o b o s i Nom SHANNON 1ENVIRONMLSONINCeA DAILY FIELD ACTIVITY REPORT PROJECT NO.: ,0? 21-1-20189-007 REPORT DATE: June 29, 2006 REPORT NO.: SW FIELD REP. - PERMIT NO.: D06-072 PROJECT NAME/LOCATION REPORT SUBMITTED TO: CONTRACTOR NAME AND CONTACT: WEATHER & TEMP. Clear, 80s Client Westfield Corporation General JTM CC City of Tukwila Subcontractors for Geotechnical Construction TIMES OF SITE VISITS: JTM from 0800 to 1530 Bayley from to from to CONSTRUCTION OBSERVATIONS NO. TOPIC AND LOCATION DESCRIPTION OF FIELD ACTIVITY, OBSERVATIONS AND RECOMMENDATIONS TO OWNER FURTHER ACTION ` RECOMMENDED TO OWNER Backfill of shear walls and adjacent concrete slab in garage A. At the request of JTM 1 visited the project site today to observe placement of backfill around the shear walls and adjacent concrete stab as indicated m figure 1. JTM placed one foot loose lifts m the three foot deep trenches and compacted it with a backhoe -mounted hoepack. Using a W' T -probe bar with moderate force, 1 found the backfill to be dense and unyielding and is acceptable. ATTACHMENTS 1, Figure 1— Parking garage A main floor plan LIMITATIONS: The Shannon & Wilson field representative is present on site solely to observe the field activities of the contractor identified and keep our client informed of the progress and quality of the work. The presence and activities of the Shannon & Wilson field representative and our acceptance of any non -conforming work or failure to reject any non -conforming work does not relieve the contractor from complying with its contract documents. Shannon & Wilson does not have the authority to direct the contractor's work. Any information provided by the Shannon di Wilson field inspector is intended solely to advise the contractor of the technical requirements of the plans and specifications and/or design concept. The contractor is solely responsible for its means, methods, sequences, procedures, construction site safety, quality of work, and adherence to the contract documents. REVIEW BY (PM initial/date) 1-3. Page 1 of 1 i I 1 I 1 2 ;1 S1D311H311V 151 saintotulS red aaa noS ppumAk I ( 1110 11I. �f�lffff 11 1 i11 a 1 I i z 111111 1 fff.f 1 Ali i 111iuui X411 �iI<tl�i��3a111l11�# fff::.N4 111;1111 11_ 1#��;t� 1 �11 !!1H !l If�t f[UUti11lllli i1141 111r ttii , f II ,, �1� 1 IIII 1 1 , ! 11xttt loll i ,; ��;!� III .! i UU 01,1401+111.1444.1.1.1.1.1.10 = O= G =1 aItf+I+RiI.1%l41.14=[+I=I : G: EMIR R S ®1 NE@ Q rTQC'QQQQ.QQQQ Q ,. 4 aniliN416-...ii7.,,x-ZW kit tau PitPUIELIKEIRAIr iillBllllllllll —t '4Z1 �; INIIIIl;IIIEGI �' I'Iflllll K)v� d b 6 b 46 b b b 4)6 MAYES TESTING ENGINEERS, INC. RECEIVED MTE NO: PROJECT: Address: PERMIT NO: Page 32 Owner: Architect: Engineer: Contractor: Date: Weather: Inspection: Samples: T6100 SOUTHCENTER MALL PARKING 633 Southcenter Mall Blvd Tukwila, WA 006-072 Westfield America FSI Architects Coughlin Porter Lundeen JTM Construction 6-19-06 Cloudy Resteel/Concrete (18)4x8" `JUN 2 6 2006 DEVELOOPM NT GARAGE A Everel Office 917 -134th Street SW Suite A-1 Everett, WA 98204 ph 425.742.9360 fax 425.745.1737 Tacoma Office 10029 S. Tacoma Way Suite E-2 Tacoma, WA 98499 ph 253.584.3720 fax 253.584.3707 Portland Office 7911 NE 33rd Drive Suite 190 Portland, OR 97211 ph 503.281.7515 fax 503.281.7579 MTE inspector arrived on site to perform final inspection of resteel; Inspector Le observed and sampled 350 cubic yards of Cadman Concrete Mix # 551081 R (4,000 psi at 28 Days - See Note) for slab on grade with tie beams and grade beams at building lines: A -D/2.5-4.8; D -G12.5- 5.2; G -J/5.2-6. Concrete was properly mechanically consolidated. Welded wire mesh was properly pulled up into the fresh concrete. Cast two sets of four 4 x 8" cylinders and two sets of five 4 x 8" cylinders that include one field cure per set to be tested Thursday morning June 22, 2006. Note: 4000 psi required due to placement carrying thru the shear wall areas per Mike (JTM superintendent) PRELIMINARY: Reviewed by: cc: Patrick Burns, Westfield America Mike Napolitano, JTM Construction Martin O'Leary, JTM Construction Troy McOmber, FSI Architects James E. Coughlin, Coughlin Porter Lundeen Dave Larson, City of Tukwila INSPECTOR: Tom Robinson Zt nis Sanborn, Branch Manager MAYES TESTING ENGINEERS, INC. MTE NO: PROJECT: Address: PERMIT NO: Page 31 Owner: Architect: Engineer: Contractor: Date: Weather: Inspection: Samples: T6100 SOUTHCENTER MALL PARKING GARAGE A 633 Southcenter Mall Blvd Tukwila, WA D06-072 RECEIVED JUN 26 20PF COMMun„ ; �LGPf�rEH Westfield America FSI Architects Coughlin Porter Lundeen JTM Construction 6-17-06 Cloudy Resteel N/A Everett Office 917 -134th Street SW Suite A-1 Everett, WA 98204 ph 425.742.9360 fax 425.745.1737 Tacoma Office 10029 S. Tacoma Way Suite E-2 Tacoma, WA 98499 ph 253.584.3720 fax 253.584.3707 Portland Office 7911 NE 33rd Drive Suite 190 Portland, OR 97211 ph 503.281.7515 fax 503.281.7579 MTE inspector arrived on site to perform inspection of resteel for slab on grade with tie beams and grade beams at building lines: A -G/2.5-4.8. Resteel is per plan. Check clearances prior to the concrete placement. PRELIMINARY: Reviewed by: cc: Patrick Burns, Westfield America Mike Napolitano, JTM Construction Martin O'Leary, JTM Construction Troy McOmber, FS! Architects James E. Coughlin, Coughlin Porter Lundeen Dave Larson, City of Tukwila INSPECTOR: Tom Robinson 4 • nis Sanborn, Branch Manager RECEIVED Everett Office TESTING ENGINEERS, INC- Surae A >» Street SW j JUN 2 6 2006 Everett, WA 98204 COMMUNrrY ph 425.742.9360 MTE NO: T6100 fax 425.745.1737 �� PROJECT: SOUTHCENTER MALL PARKING GARAGE A Tacoma Office O 10029 S. Tacoma Way Address: 633 Southcenter Mall Blvd Suite E-2 Tukwila, WA Tacoma, WA 98499 ph PERMIT NO: D06-072 faax 2553.584 370 Portland Office Page 30 7911 NE 33rd Drive Suite 190 Portland, OR 97211 Owner: Westfield America ph 503.281.7515 Architect: FSI Architects fax 503.281.7579 Engineer: Coughlin Porter Lundeen Contractor: JTM Construction Date: 6-16-06 Weather: Cloudy Inspection: Reinforced Concrete Samples: (24) 4 x 8" MTE inspector arrived on site to perform final inspection of resteei; Inspector Le observed and sampled 459 cubic yards of Cadman Concrete Mix #551081R (4,000 psi @ 28 days - see note) for slab on grade with tie beams and grade beams at building lines: G -K, M -N/2.5-5.2; K -M/2.5- 6. Concrete was properly mechanically consolidated. All incomplete items noted on Inspector Robinson Report of June 15, 2005 were completed prior to the concrete placement. Cast one set of four 4 x 8" cylinders and four sets of five 4 x 8" cylinders that include one field cure per set to be tested Monday morning June 19. Note: 4000 psi required due to placement carrying thru the shear wall areas per Mike (JTM superintendent). PRELIMINARY: INSPECTORS: Tom Robinson Quang Le Reviewed by: cc. Patrick Burns, Westfield America Mike Napoletano, JTM Construction Martin O'Leary, JTM Construction Troy McOmber, FSI Architects James E. Coughlin, Coughlin Porter Lundeen Dave Larson, City of Tukwila nis Sanborn, Branch Manager MAYES TESTING ENGINEERS, INC RECEIVED JUN 2 6 2006 MTE NO: T6100 COMMUNITY EVELPROJECT: SOUTHCENTER MALL PARKING GARAGE AEoPT Address: 633 Southcenter Mali Blvd Tukwila, WA PERMIT NO: D06-072 Page 29 Owner: Westfield America Architect: FSI Architects Engineer: Coughlin Porter Lundeen Contractor: JTM Construction Date: 6-15-06 Weather: Cloudy Inspection: Resteel Samples: N/A Everett Office 917 -134th Street SW Suite A-1 Everett, WA 98204 ph 425.742.9360 fax 425.745.1737 Tacoma Orrice 10029 S. Tacoma Way Suite E-2 Tacoma, WA 98499 ph 253.584.3720 fax 253.584.3707 Portland Office 7911 NE 33rd Drive Suite 190 Portland, OR 97211 ph 503.281.7515 tax 503.281.7579 MTE inspector arrived on site to perform inspection of resteel for slab on grade with tie beams and grade beams at building lines: D -G12.5-5.2; G -M/2.5-6; M -N/2.5-5. Spoke with Mike (JTM Job Superintendent) and Dave (JTM Garage A Superintendent) concerning items to be completed. Both were given a copy of the attached Pre -Pour Punchlist at 1 pm. For those items completed today and that will need to be completed, see the attached Pre -Pour Punch List. Items to be completed were discussed at the end of the shift. PRELIMINARY: INSPECTOR: Tom Robinson Reviewed by: o Derinis Sanborn, Branch Manager cc: Patrick Burns, Westfield America Mike Napolitano, JTM Construction Martin O'Leary, JTM Construction Troy McOmber, FS1 Architects James E. Coughlin, Coughlin Porter Lundeen Dave Larson, City of Tukwila MAYES TESTING ENGINEERS, INC PRE -POUR PUNCHLIST Project: SouthCenter Garage A Location: Garage A S.O.G (D -G12.5-5.2; G -M/2.5-6; M -N12.5-5 Inspector: Tom Robinson Date: MTE Project #: Time : 1 Dm RECEIVED /JUN 2 6 2006 COMMUNITY DEVELOPMENT 6/15/2006 T6100 Item No. Description (including references, details, etc.) Discrepancy No. Date Resolved 1 Need 3" clearance from Tie Beam steel- Various Location 1 2 Need 3" clearance from Grade Beam steel - 2 6/15/2006 (6pm) equipment rooms at N/5 3 Top Grade Beam steel has been bent so bottom dowels 3 6/15/2006(4:30pm) are now not in position for lap splice - equipment rooms at N/5 4 between M -N/5-6 grade is such there will not be a 4" 4 6/15/2006(2:30pm) slab in all places 5 Complete resteel north of K line 5 6/15/2006(4:30pm) MTE Form # 099, Rev 1, 10-01 MAYES TESTING ENGINEERS, INC Project Name: Site Address: Client: Engineer: Contractor: RECEIVED tJUN 2 6 2006 coMMuNInr P CONCRETE LABORATORY TEST RER-VENT Southcenter Mall Parking Garage A 633 Southcenter Mali Blvd Tukwila, WA Westfield America - WA Coughlin Porter Lundeen JTM Construction Air Temperature: Weather: Product: Supplier: Ticket Number : MixDesign ID : Sample Temp. (ASTM C1064) 65°F Cloudy Concrete Cadman 645240 551083 Initial Storage Temp. (ASTM C31) 71°F Water/Cement Ratio: 0.463 NR FIELD DATA ASTM C31 and C172 Design Entrained Air (ASTM C231) 4% Slump (ASTM C143), Samples) Recd: 5 1/2" Placement Location and Notes: I 06115/06 Project No: Issued on: Sample Set ID: Permit # (s): Original: Revised: E IMix Proportions: Ingredient Coarse Aggregate 3/4" Coarse Aggregate 3/8" Fine Aggregate Water Fly Ash Cement—Type I & II MRWRA NE Admix Required Strength (fc): 3000 psi @ 28 days Set I: Pile caps at building lines: D, D/2; D, J13; W4. Cast 39 cubic yards at 4:20 pm. Tacoma 10029 S. Tacoma Way Suite E-2 Tacoma WA 98499 ph 253.584.3720 fax 253.584.3707 T6100 06/21/06 11197 D06-072 Weight (per cu.yd) 1,208.0 ibs 699.0 lbs 1,296.0 lbs 239.0 lbs 77.0 lbs 439.0 ibs 18.3 oz 2.2 oz COMPRESSION TEST RESULTS (ASTM C39, C1231, and C617 when applicable) Date Made Sample # Lab # Date Tested Age Size (in) Load Obs) Dia (in) 06/14/06 0035 4062 06/21/06 7 ' 4 x 8 06/14/06 ! : 0035j 4063 07/12/06 ' ! 28 4 x 8 106/14/06 0035 4064 07/12/06 1 28 4 x 8 r06/14/06 x0035 4065 07/12/06 28 ' r 4 x 8 Remarks: Inspector(s): Robinson, T. Tested by: Hayes, B. 54210 4.01 Surface Strength (psi) Failure Code 12.63 4290 NA NA NA NA 0_00_ 0.00 0.00 X0.00 0.00 0.00 Reviewed by: Dennis Sanborn Branch Manager NOTES: Failure descriptions for samples tested with neoprene pads are not required per ASTM Std. All testing performed in accordance with applicable ASTM's except C-31, 10,1.2 - "recording field temperature Information in this report applies only to the actual samples tested and shall not be reproduced without the approval of Mayes Testing Engineers, Inc. Ai 1- MTE Form *150, Rev 3, 7-0 MAYES TESTING ENGINEERS, INC Project Name: Site Address: Client: Engineer: Contractor: Air Temperature: Weather: Product: Supplier Ticket Number : MixDesign JD : Sample Temp. (ASTM C1064) RECEIVED 'JUN 2 6 2006 COMMUNITY DEVELOPMENT CONCRETE LABORATORY TEST REPORT Southcenter Mall Parking Garage A 633 Southcenter Mall Blvd Tukwila, WA Westfield America - WA Coughlin Porter Lundeen JTM Construction 57°F Light Shower Concrete Stoneway 658658 10000 Initial Storage Temp. (ASTM C31) 68°F Water/Cement Ratio: 0.410 NR Stump (ASTM C143) flowable Placement Location and Notes: FIELD DATA ASTM C31 and C172 Actual Entrained Air (ASTM C231) NR Sample(s) Recd: • 05/23/06 Project No: Issued on: Sample Set ID: Tacoma 10029 5. Tacoma Wav Suite E-2 Tacoma WA 98499 ph 253.584.3720 fax 253.584.3707 T6100 06121/06 11026 Permit # (s): D06-072 Original: 4 Revised: LI 1 Mix Proportions: Ingredient Fine Aggregate Water Cement --Type 1 & 11 HRWRA Required Strength (f c): 4000 psi @ 28 days Weight (per cu.yd) 2,319.0 lbs 385.0 lbs 938.0 lbs 37.6 oz Set I: Garage A augercast piles numbers: A78, A120, A119, A116, A79, A81, A112, A110, A108, A114. Cube cast on Pile #A119 at 9:20AM at 20cy. 60 of 69 allowable gallons water added on site. Date Made Sample # 05/22/06 05/22/06 05/22/06 Remarks: 0011 0011 6011 COMPRESSION TEST RESULTS (ASTM C39, C1231, and C617 when applicable) Lab # Date Tested Age Size (in) Load (lbs) 3347 3348 3349 05/29/06 7 06/19/06 28 06/19/06 28 Inspector(s): Robinson, T. Tested by: Opgenorth, J. 2x2x2 2x2x2 2x2x2 18700 20860 18355 Dia (in) Surface Strength (psi) Failure Code 0.00 4.01 4670 Type 2 0.00 3.98 5240 Type 1 0.00 3.96 4630_ Type 1 Reviewed by: e "s Sanborn Branch Manager NOTES: Failure descriptions for samples tested with neoprene pads are not required per ASTM Std. All testing performed in accordance with applicable ASTM's except C-31, 30.1.2 - "recording field temperature 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 Name: Site Address: Client: Engineer: Contractor: Air Temperature: Weather: Product: Supplier: Ticket Number : MixDesign ID : Sample Temp. (ASTM C1064) RECEIVED 'JUN 2 6 2006 COMMUNITY DEVELOPMENT CONCRETE LABORATORY TEST REPORT Southcenter Mal[ Parking Garage A 633 Southcenter Mal! Blvd Tukwila, WA Westfield America - WA Coughlin Porter Lundeen JTM Construction 65°F Light Shower Grout Stoneway 658983 10000 Initial Storage Temp. (ASTM C31) 74°F NR FIELD DATA ASTM C39 and C109 Actual Entrained Air (ASTM C231) NR WaterlCement Ratio: I Slump (ASTM C143) 1 Sample(s) Rec'd: 1 0.411 flowable 05/23/06 Placement Location and Notes:1 Project No: Issued on: Tacoma 10029 S. Tacoma Vijay Suite E-2 Tacoma WA 98499 ph 253.584-3720 fax 253.584.3707 T6100 06/21/06 Sample Set ID: 11027 Permit # (s): Original:I� Revised: U IMix Proportions: Ingredient Fine Aggregate Water Cement --Type 1 & 11 HRWRA Required Strength WO: 4000 psi @ 28 days D06-072 Weight (per cu.yd) 2,308.0 lbs 383.0 lbs 932.0 lbs 37.5 oz Set II: Garage A augercast piles numbers: A78, A120, A119, A116, A79, A81, A112, A110, A108, A114. on Pile #A110 at 1:35pm at 60cy. 70 of 70 gallons water allowable added on site. Cubes cast Date Made 05/22/06 05/22/065 05/22/06 Remarks: Sample # 0012 0012 0012 COMPRESSION TEST RESULTS (ASTM C39, C1231, and C617 when applicable) Lab # Date Tested Age Size (in) Load (lbs) Dia (in) Surface Strength (psi) Failure Code 3350 . 05/29/06 7 17395 0.00 4.02 4320 Type 2 3351 . 06/19/06 28 18130 0.00 4.04 4490 Type 1 3352 06/19/06 28 18960 0.00 3.84 4940 Type 1 2x2x2 2x2x2 2x2x2 Inspector(s): Robinson, T. Tested by: Opgenorth, J. Reviewed by: ennis Sanborn Branch Manager NOTES: Failure descriptions for samples tested with neoprene pads are not required per ASTM Std. All testing performed in accordance with applicable ASTM's except C-31, 10.1.2 - "recording field temperature 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 Farm #150, Rev 3, 7-0 MAYES TESTING ENGINEERS, INC Project Name: Site Address: Client: Engineer: Contractor: Air Temperature: Weather: Product: Supplier: Ticket Number : MixDesign ID : Sample Temp. (ASTM C1064) RECEIVED 'JUN 2 6 2006 DEVELOPMENT CONCRETE LABORATORY TEST REPORT Southcenter Mall Parking Garage A 633 Southcenter Mall Blvd Tukwila, WA Westfield America - WA Coughlin Porter Lundeen JTM Construction 58°F Occasional Showers Concrete Cadman 639330 551083 Initial Storage Temp. (ASTM C31) 68°F Water/Cement Ratio: NR Slump (ASTM C143) 1 FIELD DATA ASTM C31 and C172 Actual Entrained Air (ASTM C231) 4.3% Sample(s) Recd: 0.453 4 1/2" 05/23/06 Placement Location and Notes: I Garage A pile caps and grade beam at building lines: N/4.75-5.3. allowable gallons water added on site. Tacoma 10029 S. Tacoma Way Suite E-2 Tacoma WA 98499 ph 253.584.3720 fax 253.584.3707 Project No: T6100 Issued on: 06/21/06 Sample Set ID: 11028 Permit # (s): D06-072 Original: [] Revised: 1 Mix Proportions: Ingredient Coarse Aggregate 3/4" Coarse Aggregate 3/8" Fine Aggregate Water Fly Ash Cement --Type I & II MRWRA NE Admix Weight (per cu.yd) 1,343.0 lbs 378.0 lbs 1,343.0 lbs 234.0 Ibs 77.0 lbs 440.0 lbs 18.4 oz 2.2 oz Required Strength (fc): 3000 psi @28 days Elevator pit slab at lines: H.5 -J15.8-6. 10 of 24 Date Made Sample # 05/22/06 05/22/06 05/22/06 05/22/06 Remarks: COMPRESSION TEST RESULTS (ASTM C39, C1231, and C617 when applicable) Lab # Date Tested Age Size (in) Load (Ibs) Dia (in) Surface Strength (psi) Failure Code 0013 3353 0013 3354 0013 3355 0013 3356 05/29/06 06/19/06 06/19/06 06/19/06 7 28 26 28 Inspector(s): Robinson, T. Tested by: Opgenorth, J. 6x12 6 x 12 6x12 6x12 104050 6.02 145215 • 6.01 144915 6.01 146860 6.01 28,46 28.37 28.37 28.37 Reviewed by; 3660 5120 5110 5180 Dennis Sanborn Branch Manager NOTES: Failure descriptions for samples tested with neoprene pads are not required per ASTM Std. All testing performed in accordance with applicable ASTM's except C-31, 10.1.2 - 'recording field temperature Information in this report applies only to the actual samples tested and shall not be reproduced without the approval of Mayes Testing Engineers, Inc. NA NA NA NA MTE Form 5150, Rev 3, 7-0 MAYES TESTING ENGINEERS, INC Project Name: Site Address: Client Engineer: Contractor: Air Temperature: Weather: Product: Supplier: Ticket Number : MixDesign ID : Sample Temp. (ASTM C1064) 70°F Water/Cement Ratio: Tacoma RECEIVED 10029 S. Tacoma Way Suite E-2 Tacoma WA 98499 ph 253.584.3720 fax 253.584.3707 CONCRETE LABORATORY TEST REPOF Southcenter Mali Parking Garage A 633 Southcenter Mall Blvd Tukwila, WA Westfield America - WA Coughlin Porter Lundeen JTM Construction 57°F Rain Grout Stoneway 659259 10000 • initial Storage Temp. (ASTM C31) 0.405 NR Slump (ASTM C143)1 flowable Placement Location and Notes:1 FIELD DATA ASTM C39 and C109 Actual Entrained Air (ASTM C231) NR Sample(s) Recd: 05/24/06 2 6 2006 DOP1V1TY T Project No: T6100 Issued on: 06/21/06 Sample Set ID: 11037 Permit # (s): D06-072 Original: ❑d Revised: (� IMix Proportions: Ingredient Fine Aggregate Water Cement --Type 1 HRWRA Required Strength (f c): 4000 psi @ 28 days Weight (per cu.yd) 2,319.0 lbs 379.0 lbs 936.0 lbs 38.0 oz Set I: Garage A augercast piles number's: A121 (6:21 am); A117 (6:57 am); A115 (7:25 am); A113 (8:15 am); A110 (8:59 am); A109 (9:25 am); A83 (9:59 am); A85 (10:47 am) A107 (11:18 am); A106 (12:39 pm); A51 (1:29 pm). Cast on Pile #115. Sampled 20 cubic yards at 8:00 am. 68 gallons of water added on site. COMPRESSION TEST RESULTS (ASTM C39, C1231, and C617 when applicable) Date Made Sample # Lab # Date Tested Age Size (in) Load (lbs) Dia (in) Surface Strength (psi) Failure Code 05/23/06 0014 3391 05/30/06 . 7 2 x 2 x 2 18990 0.00 4.06 4680 05/23/06 0014 3392 06/20/06 28 2 x 2 x 2 26435 0.00 4.06 6510 05/23/06 0014 3393 06/20/06 28 2 x 2 x 2 24625 0.00 4.10 6010 Remarks: Inspector(s): Robinson, T. Reviewed by: Tested by: Hayes, B. Type 1 Type 2 Type 2 D anborn Branch Manager NOTES: Failure descriptions for samples tested with neoprene pads are not required per ASTM Std. All testing performed in accordance with applicable ASTM's except C-31, 10.1.2 - "recording field temperature 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 Name: Site Address: Client Engineer: Contractor: Air Temperature: Weather: Product: Supplier: Ticket Number : MixDesign ID : Sample Temp. (ASTM C1064) RECEIVED 'JUN 2 6 2006 COMMUNITY CONCRETE LABORATORY TEST REP(fLOPMUNT Southcenter Mali Parking Garage A 633 Southcenter Mall Blvd Tukwila, WA Westfield America - WA Coughlin Porter Lundeen JTM Construction 57°F Rain Grout Stoneway 6592590 10000 I'Initial Storage Temp. ' (ASTM C31) FIELD DATA ASTM C39 and C109 Actual Entrained Air I (ASTM C231) 70°F NR NR Water/Cement Ratio: Slump (ASTM C143)1 Sample(s) Recd: 1 0.405 flowable 05/24/06 Required Strength (f c): Placement Location and Notes: 4000 psi @ 28 days Set Il: Garage A augercast piles number's: A121 (6:21 am); A117 (6:57 am); A115 (7:25 am); A113 (8:15 am); A110 (8:59 am); A109 (9:25 am); A83 (9:59 am); A85 (10:47 am) A107 (11:18 am); A106 (12:39 pm); A51 (1:29 pm). Cast on Pile #106. Sampled 84 cubic yards at 1:00 pm, Note: This sample was cast on a non -conforming load of grout 150 gallons of water added (68 gallons allowable), results could determine acceptability of Piles #A106 and Pile # A51 (130 gallons of water added with 68 gallons allowable. See Field Report for location of these two Piles. Project No: fssued on: Sample Set ID: Tacoma 10029 S. Tacoma Wav Suite E-2 Tacoma WA 98499 ph 253.584.3720 fax 253.584 3707 T6100 06/21/06 11038 Permit # (s): D06-072 Original: Revised: Mix Proportions: Ingredient Fine Aggregate Water Cement—Type 18r II I IRWRA Weight (per cu.yd) 2,319.0 lbs 379.0 lbs 936.0 lbs 38.0 oz Date Made 05/23/06 05/23/06 05/23/06 Remarks: COMPRESSION TEST RESULTS (ASTM C39, C1231, and C617 when applicable) Sample # Lab # Date Tested Age Size (in) Load (lbs) Dia (in) 0015 3394 05/30/06 7 2 x 2 x 2 19680 0.00 0015 ' 3395 06/20/06 28 2 x 2 x 2 22130 0.00 0015 ; 3396 06/20/06 28 2 x 2 x 2 24175 0.00 Surface 4.08 4.02 4.00 Inspector(s): Robinson, T. Reviewed by: Tested by: Hayes, B. Strength (psi) 4820 5500 6040 Failure Code Type 1 Type 2 Type 2 ennl'" anborn Branch Manager NOTES: Failure descriptions for samples tested with neoprene pads are not required per ASTM Std. All testing performed in accordance with applicable ASTM's except C-31, 10.1.2 - "recording field temperature Information in this report applies only to the actual samples tested and shall not be reproduced without the approval of Mayes Testing Engineers, Inc. p�s • MTE Form it150, Rev 3, 7-0 MAYES TESTING ENGINEERS, INC Project Name: Site Address: Client Engineer: Contractor. RECEIVED JUN 2 6 2006 CDEVELOPMENT CONCRETE LABORATORY TEST REPORT Southcenter Mall Parking Garage A 633 Southcenter Mall Blvd Tukwila, WA Westfield America - WA Coughlin Porter Lundeen JTM Construction Air Temperature: Weather: Product: Supplier: Ticket Number : MixDesign ID: 68°F Cloudy Concrete Cadman 645901 551081R Sample Temp. nInitial Storage Temp. (ASTM C1064) (ASTM C31) FIELD DATA ASTM C31 and C172 Actual Entrained Air (ASTM C231) 70°F NR NR Water/Cement Ratio:! Slump (ASTM 0143) Sample(s) Recd: j 0.495 8" Placement Location and Notes: II 06/17/06 Project No: Issued on: Sample Set ID: . Tacoma 10029 S. Tacoma Wav Suite E-2 Tacoma WA 98499 ph 253.584.3720 fax 253.584.3707 T6100 06/21/06 11221 Permit # (s): D06-072 Original: Revised: Mix Proportions: Ingredient Coarse Aggregate 3/4" Coarse Aggregate 3/8" Fine Aggregate Water Fly Ash HRWRA Cement—Type I & II MRWRA NC 534 Required Strength (f c): 4000 psi @ 28 days Weight (per cu.yd) 1,524.0 lbs 399.0 lbs 1,390.0 lbs 256.0 Ibs 77.0 Ibs 20.3 oz 440.0 Ibs 21.2 oz 44.1 oz Set V: Slab on grade at building lines: G -K, M -N12.5-5.2; K -M/2.5-6. Cast at 416 cubic yards at 1:30pm. NOTE: 4,000 psi required due to the shear walls that will be constructed on top of the slab and 4,000 psi is required for the shear walls from the footing up. Date Made Sample # Lab # i 06/16/0610040 -FC; 14166 06/16/06 13040 1 L 4167 06/16/06 L0040 , , 4168 06/16/061 0040 1 4169 06/16/06 ! 0040 14170 Remarks: COMPRESSION TEST RESULTS (ASTM C39, C1231, and 0617 when applicable) Load (Iles) Dia (in) Surface Strength (psi) Date Tested Age Size (in) i 06/19/06 J' 3 j1 4 x 8 06/23/06 1 7 J IL 4 x 8 07/14/06 I! 28 , L 4 x 8 ..1 07/14/N [ 20i 4 x 8 07/14/06 J L-2 L 4 X 8 Failure Code 35840 ;1 4.01 d 12.63 j 2840 J L _ NA ' €r 0.00 N 0.00 lP 'L NA �• 11 0.00 il 0.00 ; L_ J 1 NA J • _000 ; i 0.00 i' ,1 NA j ;_0.00 Jr: 0.00 NA 1 inspector(s): Robinson, T. Le, O. Tested by: Opgenorth, J. Reviewed by: /Denn Sanborn Branch Manager NOTES: Failure descriptions for samples tested with neoprene pads are not required per ASTM Std. All testing performed in accordance with applicable ASTMS except C-31, 10.1.2 - "recording field temperature Information in this report applies only to the actual samples tested and shall not be reproduced without the approval of Mayes Testing Engineers. Inc. 4. MTS Form 1150, Rev 3, 7A MAYES TESTING ENGINEERS, INC Project Name: Site Address: Client Engineer: Contractor: RECEIVED 'JUN 2 6 2006 COMMUNITY DEVELOPMENT CONCRETE LABORATORY TEST REPORT Southcenter Mall Parking Garage A 633 Southcenter Mall Blvd Tukwila, WA Westfield America - WA Coughlin Porter Lundeen JTM Construction Air Temperature: Weather: Product Supplier: Ticket Number : MixDesign ID : i Sample Temp. (ASTM C1084) 69°F Cloudy Concrete Cadman 645812 551081R FIELD DATA ASTM C31 and C172 Actual Initial Storage Temp. (ASTM C31) 75°F NR Entrained Air (ASTM C231) NR Water/Cement Ratio:1 r Slump (ASTM C143) Sample(s) Rec'd: I 0.499 7.75" 06/17/06 Placement Location and Notes: Project No: Issued on: Sample Set ID: Tacoma 10029 S. Tacoma Way Suite E•2 Tacoma WA 98499 ph 253.584.3720 fax 253.584.3707 T6100 06/21/06 11220 Permit # (s): 006-072 Original: ,J Revised: Mix Proportions: Ingredient Water Fly Ash Cement–Type! & II HRWRA MRWRA NC 53.4 Coarse Aggregate 3/4" Coarse Aggregate 3/8" Fine Aggregate Required Strength (f c): 4000 psi @ 28 days Weight (per cu.yd) 258.0 lbs 77.0 lbs 440.0 lbs 13.2 oz 21.3 oz 22.9 oz 1,522.0 lbs 399.0 lbs 1,397.0 lbs Set IV: Slab on grade at building lines: G -K, M -N/2.5-5.2; K -M/2.5-6. Cast at 351 cubic yards at 12:OOpm. NOTE: 4,000 psi required due to the shear walls that will be constructed on top of the slab and 4,000 psi is required for the shear walls from the footing up. COMPRESSION TEST RESULTS (ASTM C39, C1231, and C617 when applicable) Date Made Sample # Lab # Date Tested Age Size (in) Load (lbs) Dia (in) 06/16/06 f 0039-FCJ [ 4161 06/16/061[0039 H [ 4162 06/16/06 j 0039 71 4163 06/16/06 i 10039 Jr, 4164 L06/16/06 ( 0039 4165 Remarks: Surface Strength (psi) Failure Code 1_06/19/06 3 ]r -4x8 ' 37565 ±I 4.01_ ; f 12.63 I 2970__) j NA " f 06/23/06 j LLj 1 4 x 8 F-15700 i P 0.00 11 Ji NA }" r 07/14/06 J 28 ii 4 x 8F` +; O.O _J i 0.00 j! —f.P NA " 07/14/06 1 i 28_ j! 4 x 8 ' r 1' 0.00 i j 0.00 h NA 07/14/06 [ 28 ? 4 x 8 F !F 0.001i 0.00 1! - NA Inspector(s): Robinson, T. Le, Q. Tested by: Opgenorth, J. Reviewed by: ir,, i ���Den Inbom Branch Manager " NOTES: Failure descriptions for samples tested with neoprene pads are not required per ASTM Std. All testing performed in accordance with applicable ASTM's except C-31, 10.1.2 - "recording field temperature Information in this report applies ony to the actual samples tested and shall not be reproduced without the approval of Mayes Testing Engineers, Inc. METE Form N150, Rev 3, 7-0 MAYES TESTING ENGINEERS, INC Project Name: Site Address: Client Engineer Contractor: RECEIVED 'JUN 2 6 2006 commuNny CONCRETE LABORATORY TEST REPORT Southcenter Mall Parking Garage A 633 Southcenter Mall Blvd Tukwila, WA Westfield America - WA Coughlin Porter Lundeen JTM Construction Project No: Issued on: Sample Set ID: Tacoma 10029 S. Tacoma Way Suite E-2 Tacoma WA 98499 Ph 253.584.3720 fax 253.584.3707 T6100 06/21/06 11219 Permit # (s): D06-072 Original: , Revised: [] Air Temperature: Weather: Product: Supplier: Ticket Number : MixDesign ID : 65°F Cloudy Concrete Cadman 645745 551081R Initial Storage Temp. (ASTM C31) Sample Temp. (ASTM C 1064) 71°F Water/Cement Ratio: 0.503 NR Slump (ASTM C143) 8" Placement Location and Notes: FIELD DATA ASTM C31 and C172 Actual Entrained Air (ASTM C231) NR Samples) Rec'd: 06/17/06 ! Mix Proportions: Ingredient Coarse Aggregate 3/4" Coarse Aggregate 3/8" Fine Aggregate Water Fly Ash Cement—Type 1 & II HRWRA MRWRA Required Strength (f c): 4000 psi @ 28 days Weight (per cu.yd) 1,523.0 lbs 395.0 lbs 1,404.0 lbs 260.0 lbs 77.0 lbs 440.0 lbs 13.0 oz 21.1 oz Set 111: Slab on grade at building lines: G -K, M -N/2.5-5.2; K -M/2.5-6. Cast at 244 cubic yards at 9:45am. NOTE: 4,000 psi required due to the shear walls that will be constructed on top of the slab and 4,000 psi is required for the shear walls from the footing up. COMPRESSION TEST RESULTS (ASTM C39, C1231, and C617 when applicable) Date Made Sample # Lab # Date Tested Age Size (in) Load (lbs) Dia (in) Surface Strength (psi) [06/16/06 110038-FC x06/16/06 11 00381 L4157 i 06/16/06 f 0038 11 4158 i 06/16/06 x-0038 1 4159 L06/16/06 11 0038 [L 4160 Remarks: j 4156 ! 06/19/06 1[---- ---_ ',; ---- — 3JL4x8 . 29010_�L 4.01 !I 12.63 jL 2300 11 0.00 11 0.00 iL J 07/14/06 28_11- 4x8 0.00 11 0.00 IL 07/14/06 ; l 28 1 4 x 8 1r iLo.00 11-0.00 ![ 07/14/06 1r 28_11 4 x 8 1r0.00 0.00 • 06/23/06 I M[ 4 x 8 Inspector(s): Robinson, T. Le, 0. Tested by: Opgenorth, J. Reviewed by: Failure Code NA NA 1' NA NA NA ennis Sanborn Branch Manager NOTES: Failure descriptions for samples tested with neoprene pads are not required per ASTM Std. All testing performed in accordance with applicable ASTM's except C-31, 10.1.2 - "recording field temperature Information in this report applies only to the actual samples tested and shall not be reproduced without the approval of Mayes Testing Engineers, Inc. PATE Farm #150, Rev 3, 7.0 MAYES TESTING ENGINEERS, INC Project Name: Site Address: Client Engineer: Contractor. RECEIVED 'JUN 26 2006 DEVELOPMENT' CONCRETE LABORATORY TEST REPORT Southcenter Mall Parking Garage A 633 Southcenter Mall Blvd Tukwila, WA Westfield America - WA Coughlin Porter Lundeen JTM Construction Tacoma 10029 S. Tacna Way Suite E-2 Tacoma WA 98499 Ph 253.584.3720 fax 253.564.3707 Project No: T6100 Issued on: 06/21/06 Sample Set ID: 11218 Permit # (s): D06-072 Original: �/, Revised: ❑ Air Temperature: Weather: Product: Supplier: Ticket Number : MixDesign ID : Sample Temp. (ASTM C1064) 61 °F Cloudy Concrete Cadman 645695 551081 R 72°F Water/Cement Ratio: FIELD DATA ASTM C31 and C172 Actual Initial Storage Temp. (ASTM C31) NR ir Slump (ASTM C143) Entrained Air (ASTM C231) NR 1 Sample(s) Rec'd: IMix Proportions: Ingredient Coarse Aggregate 3/4" Coarse Aggregate 3/8" Fine Aggregate Water Fly Ash Cement—Type 1 & II HRWRA MRWRA 0.504 7" 06/17/06 Required Strength (f c): Weight (per cu.yd) 1,525.0 lbs 398.0 lbs 1,396.0 lbs 260.0 lbs 77.0 lbs 439.0 lbs 13.1 oz 21.3 az Placement Location and Notes: 4000 psi @ 28 days Set II: Slab on grade at building lines: G -K, M -N/2.5-5.2; K -M/2.5-6. Cast at 148 cubic yards at 8:25am. NOTE: 4,000 psi required due to the shear walls that will be constructed on top of the slab and 4,000 psi is required for the shear walls from the footing up. COMPRESSION TEST RESULTS (ASTM C39, C1231, and C617 when applicable) Date Made Sample # Lab # Date Tested Age Size (in) Load (lbs) Dia (in) Surface Strength (psi) Failure Code 106/16/06 ! b037-FC4151 I06/16/06I 0037 4152 06/16/06 1 0037 j 14153 1 06/16/06 ; 0037 1 F4154 i 06/16/06 110037_,1 [ 4155__ Remarks: ;36/1.9/081 3 - ( 4 x 8 r 38790 L4.01. 12,63 _II_ 3070 ] NA I* 06/23/06 I � 7 I 4 x 8 0.00 `i 0.00 1L_ 71 NA I" .1 07/14/06 J [ 2 18 [ 4 x 8 ] L0.00 11 o.00-11- ] 1 NA I " LQ7/14/06 ;� 281; 4x8 'L ��w jI0.00_IL. 0.00 i� _ NA " I_ 07/14/06 j 28 l I 4 x 8 i _ _ i LOAD T 0.00 �- - —NA Inspector(s): Robinson, T. Le, Q. Tested by: Opgenorth, J. Reviewed by: enni anbom Branch Manager NOTES: Failure descriptions for samples tested with neoprene pads are not required per ASTM Std. All testing performed in accordance with applicable ASTM's except C-31, 10.1.2 - "recording field temperature 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 1150, Rev 3, 7-0 MAYES TESTING ENGINEERS, INC Project Name: Site Address: Client: Engineer: Contractor: Air Temperature: Weather: Product: Supplier: Ticket Number- : MixDesign ID : RECEIVED JUN 2 6 zoos QcoMMUNIT V CONCRETE LABORATORY TEST REPOR� ENT Southcenter Mall Parking Garage A 633 Southcenter Mall Blvd Tukwila, WA Westfield America - WA Coughlin Porter Lundeen JTM Construction 68°F Cloudy Concrete Cadman 644746 cad -551083 Sample Temp. 1' Initial Storage Temp. ■`■ /ACT&I l ..r.e. \ ii /A CTU/ f*9A\ ■ 72°F Water/Cement Ratio: NR Slump (ASTM C143) FIELD DATA ASTM C31 and C172 Actual Entrained Air (ASTM C231) 3.7% Sample(s) Rec'd: 1 Tacoma 10029 S Tacoma Way Suite E-2 Tacoma WA 98499 ph 253.584.3720 fax 253.584.3707 Project No: T6100 Issued on: 06/21/06 Sample Set ID: 11185 Permit # (s): D06-072 Original: 0 Revised: Ei Mix Proportions: Ingredient Coarse Aggregate 3/4" Coarse Aggregate 3/8" Fine Aggregate Water Fly Ash MRWRA A/E Admix 3.117 5.25" 06/14/06 Required Strength (fc): Placement Location and Notes: I 3000 psi @ 28 days Pile caps at building lines: A/1.75-2.2; L, M/2; E, F, G, H/5. Cast at 1:35pm at 15 cubic yards. Weight (per cu.yd) 1,211.0 lbs 698.0 lbs 1,289.0 lbs 240.0 lbs 77.0 lbs 18.4 oz 2.2 oz Date Made 06/13/06 06/13/06 06/13/06 06/13/06 Remarks: Sample # Lab # 0034 4007 0034 ,: 4008 0034_; 4009 0034 ; 4010 COMPRESSION TEST RESULTS (ASTM C39, C1231, and C617 when applicable) Date Tested Age Size (in) Load (lbs) Dia (in) Surface Strength (psi) 7 4 x 8 48440 4.01 12.63 3840 28 4_x 8 0.00 0.00 28 4x8 0.00 0.00 28 4 x 8 0.00 0.00 06/20/06 07/11/06 07/11/06 07/11/06 Inspector(s): Robinson, T. Tested by: Hayes, B. Reviewed by: Den t4i'I Sanborn Branch Manager Failure Code NA NA NA NA • R • f NOTES: Failure descriptions for samples tested with neoprene pads are not required per ASTM Std. All testing performed in accordance with applicable ASTM's except C-31, 10.1.2 - "recording field temperature Information in this report applies only to the actual samples tested and shall not be reproduced without the approval of Mayes Testing Engineers, Inc. UTE Form N150, Rev 3, 7-0 RECEIVED MAYES TESTING ENGINEERS, INC 'JUN 2 6 2006 Project Name: Site Address: Client: Engineer: Contractor: Air Temperature: Weather: Product: Supplier: Ticket Number : MixDesign ID : Sample Temp. (ASTM C1064) = DEVELOPMENT CONCRETE LABORATORY TEST REPORT Southcenter Mall Parking Garage A 633 Southcenter Mall Blvd Tukwila, WA Westfield America - WA Coughlin Porter Lundeen JTM Construction 58°F Cloudy Grout Stoneway 667868 10000 73°F Initial Storage Temp. (ASTM C31) NR Water/Cement Ratio:1 Slump (ASTM C143) 1 0.382 Flowable FIELD DATA ASTM C39 and C109 Actual Entrained Air (ASTM C231) NR Sample(s) Rec`d: 06/13/06 Project No: Issued on: Sample Set ID: Tacoma 10029 S. Tacoma Way Suite E-2 Tacoma WA 98499 ph 253.584.3720 fax 253.584.3707 T6100 06/21/06 11173 Permit # (s): D06-072 Original: d❑ Revised: ❑ ! Mix Proportions: Ingredient Fine Aggregate Water Cement --Type 1 & 11 HRWRA Required Strength (f c): Weight (per cu.yd) 2,316.0 lbs 359.0 lbs 939.0 lbs 38.0 oz Placement Location and Notes:! 4000 psi @ 28 days Garage A augercast replacement piles for canopy at lines: N/5.6; M.26. Added 95 gallons of water of 95 gallons of water allowable. Date Made Sample # 06/12/06 0033 06/12/06 .. 0033 06/12/06 0033 ' Remarks: Lab # 3961 3962 3963 Inspector(s): Tested by: COMPRESSION TEST RESULTS (ASTM C39, 01231, and C617 when applicable) Date Tested Age Size (in) Load (lbs) Dia (in) 06/19/06 07/10/06 07/10/06 7 2x4 28. 2x4 28 2x4 Robinson, T. Opgenorth, J. 9550 1.99 0.00 0.00 Surface Strength (psi) 3.11 3070 0.00 0.00 Reviewed by: Failure Code Type 2 NA NA Denis Sanborn Branch Manager NOTES: Failure descriptions for samples tested with neoprene pads are not required per ASTM Std. All testing performed in accordance with applicable ASTM's except C-31, 10.1.2 - "recording field temperature Information in this report applies only to the actual samples tested and shalt not be reproduced without the approval of Mayes Testing Engineers, Inc. PATE Form 0150, Rev 3, 7-0 MAYES TESTING ENGINEERS, INC Project Name: Site Address: Client Engineer: Contractor: Air Temperature: Weather: Product Supplier: Ticket Number : MixDesign ID : Sample Temp. (ASTM C1064) CONCRETE LABORATORY TEST REPORT Southcenter Mall Parking Garage A 633 Southcenter Mall Blvd Tukwila, WA Westfield America - WA Coughlin Porter Lundeen JIM Construction 54°F Cloudy Concrete Cadman 643698 551083 �`Initial Storage Temp. - (ASTM C31) RECEIVEDProject No: Issued on: /JUN 211006sample Set ID: COMMUNITY permit # (s): DEVELOPMENT Original: ;�/: Revised: f _ FIELD DATA ASTM C31 and C172 Design Entrained Air (ASTM C231) 70°F NR 4% Water/Cement Ratio:1 Slump (ASTM C143) Sample(s) Rec'd: 1 0.458 5 1/2" 06/10/06 Tacoma 10029 S. Tacoma Way Suite E-2 Tacoma WA 98499 ph 253.584,3720 fax 253.584.3707 T6100 06/19/06 11153 D06-072 Mix Proportions: Ingredient Weight (per cu.yd) Coarse Aggregate 314" 1,208.0 lbs Coarse Aggregate 3/8" 698.0 lbs Water 240.0 lbs Fly Ash 84.0 lbs Cement—Type I & II 440.0 lbs MRWRA 18.2 oz A/E Admix 2.2 oz Required Strength (fc): Placement Location and Notes: f 4000 psi c 28 days Set I: Slab on grade at building lines: A -D/4.8-6; D -G/5.2-6. Cast at 75 cubic yards at 6:30 am. Note: 4000 psi required due to the shearwalls will be constructued on top of the slab and 4000 is required for the shearwalls from the footing up. COMPRESSION TEST RESULTS (ASTM C39, C1231, and C617 when applicable) Date Made Sample # Lab # Date Tested Age Size (in) Load (lbs) Dia (in) Surface Strength (psi) Failure Code 06/09/06) 1 0030 3875 06/09/06 i 1 0030 3876 , 06/09/06 IL 0030 ,I _3877 - `06/09/06 ; 0030 ; ! 3878 Remarks: L _ 06/16/06. 7 ;4 x 8 53975 4.02 ,_1,2',69 --- _..:4250 NA — " 07/07/06 j i 28 ! 4 x 8 ii. 0,00 H 0.00 NA • 07/07/06 1' 28 ; 4 x 8 ' '' 0.00 ' ' 0.00 - - '1 NA 1 07/07/06 : 28 ;- 4i-8 0.00. 0.00 NA Inspector(s): Robinson, T. Tested by: Hayes, B. Reviewed by: Dennis Sanborn Branch Manager NOTES: Failure descriptions for samples tested with neoprene pads are not required per ASTM Std. All testing performed in accordance with applicable ASTM's except C-31, 10.1.2 - "recording field temperature 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 1150, Rev 3, 7-0 RECEIVED MAYES TESTING ENGINEERS, INC 'JUN 2 12006 DEVELOPMENT CONCRETE LABORATORY TEST REPORT Project Name: Site Address: Client: Engineer: Contractor: Air Temperature: Weather: Product: Supplier: Ticket Number : MixDesign ID : Sample Temp. (ASTM C 1 O64) Southcenter Mall Parking Garage A 633 Southcenter Mall Blvd Tukwila, WA Westfield America - WA Coughlin Porter Lundeen JTM Construction 55°F Cloudy Concrete Cadman 643705 551083 Initial Storage Temp. (ASTM C31) 68°F Water/Cement Ratio: 0.458 Project No: Issued on: Sample Set ID: Tacoma 10029 S. Tacoma Way Suite E-2 Tacoma WA 98499 ph 253.584.3720 fax 253.584.3707 T6100 06/19/06 11154 Permit # (s): D06-072 Original: Revised: FIELD DATA ASTM C31 and C172 Design Entrained Air (ASTM C231) NR Slump (ASTM C143) 5 1/2" Placement Location and Notes: l 3.8% Sarnple(s) Recd: 06/10/06 f Mix Proportions: Ingredient Coarse Aggregate 3/4" Coarse Aggregate 3/8" Fine Aggregate Water Fly Ash Cement—Type 1 & 11 Glen 3030 MRWRA NE Admix Required Strength (Pc): 4000 psi @ 28 days Weight (per cu.yd) 1,208.0 700.0 1,285.0 239.0 82.0 440.0 9.9 18.2 2.2 lbs lbs lbs lbs lbs lbs oz oz oz Set 11: Slab on grade at building lines: A -D/4.8-6; D -G/5.2-6. Cast at 112 cubic yards at 7:20 am. Note: 4000 psi required due to the shearwalls will be constructed on top of the slab and 4000 is required for the shearwalls from the footing up. COMPRESSION TEST RESULTS (ASTM C39, C1231, and C617 when applicable) Date Made Sample # Lab # Date Tested Age Size (in) Load (lbs) Dia (in) Surface Strength (psi) Failure Code 06/09/06 0031 ! : 3879 ' 06/16/06 7 :I 4 x 8 50515 ; 4.02 ; 12.69 , ._ 3980_ NA • 06109106) �_-- 0031' r 3880 07/07/06 ! 28 _' ` 4 x 8 0.00 ~ Q00 1 NA 06/09/06 ! 0031 ` 3881 !--07/07/06 ' Ir 28 4 x 8 - ---..--. 0.00 0.00 '' NA O6/09/06_' 0031 -- 3882 07/07IOfi ' 28 4 x 8 0.00 0.00 NA Remarks: Inspector(s): Robinson, T. Tested by: Hayes, B. Reviewed by: I 7ilg9 Dennis Sanbom Branch Manager NOTES: Failure descriptions for samples tested with neoprene pads are not required per ASTM Std. All testing performed in accordance with applicable ASTM's except C-31, 10.1.2 - "recording field temperature 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 Name: Site Address: Client: Engineer: Contractor: Air Temperature: Weather: Product: Supplier: Ticket Number : MixDesign ID : Sample Temp. (ASTM C1064) 74°F Water/Cement Ratio: CONCRETE LABORATORY TEST REPORT Southcenter Mali Parking Garage A 633 Southcenter Mall Blvd Tukwila, WA Westfield America - WA Coughlin Porter Lundeen JTM Construction 58°F Cloudy Grout Stoneway 658442 10000 RECEIVED 'JUN 21 2006 DEVELopmENT FIELD DATA ASTM C39 and C109 Project No: Issued on: Sample Set ID: Permit # (s): Original:' Revised: Actual I Mix Proportions: Ingredient Fine Aggregate Water Cement—Type I & II HRWRA Initial Storage Temp. Entrained Air j (ASTM C31) (ASTM C231) NR Slump (ASTM C143) 0.432 flowable NR Sample(s) Recd: 05/23/06 Tacoma 10029 S. Tacoma Way Suite E-2 Tacoma WA 98499 ah 253.584.3720 fax 253.584.3707 • T6100 06/19/06 11023 D06-072 Required Strength (tic): Placement Location and Notes: I 4000 psi @ 28 days Set is Garage A augercast piles number's: A36, A37, A38, A39, A40, A77, A80, A118. Cubes cast on Pile #A36 at 9:14am at 35cy. Added 30 of 39 gallons of water allowable on site. Weight (per cu.yd) 2,319.0 lbs 407.0 lbs 942.0 lbs 37.6 oz COMPRESSION TEST RESULTS (ASTM C39, C1231, and C617 when applicable) Date Made Sample # Lab # Date Tested Age Size (in) Load (lbs) Dia (in) Surface 05/20/06 0009 3341 05/27106 7 2 x_2_x 2__ 19744 _0.00 4.12 05/20/06 I 0009 1 3342 06/17/06 28 ;1 2 x 2 x 2 22610 0.00 4.24 05/20/06 0009 3343 06/17/06 28 2 x 2 x 2 23755 0.00 '' 3.98 Remarks: Inspector(s): Robinson, T. Tested by: Hayes, B. Reviewed by: Dennis Sanborn Branch Manager Strength (psi) Failure Code 4790 - Type 1 • 5330 I type 2 5970 71 Type 2 NOTES: Failure descriptions for samples tested with neoprene pads are not required per ASTM Std. All testing performed in accordance with applicable ASTM's except C-31, 10.1.2 - "recording field temperature 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 F01111#150, Rev 3, 7-0 MAYES TESTING ENGINEERS, INC Project Name: Site Address: Client: Engineer: Contractor: Air Temperature: Weather: Product: Supplier: Ticket Number : MixDesign ID : Sample Temp. (ASTM C1064) 76°F Water/Cement Ratio: l �- •ems-:- �_r, .. CONCRETE LABORATORY TEST REPORT Southcenter Mall Parking Garage RECEIVED 633 Southcenter Mall Blvd Tukwila, WA Westfield America - WA Coughlin Porter Lundeen JTM Construction 62°F Cloudy Grout Stoneway 657806 10000 0.363 'JUN 2 1 2006 COMMUNITY DEVELOPMENT FIELD DATA ASTM C39 and C109 Actual Initial Storage Temp. Entrained Air (ASTM C31) (ASTM C231) NR NR Slump (ASTM C143) 1 Sample(s) Rec'd: flowable 05/20/06 Placement Location and Notes: Project No: Issued on: Sample Set ID: Tacoma 10029 S. Tacoma Way Suite E-2 Tacoma WA 98499 ph 253.584.3720 fax 253.584.3707 T6100 06/19/06 11013 Permit # (s): 006-072 Original: k Revised: IMix Proportions: Ingredient Fine Aggregate Water Cement -Type 1 & if HRWRA Required Strength (f c): 4000 psi @ 28 days Weight (per cu.yd) 2,311.0 lbs 342.0 lbs 941.0 lbs 38.0 oz Set I: Garage A augercast piles numbers: A18, A20, A22, A23, A25, A27, A29, A31, A33, A34, A35. Cubes cast on Pile #A23. Sampled 27 cubic yards at 9:26 am. Added 50 of 75 gallons of water allowable on site. COMPRESSION TEST RESULTS (ASTM C39. C1231, and C617 when applicable) Date Made Sample # Lab # Date Tested Age Size (in) Load (lbs) Dia (in) 05119106 0007 3297 05/26/06 • 7 2 x 2 x 2 15475 0.00 0511/06-. -0007_ 3298 06/16/06 IL -8_1 `2 x 2 x 2J' 22360 _ . 0.00 - 05/19/06 ; 0007 : `3299 06/16/06 267' 2 x 2 x 2 11 22880 0.00 Remarks: Inspector(s): Robinson, T. Tested by: Hayes, B. Surface Strength (psi) Failure Code 4.02 _ 3850 _ Type__i * 4.06 ; _ 5510 !L Type 2 _j • 4.14 7 5530 !^.Type 2 Reviewed by: Dennis Sanborn Branch Manager NOTES: Failure descriptions for samples tested with neoprene pads are not required per ASTM Std. All testing performed in accordance with applicable ASTM's except C-31, 10.1.2 - "recording field temperature 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 Name: Site Address: Client: Engineer: Contractor: Air Temperature: Weather: Product: Supplier: Ticket Number : MixDesign ID : Sample Temp. (ASTM C1064) CONCRETE LABORATORY TEST REPORT Southcenter Mall Parking Garage A RECE/VED 633 Southcenter Mall Blvd Tukwila, WA 'JUN 21 2006 Westfield America - WA Dev Coughlin Porter Lundeen JIM Construction 72°F Cloudy Grout Stoneway 658075 10000 I Initial Storage Tem (ASTM C31) P. FIELD DATA ASTM C39 and C109 Actual Entrained Air (ASTM C231) 78°F NR NR Water/Cement Ratio: 1 Slump (ASTM C143) Sample(s) Recd: 0.404 fiowable Placement Location and Notes: I 05/20/06 Project No: Issued on: Tacoma 10029 S. Tacoma Way Suite E-2 Tacoma WA 98499 ph 253.584.3720 fax 253.584.3707 T6100 06119/06 Sample Set ID: 11014 Permit # (s): D06-072 Original: i/ Revised: IMix Proportions: Ingredient Fine Aggregate Water Cement --Type 1 & II HRWRA Li Required Strength (fc): 4000 psi @ 28 days Weight (per cu.yd) 2,302.0 lbs 386.0 lbs 955.0 lbs 38.3 lbs Set II: Garage A augercast piles number's: A18, A20, A22, A23, A25, A27, A29, A31, A33, A34, A35. Cubes cast on Pile #A31. Sampled 77 cubic yards at 1:10 pm. Added 40 of 70 gallons of water allowable on site. Date Made Sample # Lab # 05/19/06 0008 3300 05119/061 _ 0008 �' 3301 _ 05/19/06 ' 0008 .1J 3302 Remarks: COMPRESSION TEST RESULTS (ASTM C39. C1231, and C617 when applicable) Date Tested Age Size (in) Load (lbs) Dia (in) Surface Strength (psi) Failure Code 05/26106 7 2x2 x 2 16355 0.00 4.10 - 3990__... Type 1 * 06/16/06 l 28 '' 2 x 2 x 2 j Lgoli§ '' 0.09_ 4.22 3' 4910 Type 2 06/16/06 ` 28 ' 2—x 2 x 2 ,[_23570_i.'! 0. 00 f 4.0_ : _ 5780 Typp 2 __ * Inspector(s): Robinson, T. Tested by: Hayes, B. Reviewed by: Dennis Sanborn Branch Manager NOTES: Failure descriptions for samples tested with neoprene pads are not required per ASTM Std. Ali testing performed in accordance with applicable ASTM's except C-31, 10.1.2 - "recording field temperature Information in this report applies only to the actual samples tested and shall not be reproduced without the approval of Mayes Testing Engineers, Inc. PATE Form #150, Ray 3, 7-0 MAYES TESTING ENGINEERS, INC Project Name: Site Address: Client: Engineer: Contractor Air Temperature: Weather: Product: Supplier: Ticket Number : MixDesign ID : Sample Temp. (ASTM C1064) CONCRETE LABORATORY TEST REPORT RECEIVED IN 212006 DaMOU1vin. �iyT Southcenter Mali Parking Garage A 633 Southcenter Mall Blvd Tukwila, WA Westfield America - WA Coughlin Porter Lundeen JTM Construction 65°F Sunny Grout Stoneway 658508 10000 initial Storage Temp. (ASTM C31) 74°F Water/Cement Ratio: 0.439 NR Slump (ASTM C143) flowable FIELD DATA ASTM C39 and C109 Project No: Issued on: Sample Set Permit # (s): Original: r. Revised: , Actual I Mix Proportions: Ingredient Entrained Air (ASTM 0231) NR Sample(s) Rec'd: 05/21/06 1� Tacoma 10029 S. Tacoma Wav Suite E-2 Tacoma WA 98499 Ph 253.584.3720 fax 253.584.3707 T6100 06/19/06 ID: 11024 D06-072 Weight (per cu.yd) Fine Aggregate 2,324.0 lbs Water 412.0 lbs Cement—Type 1 & II 938.0 lbs HRWRA 37.6 oz Required Strength (fc): Placement Location and Location and Notes:1 4000 psi @ 28 days Set II: Garage A augercast piles number's: A36, A37, A38, A39, A40, A77, A80, A118. Cubes cast on Pile #A118 at 12:25am at 35cy. Added 30 of 35 allowable gallons of water on site. COMPRESSION TEST RESULTS (ASTM C39, C1231, and C617 when applicable) Date Made Sample # Lab # Date Tested Age Size (in) Load (Ibs) Dia (in) Surface Strength (psi) Failure Code 05/20/06 0010 3344 05/20/06 i i0010 i 3345 05/20/06J'`.0010: J 3346: Remarks: 05/27/06 7 2_x 2 x 2 21216 0.00 4_00. 5300_ - Type 1 • 06/17/06 28 1 2 x 2 x 2 25135 0.00 I. 4.10 : 6130 _ . _Type? 06/17/06 _ 28_ 1. x 2 x 2 ;27440 ' :0.00 4.22 6500 jype 2 Inspector(s): Robinson, T. Reviewed by: _A...a Dennis Sanborn Branch Manager Tested by: Hayes, B. NOTES: Failure descriptions for samples tested with neoprene pads are not required per ASTM Std. All testing performed in accordance with applicable ASTM's except C-31, 10.1.2 - "recording field temperature 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. RFCEryEp 2 0 2006 MTE NO: T6100COMA'1U PROJECT: SOUTHCENTER MALI PARKING GARAd i L Address: 633 Southcenter Mall Blvd Tukwila, WA PERMIT NO: D06-072 Page 28 Owner: Westfield America Architect: FSI Architects Engineer: Coughlin Porter Lundeen Contractor: JTM Construction Date: 6-14-06 Weather: Cloudy Inspection: Reinforced Concrete and Epoxy Dowels Samples: (4) 4 x 8" Everett Office 917 -134th Street SW Suite A-1 Everett, WA 98204 ph 425.742.9360 fax 425.745.1737 Tacoma Office 10029 S. Tacoma Way Suite E-2 Tacoma, WA 98499 ph 253.584.3720 tax 253.584.3707 Portland Office 7911 NE 33rd Drive Suite 190 Portland, OR 97211 ph 503.281.7515 fax 503.281.7579 MTE inspector arrived on site to perform final inspection of resteel, observe and sampled 53 cubic yards of Cadman Concrete Mix #551083 (3,000 psi) pile caps at building lines: D, E/2; J, D/3; K/4. Resteel for pile caps are per RFI #0009. All resteel was found to be acceptable. Concrete was properly mechanically consolidated. Cast one set of four 4 x 8" cylinders. Test results: Slump -5'/2", air entrainment 4.0%. Observed installation of #7 bottom grade beam dowels: for equipment rooms in pile cap at lines N/ 4.7, 4.9, 5.1, 5.3; and #4 dowels for elevator pit walls at lines H.5, J/6 using Hilti HY-150 Epoxy (expiration date 12/06). Holes were drilled to the proper depth and well cleaned prior to dowel installation. To the best of our knowledge, items inspected this date are in accordance with approved plans and specifications. Reviewed by: cc. Patrick Burns, Westfield America Mike Napolitano, JTM Construction Martin O'Leary, JTM Construction Troy McOmber, FS1 Architects James E. Coughlin, Coughlin Porter Lundeen Dave Larson, City of Tukwila INSPECTOR: Tom Robinson )71/u�- 1 Dennis Sanborn, Branch Manager MAYES TESTING ENGINEERS, INC. ctMTE NO: T6100 111` d 1oa6 PROJECT: SOUTHCENTER MALL PARKING GARpcG odor Address: 633 Southcenter Mall Blvd DW Tukwila, WA PERMIT NO: D06-072 Page 27 Owner: Westfield America Architect: FSI Architects Engineer: Coughlin Porter Lundeen Contractor: JTM Construction Date: 6-13-06 Weather: Cloudy Inspection: Reinforced Concrete Samples: (4) 4 x 8" Everett Office 917 -134th Street SW Suite A-1 Everett, WA 98204 ph 425.742.9360 fax 425.745.1737 Tacoma Office 10029 S. Tacoma Way Suite E-2 Tacoma, WA 98499 ph 253.584.3720 fax 253.584.3707 Portland Office 7911 NE 33rd Drive Suite 190 Portland, OR 97211 ph 503.281.7515 fax 503.281.7579 MTE inspector arrived on site to perform final inspection of resteel, observe and sampled 100 cubic yards of Cadman Concrete Mix #551083 (3,000 psi) pile caps at building lines: N1.75-2.2; L, M/2; E, F, G, H/5. Resteel for pile caps at lines E, F, G, 1-1/5 is per RFI#0009. All resteel was found to be acceptable. Concrete was properly mechanically consolidated. Cast one set of four 4 x 8" cylinders. Test results: Slump 5'!<" and air entrainment 3.7%. Observed installation of #7 bottom grade beam dowels in each end of pile cap at lines N/ 4.8-5.3 using Hilti Hy -150 Epoxy (expiration date 12/06). Holes were drilled to the proper depth and well cleaned prior to dowel installation. To the best of our knowledge, items inspected this date are in accordance with approved plans and specifications. INSPECTOR: Tom Robinson Reviewed by: `Dennis Sanborn, Branch Manager cc: Patrick Burns, Westfield America Mike Napolitano, JTM Construction Martin O'Leary, JTM Construction Troy McOmber, FSk Architects James E. Coughlin, Coughlin Porter Lundeen Dave Larson, City of Tukwila MAYES TESTING ENGINEERS, INC.RECEIVED PO 2 0 2006 MTE NO: T6100 COMMUNITY OPME T PROJECT: SOUTHCENTER MALL PARKING GARA8E A Address: 633 Southcenter Mali Blvd Tukwila, WA PERMIT NO: D06-072 Page 26 Owner: Westfield America Architect: FSI Architects Engineer: Coughlin Porter Lundeen Contractor: JTM Construction Date: 6-12-06 Weather: Cloudy inspection: Resteel and Augercast Piles Samples: (3) 2 x 4" 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, OS 97211 ph 503.281.7515 fax 503281.7579 MTE inspector arrived on site to perform final inspection of resteel, observe and sampled 24 cubic yards of Stoneway Grout Mix #10000 (4,000 psi) augercast piles at building lines: N/5.6; M.2/6. Resteel was acceptable. Cast one set three 2 x 4" cylinders. Started inspection of resteel for Pile Caps at lines: L, M/2; C, D, E, F/5. Observed installation of #7 dowels using Hilti HY-150 epoxy (expiration date 12/6). Both the top and bottom dowels were installed for the elevator area at lines H.5, 1, 5/6. Holes were drilled to the proper depth, well cleaned then dowels installed To the best of our knowledge, items inspected this date are in accordance with approved plans and specifications. INSPECTOR: Tom Robinson Reviewed by: j<. ( el t ;Dennis Sanborn, Branch Manager cc' Patrick Burns, Westfield America Mike Napolitano, JTM Construction Martin O'Leary, JTM Construction Troy McOmber, FSI Architects James E. Coughlin, Coughlin Porter Lundeen Dave Larson, City of Tukwila MAYES TESTING ENGINEERS, /NCRECEIVED MTE NO: PROJECT: Address: PERMIT NO: Page 25 Owner: Architect: Engineer: Contractor: Date: Weather: Inspection: Samples: 'KM 2 0 2046 T6100 cOM o SOUTHCENTER MALL PARKING GARAuE 633 Southcenter Mall Blvd Tukwila, WA D06-072 Westfield America FSI Architects Coughlin Porter Lundeen JTM Construction 6-9-06 Cloudy Reinforced Concrete (12) 4 x 8" Everett Office 917 -134th Street SW Suite A-1 Everett, WA 98204 ph 425.742.9360 fax 425.745.1737 Tacoma Office 10029 S. Tacoma Way Suite E-2 Tacoma, WA 98499 ph 253.584.3720 fax 253.584.3707 Portland Office 7911 NE 33rd Drive Suite 190 Portland, OR 97211 ph 503.281.7515 fax 503.281.7579 MTE inspector arrived on site to perform final inspection of resteel, observe and sampled 210 cubic yards of Cadman Concrete Mix #551063 (4,000 psi *see note) for slab on Grade at building lines: A -D/4.8-6; D -G/5.2-6. All incomplete items noted on Inspector Robinson report of 6/8/2006 were completed prior to the concrete placement. JTM had a man assigned to pull the wire mesh up into the fresh concrete. Concrete was properly mechanically consolidated. Cast three sets of four 4 x 8" cylinders. Test results: (Set #1) Slump 5'h", air entrainment 4.0%; (Set #2) Slump 5 '/z", air entrainment 3.8%; (Set #3) Slump 6", air entrainment 3.9%. *NOTE: 4,000 psi agreed to so that the contractor can place the slab on grade concrete mix thru shear wall sections and construct the shear walls on top of the slab on grade. All reinforcement lap splices are based on an F'c of 4,000 psi. To the best of our knowledge, items inspected this date are in accordance with approved plans and specifications. INSPECTOR: Tom Robinson Reviewed by: / h ? D nis Sanborn, Branch Manager cc: Patrick Burns, Westfield America Mike Napolitano, JTM Construction Martin O'Leary, JTM Construction Troy McOmber, FS1 Architects James E. Coughlin, Coughlin Porter Lundeen Dave Larson, City of Tukwila RECEIVED MAYES TESTING ENGINEERS, INC JUN 2 01006 VELOPM NT CONCRETE LABORATORY TEST DREEPORT Project Name: Southcenter Mall Parking Garage A Site Address: 633 Southcenter Mall Blvd Tukwila, WA Client: Westfield America - WA Engineer: Coughlin Porter Lundeen Contractor: JTM Construction FIELD DATA ASTM C31 and 0172 Tacoma 10029 S. Tacoma Wav Suite E-2 Tacoma WA 98499 Ph 253.584.3720 fax 253.584.3707 Project No: T6100 Issued on: 06/15/06 Sample Set ID: 10988 Permit # (s): 1306-072 Original: d. Revised: Air Temperature: 71°F Design I Mix Proportions: Weather: Sunny Product Concrete Supplier: Cadman Ticket Number : 638086 MixDesign ID : cad -551083 Sample Temp. Initial Storage Temp. Entrained Air (ASTM C1064) (ASTM C31) (ASTM C231) 72°F NR NR Slump (ASTM C143) i' Sample(s) Rec'd: 1 6" 05/18/06 Required Strength (fc): Placement Location and Notes: 4000 psi @ 28 days Set I: Sears Temporary loading dock slab. Sampled 2 cubic yards at 7:30 am. 10 gallons of water added on site. COMPRESSION TEST RESULTS (ASTM C39, C1231, and C617 when applicable) Date Made Sample # Lab # Date Tested Age Size (in) Load (lbs) Dia (in) Surface Strength (psi) Failure Code 05/17/06 0002 3191 05/24/06 7 6 x 12 98025 6.01 28.37 3460 NA -05117106 _0002 .; 3192 06/14/06 28 j 6 x 12 135565 _ 6.01 28.37 4780 NA 05/17/06 0002• 3193 06/14/06 1. 28 76 x 12• 124705 6.01 •28.37 4400 NA 05/17/06 0002 • 3194 06/14/06 28 6 x 12 133790 6.01 28.37 4720 NA ' Remarks: , - Inspector(s): Robinson, T. Reviewed by: c t .t_ /1, Tested by: Hayes, B. permit Sanborn Branch Manager NOTES: Failure descriptions for samples tested with neoprene pads are not required per ASTM Std. All testing performed in accordance with applicable ASTM's except C-31, 10.1.2 - "recording field temperature 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 RECEIVED 'JUN 2 0 2006 CONCRETE LABORATORY TEST D LLOPMENT Project Name: Site Address: Client: Engineer: Contractor: Air Temperature: Weather: Product: Supplier: Ticket Number : MixDesign ID : Sample Temp. (ASTM C1064) Southcenter Mall Parking Garage A 633 Southcenter Mall Blvd Tukwila, WA Westfield America - WA Coughlin Porter Lundeen JTM Construction 76°F Sunny Grout Stoneway 657259 10000 • Initial Storage Temp. (ASTM C31) 74°F Water/Cement Ratio: 0.411 NR Slump (ASTM C143) I flowable Placement Location and Notes: FIELD DATA ASTM C39 and C109 Actual Entrained Air (ASTM C231) NR Sampe(s) Rec'd: 05/19/06 Project No: Issued on: Sample Set ID: Tacoma 10029 S. Tacoma Wav Suite E-2 Tacoma WA 98499 ph 253.584.3720 fax 253.584.3707 T6100 06/15/06 11000 Permit # (s): D06-072 Original: 4: Revised: 1 Mix Proportions: ingredient Fine Aggregate Water Cement—Type 1 & II HRWRA Required Strength (f c): 4000 psi @ 28 days Weight (per cu.yd) 2,318.0 lbs 390.0 lbs 949.0 lbs 37.5 oz Set II: Garage A augercast piles number's: A2, A51, A47, A49, A45, A46, A43, A4. Al2, A13, A21, A28, A30, A32. Cubes cast on Pile #Al2 at 1:00 pm @ 60 cubic yards. 40 of 64 gallons of water allowed added on site. Date Made Sample # 05/18/06 0006 05118106 0006 05/18/06 _0006 _ 3242 06/15/06 28 2x 2 x 2 18410 0.00 COMPRESSION TEST RESULTS (ASTM C39, C1231, and C617 when applicable) Lab # Date Tested Age Size (in) Load (lbs) Dia (in) Surface Strength (psi) 3240 05/25/06. 7. 2 x 2 x 2 13350 0.00 4.08 3270 324 06/15/06 ;' 28 2 x 2 x 2 19070 0.00 4.01 4760 3.90 4720 Remarks: Inspector(s): Robinson, T. Reviewed by: _ Tested by: Brooks, M. Failure Code Type 1. Type 3 Type3 Dennis Sanborn Branch Manager NOTES: Failure descriptions for samples tested with neoprene pads are not required per ASTM Std. Ail testing performed in accordance with applicable ASTM's except C-31, 10.1.2 - "recording field temperature Information in this report applies only to the actual samples tested and shall not be reproduced without the approval of Mayes Testing Engineers, Inc. 'i MTE Farm #150. Rev 3 7-0 MAYES TESTING ENGINEERS, INC Project Name: Site Address: Client: Engineer. Contractor: Air Temperature: Weather: Product: Supplier: Ticket Number : MixDesign ID: Sample Temp. (ASTM C1064) RECEIVED 'JUN 2 0 2006 CONCRETE LABORATORY TEST REROPPUTY Southcenter Mall Parking Garage A 633 Southcenter Mall Blvd Tukwila, WA Westfield America - WA Coughlin Porter Lundeen JTM Construction 72°F Sunny Grout Stoneway 657034 10000 Initial Storage Temp. (ASTM C31) FIELD DATA ASTM C39 and C109 Actual Entrained Air (ASTM C231) Project No: Issued on: Sample Set ID: Tacoma 10029 S. Tacoma Way Suite E-2 Tacoma WA 98499 Ph 253.584.3720 fax 253.584.3707 T6100 06/15/06 10999 Permit # (s): D06-072 Original: Revised: IMix Proportions: Ingredient Fine Aggregate Water Cement—Type I & II HRWRA 76°F NR NR Water/Cement Ratio: Slump (ASTM C101 Sample(s) Recd: 0.407 Plowable 05/19/06 Required Strength (f c): Weight (per cu.yd) 2,305.0 lbs 389.0 lbs 955.0 lbs 37.5 oz Placement Location and Notes: 4000 psi @ 28 days Set I: Garage A augercast piles number's: A2, A51, A47, A49, A45, A46, A43, A4. Al2, A13, A21, A28, A30, A32. Cubes cast on Pile #A49 at 8:30 am @ 29 cubic yards. 40 of 65 gallons of water allowed added on site. Date Made Sample # Lab # _05/18/06_ 0005 _ 3237 05118/06:. 0005 3238 05118/06_ 00053239 _ Remarks: COMPRESSION TEST RESULTS (ASTM C39, C1231, and C617 when applicable) Date Tested Age Size (in) Load (lbs) Dia (in) 05/25/06. _ 7W 2 x 2 x 2 .19730. 0.00 06/15/06 28 2 x 2 x 2 21720 0.00 06/15/06 • 28 2 x 2 x 2 23080 0.00 Inspector(s): Robinson, T. Tested by: Brooks, M. Surface Strength (psi) Failure Code 4.08 . 4840 -__ , Type 1 !4.065350. _-- - Type 3 4.6 7 5690 - Type 3 Reviewed by: Dennis Sanborn Branch Manager NOTES: Failure descriptions for samples tested with neoprene pads are not required per ASTM Std. All testing performed in accordance with applicable ASTM's except C-31. 10.1.2 - "recording field temperature 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 RECEIVED MAYES TESTING ENGINEERS, INC {JUN 2 0 2006 coMMUNITY DEVELOPMENT CONCRETE LABORATORY TEST REPORT Project Name: Site Address: Client: Engineer: Contractor: Southcenter Mall Parking Garage A 633 Southcenter Mall Blvd Tukwila, WA Westfield America - WA Coughlin Porter Lundeen JTM Construction Air Temperature: Weather: Product: Supplier: 71°F Partly Cloudy Concrete Cadman FIELD DATA ASTM C31 and C172 Actual Ticket Number : 641307 MixDesign ID : 551083 Sampie Temp. Initial Storage Temp. Entrained Air (ASTM C1064) (ASTM C31) (ASTM C231) 73°F NR 4% Water/Cement Ratio: 1 Slump (ASTM C143) Sample(s) Recd: 0.412 5 1/2" 06/01/06 Placement Location and Notes: Project No: Issued on: Sample Set ID: Tacoma 10029 S. Tacoma Way Suite E-2 Tacoma WA 98499 ph 253.584.3720 fax 253.584.3707 T6100 06108/06 11084 Permit # (s): D06-072 Original: V Revised: IMix Proportions: Ingredient Coarse Aggregate 3/4" Coarse Aggregate 3/8" Water Fly Ash Cement—Type I & II MRWRA A/E Admix Required Strength (fc): 3000 psi @ 28 days Weight (per cu.yd) 1,467.0 lbs 384.0 lbs 215.0 lbs 80.0 lbs 442.0 lbs 18.1 oz 2.2 oz Set II: Garage A pile caps and grade beam at building lines: B, C, M/5; N4.8-5.3; A -B.3/6; G -J/6. Cast 100 cubic yards at 11:50 am. 10 of 26 gallons of water allowed added on site. Date Made Sample # Lab # 05/31/06 0025 3582 05/31/06 0025 3583 ' 05/31/06 0025 3584 05/31/06 0025 3585 Remarks: COMPRESSION TEST RESULTS (ASTM C39, C1231, and C617 when applicable) Date Tested Age Size (in) Load (lbs) Dia (in) Surface Strength (psi) 06/07/06 7 4 x 8 44990 • 4.01 12.63 3560 06/28/06. 28 4 )T8 06/28/06 28 4 x 8 06/28/06 28 4 x 8 Inspector(s): Robinson, T. Tested by: Hayes, B. _- _. 0.00 0.00 0.00 0.00 0.00 0.00 - Reviewed by: , Dennis Sanborn Branch Manager NOTES: Failure descriptions for samples tested with neoprene pads are not required per ASTM Std. All testing performed in accordance with applicable ASTM's except C-31. 10.1.2 - "recording field temperature" Information in this report applies ony to the actual samples tested and shall not be reproduced without the approval of Mayes Testing Engineers, Inc. Failure Code NA ` MA * NA ` NA ` MTE Form #150, Rev 3. 7-0 RECEIVED MAYES TESTING ENGINEERS, INC JUN 2 0 2006 Project Name: Site Address: Client Engineer: Contractor: Air Temperature: Weather: Product: Supplier: Ticket Number : MixDesign ID : Sample Temp. (ASTM C1064) COMMUNITY DEVELOPMENT CONCRETE LABORATORY TEST REPORT Southcenter Mall Parking Garage A 633 Southcenter Mall Blvd Tukwila, WA Westfield America - WA Coughlin Porter Lundeen JTM Construction 68°F Sunny Grout Stoneway 656441 10000 Initial Storage Temp. (ASTM C31) 70°F NR Water/Cement Ratio: Slump (ASTM C143) 1 0.415 flowable Placement Location and Notes: FIELD DATA ASTM C39 and C109 Actual Entrained Air (ASTM C231) NR Sample(s) Recd: Project No: Issued on: Sample Set ID: Permit # (s): Original: Revised: IMix Proportions: Ingredient Fine Aggregate Water Cement—Type I & 11 HRWRA 05/18/06 Required Strength (tic): 4000 psi @ 28 days Tacoma 10029 S. Tacoma Way Suite E-2 Tacoma WA 98499 ph 253.584.3720 fax 253.584.3707 T6100 06/15/06 10989 D06-072 Weight (per cu.yd) 2,311.0 lbs 394.0 lbs 950-0 lbs 48.0 oz Set I: Garage A augercast piles numbers: A14, Alt A8, A50, A48, Al, A44, A42, A9, A10, A19, A24, A26. Cubes cast on pile #14 at 6:30 am. 61 gallons of water allowable added on site. Date Made Sample # Lab # 05/17/06 0003 3195 05/17/06 0003 ` 3196 05/17/06 0003 3197 Remarks: COMPRESSION TEST RESULTS (ASTM C39, C1231, and C617 when applicable) Date Tested Age Size (in) Load (lbs) Dia (in) Surface Strength (psi) Failure Code 05/24/06 7 2 x 2 x 2 19425 0.00 4.02 06/14/06 28 2 x 2 x 2 26645 0.00 4.39 06/14/06 J 28 2 x 2 x 2 _26120 0.00 , 4.30 Inspector(s): Robinson, T. Reviewed by: Tested by: Edmonds, B. 4830— . • . Type 1. 6070 Type 2 _ * 6070 ; .Type 2 Den Sanborn Branch Manager NOTES: Failure descriptions for samples tested with neoprene pads are not required per ASTM Std. All testing performed in accordance with applicable ASTM's except C-31, 10.1.2 - "recording field temperature 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 N150, Rev 3, 7-0 MAYES TESTING ENGINEERS, INC IIMMIMMIMILIEMMINIMEMIL Project Name: Site Address: Client: Engineer: Contractor. Air Temperature: Weather: Product: Supplier: Ticket Number : MixDesign ID : Sample Temp. (ASTM C1084) RECEIVED 'JUN 2 0 2006 DEVELENT CCPM CONCRETE LABORATORY TEST REPORT Southcenter Mall Parking Garage A 633 Southcenter Mall Blvd Tukwila, WA Westfield America - WA Coughlin Porter Lundeen JTM Construction 82°F Sunny Grout Stoneway 656952 10000 Initial Storage Temp. (ASTM C31) 72°F NR Water/Cement Ratio: J Slump (ASTM C143) 0.384 flowable Placement Location and Notes: FIELD DATA ASTM C39 and C109 Actual Entrained Air (ASTM C231) NR Sample(s) Recd: 05/18/06 Project No: Issued on: Sample Set ID: Tacoma 10029 S. Tacoma Way Suite E-2 Tacoma WA 98499 ph 253.584.3720 fax 253.554.3707 T6100 06/15/06 10991 Permit # (s): Do6-072 Original: Revised: IMix Proportions: Ingredient Fine Aggregate Water Cement—Type 1 & II HRWRA Required Strength (f c): 4000 psi @ 28 days Weight (per cu.yd) 2,324.0 lbs 359.0 ibs 936.0 ibs 38.0 oz Set II: Garage A augercast piles numbers: A14, All, A8, A50, A48, Al, A44, A42, A9, A10, A19, A24, A26. Cubes cast on pile #19 at 4:10 pm. 50 of 93 gallons of water allowable added on site. Date Made Sample # Lab # 05/17/06 0004 3202 05/17/06 0004 3203 05/17/06 0004 3204 Remarks: COMPRESSION TEST RESULTS (ASTM C39, C1231, and C617 when applicable) Date Tested Age Size (in) Load (lbs) Dia (in) Surface 05/24/06_'_7 2x2x2 1.755 0.00 _ 3.98_. 06/14/06 28 F 2 x 2 x 2;. 27095 0.00 4.47 06/14(06 _ 28 2 x 2 x 2 • 26700 0.00 4.22 Inspector(s): Robinson, T. Tested by: Edmonds, B. Strength (psi) Failure Code 4410 Type 1 __ * 6060 Type2 6320 . Type 2_ , Reviewed by: Y• /L �� Dennis Sanborn Branch Manager NOTES: Failure descriptions for samples tested with neoprene pads are not required per ASTM Std. All testing performed in accordance with applicable ASTM's except C-31, 10.1.2 - "recording field temperature 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 RECEIVED MAYES TESTING ENGINEERS, INC 1.1UN 2 0 2006 Project Name: Site Address: Client Engineer: Contractor: Air Temperature: Weather: Product: Supplier: Ticket Number : .rte -...x..-_.......«.+ w. .�.. _ _ . COMMUNITY DEVELOPMENT CONCRETE LABORATORY TEST REPORT Southcenter Mall Parking Garage A 633 Southcenter Mall Blvd Tukwila, WA Westfield America - WA Coughlin Porter Lundeen JTM Construction 62°F Sunny Concrete Cadman 643010 MixDesign ID : 551083 Sampie Temp. tniiiat Storage Temp. (ASTM 01064) (ASTM C31) FIELD DATA ASTM C31 and C172 Design Entrained Air (ASTM C231) 70°F NR 4.1% Water/Cement Ratio:1 Slump (ASTM C143) 1 Sampre(s) Rec'd: 0.453 5" 06/08/06 Placement Location and Notes: ! Project No: Issued on: Sample Set ID: Tacoma 10029 S. Tacoma Way Suite E-2 Tacoma WA 98499 ph 253.584.3720 fax 253.584.3707 T6100 06/15/06 11133 Permit # (s): D06-072 Original: Revised: — - Mix Proportions: Ingredient Coarse Aggregate 3/4" Coarse Aggregate 3/8" Fine Aggregate Water Fly Ash Cement—Type 1 & II HRWRA NE Admix Required Strength (fc): 3000 psi @ 28 days Weight (per cu.yd) 1,210.0 699.0 1,277.0 234.0 77.0 439.0 18.1 2.2 Set I: Pile caps and grade beams at lines: N/1.75-2.2; M.6 -N/1; B, C/2; L/5. Cast 4 cubic yards at 7:40 am. gallons of water added on site, lbs lbs lbs lbs lbs lbs oz oz 15 COMPRESSION TEST RESULTS (ASTM C39. 01231, and C617 when applicable) Date Made Sample # Lab # Date Tested Age Size (in) Load (lbs) Dia (in) Surface Strength (psi) 06/07/06 0026 3794. 06/14/06 7 4 x 8 45460 ' 4.00 12.57 3620 06/07/06 0026 ry' ,` 3795 07/05/06 ! 28 4 x 8_ I 06/07/067: 0026 ' 3796 07/05/06 28 4 x 8 06/07/06 0026 3797 07/05/06 ' 28-7' 4 x 8 Remarks: Inspector(s): Robinson, T. Tested by: Quehl, D. 0.00 : : 0.00 0.00 0.00 0.00 0.00 Failure Code NA „ NA NA " NA • Reviewed by: /� �{ "- �.. Dennis Sanborn Branch Manager NOTES: Failure descriptions for samples tested with neoprene pads are not required per ASTM Std. All testing performed in accordance with applicable ASTM's except C-31, 10.1.2 - "recording field temperature 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 1150, Rev 3, 7-0 RECEIVED MAYES TESTING ENGINEERS, INC 'JUN 2 01006 b +cV7 .... _. . Project Name: Site Address: Client: Engineer: Contractor: Air Temperature: Weather: Product: Supplier: Ticket Number : MixDesign ID : Sample Temp. (ASTM C1064) COMMU OPNENiNITY T CONCRETE LABORATORY TEST REPORT Southcenter Malt Parking Garage A 633 Southcenter Mall Blvd Tukwila, WA Westfield America - WA Coughlin Porter Lundeen JTM Construction 69°F Sunny Grout Stoneway 665814 10000 I Initial Storage Temp. (ASTM C31) FIELD DATA ASTM C39 and C109 Actual Entrained Air (ASTM C231) 74°F NR NR Water/Cement Ratio:l Slump (ASTM C143) 1 Sample(s) Rec'd: 0.378 flowable 06/08/06 Project No: Issued on: Sample Set ID: Tacoma 10029 S. Tacoma Way Suite E-2 Tacoma WA 98499 Ph 253.584.3720 fax 253.584.3707 T6100 06/15/06 11135 Permit # (s): D06-072 Original: V. Revised: IMix Proportions: Ingredient Weight (per cu.yd) Fine Aggregate 2,311.0 ibs Water 356.0 lbs Cement—Type I & II 941.0 lbs HRWRA 38.0 oz ADVA 9.4 oz Required Strength (f c): Placement Location and Notes: t; 4000 psi @ 28 days Garage A augercast replacement piles (on 5 fine) numbers: A35R, A36R, A37R, A36R cast at pile A35R at 1:20 pm. 80 fo 99 gallons allowed added on site. COMPRESSION TEST RESULTS (ASTM C39, C1231, and C617 when applicable) Date Made Sample # Lab # Date Tested Age Size (in) Load (lbs) Dia (in) Surface Strength (psi) Failure Code 06/07/06 _ - 0028 3802 - 06/14/06 ,7_ 2 x.2 x 2_ 15126 0.00 _ 4.71 _ 3210 Type 2 • 06/07/06 0028 3803 07/05/06 28 2 x 2 x20.00 0.00 NA • " 06/07106 0028 3804 07/05106 28 2 x 2 x 2 0.00 0.00 NA Remarks: Inspector(s): Robinson, T. Reviewed by: Tested by: Quehl, D. Sanborn Branch Manager NOTES: Failure descriptions for samples tested with neoprene pads are not required per ASTM Std. All testing performed in accordance with applicable ASTM's except C-31, 10.1.2 - "recording field temperature 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 RECEIVED MAYES TESTING ENGINEERS, INC JUN 2 01006 Project Name: Site Address: Client: Engineer: Contractor: Air Temperature: Weather: Product: Supplier: Ticket Number : MixDesign ID : Sample Temp. (ASTM C1064) COMMUNITY DEVELOPMENT CONCRETE LABORATORY TEST REPORT Southcenter Mall Parking Garage A 633 Southcenter Mail Blvd Tukwila, WA Westfield America - WA Coughlin Porter Lundeen JTM Construction 68°F Sunny Concrete Cadman N643197 551083 Initial Storage Temp. (ASTM C31) 73°F NR FIELD DATA ASTM C31 and C172 Design Entrained Air (ASTM C231) 3.9% Water/Cement Ratio:, JSlump (ASTM C143) 1 Sample(s) Recd: 0.473 5 1/4" 06/08/06 Required Strength WO: Placement Location and Notes:1 3000 psi @ 28 days Project No: Issued on: Sample Set ID: Tacoma 70029 S. Tacoma Wav Suite E-2 Tacoma WA 98499 ph 253.584.3720 fax 253.584.3707 T6100 06/15/06 11134 Permit # (s): D06-072 Original: r/ Revised: P" IMix Proportions: Ingredient Coarse Aggregate 3/4" Coarse Aggregate 3/8" Fine Aggregate Water Fly Ash Cement --Type I & II HRWRA A/E Admix Weight (per cu.yd) 1,209.0 lbs 700.0 lbs 1,280.0 lbs 245.0 lbs 79.0 lbs 439.0 lbs 18.4 oz 2.2 oz Set II: Pile caps and grade beams at lines: N/1.75-2.2; M.6 -N/1; B, C/2; L15. Cast 100 cubic yards at 12:40 pm. 10 gallons of water added on site. Date Made Sample # Lab # 06/07/06 0027 3798 06/07/06 0027 3799 06/07/06 0027 3800 06/07/06 0027 3801 Remarks: COMPRESSION TEST RESULTS (ASTM C39, C1231, and C617 when applicable) Date Tested Age Size (in) Load (lbs) Dia (in) Surface Strength (psi) 06/14/06 7 4 x 8 45830_- 07/05/06 28 4 x 8 4.00 12.57 3650 0.00 ' 0.00 07/05/06 28 4 x 8 0.00 0.00 07/05/06 28 4 x 8 0.00 Q.00 Inspector(s): Robinson, T. Tested by: Quehl, D. Reviewed by: Dennis Sanborn Branch Manager NOTES: Failure descriptions for samples tested with neoprene pads are not required per ASTM Std. All testing performed in accordance with applicable ASTM's except C-31, 10.1.2 - "recording field temperature Information in this report applies only to the actual samples tested and shall not be reproduced without the approval of Mayes Testing Engineers, Inc. Failure Code NA NA NA NA MTE Form #150, Rev 3, 7.0 TESTING ENGINEERS? INC RECEIVE MAYES 2008 079turhi'' CONCRETE LABORATORY TEST Project Name: Site Address: Client: Engineer: Contractor: Air Temperature: Weather: Product: Supplier: Ticket Number : MixDesign ID : Sample Temp (ASTM 01064) Southcenter Mall Parking Garage A 633 Southcenter Mall Blvd Tukwila, WA Westfield America - WA Coughlin Porter Lundeen JTM Construction 58°F Cloudy Grout Stoneway 666097 10000 Initial Storage Temp. (ASTM 031) FIELD DATA ASTM C39 and C109 Actual Entrained Air (ASTM 0231) Tacoma 10029 S. Tacoma Way Suite E-2 Tacoma WA 98499 ph 253.584.3720 fax 253.584.3707 Project No: T6100 Issued on: 06/15/06 Sample Set ID: 11145 Permit # (s): 006-072 Original: 'J Revised: IMix Proportions; Ingredient Fine Aggregate Water Cement -Type I & I1 HRWRA ADVA 74°F NR NR Water/Cement Ratio:1 Slump (ASTM 0143) - Sample(s) Recd; 1 0.380 flowable 06/09/06 Required Strength (fc): 4000 psi @ 28 days Placement Location and Notes: Weight (per cu.yd) 2,310.0 lbs 356.0 lbs 936.0 lbs 38.0 oz 9.4 oz Garage A augercast replacement piles numbers: A54R at lines K/4, A72R at lines J/3, A9OR at lines F/2, A92R at lines D/2, A67R et lines D/3. Skybridge piles Al and A2 at approximate lines: 5' north of N/1, 1.2 cubic yards cast at Pile A9OR at 8:30 am. Added 80 of 99 gallons allowable added on site. COMPRESSION TEST RESULTS (ASTM C39, C1231, and C617 when applicable) Date Made Sample # Lab # Date Tested Age Size (in) Load (lbs) Dia (in) Surface Strength (psi) Failure Code 06/08/06' -002-9 3846 _ 06/15/06 _ 7 _ _2 x 2 x 2_ 12700 0.00.` 4.07 06/08/06 I 0029 3847 07/06/06 28 ' 2 x 2 x 2 0.00 0.00 _ 06/08/06 0029 3848 07/06/06 28 2 x 2 x 2 0.00 0.00 Remarks: Inspector(s): Robinson, T. Reviewed by: Tested by: Brooks, M. 3120:Type3 NA NA Del tis Sanborn Branch Manager NOTES: Failure descriptions for samples tested with neoprene pads are not required per ASTM Std. All testing performed in accordance with applicable ASTM's except C-31, 10.1.2 - "recording field temperature Information in this report applies only to the actual samples tested and shall not be reproduced without the approval of Mayes Testing Engineers, Inc. ,147 MTE Form #150, Rev 3. 7-0 RECEIVED MAYES TESTING ENGINEERS, INC. ►JUN 19 2006 ,... COMMUNITY DEVELOPMENT MTE NO: T6100 PROJECT: SOUTHCENTER MALL PARKING GARAGE A Address: 633 Southcenter Mali Blvd Tukwila, WA PERMIT NO: D06-072 Page 23 Owner: Westfield America Architect: FSI Architects Engineer: Coughlin Porter Lundeen Contractor: • JTM Construction (Cont'd from page 22) Everett Office 917 -134th Street SW Suite A-1 Everett, WA 98204 ph 425.742.9360 fax 425.745.1737 Tacoma Office 10029 S. Tacoma Way Suite E•2 Tacoma, WA 98499 ph 253.584.3720 fax 253.584.3707 Portland Office 7911 NE 33rd Drive Suite 190 Portland, OR 97211 ph 503281.7515 fax 503.281.7579 1. Complete resteel installation for column covers at lines: C, D, E, F / 6. 2. Complete installation of column dowels for columns at lines: C, D, E, F /6. 3. Complete installation of 3' - #4 dowels at 18" OC for the slab on grade construction joint. Spoke with Dave (JTM foreman) about having someone capable of pulling the WWF up into the fresh concrete properly. Dave stated he has arranged for this to happen. Observed installation of #7 dowels using Hilti HY HIT -150 (expiration date 12/06) for the bottom grade beam dowels in pile caps at building lines: B.3, G, J / 6. Holes were drilled a minimum of 9-10", well cleaned, then dowels installed. Plan general notes call for Simpson Set Epoxy. JTM has an RFI in process for the use of the Hilti product. PRELIMINARY: INSPECTOR: Tom Robinson Reviewed by: . `` ni Sanborn, Branch Manager cc: Patrick Bums, Westfield America Mike Napolitano, JTM Construction Martin O'Leary, JTM Construction Troy McOmber, FS! Architects James E. Coughlin, Coughlin Porter Lundeen Dave Larson, City of Tukwila RECEIVED MAYES TESTING ENGINEERS, INC. j jUN 1 9 2006 MTE NO: PROJECT: Address: PERMIT NO: Page 22 Owner: Architect: Engineer: Contractor: Date: Weather: Inspection: Samples: T6100 SOUTHCENTER MALL PARKING GARAGE A 633 Southcenter Mall Blvd Tukwila, WA D06-072 COMMUNITY DEVELOPMENT Westfield America FSI Architects Coughlin Porter Lundeen JTM Construction 6-8-06 Cloudy Resteel and Augercast Piles (3) 2 x 2 x 2" 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 503281.7515 fax 503.281.7579 MTE inspector arrived on site to perform final inspection of resteel, observe and sampled 64 cubic yards Stoneway Grout Mix# 10000 (4,000 psi) for added piles per RFI# 009. Piles installed were numbers: A54R at lines K/5(6:30am); A72R at lines J/3 (7:07am); A9OR at lines F/2 (8am); A92R at lines D13 (8:40am); A67R at lines D13 (9:25 am) Pile numbers shown represent the original number with an R attached standing for replacement. Resteel is per plan and appears to be located per RFI# 009. Cast one set of three 2 x 2 x 2" cubes. Also installed sky bridge piles #'s Al and A2 at approximate fines: 5' north of N between 1 and 1.2. Performed inspection of resteel for grade beams, tie beams, and the slab on grade between lines: 4.9 -6/A -H. Discussed with Lou (Corona Steel foreman) and Dave (JTM foreman) a problem with the inspection of the tie beam steel with the grade beam on 6 Line between C and H lines. Detail 17 on S3.04 shows the bottom steel for the tie beam extending completely into the grade beam. The steel for the tie beam actually stops just outside the grade beam top and bottom. Lou stated that he would use some stock 6' #4 bar to splice onto the tie beam to lengthen it to the proper length. He will also use some of the same 6' #6 stock bar to get the proper splice length for the top Tie Beam bars. This was completed prior to the end of the shift. Dave (JTM foreman) spoke with the rebar fabricator on the phone about getting the right length of bar for future placements. Also discussed lap splice lengths for the grade beam resteel. Lap splices are being based on the concrete reaching 4000 -PSI minimum even though 3000 -PSI is the requirement for the grade beams and slab on grade. Lap splices as installed meet the requirement in the plan tables for top and other bars in 4000 -PSI concrete. Items to complete in AM prior to concrete placement for the slab on grade: ? Reviewed by: cc: Patrick Burns, Westfield America Mike Napolitano, JTM Construction Martin O'Leary, JTM Construction Troy McOmber, FSI Architects James E. Coughlin, Coughlin Porter Lundeen Dave Larson, City of Tukwila orrpa a 23) Is Sanborn, Branch Manager Gz MAYES TESTING ENGINEERS, INC. RECEIVED IJUN 19 2006 MTE NO: T6100 COMMt1Ntn, PROJECT: SOUTHCENTER MALL PARKING GARAGF°'MLNT Address: 633 Southcenter Mall Blvd Tukwila, WA PERMIT NO: D06-072 Page 21 Owner: Westfield America Architect: FSI Architects Engineer: Coughlin Porter Lundeen Contractor: JTM Construction Date: 6-7-06 Weather: Sunny Inspection: Resteel, Concrete and Augercast Piles Samples: (8)4x8"and (3) 2 x 2 x 2" Everett Office 917 -134th Street SW Suite A-1 Everett, WA 98204 ph 425.742.9360 fax 425.745.1737 Tacoma Office 10029 S. Tacoma Way Suite E-2 Tacoma, WA 98499 ph 253.584.3720 fax 253.584.3707 Portland Office 7911 NE 33rd Drive Suite 190 Portland, OR 97211 ph 503.281.7515 fax 503.281.7579 MTE inspector arrived on site to perform final inspection of rested observe and sample 124 cubic yards of Cadman Concrete Mix #551083 (3,000 psi) for Pile Caps and Grade Beams at building lines: N/1.75-2.2; B, C/2; M.6 -N/1; G -J/1; L/5. Resteel for the Pile Cap at lines L/5 was installed per RFI# 006 - SRI, all other resteel was installed per plan. Concrete was properly mechanically consolidated. Cast two sets of four 4 x 8" cylinders. Test results: (Set#1) Slump 5", air entrainment 4.1%: (Set#2) Slump 5 %", air entrainment 3.9%. Performed final inspection of resteel, observed and sampled 48 cubic yards of Stoneway Grout Mix #10000 (4,000 psi) for added piles per RFI# 009 on 5 line. Piles installed were #'s: A35 -R (12:59 pm), A36 -R (2:20 pm), A37 -R (2:45 pm), and A38 -R (4:25pm). Pile numbers shown represent the original number with an R attached standing for replacement. Resteel is per plan and appears to be located per RFI# 009. Cast one set of three 2 x 2 x 2" cubes. To the best of our knowledge, items inspected this date are in accordance with approved plans and specifications. INSPECTOR: Tom Robinson Reviewed by: l i D cc: Patrick Burns, Westfield America Mike Napolitano, JTM Construction Martin O'Leary, JTM Construction Troy McOmber, FSI Architects James E. Coughlin, Coughlin Porter Lundeen Dave Larson, City of Tukwila i'Sanborn, Branch Manager MAYES TESTING ENGINEERS, INC. RECEIVED 'JUN 19 2006 MTE NO: T6100 DEVELOPMENT PROJECT: SOUTHCENTER MALL PARKING GARAGE A Address: 633 Southcenter Mali Blvd Tukwila, WA PERMIT NO: D06-072 Page 20 Owner: Westfield America Architect: FSI Architects Engineer: Coughlin Porter Lundeen Contractor: JTM Construction Date: 6-6-06 Weather: Sunny Inspection: Resteel Samples: N/A Everett Office 917 -134th Street SW Suite A-1 Everett, WA 98204 ph 425.742.9360 fax 425.745.1737 Tacoma Office 10029 S. Tacoma Way Suite E-2 Tacoma, WA 98499 ph 253.584.3720 fax 253.584.3707 Portland Office 7911 NE 33rd Drive Suite 190 Portland, OR 97211 ph 503.281.7515 fax 503.281.7579 MTE inspector arrived on site to perform inspection of resteel for Pile Caps and Grade Beams at building lines: N/1.75-2.2; B, C/2; M.6 -N/1; G -J/1; L/5. The resteel in pile caps at N/1.75-2.2 and B, C/2 are completed per plan. The Pile Cap at M.6 -N/1 still needs dowels for the shear wall, the columns, the slab and the grade beam continuation at each end. Resteel installation for the Pile Caps at G -J/1 and L15 has not been started. Spoke with Mike (JTM Superintendent) concerning inspection on the pile splices for piles at Garage B. Mike put MTE in touch with Garth (Dewitt Superintendent) who informed MTE that the fabrication of the piles was to be done at Accurate Welding in Portland Oregon and that the MTE office in Portland was contacted by Accurate Welding to handle the inspection of the pile splices. Garth also stated that he expected steel delivery on June 13 and would start on site fabrication of piles on June 14. Spoke with MTE UT Inspector Bill Belleveau who stated that he was assigned to go to Accurate Welding tomorrow 6/7/06. Inspector Belleveau stated that he would call if there were any problems. PRELIMINARY: Reviewed by: cc: Patrick Bums, Westfield America Mike Napoletano, JTM Construction Martin O'Leary, JTM Construction Troy McOmber, FSI Architects James E. Coughlin, Coughlin Porter Lundeen Dave Larson, City of Tukwila INSPECTOR: Tom Robinson is Sanborn, Branch Manager MAYES TESTING ENGINEERS, INC Project Name: Site Address: Client Engineer: Contractor: RECeivED 'JUN 19 2006 oEVmmuNtry ELap CONCRETE LABORATORY TEST REPORT Southcenter Mall Parking Garage A 633 Southcenter Mall Blvd Tukwila, WA Westfield America - WA Coughlin Porter Lundeen JTM Construction Air Temperature: Weather: Product: Supplier: Ticket Number : MixDesign ID : Sample Temp. (ASTM C1064) 63°F Partly Cloudy Grout Stoneway 655976 10000 Initial Storage Temp. (ASTM C31) 78°F (Nater/Cement Retio: 1 0.489 NR Slump (ASTM C143) flowable Placement Location and Notes: Project No: Issued on: Sample Set ID: Tacoma 10029 S. Tacoma Way Suite E-2 Tacoma WA 98499 ph 253.584.3720 fax 253.584.3707 T6100 06/14/06 10979 Permit # (s): D06-072 L7 Original: Revised: FIELD DATA ASTM C39 and C109 Actual IMix Proportions: Ingredient Weight (per cu.yd) Fine Aggregate 2,309.0 lbs Water 460.0 lbs Cement—Type I & II 940.0 Ibs Entrained Air (ASTM C231) NR Sample(s) Recd: 1 05/17/06 Required Strength (fc): 4000 psi @ 28 days Auger cast piles A3, A4, A5, A6, A7, A15, A16 and A17. Sample taken from grout placed at pile A7. 50 gallons of water added on site. Date Made Sample # COMPRESSION TEST RESULTS (ASTM C39, C1231, and C617 when applicable) Lab # Date Tested Age Size (in) Load (Ibs) Dia (in) Surface 05/16/06 'L0001 ' 3153 05/16/06 ! 0001 ' j 3154 05/16/06 '' 0001 -173155 Remarks: 05/23/06 .j 7 _2 x 2x 2 j , 22735 , j 0_00 06/13/060 ! 28 i 2 x 2 x 28735_ 06/13/06 —28-1 2 x 2 x 2 .! 29845 0.00 Strength (psi) Failure Code 3_92 5800_ 77Typp 1 ` 42_51 [ 6370 _jii—Type 2 .1• 4.20 F I 7100 1 -"We 2' " Inspector(s): Chebul, J. Reviewed by: Tested by: Hayes, B. / Dei nis anborn Branch Manager ti NOTES: Failure descriptions for samples tested with neoprene pads are not required per ASTM Std. All testing performed in accordance with applicable ASTM's except C-31. 10.1.2 - "recording field temperature" 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 #0150, Rev 3, 7-0 Jr/AYES TESTING ENGINEERS, INC �" w-`'.+n.s-'^t+vaa-f...,-,..,ter,•.�.��,.m-4 • Project Name: Site Address: Client: Engineer: Contractor: Air Temperature: Weather: Product: Supplier: Ticket Number : MixDesign ID : Sample Temp. (ASTM C1064) RECEIVEpr 029 S Tacoma way Suite E-2 Tacoma WA 98499 ph 253.584.3720 fax 253.584.3707 CONCRETE LABORATORY TEST REP O�vAN Nr Project No: Issued on: Sample Set ID: Southcenter Mall Parking Garage A 633 Southcenter Mall Blvd Tukwila, WA Westfield America - WA Coughlin Porter Lundeen JIM Construction 57°F Sunny Grout Stoneway 661818 10000 70'F Water/Cement Ratio: 0.377 FIELD DATA ASTM C39 and C109 Actual Initial Storage Temp. Entrained Air (ASTM C31) (ASTM C231) NR NR Slump (ASTM C143) r Sample(s) Rec'd: J flowabie t 05/31/06 Placement Location and Notes: Set I: Garage A augercast piles numbers: A99, A95, A93, A92, A105, A104, A103, A102, A101, A100. Third pile at lines L/5. Cast on Pile #95 at 12 cubic yards at 7:45 am. 96 of 98 gallons of water allowable added on site. T6100 06/08/06 11075 Permit # (s): D06-072 Original:El Revised: Mix Proportions: Ingredient Fine Aggregate Water Cement --Type I & II ADVA HRWRA Required Strength (ft): 4000 psi @ 28 days Weight (per cu.yd) 2,311.0 lbs 355.0 lbs 941.0 lbs 9.4 oz 47.0 oz Date Made Sample # 05/30/06 0022 05/30/06 0022 05/30/06 0022 Remarks: COMPRESSION TEST RESULTS (ASTM C39, C1231, and C617 when applicable) Lab # Date Tested 3544 06/06/06 3545 06/27/06 3546 06/27/06 inspector(s): Robinson, T. Tested by: Hayes, B. Age Size (in) Load (lbs) 7 2x2x2 15232 28 2x2x2 28 2x2x2 Dia (in) Surface Strength (psi) 0.00 4.04 3770 0.00 o.ao 0.00 0.00 Reviewed by: C DSanborn M Branch Manager NOTES: Failure descriptions for samples tested with neoprene pads are not required per ASTM Std. All testing performed in accordance with applicable ASTM's except C-31, 10.1.2 -"recording field temperature" Information in this report applies only to the actual samples tested and shall not be reproduced without the approval of Mayes Testing Engineers, Inc FailureCode Type 2 NA NA • • MTE Form #150, Rev 3 7-0 MAYES TESTING ENGINEERS, INC Project Name: Site Address: Client: Engineer: Contractor: Air Temperature: Weather: Product: Supplier: Ticket Number : MixDesign ID : Sample Temp. (ASTM C1064) NECEIvED film z91o__ pMM o CI Iy CONCRETE LABORATORY TEST REPORT Southcenter Mall Parking Garage A 633 Southcenter Mall Blvd Tukwila, WA Westfield America - WA Coughlin Porter Lundeen JTM Construction 74°F Sunny Grout Stoneway 662065 10000 Initial Storage Temp. (ASTM C31) FIELD DATA ASTM C39 and C109 Actual Entrained Air (ASTM C231) 75°F NR NR Project No: Issued on: Sample Set ID: Tacoma 10029 S. Tacoma Way Suite E-2 Tacoma WA 98499 ph 253.584.3720 fax 253.584.3707 T6100 06/08/06 11076 Permit # (s): D06-072 Original: u Revised: IMix Proportions: Ingredient Fine Aggregate Water Cement --Type I & II ADVA HRWRA Weight (per cu.yd) 2,311.0 lbs 356.0 lbs 950.0 lbs 9.4 oz 47.0 oz Water/Cement Ratio: I Slump (ASTM C143) 1 Sample(s) Recd: 1 0.375 flowable 05/31/06 Required Strength (ft): Placement Location and Notes: 4000 psi @ 28 days Set II: Garage A augercast pile numbers: A99, A95, A93, A92, A105, A104, A103, A102, A101, A100. Third pile at lines L/5. Cast on pile #102 at 84 cubic yards at 12:45 pm. 96 of 98 gallons of water allowable added on site. Date Made Sample # Lab # 05/30/06 0023 3547 05/30/06 0023 3548 05/30/06 0023 3549 Remarks: COMPRESSION TEST RESULTS (ASTM C39. C1231, and C617 when applicable) Date Tested Age Size (in) Load (lbs) Dia (in) Surface Strength (psi) 06/06/06 7 2_x 2 x 2 17.001 0.00 4.00 4250 06/27/06 28 2 x 2 x 2', 0.00 0.00 06/27/06 28 2 x 2 x 2 0.00 0.00 Inspector(s): Robinson, T. Tested by: Hayes, B. Reviewed by: Demi Sanborn Branch Manager NOTES: Failure descriptions for samples tested with neoprene pads are not required per ASTM Std. All testing performed in accordance with applicable ASTM's except C-31, 10.1.2 - "recording field temperature" Information in this report applies only to the actual samples tested and shall not be reproduced without the approval of Mayes Testing Engineers, Inc. Failure Code Type 2 NA NA • MTI: Form #150 Rev 3. 7-0 MAYES TESTING ENGINEERS, INC Project Name: Site Address: Client: Engineer: Contractor: - 4 IR RECEIvFp Tacoma Sulte acoma Way 1 9j Tacoma WA 98499 10Ph 253.584.3720 06 fax 253.584,3707 MUN! 4pas T Project No: T6100 Issued on: 06/08/06 Sample Set ID: 11083 Permit # (s): D06-072 Original: 'A/] Revised: rJ t'1JN CONCRETE LABORATORY TEST REQ Southcenter Mall Parking Garage A 633 Southcenter Mall Blvd Tukwila, WA Westfield America - WA Coughlin Porter Lundeen JTM Construction Air Temperature: Weather: Product Supplier: Ticket Number : MixDesign ID : 63°F Partly Cloudy Concrete Cadman 641186 551083 Initial Storage Temp. (ASTM C31) Sample Temp. (ASTM C1064) 73°F Water/Cement Ratio: 0.409 NR Slump (ASTM C143) 5', Placement Location and Notes: FIELD DATA ASTM C31 and C172 Actual Entrained Air (ASTM C231) 3� Sample(s) Rec'd: I 06/01/06 1 Mix Proportions: Ingredient Coarse Aggregate 3/4" Coarse Aggregate 3/8" Fine Aggregate Water Fly Ash Cement—Type I & II MRWRA A/E Admix Required Strength (fc): 3000 psi @ 28 days Weight (per cu.yd) 1,467.0 382.0 1,344.0 213.0 80.0 441.0 18.0 2.2 lbs lbs lbs lbs lbs lbs oz oz Set I: Garage A pile caps and grade beam at building lines: B, C, M/5; N4.8-5.3; A -B.316; G -J/6. Sampled 5 cubic yards at 7:45 am. 15 of 34 gallons of water allowed added on site. COMPRESSION TEST RESULTS (ASTM C39, C1231, and C617 when applicable) Date Made Sample # Lab # Date Tested Age Size (in) Load (lbs) Dia (in) Surface Strength (psi) Failure Code L 05/31/06 _ 00241 ! 3578 _ _ 06/07/06 7 ; : 4x8- _ , . _ 52390 '1 4.01 12.63 j 4150 { NA ` 05/31/06 i 0024 I i 3579 ! 06/28/06 J 28 ; 4 x 8 I, 1! 0.00 _ ' I, 0.00 _ _1i NA _ " 705/31/06 ; 0024�^ 3580 06/28/06 11 28 :1 4 x 8 ? 0.00 !I 0.00 T NA _ 05/31/06 ` _ 0024 �' .3581 _ _06/28/06 _ 28 ' !E 4 x 8 0.00. ! r 0.00 1F-- r NA Remarks: Inspector(s): Robinson, T. Tested by: Hayes, B. Reviewed by: Dennis Sanborn Branch Manager NOTES: Failure descriptions for samples tested with neoprene pads are not required per ASTM Std. All testing performed in accordance with applicable ASTM's except C-31, 10.1.2 - "recording field temperature" 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. ea co T6100 LOp� T MTE NO: PROJECT: Address: PERMIT NO: Page 19 Owner: Architect: Engineer: Contractor: Date: Weather: Inspection: Samples: SOUTHCENTER MALL PARKING GARAGE A 633 Southcenter Mall Blvd Tukwila, WA D06-072 Westfield America FSI Architects Coughlin Porter Lundeen JTM Construction 5-31-06 Partly Cloudy Reinforced Concrete (8)4x8" Everett Office 917134th Street SW Suite A-1 Everett, WA 98204 ph 425.742.9360 fax 425.745.1737 Tacoma Office 10029 S. Tacoma Way Suite E-2 Tacoma, WA 98499 ph 253.584.3720 fax 253.584.3707 Portland Office 7911 NE 33rd Drive Suite 190 Portland, OR 97211 ph 503.281.7515 fax 503.281.7579 MTE inspector arrived on site to perform final inspection of resteel, observe and sample 133 cubic yards Cadman Concrete Mix #551083 (3,000 psi), for Pile Caps at building lines: B, C, M 1 5; A -B.3 / 6; A14.8-5.3, G -J/5. Resteei is acceptable. As noted in inspector Robinson's report of 5/30/06, the bottom dowels on the north end of the pile cap at lines J/6, for the continuation of the grade beam, will be epoxied at a later date. Cast two sets of four 4 x 8" cylinders. Test results: Set #1 Slump 5", air entrainment 3.9%; Set #2 Slump 5 ,4", air -entrainment 4%. To the best of our knowledge, items inspected this date are in accordance with approved plans and specifications. INSPECTOR: Tom Robinson Reviewed by: c�', .• `-bent is Sanborn, Branch Manager cc: Patrick Burns, Westfield America Mike Napolitano, JTM Construction Martin O'Leary, JTM Construction Troy McOmber, FS1 Architects James E. Coughlin, Coughlin Porter Lundeen Dave Larson, City of Tukwila MAYESECEIVED TESTING ENGINEERS, INC.INC. �... UUN 13 2OOG COMMUNITY MTE NO: T6100 DEVELOPM - PROJECT: SOUTHCENTER MALL PARKING GARAGE A Address: 633 Southcenter Mall Blvd Tukwila, WA PERMIT NO: D06-072 Page 18 Owner: Westfield America Architect: FSI Architects Engineer: Coughlin Porter Lundeen Contractor: JTM Construction Date: 5-30-06 Weather: Sunny Inspection: Reinforced Concrete Samples: (8) 4 x 8" Everett Office 917 -134th Street SW Suite A-1 Everett, WA 98204 ph 425.742.9360 fax 425.745.1737 Tacoma Office 10029 S. Tacoma Way Suite E-2 Tacoma, WA 98499 ph 253.584.3720 fax 253.584.3707 Portland Office 7911 NE 33rd Drive Suite 190 Portland, OR 97211 ph 503.281.7515 fax 503.281.7579 MTE inspector arrived on site to perform final inspection of resteel, observe and sampled 136 cubic yards of Stoneway Grout Mix #10000 (4,000 psi). Garage A Augercast piles number's: A97 (7:41am); A95 (8:18am); A93 (9:14am); A92 (9:45am); A105 (10:33am); A104 (11:08am); A103 (11:45am); A102 (12:20pm); A99 (1:02pm); A100 (1:45pm): plus the third pile at lines L15(3:17pm). The third pile at lines L/5 was installed due to the two piles installed at this location being mislocated (See RFI #6). Times shown are approximate times drilling for the pile started. Piles that were re -drilled today were redone because the Dewitt crew could not get the resteel to go into the auger hole all the way. Resteel per plan. Cast two sets of 2x2x2 cubes. The first set was cast at pile #A95, the second set was cast at pile #A102. Performed inspection of resteel for Pile Caps at building lines: B, C, M/5; A14.8-5.3; A -B.3/6; G -J/6. The bottom dowels for the continuation of the grade beam at building lines J/6 will be epoxied in at a later date. Column dowels still need to be installed at lines M15. Resteel installed at these locations is acceptable. Inspector Robinson spoke with Tim (CPL -Structural Engineer) about using 4x8 cylinders for the project. Tim stated that this would be acceptable. Inspector Robinson also let Tim know that the 7 -day compressive strength (Set #2- 4820 PSI) test for the piles cast last Tuesday 5/23/2006 (See MTE Non -Conformance) exceeds the 4000 -PSI required. The compressive strength for Set #1 was 4680 PSI To the best of our knowledge, items inspected this date are in accordance with approved plans and specifications. Reviewed by: cc: Patrick Burns, Westfield America Mike Napolitano, JTM Construction Martin O'Leary, JTM Construction Troy McOmber, FSI Architects James E. Coughlin, Coughlin Porter Lundeen Dave Larson, City of Tukwila INSPECTOR: Tom Robinson s Sanborn, Branch Manager MAYES TESTING ENGINEERS, INC. MTE NO: PROJECT: Address: PERMIT NO: Page 17 Owner: Architect: Engineer: Contractor: Date: Weather: Inspection: Samples: T6100 SOUTHCENTER MALL PARKING GARAGE A 633 Southcenter Mall Blvd Tukwila, WA D06-072 Westfield America FSI Architects Coughlin Porter Lundeen JTM Construction 5-26-06 Cloudy Augercast Piles (6)2x2x2" Everett Office 917 -134th Street SW Suite A-1 Everett, WA 98204 ph 425.742.9360 fax 425.745.1737 Tacoma Office 10029 S. Tacoma Way Suite E-2 Tacoma, WA 98499 ph 253.584.3720 fax 253.584.3707 Portland Office 7911 NE 33rd Drive Suite 190 Portland, OR 97211 ph 503.281.7515 fax 503.281.7579 MTE inspector arrived on site to perform final inspection of resteel, observe and sample 128 cubic yards of Stoneway Grout Mix# 10000 (4,000 psi) for a total of 11 Garage A Augercast piles number's: A84 (6:40am); A86 ((7:10am); A87 (7:42am); A88 (8:22 am — re -drilled 9:05am); A89 (9:28am); A90 (10:11am); A91 (10:54am); A98 (12:40pm); A101 (1:15pm); A96 (2pm); A94 (2:40pm). Times shown are approximate times drilling for the pile started. Piles that were re -drilled today were redone because the Dewitt crew could not get the resteel to go into the auger hole all the way. Resteel per plan. Cast two sets of 2 x 2 x 2" cubes. The first set was cast at pile #A87. the second set was cast at pile #A 98. To the best of our knowledge, items inspected this date are in accordance with approved plans and specifications. Reviewed by: cc. Patrick Burns, Westfield America Mike Napolitano, JTM Construction Martin O'Leary. JTM Construction Troy McOmber, FSI Architects James E. Coughlin, Coughlin Porter Lundeen Dave Larson, City of Tukwila INSPECTOR: Tom Robinson Sanborn, Branch Manager MAYES TESTING ENGINEERS, INC. MTE NO: T6100 PROJECT: SOUTHCENTER MALL PARKING Address: 633 Southcenter Mall Blvd Tukwila, WA PERMIT NO: D06-072 Page 16 Owner: Architect: Engineer: Contractor: Date: Weather: Inspection: Samples: Westfield America FSI Architects Coughlin Porter Lundeen JTM Construction 5-25-06 Cloudy Augercast Piles (6) 2 x 2 x 2' GARAGEA ✓ me Q Everett Office 917 -134th Street SW Suite A-1 Everett, WA 98204 ph 425.742.9360 fax 425.745.1737 Tacoma Office 10029 5. Tacoma Way Suite E-2 Tacoma, WA 98499 ph 253.584.3720 tax 253.584.3707 Portland Office 7911 NE 33rd Drive Suite 190 Portland, OR 97211 ph 503.281.7515 fax 503.281.7579 MTE inspector arrived on site to perform final inspection of resteel, observe and sample 120 cubic yards of Stoneway Grout Mix# 10000 (4,000 psi) for a total of 10 Garage A Augercast piles number's: A63 (8am); A64 (8:50am); A62 (9:30am); A65 (10:19am); A61 (11:05am); A60 (Drilled yesterday, re -drilled today at 11:50am, Drilled for a third time 12:20pm); A66 (Drilled 12:40, re -drilled 1:35): A67 (2pm); A68 (3:20); A82 (4pm). Times shown are approximate times drilling for the pile started. Piles that were re -drilled today were redone because the Dewitt crew could not get the resteet to go into the auger hole all the way. Resteet per plan. Cast two sets of 2x2x2 cubes. The first set was cast at pile #A63, the second set was cast at pile #A 68. Inspector Robinson was informed by Mike (JTM Supt.), prior to the start of today's shift. that there was going to be an add -mixture change to the grout mix so less water would be needed to achieve the grout consistency needed. Mike has verbal approval from the Structural Engineer. The first two loads of grout arrived and no changes had been made. Informed the Dewitt crew of the situation, who in turn called Stoneway to get the problem fixed. Stoneway sent a representative to adjust the loads of grout by adding 9 oz./yd of ADVA to each load. After the first two loads were adjusted the Stoneway rep. called the batch plant and changed the 100- XR-water reducer from 37 ounces/yd to 47 ounces/yd, Plus 9 ounces/yd of ADVA. No more than maximum add water was added to the loads of Grout sent today. Spoke with Michelle (Tacoma Lab Manager) to find out what the seven-day results for the first two days of installing augercast piles were. One set made on May 16 with a seven-day result of 5800 PSI. Two sets made on May 17 with seven day results: Set#1-4830 PSI, Set#2-4410PS1. To the best of our knowledge, items inspected this date are in accordance with approved plans and specifications. cc: Patrick Burns, Westfield America Mike Napolitano, JTM Construction Martin O'Leary, JTM Construction Troy McOmber, FSI Architects James E. Coughlin, Coughlin Porter Lundeen Dave Larson, City of Tukwila Reviewed by: C IN P,F,CTORrom Robinjon D nis Sanborn, Branch Manager MAYES MTE NO: PROJECT: Address: PERMIT NO: Page 15 Owner: Architect: Engineer: Contractor: Date: Weather: Inspection: Samples: TESTING ENGINEERS, INC. T6100 SOUTHCENTER MALL PARKING GARAGE A 633 Southcenter Mall Blvd Tukwila, WA D06-072 Westfield America FSI Architects Coughlin Porter Lundeen JTM Construction 5-24-06 Showers Augercast Piles (6)2x2x2' `JUN Everett Office 917 -134th Street SW ZifoL� C�� suite reittt,, WA 98204 25.742.9380 Q fax 425.745.1737 CO 200facome Office ° 0, / 0029 S. Tacoma Way Suite E•2 T Tacoma, WA 98499 ph 253.5843720 fax 253.584.3707 Portland Office 7911 NE 33rd Drive Suite 190 Portland, OR 97211 ph 503.281.7515 fax 503.281.7579 MTE inspector arrived on site to perform final inspection of resteel, observe and sample 112 cubic yards of Stoneway Grout Mix# 10000 (4000 PSI @ 28 Days) for a total of 12 Garage A Augercast piles number's: A74 (6:32am); A54 (7:06am); A73 (7:40am); A55 (8:16am); A72 (8:47am); A56 (9:22am); A71 (10am); A57 (10:44am); A70 (11:22AM); A58 (12:37pm); A69 (1:52pm); A59 (2:28pm). Times shown are approximate times drilling for the pile started. Resteel per plan. Cast two sets of 2x2x2 cubes. The first set was cast at pile #A54, the second set was cast at pile #A 58. Spoke with Mike Napolitano (JTM Supt.) concerning the addition of water to the loads of augercast pile grout. Mike stated that He wanted me to reject and send away Toads of grout that had more than the allowable water added or call him in time to reject the load prior to putting the grout in the pile. Inspector Robinson stated that he was not sure he had the authority to reject as the job specifications are not available and usually say the inspector cannot. We decided that I would call him if the situation arises. Inspector Robinson informed the Dewitt pump operator of this conversation. Stoneway truck #341 / delivery ticket #660341 arrived on site; the driver was instructed to add the allowable water (69 gallons) by the Dewitt pump operator. As the pile to be placed was being augured the driver was instructed to add more water by the Dewitt pump operator. Inspector Robinson asked the driver if his water tank was full prior to leaving the plant. His answer was that it was full when he arrived on site. The water gauge did show that 130 gallons of water total was added after arriving on site. At that point Inspector Robinson called Mike and let him know the situation. It was decided that the grout would not be placed and the augercast crew stopped for the day. To the best of our knowledge, items inspected this date are in accordance with approved plans and specifications. SPEC ORS Tom Robinson Reviewed by: Dennis Sanb cc. Patrick Burns, Westfield America Mike Napolitano, JTM Construction Martin O'Leary, JTM Construction Troy McOmber, FSI Architects James E. Coughlin, Coughlin Porter Lundeen Dave Larson, City of Tukwila , Branch Manager MAYES TESTING ENGINEERS, INC Project Name: Site Address: Client: Engineer: Contractor: Air Temperature: Weather: Product: Supplier: Ticket Number : MixDesign ID : Sample Temp. (ASTM C1064) 75°F Water/Cement Ratio: R CEIVFD JUN o 7 2006 DEvaopmEN CONCRETE LABORATORY TEST REPORT Southcenter Mall Parking Garage A 633 Southcenter Mall Blvd Tukwila, WA Westfield America - WA Coughlin Porter Lundeen JTM Construction 65°F Cloudy Grout Stoneway 661516 10000 I Initial Storage Temp. (ASTM C31) 0.378 NR Slump (ASTM C143) flowable Placement Location and Notes: FIELD DATA ASTM C39 and C109 Actual Entrained Air (ASTM C231) NR Sample(s) Rec'd: 05/27/06 Project No: Issued on: Sample Set ID: Tacoma 10029 S Tacoma Way Suite E-2 Tacoma WA 98499 ph 253.584.3720 fax 253.584.3707 T6100 06/06/06 11064 Permit # (s): D06-072 Original: L Revised: IMix Proportions: Ingredient Fine Aggregate Water Cement --Type I & 11 HRWRA ADVA i] Required Strength (f c): 4000 psi @ 28 days Weight (per cu.yd) 2,316.0 lbs 356.0 lbs 942 0 lbs 47.5 oz 9.4 oz Set II: Garage A augercast piles number's: A84, A86, A87, A88, A89, A90, A91, A98, A101, A96, A94, Cast on Pile #98 @ 84 cubic yards. 98 gallons of water allowable added on site. COMPRESSION TEST RESULTS (ASTM C39, C1231, and 0617 when applicable) Date Made Sample # Lab # Date Tested Age Size (in) Load (lbs) 05/26/06 0021 3497 06/02/06 . 7 2 x 2 x 2 18635 05/26/06 0021 3498 06/23/06 28 2 x 2 x 2 05/26/06 0021 3499 06/23/06 28 2 x 2 x 2 Remarks: Inspector(s): Robinson, T. Tested by: Hayes, B. Dia (in) 0.00 0.00 0.00 Surface Strength (psi) 4.02 4640 0.00 0.00 Reviewed by: Failure Code Type 2 NA NA De Lli anborn Branch Manager NOTES: Failure descriptions for samples tested with neoprene pads are not required per ASTM Std. All testing performed in accordance with applicable ASTM's except C-31, 10.1.2 - "recording field temperature" 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 5150, Rev 3. 7-0 MAYES TESTING ENGINEERS, INC RECEET,JUN , 0ud29eE s aacoma Way -,w Pr O ` LVU� ` ., ,. �. .. , ..... Tacoma WA 98499 COMMUNITYfax 253 584 3707 2d CONCRETE LABORATORY TEST REPO r Project Name: Site Address: Client: Engineer: Contractor: Air Temperature: Weather: Product Supplier: Ticket Number : MixDesign ID : Sample Temp. (ASTM C1064) Southcenter Mall Parking Garage A 633 Southcenter Mall Blvd Tukwila, WA Westfield America - WA Coughlin Porter Lundeen JTM Construction 55°F Cloudy Grout Stoneway 661206 10000 initial Storage Temp. Entrained Air (ASTM 031) (ASTM 0231) FIELD DATA ASTM C39 and C109 Actual 70°F NR NR Water/Cement Ratio: 0.379 Slump (ASTM C143) 1 Sample(s) Rec'd: flowabie Placement Location and Notes:II 05/27/06 Project No: T6100 Issued on: 06/06/06 Sample Set ID: 11063 Permit # (s): 006-072 Original: V Revised: 1 Mix Proportions: Ingredient Fine Aggregate Water Cement --Type I & II HRWRA ADVA Required Strength (f c): 4000 psi @ 28 days Weight (per cu.yd) 2,311.0 lbs 358.0 lbs 945.0 lbs 47.0 oz 9.4 oz Set I: Garage A augercast piles number's: A84, A86, A87, A88, A89, A90, A91, A98, A101, A96, A94. #87 @ 20 cubic yards. 96 gallons of water allowable added on site. Cast on Pile Date Made Sample # 05/26/06 05/26/06 05/26/06 Remarks: 0020 0020 0020 COMPRESSION TEST RESULTS (ASTM C39, C1231, and C617 when applicable) Lab # Date Tested Age Size (in) Load (lbs) Dia (in) 3494 3495 3496 06/02/06 06/23/06 06/23/06 Inspector(s): Robinson, T. Tested by: Hayes, B. 7 2x2x2 18680 28 28 2x2x2 2x2x2 0.00 0.00 0.00 Surface Strength (psi) 3.96 4720 0.00 0.00 Reviewed by:./ Failure Code Type 2 Sanborn Branch Manager NOTES. Failure descriptions for samples tested with neoprene pads are not required per ASTM Std. All testing performed in accordance with applicable ASTM's except C-31, 10.1.2 - "recording field temperature'. Information in this report applies only to the actual samples tested and shat) not be reproduced without the approval of Mayes Testing Engineers, Inc NA NA MTE Fcrm *150 Rev 3, 7-0 MAYES TESTING ENGINEERS, INC Project Name: Site Address: Client: Engineer: Contractor: Air Temperature: Weather: Product: Supplier: Ticket Number : MixDesign ID : Sample Temp. (ASTM C1064) RECEIVED 'JUN 0 7 2006 COMMUNI f Y DENFIOPIIMENT CONCRETE LABORATORY TEST REPORT Southcenter Mall Parking Garage A 633 Southcenter Mall Blvd Tukwila, WA Westfield America - WA Coughlin Porter Lundeen JTM Construction 65°F Cloudy Grout Stoneway 661091 10000 I Initial Storage Temp. (ASTM C31) 77°F NR Water/Cement Ratio:1 Slump (ASTM C143) 0.410 fiowable Placement Location and Notes:1 FIELD DATA ASTM C39 and C109 Actual Entrained Air (ASTM C231) NR Sample(s) Rec`d: 05/26/06 Tacoma 10029 S. Tacoma Wav Suite E-2 Tacoma WA 98499 ph 253 584.3720 fax 253.584.3707 Project No: T6100 Issued on: 06/06/06 Sample Set ID: 11053 Permit # (s): D06-072 Original: Revised: IMix Proportions: Ingredient Fine Aggregate Water Cement --Type I & II ADVA HRWRA Required Strength (fc): 4000 psi @ 28 days Weight (per cu.yd) 2,311.0 lbs 385.0 lbs 940.0 lbs 10.0 oz 38.3 oz Set II: Garage A augercast piles number's: A63, A64, A62, A65, A61, A60, A66, A67, A68, A82. Cast on Pile #68, 108 cubic yards. 96 gallons of water added allowable on site. COMPRESSION TEST RESULTS (ASTM C39, C1231, and C617 when applicable) Date Made Sample # Lab # Date Tested Age Size (in) Load (lbs) Dia (in) 05/25/06 0019 05/25/06 0019 05/25/06 0019 Remarks: 3453 3454 3455 06/01/06 06/22/06 06/22/06 Inspector(s): Robinson, T. Tested by: Hayes, B. 7 2x2x2 16750 28 2x2x2 28 2x2x2 0.00 0.00 0.00 Surface Strength (psi) 4.02 4170 0.00 0.00 Reviewed by:;' 7 Branch Manager Sanborn NOTES: Failure descriptions for samples tested with neoprene pads are not required per ASTM Std. All testing performed in accordance with applicable ASTM's except C-31, 10.1.2 - "recording field temperature" Information in this report applies only to the actual samples tested and shall not be reproduced without the approval of Mayes Testing Engineers. Inc Failure Code Type 2 • NA • NA MTE Form el 50. Rey 3. 7.0 MAYES TESTING ENGINEERS, INC Project Name: Site Address: Client: Engineer: Contractor: Air Temperature: Weather: Product Supplier: Ticket Number : MixDesign ID : Sample Temp. (ASTM C1064) 72°F Water/Cement Ratio:' RECEIV "9S Taacoma Wav 2 JUN 0 7 20 Sl 25 St34 37209 ma WA OMMIlNI fax 253 584.3707 CONCRETE LABORATORY TEST REPO Ev .opmENT Southcenter Mall Parking Garage A 633 Southcenter Mall Blvd Tukwila, WA Westfield America - WA Coughlin Porter Lundeen JTM Construction 60°F Cloudy Grout Stoneway 660563 10000 initial Storage Temp. (ASTM C31) 0.410 NR Slump (ASTM C143) flowable Placement Location and Notes: FIELD DATA ASTM C39 and C109 Actual Entrained Air (ASTM C231) NR Sample(s) Rec'd: 05/26/06 Project No: T6100 Issued on: 06/06/06 Sample Set ID: 11052 Permit # (s): D06-072 Original: V Revised: 1 Mix Proportions: Ingredient Fine Aggregate Water Cement --Type 1 & 11 ADVA HRWRA Required Strength (fc): 4000 psi @ 28 days Weight (per cu.yd) 2,311.0 lbs 385.0 lbs 940.0 lbs 10.0 oz 38.3 oz Set I: Garage A augercast piles number's: A63, A64, A62, A65, A61, A60, A66, A67, A68, A82. Cast on Pile #63, 4 cubic yards. 70 gallons of water added allowable on site. COMPRESSION TEST RESULTS (ASTM C39, C1231, and C617 when applicable) Date Made Sample # Lab # Date Tested Age Size (in) Load (lbs) Dia (in) 05/25/06 0018 3450 05/25/06 0018 3451 05/25/06 0018 3452 06/01/06 7 06/22/06 1 28 06/22/06 • , 28 2x2x2 8722 2x2x2 2x2x2 Remarks: 7 day cube was damaged, Mark Gordon 6/2/06 Inspector(s): Robinson, T. Tested by: Hayes, B. 0.00 0.00 0.00 Surface Strength (psi) 3.94 2210 0.00 0.00 Reviewed by: f Dis Sanborn Branch Manager NOTES: Failure descriptions for samples tested with neoprene pads are not required per ASTM Std. All testing performed in accordance with applicable ASTM's except C-31, 10.1.2 - "recording field temperature" Information in this report applies only to the actual samples tested and shall not be reproduced without the approval of Mayes Testing Engineers, inc. Failure Code Type 4 NA NA MTE Form #150, Rev 3 7-0 MAYES TESTING ENGINEERS, INC Project Name: Site Address: Client: Engineer: Contractor: Air Temperature: Weather: Product: Supplier: Ticket Number : MixDesign ID : Sample Temp. (ASTM C1064) RECEIVED Tacoma +JUN 0 7 ?fifes �e E zTacoma wav Tacoma WA 98499 ph 253.584.3720 fax 253.584.3707 COMMUNI! r DEVELOPMENT CONCRETE LABORATORY TEST REPORT Southcenter Mall Parking Garage A 633 Southcenter Mall Blvd Tukwila, WA Westfield America - WA Coughlin Porter Lundeen JTM Construction 71°F Rain Grout Stoneway 660108 10000 Initial Storage Temp. (ASTM C31) 76°F Water/Cement Ratio: FIELD DATA ASTM C39 and C109 Actual Entrained Air (ASTM C231) NR NR Slump (ASTM C143) 1 Sample(s) Recd: ! 0.412 Plowable 05/25/06 Placement Location and Notes: Project No: Issued on: Sample Set ID: T6100 06/01/06 11048 Permit # (s): D06-072 Original: V Revised: IMix Proportions: Ingredient Fine Aggregate Water Cement—Type I & II HRWRA Required Strength (fc): 4000 psi @ 28 days Weight (per cu.yd) 2,314.0 lbs 387.0 lbs 940.0 lbs 38.8 oz Set II: Garage A augercast piles number's: A74, A54, A73, A55, A72, A56, A71, A57, A70, A58, A69, A59. Cast on Pile# 58. Sampled 84 cubic yards at 1:00 pm. Added 68 gallons of water allowable added on site. Date Made Sample # Lab # L05/24/1Ci 0417 t; _3433 05/24/06 ; ` 0017 !i 3434 05/24/06 j ' 0017 3435 Remarks: COMPRESSION TEST RESULTS (ASTM C39, C1231, and C617 when applicable) Date Tested Age Size (in) Load (lbs) Dia (in) Surface Strength (psi) 05/31/06 j. 7 ; 2 x 2 x 2 , 15345 0.00 ' 4.06 ; : 3780 06/21/06 L28 2 x 2 x ; 0.00 0.00 06/21/06 28 L2 x 2 x 2 0.00 0.00 Inspector(s): Robinson, T. Tested by: Opgenorth, J. Reviewed by: ; it L Zt J Dennis Sanborn Branch Manager NOTES: Failure descriptions for samples tested with neoprene pads are not required per ASTM Std. All testing performed in accordance with applicable ASTM's except 0-31, 10.1.2 - "recording field temperature" Information in this report applies only to the actual samples tested and shall not be reproduced without the approval of Mayes Testing Engineers, Inc. Failure Code Type 1 * NA NA PATE Form #150, Rev 3, 7-0 MAYES TESTING ENGINEERS, INC Project Name: Site Address: Client: Engineer: Contractor: RECEIVED riUN 07 2006 �., COMMUNITY DEVELOPMENT CONCRETE LABORATORY TEST REPORT Southcenter Mall Parking Garage A 633 Southcenter Mall Blvd Tukwila, WA Westfield America - WA Coughlin Porter Lundeen JTM Construction Air Temperature: Weather: Product: Supplier: Ticket Number : MixDesign ID : Sample Temp. (ASTM C1064) 58°F Rain Grout Stoneway 659827 10000 IInitial Storage Temp. (ASTM C31) FIELD DATA ASTM C39 and C109 Actual Entrained Air (ASTM 0231) 67°F Water/Cement Ratio: NR NR Slump (ASTM C143) Sample(s) Rec'd: Project No: Issued on: Sample Set ID: Tacoma 10029 S. Tacoma Way Suite E-2 Tacoma WA 913499 ph 253.584.3720 fax 253.584.3707 T6100 06/01/06 11047 Permit # (s): D06-072 Original: r� Revised: 1 Mix Proportions: Ingredient Fine Aggregate Water Cement --Type I & II HRWRA 0.413 flowable 05/25/06 Required Strength (f c): 4000 psi @ 28 days Placement Location and Notes: Weight (per cu.yd) 2,311.0 lbs 390.0 lbs 944.0 lbs 38.3 oz Set I: Garage A augercast piles number's : A74, A54, A73, A55, A72, A56, A71, A57, A70, A58, A69, A59. Cast on Pile# 54. Sampled 12 cubic yards at 7:30 am. Added 60 gallons of water allowable added on site. Date Made Sample # Lab # 05/24/06 ':! 0016 x;3430_ 1 05124106. Jr0016J _ 3431 05/24/06 i 0016..;' . 3432 ..: Remarks: COMPRESSION TEST RESULTS (ASTM C39, C1231, and C617 when applicable) Date Tested Age Size (in) Load (lbs) Dia (in) Surface Strength (psi) Failure Code 05/31/06 ,. 7J2 x 2 i 17630 . 0.00 4.11 4290 Type 1 . " 06/21/06 2}'2x2x2'1 0.00 0.00 ' NA " 06.121106 'L28 2x2x2 0.00 0.00 NA Inspector(s): Robinson, T. Tested by: Opgenorth, J. Reviewed by:/ . ..- 4- 7 Dennis Sanborn .. Branch Manager NOTES: Failure descriptions for samples tested with neoprene pads are not required per ASTM Std. All testing performed in accordance with applicable ASTM's except C-31, 10.1.2 - "recording field temperature" 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 M11111111111112111111 -27.777 Project Name: Site Address: Client Engineer: Contractor: RE"' GI 1 .Tacoma War 1JUN07 Suite E-2 WA 98499 3.584.3720 CONCRETE LABORATORY TEST REPORT DEVELOPN�r253.584.3707 Project No: T6100 Issued on: 05/31/06 Sample Set ID: 11038 Southcenter Mall Parking Garage A 633 Southcenter Mall Blvd Tukwila, WA Westfield America - WA Coughlin Porter Lundeen JTM Construction Air Temperature: Weather: Product: Supplier: Ticket Number : 57°F Rain Grout Stoneway 6592590 MixDesign ID : 10000 Sample Temp. Initial Storage Temp. (ASTM C1064) ' (ASTM C31) 70°F NR Water/Cement Ratio: ' Slump (ASTM C143) 1 0.405 flowable FIELD DATA ASTM C39 and C109 Actual Entrained Air (ASTM C231) NR Sample(s) Recd: 05/24/06 Permit # (s): D06-072 Original: Revised: Li Mix Proportions: Ingredient Fine Aggregate Water Cement—Type 1 & II HRWRA Required Strength (fc): Weight (per cu.yd) 2,319.0 lbs 379.0 lbs 936.0 lbs 38.0 oz Placement Location and Notes: l 4000 psi @ 28 days Set II: Garage A augercast piles number's: A121 (6:21 am); A117 (6:57 am); A115 (7:25 am); A113 (8:15 am); A110 (8:59 am); A109 (9:25 am); A83 (9:59 am); A85 (10:47 am) A107 (11:18 am); A106 (12:39 pm); A51 (1:29 pm). Cast on Pile #106. Sampled 84 cubic yards at 1:00 pm. Note: This sample was cast on a non -conforming load of grout 150 gallons of water added (68 gallons allowable), results could determine acceptability of Piles #A106 and Pile # A51 (130 gallons of water added with 68 gallons allowable. See Field Report for location of these two Piles. Date Made Sample #t Lab # 05/23/06 !F 0015 3394 05/23/06 1 0015 ; 3395 05/23/06 ; : 0015 3396 Remarks: COMPRESSION TEST RESULTS (ASTM C39, C1231, and C617 when applicable) Date Tested Age Size (in) Load (Ibs) Dia (in) Surface Strength (psi) Failure Code 05/30/06 i i 7 i 2x 2 x2 19680 0.00 . L 4.08 1, 4820 Type 1 06/20/06 J 28 ! 2 x2 x 2 0.00 0.00 NA NA• 06/20/06 j 28 '' 2 x 2 x 2. _0:00 0.00 Inspector(s): Robinson, T. Tested by: Hayes, B. Reviewed by: 1- Branch Manager anborn NOTES: Failure descriptions for samples tested with neoprene pads are not required per ASTM Std. All testing performed in accordance with applicable ASTM's except C-31, 10.1.2 - "recording field temperature" 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 .111111aliall1=1111111=BEIF".‘ =7777. :77 — Project Name: Site Address: Client: Engineer: Contractor: RECEIvty T3UN 0'7 2046 coMMUN U Tacoma DEVE1-pt71RG>rNTi0029 S. Tacoma Way Suite E-2 Tacoma WA 98499 ph 253.584.3720 fax 253.584.3707 CONCRETE LABORATORY TEST REPORT Southcenter Mall Parking Garage A 633 Southcenter Mall Blvd Tukwila, WA Westfield America - WA Coughlin Porter Lundeen JTM Construction Air Temperature: Weather: Product: Supplier: Ticket Number : MixDesign ID : Sample Temp. (ASTM C1064) 70°F Water/Cement 0.405 57°F Rain Grout Project No: Issued on: Sample Set ID: T6100 05/31/06 11037 Permit # (s): D06-072 Original: 'w' Revised: J FIELD DATA ASTM C39 and C109 Actual I Mix Proportions: Ingredient Stoneway 659259 10000 Initial Storage Temp. Entrained Air (ASTM C31) (ASTM C231) I !! NR NR Ratio: Slump (ASTM C143) I Sample(s) Recd: I flowable 05/24/06 Required Strength (f c): 4000 psi @ 28 days Weight (per cu.yd) Fine Aggregate 2,319.0 lbs Water 379.0 lbs Cement—Type 1 936.0 lbs HRWRA 38.0 oz Placement Location and Notes:' Set I: Garage A augercast piles number's: A121 (6:21 am); A117 (6:57 am); A115 (7:25 am); A113 (8:15 am); A110 (8:59 am); A109 (9:25 am); A83 (9:59 am); A85 (10:47 am) A107 (11:18 am); A106 (12:39 pm); A51 (1:29 pm). Cast on Pile #115. Sampled 20 cubic yards at 8:00 am. 68 gallons of water added on site. Date Made Sample # Lab # 05/23/06 L 0014 i L 33_91 05123106,-; _0014 _ [ 3392 _ 05/23/06 0014 ' 3 3 Remarks: COMPRESSION TEST RESULTS (ASTM C39, C1231, and C617 when applicable) Date Tested Age Size (in) Load (lbs) Dia (in) Surface Strength (psi) Failure Code 05/30/06 _ j; 7 ' j 2 x 2x2 18990 0.00_ l 4.06 _ L._4680__ s Typ 1 __' " 06/20/06 IT 28 2 x 2 x 2 . 0.00 0.00 H NA ` 06/20/06 : 28 • 2 x 2 x 2 0.00 0.00 r NA Inspector(s): Robinson, T. Tested by: Hayes, B. Reviewed by: l/ s Sanborn Branch Manager NOTES: Failure descriptions for samples tested with neoprene pads are not required per ASTM Std. All testing performed in accordance with applicable ASTM's except C-31, 10.1.2 - "recording field temperature" Information in this report applies only to the actual samples tested and shall not be reproduced without the approval of Mayes Testing Engineers, Inc. iurrE Farm #150, Rev 3, 7-0 MAYES TESTING ENGINEERS, INC RECEIVED DUN 07 1006 CONCRETE LABORATORY TEST R-- ccS`` IPtiel±rii Project Name: Site Address: Client: Engineer: Contractor: Air Temperature: Weather: Product: Supplier: Ticket Number : MixDesign ID : Sample Temp. (ASTM C1064) Southcenter Mall Parking Garage A 633 Southcenter Mall Blvd Tukwila, WA Westfield America - WA Coughlin Porter Lundeen JTM Construction 58°F Occasional Showers Concrete Cadman 639330 551083 Initial Storage Temp. (ASTM C31) 68°F Water/Cement Ratio: 0.453 NR 1 Slump (ASTM 0143) 1 4 1/2" Placement Location and Notes: ! Garage A pile caps and grade beam at building fines: N/4.75-5.3. Elevator pit slab at lines: H.5 -J/5.8-6. allowable gallons water added on site. FIELD DATA ASTM C31 and C172 Actual Entrained Air (ASTM C231) 4.3% Sample(s) Rec'd: I 05/23/06 1 Tacoma 10029 S. Tacoma Way Suite E-2 Tacoma WA 98499 ph 253-584.3720 fax 253.584.3707 Project No: T6100 Issued on: 06/01/06 Sample Set ID: 11028 Permit # (s): D06-072 Original: k Revised: 1 Mix Proportions: Ingredient Coarse Aggregate 3/4" Coarse Aggregate 3/8" Fine Aggregate Water Fly Ash Cement --Type 1 & II MRWRA NE Admix Required Strength (f c): 3000 psi @ 28 days Weight (per cu.yd) 1,343.0 378.0 1,343.0 234.0 77.0 440.0 18.4 2.2 lbs lbs lbs lbs lbs lbs oz oz 10 of 24 Date Made 05/22/06 05/22/06 05/22/06 05/22/06 Remarks: Sample # Lab # 0013 3353 0013 i 3354 0013 3355 0013 3356 COMPRESSION TEST RESULTS (ASTM C39, C1231, and C617 when applicable) Date Tested Age Size (in) Load (lbs) Dia (in) Surface Strength (psi) 05/29/06 7 6 x 12 104050 6.02 28.46 3660 06/19/06 28 _6.x 12 0.00 0.00 06/19/06 28 6 x 12 0.00 0.00 06/19/06 28 6 x 12 0.00 0.00 Inspector(s): Robinson, T. Tested by: Opgenorth, J. Failure Code NA NA NA NA Reviewed by: ; / / / ,/ Bennis Sanborn Branch Manager NOTES: Failure descriptions for samples tested with neoprene pads are not required per ASTM Std. All testing performed in accordance with applicable ASTM's except C-31, 10.1.2 - "recording field temperature" Information in this report applies only to the actual samples tested and shall not be reproduced without the approval of Mayes Testing Engineers, inc. MTC Form #150. Rev 3, 7-0 RECEIVED MAYES TESTING ENGINEERS, INC 1JUN 0 7 7006 ul ' i-aai(r' ' .dy inti, - ,- Project Name: Site Address: Client: Engineer: Contractor: Air Temperature: Weather: Product: Supplier: Ticket Number : MixDesign ID : Sample Temp. (ASTM C1064) Cth MUNI i r DEVELOPMENT CONCRETE LABORATORY TEST REPORT Southcenter Mall Parking Garage A 633 Southcenter Mall Blvd Tukwila, WA Westfield America - WA Coughlin Porter Lundeen JTM Construction 65°F Light Shower Grout Stoneway 658983 10000 74°F Water/Cement Ratio: 0.411 Initial Storage Temp. (ASTM C31) NR Slump (ASTM C143) fiowable Placement Location and Notes: FIELD DATA ASTM C39 and C109 Actual Entrained Air (ASTM C231) NR Sample(s) Recd: 05/23/06 Project No: Issued on: Sample Set ID: Tacoma 10029 S. Tacoma Wav Suite E-2 Tacoma WA 98499 ph 253.584.37213 fax 253.584.3707 T6100 06/01/06 11027 Permit # (s): D06-072 Original: Revised: 1 Mix Proportions: Ingredient Fine Aggregate Water Cement --Type 1 & 11 HRWRA Required Strength (f c): 4000 psi @ 28 days Weight (per cu.yd) 2,308.0 lbs 383.0 lbs 932.0 lbs 37.5 oz Set II: Garage A augercast piles numbers: A78, A120, A119, A116, A79, A81, A112, A110, A108, A114. Cubes cast on Pile #A110 at 1:35pm at 60cy. 70 of 70 gallons water allowable added on site. COMPRESSION TEST RESULTS (ASTM C39, C1231, and 0617 when applicable) Date Made Sample # Lab # Date Tested 05/22/06 0012 3350 05/22/06 0012 3351 05/22/06 0012 3352 Remarks: 05/29/06 06/19/06 06/19/06 Inspector(s): Robinson, T. Tested by: Opgenorth, J. Age Size (in) Load (lbs) Dia (in) 7 2x2x2 17395 28 2x2x2 28 2x2 x2 0.00 0.00 0.00 Surface Strength (psi) 4.02 4320 o.00 0.00 Reviewed by: / •e. is Sanborn Branch Manager i Failure Code Type 2 • NA • NA NOTES: Failure descriptions for samples tested with neoprene pads are not required per ASTM Std. All testing performed in accordance with applicable ASTM's except C-31, 10.1.2 - "recording field temperature" information in this report applies only to the actual samples tested and shaft not be reproduced without the approval of Mayes Testing Engineers. Inc. • MTE Form #150. Rev 3. 7-0 MAYES TESTING ENGINEERS, INC Project Name: Site Address: Client: Engineer: Contractor: RECEIVer f acoma Wav Suite E-2 TJUN 0 7 2 Mpria WA 98499 53.584.3720 fax 253.584.3707 CONCRETE LABORATORY TEST REPORTCOMMt31r1 t TEvLppigENr Southcenter Mali Parking Garage A 633 Southcenter Mall Blvd Tukwila, WA Westfield America - WA Coughlin Porter Lundeen JTM Construction Air Temperature: Weather: Product Supplier: Ticket Number : MixDesign ID : Sample Temp. (ASTM C1064) Project No: T6100 Issued on: 05/31/06 Sample Set ID: 11026 Permit # (s): D06-072 Original: v Revised: [J 57°F Light Shower Concrete Stoneway 658658 10000 Initial Storage Temp. (ASTM C31) 68°F NR Water/Cement Ratio: rSlump (ASTM C143) 0.410 flowable Placement Location and Notes: FIELD DATA ASTM C31 and C172 Actual Entrained Air (ASTM C231) NR Sample(s) Rec'd: 05/23/06 1 Mix Proportions: Ingredient Fine Aggregate Water Cement—Type I & II HRWRA Required Strength (fc): 4000 psi @ 28 days Weight (per cu.yd) 2,319.0 lbs 385.0 lbs 938.0 lbs 37.6 oz Set I: Garage A augercast piles numbers: A78, A120, A119, A116, A79, A81, A112, A110, A108, A114. Cube cast on Pile #A119 at 9:20AM at 20cy. 60 of 69 allowable gallons water added on site. COMPRESSION TEST RESULTS (ASTM C39, C1231, and C617 when applicable) Date Made Sample # Lab # Date Tested Age Size (in) Load (lbs) Dia (in) Surface Strength (psi) Failure Code 05/22/06 i (00117], 3347 0.5/29106_ x` 7 2 x 2 x 2 18700!;_0.00'; 4.01 4670 H. Type 2 F05/22/06 0011 1 L 3348 06/19/06 !L 28 _ 2 x 2 x 2 ' 0.00_,' 0.00 1! NA X05/22/067' 0011 3349 06/19/06 28 x 2 x 2 0.00 ! 0.00 = NA __ • Remarks: Inspector(s): Robinson, T. Tested by. Opgenorth, J. Reviewed by:: is Sanborn Branch Manager NOTES: Failure descriptions for samples tested with neoprene pads are not required per ASTM Std. All testing performed in accordance with applicable ASTM's except C-31, 10.1.2 - "recording field temperature" 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 0150, Rev 3. 7-0 RECEIVED MAYES TESTING ENGINEERS, INC }JUN 0 7 906 Project Name: Site Address: Client: Engineer: Contractor: Air Temperature: Weather: Product: Supplier: Ticket Number : MixDesign ID : Sample Temp. (ASTM C1064) row�anurvi:Y COn�h UNI Y DEVELOPMENT 7:77:71177,77:7: iLin .. - CONCRETE LABORATORY TEST REPORT Southcenter Mall Parking Garage A 633 Southcenter Mall Blvd Tukwila, WA Westfield America - WA Coughlin Porter Lundeen JIM Construction 65°F Sunny Grout Stoneway 658508 10000 Initial Storage Temp. (ASTM C31) 74°F Water/Cement Ratio: 0.439 FIELD DATA ASTM C39 and C109 Tacoma 10029 S. Tacoma Way Suite E-2 Tacoma WA 98499 ph 253.584.3720 fax 253.584.3707 Project No: T6100 Issued on: 05/30/06 Sample Set ID: 11024 Permit # (s): D06-072 Original: Revised: ri Actual Mix Proportions: Entrained Air (ASTM C231) NR NR Slump (ASTM C143) j' Sample(s) Rec'd: Plowable Placement Location and Notes: ingredient Weight (per cu.yd) Fine Aggregate Water Cement—Type I & II HRWRA 05/21/06 Required Strength WO: 4000 psi @ 28 days 2,324.0 lbs 412.0 lbs 938.0 lbs 37.6 oz Set 11: Garage A augercast piles number's: A36, A37, A38, A39, A40, A77, A80, A118. Cubes cast on Pile #A118 at 12:25am at 35cy. Added 30 of 35 allowable gallons of water on site. Date Made Sample # COMPRESSION TEST RESULTS (ASTM C39, C1231, and C617 when applicable) Lab # Date Tested Age Size (in) Load (lbs) Dia (in) Surface Strength (psi) Failure Code • 05/20/06 i i 0010 3344 05/27/06 ; 7 ! ; 2 x 2 x 2 , • 21216 0.00 4.00 5300 _ Type 1_ 05/20/06 + 0010 ;" 3345 06/17/06 i! 28 ;L2 x 2 x 2 0.00 ' 0.00 , --- NA 05/20/06 0010 ,' 3346 06/17/06 1 i 28 2 x 2 x 2 : 0.00 0.00 NA Remarks: Inspector(s): Robinson, T. Tested by: Hayes, B. Reviewed by: D nis Sanborn Branch Manager NOTES: Failure descriptions for samples tested with neoprene pads are not required per ASTM Std. All testing performed in accordance with applicable ASTM's except C-31, 10.1.2 - "recording field temperature" 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 el 50, Rev 3, 7-0 MAYES TESTING ENGINEERS, INC Project Name: Site Address: Client: Engineer: Contractor: RECEIVED IJUN 0 7 2006 COMMUNITY DEVELOPMENT CONCRETE LABORATORY TEST REPORT Southcenter Mall Parking Garage A 633 Southcenter Mali Blvd Tukwila, WA Westfield America - WA Coughlin Porter Lundeen JTM Construction Air Temperature: Weather: Product Supplier: Ticket Number : MixDesign ID : Sample Temp. (ASTM C1064) 58°F Cloudy Grout Stoneway 658442 10000 'Initial Storage Temp. (ASTM C31) 74°F NR Water/Cement Ratio:j rSlump (ASTM C143) 0.432 Plowable Tacoma 10029 S. Tacoma Wav Suite E-2 Tacoma WA 98499 ph 253484.3720 fax 253.584-3707 Project No: T6100 Issued on: 05/30/06 Sample Set ID: 11023 Permit # (s): D06-072 Original: �; Revised: FIELD DATA ASTM C39 and C109 Actual Entrained Air (ASTM C231) NR Sample(s) Recd: 05/23/06 Mix Proportions: Ingredient Weight (per cu.yd) Fine Aggregate Water Cement—Type I & II HRWRA Required Strength (fc): 2,319.0 lbs 407.0 lbs 942.0 lbs 37.6 oz Placement Location and Notes: 4000 psi i 28 days Set I: Garage A augercast piles number's: A36, A37, A38, A39, A40, A77, A80, A118. Cubes cast on Pile #A36 at 9:14am at 35cy. Added 30 of 39 gallons of water allowable on site. COMPRESSION TEST RESULTS (ASTM C39, C1231, and C617 when applicable) Date Made Sample # Lab # Date Tested Age Size (in) Load (lbs) Dia (in) Surface Strength (psi) Failure Code 05/20/ "- i 2_x 2 x 2 19744 0.00 4.12 _. 06 � � 0009 � ;_ 334- 1. _ . _05127106 ._ � _ 7 � F ; , 4790 __ _ _ I _TYpp 1 • 05/20/06 r 00097 3342 06/17/06 ` 28_' L2 x 2 x 2 r0 00 -0.0 rNA L05/20/06 r 0009 !r 3343 06/17/06 2 x 2 x 2 Remarks: Inspector(s): Robinson, T. Tested by: Hayes, B. 0.00 , 0.00 H NA Reviewed by: % / ie Branch Manager is Sanborn NOTES: Failure descriptions for samples tested with neoprene pads are not required per ASTM Std. All testing performed in accordance with applicable ASTM's except C-31, 10.1.2 - "recording field temperature" 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 RECEIVED )JUN 0 7 2006 MAYES TESTING ENGINEERS, INC cOMnwi. DIEVELOt�1DENT Project Name: Site Address: Client: Engineer: Contractor: CONCRETE LABORATORY TEST REPORT Southcenter Mall Parking Garage A 633 Southcenter Mall Blvd Tukwila, WA Westfield America - WA Coughlin Porter Lundeen JTM Construction Project No: Issued on: Sample Set ID: Tacoma 10029 S. Tacoma Wav Suite E-2 Tacoma WA 98499 ph 253.584.3720 fax 253.584.3707 T6100 05/30/06 11014 Permit # (s): D06-072 Original: Sol Revised: ❑ Air Temperature: Weather: Product: Supplier: Ticket Number : MixDesign ID : Sample Temp. (ASTM C1064) 78°F Water/Cement Ratio: FIELD DATA ASTM C39 and C109 72°F i —� Actual Cloudy Grout Stoneway 658075 10000 Initial Storage Temp. r Entrained Air (ASTM C31) (ASTM C231) 0.404 NR NR 1 Srump (ASTM C143) 1',_ Sample(s) Recd: flowable Placement Location and Notes:1 Set II: Garage A augercast piles number's: A18, A20, A22, A23, A25, A27, A29, A31, A33, A34, A35. Cubes cast on Pile #A31. Sampled 77 cubic yards at 1:10 pm. Added 40 of 70 gallons of water allowable on site. 05/20/06 Mix Proportions: ingredient Fine Aggregate Water Cement—Type I & II HRWRA Required Strength (fc): 4000 psi @ 28 days Weight (per cu.yd) 2,302.0 lbs 386.0 Ibs 955.0 Ibs 38.3 lbs COMPRESSION TEST RESULTS (ASTM C39, C1231, and C617 when applicable) Date Made Sample # Lab # Date Tested Age Size (in) Load (Ibs) Dia (in) Surface Strength (psi) Failure Code ! 05/19/06 ' 1 0008 ] 3300 1. 05/26/06 7 ] (2_x 2 x 2,11 16355. 0.00 ; 1L . 4.10 ; L 399_0 a Type 1 05/19/06 11 0008 L 301 1' 06/16/06 11_2871 2 x 2 x 27 h 0.00 i L 0.00 NA it 05/19/06 IF 000811 3302 06/16/06 11 28 l" 2 x 2 x 2 11 0.00 11 0.00 [ NA Remarks: Inspector(s): Robinson, T. Tested by: Hayes, B. Reviewed by: , /Dennis Sanbom Branch Manager NOTES: Failure descriptions for samples tested with neoprene pads are not required per ASTM Std. All testing performed in accordance with applicable ASTM's except C-31, 10.1.2 - "recording field temperature" 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 Name: Site Address: Client: Engineer: Contractor: RECEIVED !JUN 07 2006 COMMUNITY DEVELOPMENT CONCRETE LABORATORY TEST REPORT Southcenter Mali Parking Garage A 633 Southcenter Mall Blvd Tukwila, WA Westfield America - WA Coughlin Porter Lundeen JTM Construction Project No: Issued on: Sample Set ID: Tacoma 10029 S. Tacoma way Suite E-2 Tacoma WA 98499 Pb 253.584.3720 fax 253.584.3707 T6100 05/30/06 11013 Permit # (s): D06-072 Original: Revised: r Air Temperature: Weather: Product: Supplier: Ticket Number : MixDesign ID : 62°F Cloudy Grout Stoneway 657806 10000 Sample Temp. (ASTM C1064) Initial Storage Temp. (ASTM C31) FIELD DATA ASTM C39 and C109 f Actual Entrained Air (ASTM 0231) 76°F NR NR Water/Cement Ratio: 1 j (Slump (ASTM C143) I _ Sample(s) Rec'd: 0.363 flowable Mix Proportions: ingredient Fine Aggregate Water Cement—Type I & II HRWRA 05/20/06 Required Strength (f c): Weight (per cu.yd) 2,311.0 lbs 342.0 lbs 941.0 ibs 38.0 oz Placement Location and Notes: I 4000 psi @ 28 days Set I: Garage A augercast piles numbers: A18, A20, A22, A23, A25, A27, A29, A31, A33, A34, A35. Cubes cast on Pile #A23. Sampled 27 cubic yards at 9:26 am. Added 50 of 75 gallons of water allowable on site. Date Made 05/19/06] i 05/19/061 0007 _1J 3298 05/19/061( 0007 J 3299 Remarks: COMPRESSION TEST RESULTS (ASTM C39, C1231, and C617 when applicable) Sample # Lab # Date Tested Age Size (in) Load (lbs) Dia (in) Surface Strength (psi) Failure Code 0007 13297 05/26/06 1J 7 1L2 x 2 x 2 iL15471 0.00 4.02_! L. 3850 j Type 1 J• 06/16/06 L1-2-871 2 x 2 x 2 1! 0.00 {' j 0.00 r , NA :* 06/16/061 L28 ![-2. x 2 x 2 - 0.00 0.00 J 1, NA Inspector(s): Robinson, T. Reviewed by: Tested by: Hayes, B. / Deni i~; Sanborn Branch Manager NOTES: Failure descriptions for samples tested with neoprene pads are not required per ASTM Std. Ail testing performed in accordance with applicable ASTM's except C-31, 10.1.2 - "recording field temperature" 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 Farm r50, Rev 3, 7.0 MAYES TESTING ENGINEERS, INC RECEIVED IJUN 0 7 2006 CONCRETE LABORATORY TEST REAMlr Project Name: Site Address: Client: Engineer: Contractor: Air Temperature: Weather: Product: Supplier: Ticket Number : MixDesign ID : Sample Temp. (ASTM C1064) Southcenter Mall Parking Garage A 633 Southcenter Mall Blvd Tukwila, WA Westfield America - WA Coughlin Porter Lundeen JTM Construction 76°F Sunny Grout Stoneway 657259 10000 I Initial Storage Tem (ASTM C31) P. 74°F NR Water/Cement Ratio: Slump (ASTM C143) FIELD DATA ASTM C39 and C109 Actual Entrained Air (ASTM C231) NR Sample(s) Recd: � 0.411 flowabie 05/19/06 Placement Location and Notes: f Set II: Garage A augercast piles number's: A2, A51, A47, A49, A45, A46, A43, A4. Al2, A13, A21, A28, A30, A32. Cubes cast on Pile #Al2 at 1:00 pm @ 60 cubic yards. 40 of 64 gallons of water allowed added on site. Project No: Issued on: Sample Set ID: Tacoma 10029 S. Tacoma Way Suite E-2 Tacoma WA 98499 ph 253.584.3720 fax 253-584.3707 T6100 05/26/06 11000 Permit # (s): D06-072 Original: Revised: ❑ Mix Proportions: ingredient Fine Aggregate Water Cement --Type I & II HRWRA Required Strength (f c): 4000 psi @ 28 days Weight (per cu.yd) 2,318.0 lbs 390.0 lbs 949.0 lbs 37.5 oz Date Made Sample # Lab # 05/18/06 0006 , 240, 05/18%06 0006 I. 3241 05/18/06 0006 3242 Remarks: COMPRESSION TEST RESULTS (ASTM C39, C1231, and C617 when applicable) Age Size (in) Load (lbs) Dia (in) Surface Strength (psi) 13350 0.00 4.08 3270 0.00 0.00 0.00 0.00 Date Tested 05/25/06 ; 7._ ,2x2x2 06/15/06 28 ; 2 x 2 x 2 06/15/06 28 2x2x2 Inspector(s): Robinson, T. Tested by: Hayes, B. Reviewed by: s Sanborn r Branch Manager Failure Code Type 1 ` NA NA oG. NOTES: Failure descriptions for samples tested with neoprene pads are not required per ASTM Std. All testing performed in accordance with applicable ASTM's except C-31, 10.1.2 - "recording field temperature" Information in this report applies only to the actual samples tested and shall not be reproduced without the approvat of Mayes Testing Engineers, Inc. MTE Form #150, Rev 3, 7-0 RECSIVEC MAYES TESTING ENGINEERS, INC SUN 07 20061 108029 S aacoma way Suite E-2 . -. ,.:T", ... _.... COMMt1A/my Tacoma WA 98 499 ELOPADENT ph 253.584.3720 fax CONCRETE LABORATORY TEST REPORT 253.584.3707 Project Name: Southcenter Mall Parking Garage A Site Address: 633 Southcenter Mall Blvd Tukwila, WA Client: Westfield America - WA Engineer. Coughlin Porter Lundeen Contractor: JTM Construction Air Temperature: 72°F Weather: Sunny Product: Grout Supplier: Stoneway Ticket Number : 657034 MixDesign ID : 10000 FIELD DATA ASTM C39 and C109 Project No: T6100 Issued on: 05/26/06 Sample Set ID: 10999 Permit # (s): 006-072 Original: Revised: [] Actual I Mix Proportions: Sample Temp. ' Initial Storage Temp. r Entrained Air (ASTM C1064) (ASTM C31) (ASTM C231) 76°F NR NR Ingredient Weight (per cu.yd) Fine Aggregate 2,305.0 Ibs Water 389.0 Ibs Cement—Type 1 & 11 955.0 lbs HRWRA 37.5 oz Water/Cement Ratio: I Slump (ASTM C143) I Sample(s) Rec'd: 0.407 flowable 05/19/06 Required Strength (f c): Placement Location and Notes:1 4000 psi 128 days Set I: Garage A augercast piles number's: A2, A51, A47, A49, A45, A46, A43, A4. Al2, A13, A21, A28, A30, A32. Cubes cast on Pile #A49 at 8.30 am @ 29 cubic yards. 40 of 65 gallons of water allowed added on site. COMPRESSION TEST RESULTS (ASTM C39, C1231, and C617 when applicable) Date Made Sample # Lab # Date Tested Age Size (in) Load (lbs) Dia (in) Surface Strength (psi) Failure Code 05/18/06 i 0005 i 3237 05/25/06 7_1r 2 x 2 x 2 i 19730 + i 0.00 4.08 j'r 4840 LType_1 ` r 0= 005/18/06i0005 �, __ 3238 _ �_ _06115/Ofi.I X28 i 2 x 2 x 2 ! : 0.00 0.00 ! � 05/18/067 5 3239 06/15/06 1 F28 jr 2 x2 x2 0.00 ' 0.00 ' Remarks: Inspector(s): Robinson, T. Tested by: Hayes, B. Reviewed by: I! NA '" e Is Sanborn Branch Manager NA _" NOTES: Failure descriptions for samples tested with neoprene pads are not required per ASTM Std. All testing performed in accordance with applicable ASTM's except C-31, 10.1.2 - "recording field temperature" 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 Farm 0150, Rev 3, 7-0 MAYES TESTING ENGINEERS, INC. MTE NO: T6100 Tacoma Office PROJECT: SOUTHCENTER MALL PARKING GARAGE �,,� 10029 S. Tacoma Way Address: 633 Southcenter Mall Blvd 4..../v Suite E-2 Tukwila, WA l fU �® Tacoma, WA 98499 ph 253.584.3720 PERMIT NO: D06-072 CO0./ ?Q fax 253.584.3707 o M O6; Portland Office Page 14��NP��' 7911 NE 33rd Drive 'CYT Suite 190 R Owner: Westfield America ph 50x 281.75 5 97211 Architect: FSI Architects fax 503.2817579 Everett Office 917 -134th Street SW Suite A-1 Everett, WA 98204 ph 425.742.9360 fax 425.745.1737 Engineer: Coughlin Porter Lundeen Contractor: JTM Construction Date: 5-23-06 Weather: Showers Inspection: Augercast Piles Samples: (6) 2 x 2 x 2" MTE inspector arrived on site to perform final inspection of resteel, observe and sample 128 cubic yards of Stoneway Grout Mix# 10000 (4,000 psi) for a total of 15 Garage A Augercast piles number's: A121 (6:21am); A117 (6:57am); A115 (7:25am); A113 (8:15am); A110 (8:59am); A109 (9:25am); A83 (9:59am); A85 (10:47am); A107 (11:18am); A106 (12:39pm); A51 a (1:29pm); A76 (2:21 pm); A52 (2:54pm); A75 (3:24pm); A53 (3:58pm). Times shown are approximate times drilling for the pile started. Resteel per plan. Cast two sets of 2 x 2 x 2" cubes. The first set was cast at pile #A115, the second set was cast at pile #A106. 150 gallons of water (68 gallons allowable) was added to the load of grout that went into Pile #106 at lines E/1 and 130 Gallons (68 gallons allowable) added to the load of grout that went into Pile #A51a at lines N/4 by the DeWitt pump operator. After adding the excess water to the load, but prior to placing the grout, going into pile #A106 Inspector Robinson informed the pump operator that adding more that the allowable shown on the ticket was unacceptable and test specimens would be cast on the load of grout if it was used. Review of the tests results would determine the acceptability of the piles. He opted to use the load and added more than the allowable to the next load that went into pile A51 a. Per review of the tickets these are the only two loads that show water addition exceeding the allowable. Informed Randy (Lead Pile Buck for Dewitt), and Tom Lucas (Foreman JTM Construction) of the non-conformance and let them know test specimens had been cast. NONCONFORMING CONDITIONS: 150 gallons of water was added to the load of grout put in Pile #106(68 gallons was the allowable) and 130 gallons added to load going into Pile A51a. Non -conforming condition pending grout test results. All other items this report are acceptable. cc: Patrick Burns, Westfield America Mike Napoletano, JTM Construction Martin O'Leary, JTM Construction Troy McOmber, FSI Architects James E. Coughlin, Coughlin Porter Lundeen Dave Larson, City of Tukwila SPECTOR-TomRobinson Reviewed by: ` /--1 Dennis Sanborn, I eh Manager MAYES TESTING ENGINEERS, INC MTE NO: T6100 PROJECT: SOUTHCENTER MALL PARKING GARAGE A Address: 633 Southcenter Mall Blvd Tukwila, WA PERMIT NO: D06-072 �CF�Y Page 13 JUN O �D G CO4% 1 e888 Owner: Westfield American, try Architect: FSI Architects �'T Engineer: Coughlin Porter Lundeen Contractor: JTM Construction Date: 5-23-06 Weather: Showers Inspection: Structural Steel Visual Welding Samples: N/A 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 Inspector Robinson was asked to reinspect open conditions from Inspector Kay report of 5/16/2006 on the Temporary Loading Dock at the Sears store, permit #D06-112. Items to be completed were: 1. Complete brace angles per detail 4/A1.3. 2. Slag welds on detail 6/A1.3 for inspection. 3. Complete floor deck attachment with screws (completed prior to concrete placement on 5/17/2006 - see Inspector Robinson report for that day) 4. Complete framing All items noted above have now been completed. Welds are acceptable per plan and AWS D1.1. This satisfactorily completes inspection for per Permit# D06-112. To the best of our knowledge, items inspected this date are in accordance with approved plans and specifications. cc: Patrick Burns, Westfield America Mike Napolitano, JTM Construction Martin O'Leary, JTM Construction Troy McOmber, FSI Architects James E. Coughlin, Coughlin Porter Lundeen Dave Larson, City of Tukwila INSPECTOR: Tom Robinson Reviewed by: 0/ Dennis Sanbor ranch Manager MAYES TESTING ENGINEERS, INC. MTE NO: PROJECT: Address: PERMIT NO: Page 12 Owner: Architect: Engineer: Contractor: Date: Weather: Inspection: Samples: EcEverett Office 917-134�I VFX Suit) A -1h Street SW Everett, WA 98204 I✓ ph 425.742.9380 T6100 C.Q ?04 fax 425.745.1737 ice SOUTHCENTER MALL PARKING GARAGE A � -.4.0 �ry V Tacoma 0029 S. Tacoma Way 633 Southcenter Mall Blvd k1. Suite E-2 ifthN Tukwila, WA 006-072 Westfield America FSI Architects Coughlin Porter Lundeen JTM Construction 5-22-06 Showers Augercast Piles (6)2 x 2 x 2"and(4)6 x 12" Tacoma, WA 98499 ph 253.584.3720 fax 253.584.3707 Portland Office 7911 NE 33rd Drive Suite 190 Portland, OR 97211 ph 503.281.7515 fax 503.281.7579 MTE inspector arrived on site to perform final inspection of resteel, observe and sample 88 cubic yards of Stoneway Grout Mix# 10000 (4,000 psi) for a total of 10 Garage A Augercast piles number's: A78 (7:50am); A120 (8:33am); A119 (9:05am); A116 (9:45am); A79 (10:15am); A81 (10:55am); A112 (11:57am); A110 (1:11pm); A108 (1:42pm); A114 (2:18pm-redrilled 2:55pm) Piles shown as re -drilled were due to the grout line plugging. Times shown are approximate times drilling for the pile started. Resteel per plan. Cast two sets of 2 x 2 x 2" cubes. The first set was cast at pile #A119, the second set was cast at pile #A110. Performed final inspection of resteel, observed and sampled 47'/ cubic yards of Cadman Concrete Mix# 551083 (3,000 psi) for Pile Caps and Grade Beam at building lines: N/4.75-5.3. Elevator Pit Slab at lines: H.5 -J/5.8-6. All items installed per plan except the bottom dowels for continuation of the grade beams that will be epoxied prior to future placements. Top dowels with the 135° bends were wet set then the concrete was mechanically consolidated full depth around them. All concrete was properly mechanically consolidated. Cast one set of 6x12 cylinders. Test results were: Slump 4 '/x", air entrainment 4.3%. To the best of our knowledge, items inspected this date are in accordance with approved plans and specifications. Reviewed by: cc: Patrick Burns, Westfield America Mike Napolitano, JTM Construction Martin O'Leary, JTM Construction Troy McOmber, FSI Architects James E. Coughlin, Coughlin Porter Lundeen Dave Larson, City of Tukwila INSPECTOR: Tom Robinson e ennis Sanborn nch Manager MAYES TESTING ENGINEERS, INC. MTE NO: PROJECT: Address: PERMIT NO: Page 11 Owner: Architect: Engineer: Contractor: Date: Weather: Inspection: Samples: RECEIVED T6100 01 2196 SOUTHCENTER MALL PARKING GARAG J� 633 Southcenter Mall Blvd ppFTM.N'[ Tukwila, WA D06-072 Westfield America FSI Architects Coughlin Porter Lundeen JTM Construction 5-17-06 Overcast Project Management N/A Everett Office 917 -134th Street SW Suite A-1 Everett, WA 98204 ph 425.742.9360 fax 425.745.1737 Tacoma Office 10029 S. Tacoma Way Suite E-2 Tacoma, WA 98499 ph 253.584.3720 fax 253.584.3707 Portland Office 7911 NE 33rd Drive Suite 190 Portland, OR 97211 ph 503.281.7515 fax 503.281.7579 MTE inspector arrived on site to discuss testing requirements for the loading dock and augercast piling. Contractor has requested testing to be performed on the temporary loading dock extension for visual structural steel welding and concrete placement. Inspector Robinson performed the concrete sampling and inspections. Contractor has also submitted RFI's for change/certifications to pile reinforcement and lap requirements. Reviewed by: cc: Patrick Burns, Westfield America Mike Napolitano, JTM Construction Martin O'Leary, JTM Construction Troy McOmber, FSf Architects James E. Coughlin, Coughlin Porter Lundeen Dave Larson, City of Tukwila INSPECTOR: Dennis Sanborn ennis Sanborn, Bich Manager 1�►IAYES TESTING ENGINEERS, INC. MTE NO: PROJECT: Address: PERMIT NO: Page 10 Owner: Architect: Engineer: Contractor: Date: Weather: Inspection: Samples: RECEIVED )JUN 01 2006 COMMUITY DEVELOPhlMEJNT T6100 SOUTHCENTER MALL PARKING GARAGE A 633 Southcenter Mall Blvd Tukwila, WA D06-072 Westfield America FSI Architects Coughlin Porter Lundeen JTM Construction 5-20-06 Cloudy/Sunny Augercast Piles (6)2x2x2" 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 Porttand Office 7911 NE 33rd Drive Suite 190 Portland, OR 97211 ph 503.281.7515 fax 503.281.7579 MTE inspector arrived on site to perform final inspection of resteel, observe and sample 88 cubic yards of Stoneway Grout Mix# 10000 (4,000 psi) for a total of 8 Garage A Augercast piles number's: A36 (6:20 am -re -drilled 6:48 am); A37 (7:21am); A38 (8:08am); A39 (8:42am); A40 (9:20am); A77 (10:28am); A80 (11:10am-redrilled 11:43am); A118 (12:04pm). Piles shown as re -drilled were due to the grout line plugging. Times shown are approximate times drilling for the pile started. Resteel per plan. Cast two sets of 2x2x2 cubes. The first set was cast at pile #A39, The second set was cast at pile #A118. Performed inspection of resteel for Pile Caps and Grade Beam at building lines: N/4.75-5.3. Resteel per plan. Still needed are the dowels to tie into the grade beam continuing at each end of the shear wail foundation and the four grade beams for CMU Walls on south side of grade beam (shear wall foundation). Had discussion with Mike (JTK Supt.) and Lou (Corona Steel foreman) concerning installation of these dowels. The top dowels with the 135 degree angle will be installed Monday at placement time and the bottom bars will be epoxied at a later date. Need to recheck clearances prior to concrete placement. Performed inspection of resteel for the Elevator Pit Slab at lines: H.5 -J/5.8-6. Resteel completed per plan. Need to check clearances prior to concrete placement. Performed preliminary inspection of resteel for the Pile Cap at lines: M/5. Resteel is completed per plan except for column dowels, but the pile cap is not centered on the two piles. Spoke with Mike (JTM Supt.) who stated he has requested a fix from the structural engineer. Corona steel had started to place resteel for the Pile Cap and Grade Beam at lines A -B.416, but it was found that the grout in the piles was at too high of an elevation (from 8"-16" high) and will need to chipped down to the proper elevation. Resteel installation to continue on Monday. To the best of our knowledge, items inspected this date are in accordance with approved plans and specifications. Reviewed by: cc: Patrick Burns, Westfield America Mike Napolitano, JTM Construction Martin O'Leary, JTM Construction Troy McOmber, FSI Architects James E. Coughlin, Coughlin Porter Lundeen Dave Larson, City of Tukwila Tom Rob son Sanborn, Branch Manager MAYES MTE NO: PROJECT: Address: PERMIT NO: Page 9 Owner: Architect: Engineer: Contractor: Date: Weather: Inspection: Samples: TESTING ENGINEERS, INC. T6100 SOUTHCENTER MALL PARKING GARAGE A 633 Southcenter Mall Blvd Tukwila, WA D06-072 Westfield America FSI Architects Coughlin Porter Lundeen JTM Construction 5-19-06 Cloudy and Showers Augercast Piles (6) 2 x 2 x 2" Everett Office 917 -134th Street SW Suite A-1 Everett, WA 98204 ph 425.742.9360 fax 425.745.1737 Tacoma Office 10029 S. Tacoma Way Suite E-2 Tacoma, WA 98499 ph 253.584.3720 fax 253.584.3707 Portland Office 7911 NE 33rd Drive Suite 190 Portland, OR 97211 ph 503.281.7515 fax 503.281.7579 MTE inspector arrived on site to perform final inspection of resteel, observe and sample 115 cubic yards of Stoneway Grout Mix# 10000 (4,000 psi) for a total of 11 Garage A Augercast piles number's: A18 (6:23- re -drilled 7:16), A20 (8:20), A22 (8:20), A23 (8:54), A25 (9:44), A27 (10:21), A29 (11:45), A31 (12:43) A33 (2:05- re -drilled 2:25), A34 (2:47), A35) 4:15). Piles shown as re -drilled were due to the grout line plugging. Times shown are approximate times drilling for the pile started. Resteel per plan. Cast two sets of 2x2x2 cubes. The first set was cast at pile #A23, The second set was cast at pile #A31. To the best of our knowledge, items inspected this date are in accordance with approved plans and specifications. INSPECTOR: Tom Robinson Reviewed by: ��� s 1 cc: Patrick Burns, Westfield America Mike Napolitano, JTM Construction Martin O'Leary, JTM Construction Troy Mcomber, FSI Architects James E. Coughlin, Coughlin Porter Lundeen Dave Larson, City of Tukwila nis Sanborn, Branch Manager MAYES TESTING ENG/NEERS,INC. MTE NO: PROJECT: Address: PERMIT NO: Page 8 Owner: Architect: Engineer. Contractor: Date: Weather: Inspection: Samples: RECEIVED 'JUN 01 2006 COMMUNITY T6100 DEVELOPMENT SOUTHCENTER MALL PARKING GARAGE A 633 Southcenter Mall Blvd Tukwila, WA D06-072 Westfield America FSI Architects Coughlin Porter Lundeen JTM Construction 5-18-06 Sunny Augercast Piles (6)2x2x2" Everett Office 917 -134th Street SW Suite A-1 Everett, WA 98204 ph 425.742.9360 fax 425.745.1737 Tacoma Office 10029 S. Tacoma Way Suite E-2 Tacoma, WA 98499 ph 253.584.3720 fax 253.584.3707 Portland Office 7911 NE 33rd Drive Suite 190 Portland, OR 97211 ph 503.281.7515 fax 503.281.7579 MTE inspector arrived on site to perform final inspection of resteel, observe and sample 120 cubic yards of Stoneway Grout Mix# 10000 (4,000 psi) for a total of 14 Garage A Augercast piles number's: A2(6:14 am), A51(6:42 am), A47(7:40 am), A49(8:08 am), A45(9:07 am), A46(9:43 am), A43(10:10 am), A41(10:52 am), Al2(12:45 pm), A13(1:08 pm -re -drilled 1:54 pm), A21(2:54 pm), A28(4:00 pm), A30(4:45pm), A32(5:25 pm). Times shown are approximate times drilling for the pile started. Resteel per plan. Cast two sets of 2x2x2 cubes. The first set was cast at pile #A49, The second set was cast at pile #Al2. To the best of our knowledge, items inspected this date are in accordance with approved plans and specifications. Reviewed by: cc: Patrick Burns, Westfield America Mike Napolitano, JTM Construction Martin O'Leary, JTM Construction Troy McOmber, FSI Architects James E. Coughlin, Coughlin Porter Lundeen Dave Larson, City of Tukwila INSPECTOR: Tom Robinson nis Sanborn, Branch Manager MAYES TESTING ENGINEERS, INC. MTE NO: PROJECT: Address: PERMIT NO: Page 7 Owner: Architect: Engineer: Contractor: Date: Weather: Inspection: Samples: RECEIVED 'JUN 01 2006 T6100DEVELO ICENi SOUTHCENTER MALL PARKING GARAGE A 633 Southcenter Mall Blvd Tukwila, WA D06-072 Westfield America FSI Architects Coughlin Porter Lundeen JTM Construction 5-17-06 Sunny Augercast Piles (6)2x2x2" Everett Office 917 -134th Street SW Suite A-1 Everett, WA 98204 ph 425.742.9360 fax 425.745.1737 Tacoma Office 10029 S. Tacoma Way Suite E-2 Tacoma, WA 98499 ph 253.584.3720 fax 253.584.3707 Portland Office 7911 NE 33rd Drive Suite 190 Portland, OR 97211 ph 503.281.7515 fax 503.281.7579 MTE inspector arrived on site to perform final inspection of resteel, observe and sample 104 cubic yards of Stoneway Grout Mix# 10000 (4,000 psi) for Garage A Augercast piles number's: A14, All, A8, A50, A48, Al, A44, A42, A9, A10, A19, A24, A26. A total of 13 piles cast today. Reviewed Inspector J. Chebul's report of 5/16/2006. Noted on the report was that some of the resteel cages were put together with straight bars at the top and were supposed to have hooked bars. The contractor (Dewitt Construction) added hooked dowel bars with the proper lap length. RFI #2 was written to the structural engineer asking for approval to field bend or add the spliced hooked dowel bars. RFI #2 was verbally approved allowing the adding of the hooked dowel bars but did not allow for field bends exceeding 10 degrees. As no field bends have been made at this time all cages installed yesterday and today are acceptable. Today the only instance of needing to add the hooked dowels was for pile #10. Cast two sets of 2x2x2 cubes. The first set was cast at pile #A14, The second set was cast at pile #A19. To the best of our knowledge, items inspected this date are in accordance with approved plans and specifications. Reviewed by: cc: Patrick Burns, Westfield America Mike Napotitano, JTM Construction Martin O'Leary, JTM Construction Troy McOmber, FSI Architects James E. Coughlin, Coughlin Porter Lundeen Dave Larson, City of Tukwila INSPECTOR: Tom Robinson 4,4 is Sanborn, Branch Manager INC. RECEIVED MAYES TESTING ENGINEERS, MTE NO: PROJECT: Address: PERMIT NO: Page 6 Owner: Architect: Engineer: Contractor: Date: Weather: Inspection: Samples: T6100 SOUTHCENTER MALL PARKING 633 Southcenter Mali Blvd Tukwila, WA D06-072 Westfield America FSI Architects Coughlin Porter Lundeen JTM Construction 5-17-06 Sunny Concrete (4)6x12" JUN 01 2006 COMMUNITY GARAGE DEVELOPMENT Everett Office 917 -134th Street SW Suite A-1 Everett, WA 98204 ph 425.742.9360 fax 425.745.1737 Tacoma Office 10029 S. Tacoma Way Suite E-2 Tacoma, WA 98499 ph 253.584.3720 fax 253.584.3707 Portland Office 7911 NE 33rd Drive Suite 190 Portland, OR 97211 ph 503.281.7515 fax 503.281.7579 MTE inspector arrived on site to perform final inspection, observe and sample 5 cubic yards of Cadman Concrete Mix# 551083 (strength not specified) for the Temporary Loading Dock at the south side of the Sears store, permit #D06-112. Reviewed Inspector Jim Kay report from 5/16/2006 and found that the deck was ready for concrete placement. Cast one set of four 6 x 12" cylinders. Test results: Slump 6", concrete temperature 72°. To the best of our knowledge, items inspected this date are in accordance with approved plans and specifications. INSPECTOR: Tom Robinson Reviewed by: is Sanborn, Branch Manager cc Patrick Burns, Westfietd America Mike Napolitano, JTM Construction Martin O'Leary, JTM Construction Troy McOmber, FSI Architects James E. Coughlin, Coughlin Porter Lundeen Dave Larson, City of Tukwila MAYES TESTING ENGINEERS, INC. MTE NO: PROJECT: Address: PERMIT NO: Page 5 Owner: Architect: Engineer Contractor: Date: Weather: Inspection: Samples: T6100 SOUTHCENTER MALL PARKING GARAGE A 633 Southcenter Mall Blvd Tukwila, WA D06-072 RECEIVED JUN 01 2006 Everett Office 917-1341h Street SW Suite A-1 Everett, WA 98204 COMMUNITY ph 425.742.9360 DEVELOPMENT fax 425.745.1737 Westfield America FSI Architects Coughlin Porter Lundeen JTM Construction 5-16-06 Clear Augercast Piles (3)2x2x2" Tacoma Office 10029 S. Tacoma Way Suite E-2 Tacoma, WA 98499 ph 253.584.3720 fax 253.584.3707 Portland Office 7911 NE 33rd Drive Suite 190 Portland, OR 97211 ph 503.281.7515 fax 503.281.7579 MTE inspector arrived on site and inspected reinforcing steel and observed placement of approximately 64 cubic yards of Stoneway Grout Mix #10000 at 8 augercast piles. MTE notified the contractor that the spiral pitch in the middle portion of the A/4 pile reinforcement was 6"-8" (6" is specified). The contractor stated that the structural engineer was consulted and that the condition is acceptable if a minimum of 36 spirals are located in the 18' mid section. An examination of the other reinforcement cages on site indicated that the number of spirals was acceptable. MTE notified the contractor that some of the lap splice lengths at the coils were insufficient and witness corrections. Top hooks were not provided at the longitudinal bars at piles A15, A/6 and N7. MTE notified the contractor that field bending of the bars requires that structural engineers approval. CPL is being consulted. Hooked splice bars were eventually acquired and placed into the partially set grout at these locations. Truck 4 Ticket # Yards Pie Comments 440 _ 555773 818 A3 Cast prior to 443 655780 8/16 A4 MTE arrival. 417 655859 8/24 A5 440 655873 8132 A6 365 655978 8/40 A7 Samole Taken 417 856010 8/48 A15 Set #1. 440 656067 8158 A16 L 365 J 55513.1 854 A17 PRELIMINARY: Pending CPL's approval of hooked bar condition described above. Reviewed by: cc: Patrick Burns, Westfield America Mike Napolitano, JTM Construction Martin O'Leary, JTM Construction Troy McOmber, FSI Architects James E. Coughlin, Coughlin Porter Lundeen Dave Larson, City of Tukwila N ' ECTOR: John Chebul X11 je ennis Sanborn,, ch Manager MAYES TESTING ENGINEERS, INC. RECEIVED 'JUN 01 2006 MTE NO: T6100 COMMUNITY PROJECT: SOUTHCENTER MALL PARKING GARAGSVELOPPENT Address: 633 Southcenter Mall Blvd Tukwila, WA PERMIT NO: D06-072 Page 4 Owner: Westfield America Architect: FSI Architects Engineer: Coughlin Porter Lundeen Contractor: JTM Construction Date: 5-16-06 Weather: Clear Inspection: Structural Steel Samples: N/A Everett Office 917 -134th Street SW Suite A-1 Everett, WA 98204 ph 425.742.9360 fax 425.745.1737 Tacoma Office 10029 S. Tacoma Way Suite E-2 Tacoma, WA 98499 ph 253.584.3720 fax 253.584.3707 Portland Office 7911 NE 33rd Drive Suite 190 Portland, OR 97211 ph 503.281.7515 fax 503.281.7579 MTE inspector arrived on site for structural steel and welding inspection. Visually inspected welding for the Sears temporary loading dock, permit number D06-112. The following items are noted: 1. Complete brace angle welds per detail 4/A1.3. 2. Slag welds in detail 6/A1.3. 3. The deck is being screwed to floor joists. 4. Complete framing. Structural WABO certified welder: Bradley R. Peckham W01386, expires 1/1/07 SMAW. PRELIMINARY: Notified contractor to complete items noted above. INSPECTOR: Jim R. Kay Reviewed by: Dennis Sanb cc: Patrick Burns, Westfield America Mike Napolitano, JTM Construction Martin O'Leary, JTM Construction Troy McOmber, FSI Architects James E. Coughlin, Coughlin Porter Lundeen Dave Larson, City of Tukwila ranch Manager MAYES TESTING ENGINEERS, INC. RECEIVED .,:nr:=.. .__. _..., .r.. ... .. MTE NO: T6100 coMMUNST ► PROJECT: SOUTHCENTER MALL PARKING GARAMIltopmENT Address: 633 Southcenter Mall Blvd Tukwila, WA PERMIT NO: D06-072 'JUN 01 2006 Page 3 Owner: Westfield America Architect: FSI Architects Engineer: Coughlin Porter Lundeen Contractor: JTM Construction Date: 5-15-06 Weather: Clear Inspection: Augercast and Safety Meeting Samples: N/A Everett Office 917 -134th Street SW Suite A-1 Everett, WA 98204 ph 425.742.9360 fax 425.745.1737 Tacoma Office 10029 S. Tacoma Way Suite E-2 Tacoma, WA 98499 ph 253.584.3720 fax 253.584.3707 Portland Office 7911 NE 33rd Drive Suite 190 Portland, OR 97211 ph 503.281.7515 fax 503.281.7579 MTE inspector arrived on site for augercast piling inspection and the initial safety orientation and weekly safety meeting. Reviewed plans and the augercast mix design. The grout for the augercast piles will be supplied by Stoneway Concrete, mix #10000 (10 sack 4,000 psi). Inspected resteel for augercast piles per detail 20 on S3.2 columns. Contractor had 2 piece piles with (8) #7 bars. Upon inspection noted that the pile spiral reinforcement and proposed lap lengths were to short. Spoke with Garth Vllakko with DeWitt Construction who will properly lap the piles together, assure proper spiral lap and add additional spiral reinforcement to meet detailed spiral reinforcement lengths. Pieces were marked with either green or yellow paint for each condition noted. After setting the jackshaft for the elevator at J.315.6, DeWitt was going to augercast pile placement at M/6. Noticed that detail 13/S3.4 requires a 3' grade beam. The contractor had anticipated all perimeter piles to be similar to detail 10 on S32. Augercast placement was then cancelled to assure proper reinforcement is on hand for all piles along M line (8 #7s or 9 #9s). Specifications are not on site yet but sampling of grout will be 2 x 2 x 2" cubes (1 set of 3; 7, 28, 28 day) similar to mix design and every 100 cubic yards. Note: Dropped off cure box cooler and 2 sets of cube molds. PRELIMINARY: Verify pile placement and spiral spacing and lap and length. INSPECTOR: Dennis Sanborn Reviewed by: cc: Patrick Burns, Westfield America Mike Napotitano, JTM Construction Martin O'Leary, JTM Construction Troy McOmber, FSI Architects James E. Coughlin, Coughlin Porter Lundeen Dave Larson, City of Tukwila n Dennis Sanbor ranch Manager MAYES TESTING ENGINEERS, INC MTE NO: PROJECT: Address: PERMIT NO: Page 2 Owner: Architect: Engineer: Contractor: RECEIVED JUN 01 2006 T6100 DEv°>QPmENT SOUTHCENTER MALI PARKING GARAGE A 633 Southcenter Mall Blvd Tukwila, WA D06-072 Westfield America FSI Architects Coughlin Porter Lundeen JTM Construction (Cont'd from page 1) 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 011700 7911 NE 33rd Drive Suite 190 Portland, OR 97211 ph 503.281.7515 fax 50a281.7579 D. Slab on grade will be monolithically with the grade beams. Pile caps will be placed prior to slab on grade. E. Shannon and Wilson will perform all compaction testing. F. City of Tukwila building inspectors will be on site each day as their schedule permits and will rely on special inspector to perform inspection. City requests notification of non -conforming conditions. 4. Other Information. A. Garage "A" scheduled completion 11/20/06. B. Garage "B" will utilize driven piles and owner has requested first floor be open for use at approximately 10/15/06. Partial final letter discussed. C. Briefly discussed post tension, masonry and structural steel. Contractor will hold pre construction meetings for each. D. JTM will have a plan area with current permits, reports and city approved plans. E. Garage lighting was discussed. JTM will review post tension and lighting requirements to avoid conflict during placement of each element. Reviewed by: cc: Patrick Burns, Westfield America Mike Napolitano, JTM Construction Martin O'Leary, JTM Construction Troy McOmber, FSI Architects James E. Coughlin, Coughlin Porter Lundeen Dave Larson, City of Tukwila INSPECTOR: Dennis Sanborn 71i pe ennis Sanborn,nch Manager MAYES TESTING ENGINEERS, INC. RECEIVED 'JUN 01 2006 MTE NO: T6100 COMMUNITY DEVELOPMENT PROJECT: SOUTHCENTER MALL PARKING GARAGE A Address: 633 Southcenter Mall Blvd Tukwila, WA PERMIT NO: D06-072 Page 1 Owner: Westfield America Architect: FSI Architects Engineer: Coughlin Porter Lundeen Contractor: JTM Construction Date: 5-12-06 Weather: Clear Inspection: Project Management Pre Construction Meeting Samples: N/A Everett Office 917 -134th Street SW Suite A-1 Everett, WA 98234 ph 425.742.9360 fax 425.745.1737 Tacoma Office 10029 S. Tacoma Way Suite E-2 Tacoma, WA 98499 ph 253.584.3720 fax 253.584.3707 Portland Office 7911 NE 33rd Drive Suite 190 Portland, OR 97211 ph 503.281.7515 fax 503.281.7579 MTE inspector arrived on site for a pre construction meeting for Garage "A" (Permit # D06-072) augercast piling. In attendance were: City of Tukwila building official Mr. Dave Larson, Shannon & Wilson geo technical engineer Mr. Martin Page, JTM Construction Mr. Mike Napolitano and Mr. M. O'Leary & Mr. D. Sanborn of Mayes Testing Engineers. The following items were discussed: 1. General Information. A. Each permit # will have separate reports written for the inspections performed and maintained on site. B. Only WABO certified inspectors are to perform inspections and rnust be on site until work or placement is completed. C. Report distribution to the City of Tukwila, owner, architect, engineer, contractor and all augercast grout inspections to Shannon and Wilson. 2. Safety. A. Contractor requires a site specific safety plan. B. Attend weekly safety meetings on Mondays at 7am. C. Mandatory safety orientation for all employees. 3. Site Work and Inspections. A. Contractor intends to work (5) 10 -hour shifts. Augercast to start at 7am Monday 5/15/06 and duration of 8 working days. B. Slab on grade to begin 5/30/06 and completed by approximately 6/9/06. C. During augercast inspections MTE to verify slump, approved grout and inspect reinforcement. Shannon and Wilson to monitor depth, volume, etc. Reviewed by: cc: Patrick Burris, Westfield America Mike Napolitano, JTM Construction Marlin O'Leary, JTM Construction Troy McOmber, FSI Architects James E. Coughlin, Coughlin Porter Lundeen Dave Larson, City of Tukwila (Cont'd on page 22)V) 411. r<" 1C�e ennis Sanbor ranch Manager MAYES TESTING ENGINEERS, INC Project Name: Site Address: Client: Engineer: Contractor: RECEIVED rJUN 0 2006 COMMUNITY DEVELOP1 ENT CONCRETE LABORATORY TEST REPORT Southcenter Mall Parking Garage A 633 Southcenter Mall Blvd Tukwila, WA Westfield America - WA Coughlin Porter Lundeen JTM Construction Air Temperature: Weather: Product: Supplier: Ticket Number : MixDesign ID : Sample Temp. (ASTM C1064) 63°F Partly Cloudy Grout Stoneway 655976 10000 1 Initial Storage Temp. (ASTM C31) Project No: Issued on: Sample Set ID: Tacoma 10029 S. Tacoma Way Suite E-2 Tacoma WA 98499 ph 253.584.3720 fax 253.584.3707 T6100 05/25/06 10979 Permit # (s): D06-072 Original: d Revised: p FIELD DATA ASTM C39 and C109 Actual Entrained Air (ASTM C231) 78°F NR NR Water/Cement Ratio:1 Slump (ASTM C143) Sample(s) Recd: p 0.489 ffowable 05/17/06 Placement Location and Notes: f IMix Proportions: Ingredient Fine Aggregate Water Cement—Type I & II Required Strength (f c): 4000 psi @ 28 days Weight (per cu.yd) 2,309.0 lbs 460.0 lbs 940.0 lbs Auger cast piles A3, A4, A5, A6, A7, A15, A16 and A17. Sample taken from grout placed at pile A7. water added on site. 50 gallons of COMPRESSION TEST RESULTS (ASTM C39, C1231, and C617 when applicable) Date Made Sample # Lab # Date Tested Age Size (in) Load Qbs) Dia (in) Surface Strength (psi) 05/16/06 0001 . 3153 05/23106 7 ; 2 x 2 x 2 22735 . 0.00 3.92 5800 i 05/16/06 1'_0001 i 3154 , 06/13/06 28_;j _2 x2x 2 , _0.00_F r 0.00 [— L05/16/067 05/16/06 .- 0001 r 3155 06/13/06 2E'' 2 x 2 x 2 0.00 ! ; 0.00 Remarks: Inspector(s): Chebul, J. Tested by: Hayes, B. Reviewed by: . Failure Code NA NA . �_..NA �t t . ft/C1 Denis Sanborn i' Branch Manager NOTES: Failure descriptions for samples tested with neoprene pads are not required per ASTM Std. AH testing performed in accordance with applicable ASTM's except C-31, 10.1.2 - "recording field temperature" 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 r5o. Rev 3, 7-0 MAYES TESTING ENGINEERS, INC Project Name: Site Address: Client: Engineer: Contractor: Air Temperature: Weather: Product: Supplier: Ticket Number : MixDesign ID : RECEIVED Tacoma JUN 01„IA Suite E-2 10029 S. Tacoma Wav 2006 Tacoma WA 98499 C ni1%1UNI ph 253.584.3720 7 fax 253.584.3707 CONCRETE LABORATORY TEST REPAhENT Southcenter Mall Parking Garage A 633 Southcenter Mall Blvd Tukwila, WA Westfield America - WA Coughlin Porter Lundeen JTM Construction 71°F Sunny Concrete Cadman 638086 cad -551083 FIELD DATA ASTM C31 and C172 �- Design Sample Temp. 'Initial Storage Temp. Entrained Air ' (ASTM C1064) (ASTM C31) (ASTM C231) 72°F NR NR Slump (ASTM C143) Sample(s) Recd: 6” 05/18/06 Project No: T6100 Issued on: 05125/06 Sample Set ID: 10988 Permit # (s): D06-072 Original: v9 Revised: [T Mix Proportions: Required Strength (fc): Placement Location and Notes: 1 4000 psi @ 28 days Set I: Sears Temporary loading dock slab. Sampled 2 cubic yards at 7:30 am. 10 gallons of water added on site. COMPRESSION TEST RESULTS (ASTM C39, C1231, and C617 when applicable) Date Made Sample # Lab # Date Tested Age Size (in) Load (lbs) Dia (in) Surface 05/17/06 0002 3191 05/24/06 7 6x12 98025 05/17/06 0002 3192 06/14/06 28 6 x 12 05/17/06 7 0002 !! 3193 06/14/06 L281; r 6 x 12 05/17/0_0002 3194 06/14/06 L 28 ;'6 x 12 Remarks: Inspector(s): Robinson, T. Tested by: Hayes, B. Strength (psi) Failure Code 6.01 28.37 3460 NA 0.00 0.00 — — NA 0-00i NA - 0.00_ 0.00; NA Reviewed by: / Dennis Sanborn Branch Manager NOTES: Failure descriptions for samples tested with neoprene pads are not required per ASTM Std. All testing performed in accordance with applicable ASTM's except C-31, 10.1.2 - "recording field temperature" 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 Name: Site Address: Client: Engineer: Contractor: Air Temperature: Weather: Product Supplier: Ticket Number : MixDesign ID : Sample Temp. (ASTM C1064) Peeet a. Tacoma r V 010029 S. Tacoma Way j U �� Suite E-2 OtJO Tp 253.584.3720 W98w fax 9 CONCRETE LABORATORY TEST REPairgukry Project No: T6100 Issued on: 05/25/06 Sample Set ID: 10989 Southcenter Mall Parking Garage A 633 Southcenter Mall Blvd Tukwila, WA Westfield America - WA Coughlin Porter Lundeen JTM Construction 68°F Sunny Grout Stoneway 656441 10000 IInitial Storage Temp. (ASTM C31) FIELD DATA ASTM C39 and C109 Permit # (s): D06-072 Original: Revised: Actua! Mix Proportions: Ingredient Entrained Air (ASTM C231) 70°F NR NR Water/Cement Ratio r Slump (ASTM C143) Sample(s) Recd: 0.415 flowabie 05/18/06 Placement Location and Notes: r -i Weight (per cu.yd) Fine Aggregate 2,311.0 lbs Water 394.0 lbs Cement—Type 1 & II 950.0 lbs HRWRA 48.0 oz Required Strength (fc): 4000 psi @ 28 days Set t: Garage A augercast piles numbers: A14, All, A8, A50, A48, Al, A44, A42, A9, A10, A19, A24, A26. Cubes cast an pile #14 at 6:30 am. 61 gallons of water allowable added on site. Date Made Sample # Lab # 05/17/06L 0003 : 3195 'as»7/06 1'1_1)003_I! ._3196_ 05/17/0C E 003 --' i 3197 Remarks: COMPRESSION TEST RESULTS (ASTM C39, C1231, and C617 when applicable) Date Tested Age Size (in) Load (lbs) Dia (in) Surface Strength (psi) Failure Code 05/24/06 ; _._7 _2x 2 x 2 19425 0.00 4.02 4830 Type 1 , ` 06/14//062 x 2 x 2; 0.001[ 0.00 06/14/06 28 jr-2 x 2 x 2 ' 0.00 0.00 NA Inspector(s): Robinson, T. Tested by: Edmonds, B. Reviewed by: %�G� • Dennis Sanborn Branch Manager NOTES: Failure descriptions for samples tested with neoprene pads are not required per ASTM Std. Ali testing performed in accordance with applicable ASTM's except C-31, 10.1.2 - "recording field temperature" 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 Name: Site Address: Client Engineer: Contractor: Air Temperature: Weather: Product: Supplier: Ticket Number : MixDesign ID : Sample Temp. (ASTM C1064) RECEIVED SUN 0 1 1006 COMMUNITY ENT CONCRETE LABORATORY TEST REPORT Southcenter Mall Parking Garage A 633 Southcenter Mall Blvd Tukwila, WA Westfield America - WA Coughlin Porter Lundeen JTM Construction 82°F Sunny Grout Stoneway 656952 10000 'Initial Storage Temp. (ASTM C31) FIELD DATA ASTM C39 and C109 Project No: Issued on: Sample Set ID: Tacoma 10029 S. Tacoma way Suite E-2 Tacoma WA 98499 ph 253.584.3720 fax 253.584.3707 T6100 05/25/06 10991 Permit # (s): 006-072 Original: d, Revised: 7' Actual 1 Mix Proportions: Ingredient Entrained Air (ASTM C231) 72°F NR NR Water/Cement Ratio:! Slump (ASTM C143) i Sample(s) Rec'd: 0.384 flowable Placement Location and Notes: 05/18/06 Weight (per cu.yd) Fine Aggregate 2,324.0 lbs Water 359.0 lbs Cement—Type 1 & 11 936.0 lbs HRWRA 38.0 oz Required Strength (tic): 4000 psi @ 28 days Set il: Garage A augercast piles numbers: A14, Al 1, A8, A50, A48, Al, A44, A42, A9, A10, A19, A24, A26. Cubes cast on pile #19 at 4:10 pm. 50 of 93 gallons of water allowable added on site. COMPRESSION TEST RESULTS (ASTM C39. C1231, and C617 when applicable) Date Made Sample # Lab # Date Tested Age Size (in) Load (tbs) Dia (in) Surface Strength (psi) 05/17/06 0004 3202 _05/24/06 _7 2 x 2 x 2 17565 0.00 3.98 4410 05/1 0004 3203 06/14/06 28 2x2x20.00 0.00 7/06 ' 1 ' _ � �1� � :� { i 05/17/06 i T 0004 ; j_ 3204 06/14/06 i 28 ,' 2 x 2 x 2 - 0 0.00 ' ` .00 Remarks: Inspector(s): Robinson, T. Tested by: Edmonds, B. Reviewed by: Dennis Sanborn Branch Manager NOTES: Failure descriptions for samples tested with neoprene pads are not required per ASTM Std. All testing performed in accordance with applicable ASTM's except C-31, 10.1.2 - "recording field temperature" Information in this report applies only to the actual samples tested and shall not be reproduced without the approval of Mayes Testing Engineers, Inc. Failure Code Type 1 ' NA.. NA MTE Form 0150, Rev 3, 7-0 ED FOR CODEPLIANCE b000nuED MAY 1 1 Z006 City Of Tukwila RI ITI rimr: nniTsrniki GEOTECHNICAL ENGINEERING REPORT SOUTHCENTER PARKING GARAGES TUKWILA, WASHINGTON FILE COPY paip.pritii, p-, PRO.EgiCT NO. 05-200 FEBRUARY 2006 Prepared for: JTM Construction PanGEO? JI CORP ORATED 3414 NE 55" Street, Seattle, WA 98105 T. 206.262.0370 F. 206.262.0374 PO4$ 012. PanGEERs Geotechnical & Earthquake Engineering Consultants February 9, 2006 File No. 05-200 Mr. John Hayduk JTM Construction 1730 Minor Avenue #1120 Seattle, Washington 98101 Re: Geotechnical Engineering Report Southcenter Parking Garages Tukwila, Washington Dear Mr. Hayduk, Attached is our geotechnical engineering report to assist you and your project team in the design and construction of the two parking garages for the Westfield Shoppingtown Southcenter Expansion. In summary, the site is underlain by fill soils, compressible estuarine deposits and competent glacially consolidated materials. The depth of the bearing stratum ranges from about 15 feet for the westernmost garage in Area B to as much as 150 feet for the easternmost garage in Area C. This wide range in the depth to the bearing materials will require deep foundations consisting of 20 -inch diameter augercast piles for the western garage (Area B) and 18 inch diameter driven steel pipe piles for the eastern garage (Area C). Both pile types will have allowable compressive capacities of 450 kips. If the existing site fill is properly prepared, a slab on grade floor is feasible for the parking structures, although it may require some future maintenance. We appreciate the opportunity to work with you and your design team on this project. Please call if you have any questions. Sincerely, W. Paul Grant, P.E. Principal Encl.: Geotechnical Engineering Report 3414 NE 556' Street Seattle. WA 98105 Tel (206) 262-0370 raK (206) 262-0374 TABLE OF CONTENTS 1.0 INTRODUCTION 1 2.0 PROJECT AND SITE DESCRIPTION 1 3.0 SUBSURFACE CONDITIONS 1 4.0 GEOTECHNICAL RECOMMENDATIONS 2 4.1 Sim COEFFICIENTS 2 4.2 SOIL LIQUEFACTION POTENTIAL 2 4.3 PILE FOUNDATIONS 2 4.4 LATERAL RESISTANCE FROM PILE CAPS AND GRADE BEAMS 3 4.5 STRUCTURAL FILL AND COMPACTION 4 4.6 FLOOR SLABS 4 4.7 PAVEMENT DESIGN 4 5.0 CONSTRUCTION CONSIDERATIONS 5 5.1 OPEN CUT EXCAVATIONS 5 5.2 MATERIAL REUSE 5 5.3 WET WEATHER EARTHWORK 5 5.4 SURFACE DRAINAGE AND EROSION CONSIDERATIONS 6 6.0 ADDITIONAL SERVICES 6 7.0 LIMITATIONS 6 9.0 REFERENCES 9 JTM Construction Southcenter Parking Garages February 9, 2006 LIST OF FIGURES Figure 1 Figure 2 Figure 3 Figure 4 Figure 5 Figure 6 Figure 7 Figure 8 Figure 9 Figure 10 Figure 11 Figure 12 Figure 13 Figure 14 Figure 15 Figure 16 Figure 17 Figure 18 Figure 19 Figure 20 Figure 21 Vicinity Map Site Exploration Plan Generalized Subsurface Profile A -A' Generalized Subsurface Profile C -C' Estimated Pile Tip Elevations Lateral Pile Capacities at Head, 20" Augercast Free Head Lateral Pile Capacity, 20" Augercast Free Head, 20 lap Lateral Load Lateral Pile Capacity, 20" Augercast Free Head, 30 kip Lateral Load Lateral Pile Capacity, 20" Augercast Free Head, 40 kip Lateral Load Lateral Pile Capacities at Head, 20" Augercast Fixed Head Lateral Pile Capacity, 20" Augercast Fixed Head, 20 kip Lateral Load Lateral Pile Capacity, 20" Augercast Fixed Head, 30 kip Lateral Load Lateral Pile Capacity, 20" Augercast Fixed Head, 40 kip Lateral Load Lateral Pile Capacities at Head, 18" Steel Pipe Free Head Lateral Pile Capacity, 18" Steel Pipe Free Head, 20 kip Lateral Load Lateral Pile Capacity, 18" Steel Pipe Free Head, 30 kip Lateral Load Lateral Pile Capacity, 18" Steel Pipe Free Head, 40 kip Lateral Load Lateral Pile Capacities at Head, 18" Steel Pipe Fixed Head Lateral Pile Capacity, 18" Steel Pipe Fixed Head, 20 kip Lateral Load Lateral Pile Capacity, 18" Steel Pipe Fixed Head, 30 kip Lateral Load Lateral Pile Capacity, 18" Steel Pipe Fixed Head, 40 kip Lateral Load 05-200 Geo ReporLdoc 2 PanGEO, Inc. GEOTECHNICAL ENGINEERING REPORT Southcenter Parking Garages Tukwila, Washington 1.0 INTRODUCTION This report presents our geotechnical engineering recommendations for use in the design and construction of the two new parking garages at Southcenter in Tukwila. The scope of our work included reviewing existing geologic data and geotechnical reports by others (Shannon and Wilson, 2005a and 2005b) to gain an understanding of the subsurface conditions at the site and developing the recommendations presented in this report. 2.0 PROJECT AND SITE DESCRIPTION The parking garages will be constructed in the southern portion of the Southcenter Mall as indicated on Figure 1. The western garage (Area B) has a rectangular footprint with dimensions of about 200 by 380 feet and the eastern garage (Area C) has a trapezoidal footprint with dimensions of about 340 by 360 feet. The site is currently paved and is being used for surface parking. 3.0 SUBSURFACE CONDITIONS Subsurface conditions at the site were inferred from the results of borings and cone penetrometer tests (CPT previously competed and reported by others (Shannon and Wilson, 2005b). Figure 2 shows the locations of these explorations relative to the proposed locations of the new parking garages. Logs of these explorations are presented in Shannon and Wilson (2005b). Subsurface conditions at the site are depicted in Figures 3 and 4 which were obtained from Shannon and Wilson's baseline geotechnical report for the parking garages (Shannon and Wilson, 2005b). As shown on Figures 3 and 4, the site is underlain by fill, estuarine deposits and glacial outwash sand and gravel. The site fill, which extends to a maximum depth of about 20 feet, consists of medium dense, sandy silt and silty sand with occasional gravel and cobbles. The fill overlies estuarine deposits consisting of very soft to soft silt and clay with numerous organics and discontinuous layers of fibrous peat and lenses and layers of loose to medium dense sand. The estuarine deposits overlie glacial outwash sediments consisting of dense to very dense sands and gravels. The glacial outwash deposits may be as shallow as 15 feet below the ground surface in the west (Area B) and as deep as 150 feet below the ground surface in the east (Area C). Groundwater levels at the site were determined from the site explorations and from monitoring wells. The data indicates that the groundwater levels on the west are relatively shallow, at a depth of about 7 feet. Groundwater levels in the eastern section of the site are somewhat deeper, on the order of 12 to 14 feet. It should be noted that groundwater elevations might vary TTM Construction Southcenter Parking Garages February 9, 2006 depending on the season, local subsurface conditions, and other factors. Groundwater levels are normally highest during the winter and early spring. 4.0 GEOTECHNICAL RECOMMENDATIONS 4.1 SITE COEFFICIENTS The seismic design of the garage will be accomplished using the 2003 International Building Code (IBC), which specifies a design earthquake having a 2% probability of occurrence in 50 years (return interval of 2,475 years). The following parameters, which are consistent with the 2002 USGS seismic hazard maps, are recommended for the seismic design of the building: Site Class : Spectral Acceleration at 0:2 sec. . .c (S) Ss Spectral Acceleration at 1.0 sec. (g) Site Coefficients . Design Spectral :Response Parameters Control Periods (sec.) Design.. PGA (Sis/2.5) Sj , Fy SDS SDI TO Ts E 1.42 0.49 0.9 2.4 0.85 0.78 0.18 0.92 0.34 4.2 SOII. LIQUEFACTION POTENTIAL The soft cohesive soils that underlie the western garage (Area B) are not susceptible to liquefaction while some isolated sand layer underlying Area C to the east may be susceptible to liquefaction. Shannon and Wilson (2005b) had calculated post liquefaction settlements at the ground surface on the order of 4 to 10 inches. Liquefaction of the sands may result in a loss of vertical support to pile foundations within the affected zone. 4.3 PILE FOUNDATIONS We concur with the recommendations contained in the geotechnical baseline report (S&W, 2005b) to support the west (Area B) parking garage on 20" diameter augercast piles and the east garage (Area C) on 18" diameter, closed end, driven steel pipe piles. Piles installed to the approximate tip elevations shown on Figure 5, which was obtained from the geotechnical baseline report (S&W, 2005b), would have the following load capacities: 05-200 Geo Report.doc 2 PanGEO, Inc. Pile Capacity (Kips) 20" Auuercast 18" Steel Pipe Allowable Ultimate Allowable Ultimate Compression 450 900 450 900 Tension 350 750 300 600 05-200 Geo Report.doc 2 PanGEO, Inc. JTM Construction Southcenter Parking Garages February 9, 2006 The pile capacities in the above table were derived from the results of load testing of two augercast piles and dynamic testing of seven steel pipe piles at the site (S&W, 2005a). The 20" diameter augercast piles that were tested at the site were loaded to the maximum capacity of the load test frame of 720 kips, without a failure of the pile or non linear deformation behavior of the pile. However, based on reasonable assumptions for tip and frictional capacity, we believe that the tested piles would be capable of supporting an ultimate load of at least 900 kips. Additionally, the seven 18" diameter steel piles driven at the site were dynamically tested during a combination of initial drive and restrike. The total average ultimate capacity under restrike was about 820 kips. However, the restrike testing tends to underestimate tip resistance. When combining the tip resistance from the initial drive and the frictional resistance from the restrike, the steel piles would have an ultimate capacity of about 1,000 kips. The capacities in the above table would require all augercast piles to have a minimum embedment of 25 feet into the dense sand bearing layer. Acceptance criteria for the steel pipe piles will be determined based on meeting the minimum tip elevations shown on Figure 5 and a driving resistance based on the results of a wave equation analysis of the pile and the contractor's pile driving equipment. Both the augercast and steel piles should be spaced a minimum distance of 3 times the pile diameter. We expect settlements of less than'/2-inch for piles designed according to the above recommendations. Lateral loads acting on the garage will be resisted by a combination of passive earth pressure acting on the pile caps and grade beams as will as from the lateral resistance of the piles. The computer program ALLPILE was used to evaluate the lateral resistance of the piles assuming both free and fixed head conditions at the pile cap. The results of these analyses are summarized on Figures 6 through 21. The lateral capacities of individual piles within a group of piles is significantly less than that of an individual pile. Accordingly, the following reduction factors should be used for piles within a group: • 0.7 for 1• row (leading edge) piles • 0.5 for 2nd row piles • 0.35 for 3rd and higher row piles 4.4 LATERAL RESISTANCE FROM PILE CAPS AND GRADE BEAMS In addition to the lateral resistance provided by the piles, the pile caps and grade beams can provide additional resistance to lateral loads from passive pressures acting on these foundation 05-200 Geo Report.doc 3 PanGEO, Inc. JTM Construction Southcenter Parking Garages February 9, 2006 elements. Specifically, passive resistance values may be determined using equivalent fluid weights of 500 and 250 pounds per cubic foot (pcf) for passive resistance compatible with horizontal movements of 1.0 -inch and 0.50 -inch, respectively, for a 5 -foot deep pile cap. This resistance assumes that the pile caps and grade beams are backfilled with clean, compacted, structural backfill. Reuse of existing site soils as backfill for the grade beams with nominal compaction would result in equivalent fluid weight of 250 and 125 pcf for passive resistance for horizontal movements of 1.0 and 0.5 inches, respectively. 4.5 STRUCTURAL FILL AND COMPACTION The existing near surface on-site soils may suitable for backfill adjacent to pile caps and grade beams provided that the fill does not contain an excessive amount of fines or debris. In general, all weather structural fill would include Seattle Mineral Aggregate Type 17 (2003 City of Seattle Standard Specifications, 9-03.12(3)) or WSDOT Gravel Borrow (9-03.14(1)). The backfill should be moisture conditioned to within about 3 percent of optimum moisture content, placed in loose, horizontal lifts less than 8 inches in thickness, and systematically compacted to a dense and relatively unyielding condition and to at least 95 percent of the maximum dry density, as determined using test method ASTM D 1557. 4.6 FLOOR SLABS Slab -on -grade construction may be used within the parking garage knowing that following a large earthquake there is some risk of differential settlement that may require some maintenance, such as a topping slab or sealing of cracks. The magnitude of potential settlement may be reduced by repeatedly rolling the subgrade with a heavy vibratory roller to achieve a firm and unyielding surface. With this subgrade treatment, we recommend use of a modulus of subgrade reaction of 150 pci for the floor slab design. All floor slabs should be constructed on a minimum 4 -inch thick capillary break consisting of free -draining, crushed rock or well -graded gravel compacted to a firm and unyielding condition. The capillary break material should have no more than 10 percent passing the No. 4 sieve and less than 5 percent by weight of the material passing the U.S. Standard No. 100 sieve. The floor slabs should be cast directly over a vapor barrier. The capillary break may be omitted if the floor slabs are cast on the existing asphalt surface of the parking lots. 4.7 PAVEMENT DESIGN Assuming that there may be a limited amount of new pavement leading into the garages and that that primary traffic will be automobiles with only occasional heavy trucks, we recommend that the pavement section consist of 3 inches of Class B asphalt overlying 6 inches of Crushed Surfacing Base Course (WSDOT 9-03.09(3)) over the compacted subgrade. All materials within 05-200 Geo Report.doc 4 PanGEO, Inc. JTM Construction Southcenter Parking Garages February 9, 2006 the pavement section should be compacted to 95% of the materials maximum dry density, as determined using test method ASTM D 1557. 5.0 CONSTRUCTION CONSIDERATIONS 5.1 OPEN CUT EXCAVATIONS Open cut excavations can be used in conjunction with construction of the pile caps and grade beams. We anticipate relatively shallow excavations will be required with depths typically less than 4 feet. Such shallow excavations can typically be accomplished with near vertical side slopes. Cut slope of 1(H):1(V) should be used for deeper excavations. 5.2 MATERIAL REUSE On-site soils with silt contents in excess of about 5% may be difficult to handle and compact during wet weather. If use of the existing soils is planned, any excavated soil should be stockpiled and protected with plastic sheeting to prevent softening from rainfall. 5.3 WET WEATHER EARTHWORK General recommendations relative to earthwork performed in wet weather or in wet conditions are presented below: • Earthwork should be performed in small areas to minimize subgrade exposure to wet weather. Excavation or the removal of unsuitable soil should be followed promptly by the placement and compaction of clean structural fill. The size and type of construction equipment used may have to be limited to prevent soil disturbance. • During wet weather, the allowable fines content of the structural fill should be reduced to no more than 5 percent by weight based on the portion passing %-inch sieve. The fines should be non -plastic. • The ground surface within the construction area should be graded to promote run-off of surface water and to prevent the ponding of water. • Bales of straw and/or geotextile silt fences should be strategically located to control erosion and the movement of soil. Erosion control measures should be installed along all the property boundaries. • Excavation slopes and soils stockpiled on site should also be covered with plastic sheets. 05-200 Geo Report.doc 5 PanGEO, Inc. JTM Construction Southcenter Parking Garages February 9, 2006 5.4 SURFACE DRAINAGE AND EROSION CONSIDERATIONS Surface runoff can be controlled during construction by careful grading practices. Typically, this includes the construction of shallow, upgrade perimeter ditches or low earthen berms to collect runoff and prevent water from entering excavations. Temporary erosion control may require the use of hay bales on the downhill side of the project to prevent water from leaving the site and potential storm water detention to trap sand and silt before the water is discharged to a suitable outlet. All collected water should be directed to a positive and permanent discharge system such as a storm sewer. It should be noted that the site soils are prone to surficial erosion. Special care should be taken to avoid surface water on open cut excavations, and exposed slopes should be protected with visqueen. Temporary provisions may also be required such as the use of quarry spalls at the entrance to the construction site to reduce the possibility of the offsite transport of soil on the truck tires. Permanent control of surface water and roof runoff should be incorporated in the final grading design. In addition to these sources, irrigation and rainwater infiltrating into the proposed landscaped and planter areas adjacent to paved areas or building foundations should also be controlled. All collected runoff should be directed into conduits that carry the water away from the pavement or structure and into storm drain systems or other appropriate outlets. Adequate surface gradients should be incorporated into the grading design such that surface runoff is directed away from structures. 6.0 ADDITIONAL SERVICES To confirm that our recommendations are properly incorporated into the design and construction of the new garages, PanGEO should conduct a review of the final project plans and specifications, and perform a field -monitoring program during construction. Specifically, we anticipate that the following construction support services may be needed: • Review final project plans and specifications • Verify implementation of erosion control measures • Monitor pile installations • Verify adequacy of slab and pavement subgrade • Confirm the adequacy of the compaction of structural backfill • Other consultation as may be required during construction 7.0 LIMITATIONS We have prepared this report for use by the JTM Construction design -build team. Recommendations contained in this report are based on a review of pertinent subsurface information and our understanding of the project. The study was performed using a mutually agreed-upon scope of work. 05-200 Geo Report.doc 6 PanGEO, Inc. JTM Construction Southcenter Parking Garages February 9, 2006 Variations in soil conditions may exist at locations away from the explorations and the actual conditions underlying the site. The nature and extent of soil variations may not be evident until construction occurs. If any soil conditions are encountered at the site that are different from those described in this report, we should be notified immediately to review the applicability of our recommendations. Additionally, we should also be notified to review the applicability of our recommendations if there are any changes in the project scope. The scope of our work does not include services related to construction safety precautions. Our recommendations are not intended to direct the contractors' methods, techniques, sequences or procedures, except as specifically described in our report for consideration in design. Additionally, the scope of our work specifically excludes the assessment of environmental characteristics, particularly those involving hazardous substances. We are not mold consultants nor are our recommendations to be interpreted as being preventative of mold development. A mold specialist should be consulted for all mold -related issues. This report may be used only by the client and for the purposes stated, within a reasonable time from its issuance. Land use, site conditions (both off and on-site), or other factors including advances in our understanding of applied science, may change over time and could materially affect our findings. Therefore, this report should not be relied upon after 24 months from its issuance. PanGEO should be notified if the project is delayed by more than 24 months from the date of this report so that we may review the applicability of our conclusions considering the time lapse. It is the client's responsibility to see that all parties to this project, including the designer, contractor, subcontractors, etc., are made aware of this report in its entirety. The use of information contained in this report for bidding purposes should be done at the contractor's option and risk. Any party other than the client who wishes to use this report shall notify PanGEO of such intended use and for permission to copy this report. Based on the intended use of the report, PanGEO may require that additional work be performed and that an updated report be reissued. Noncompliance with any of these requirements will release PanGEO from any liability resulting from the use this report. Within the limitation of scope, schedule and budget, PanGEO engages in the practice of geotechnical engineering and endeavors to perform its services in accordance with generally accepted professional principles and practices at the time the Report or its contents were prepared. No warranty, express or implied, is made. 05-200 Geo Rcport.doc 7 PanGEO, Inc. JTM Construction Southcenter Parking Garages February 9, 2006 We appreciate the opportunity to be of service to you on this project. Please feel free to contact our office with any questions you have regarding our study, this report, or any geotechnical engineering related project issues. Sincerely, PanGEO, Inc. W. Paul Grant, P.E. Principal Geotechnical Engineer 05-20D Geo Reporf.doc 8 PanGEO, Inc. JTM Construction Southcenter Parking Garages February 9, 2006 9.0 REFERENCES Shannon and Wilson (S&W), 2005a, Geotechnical report, Westfield Shoppingtown Southcenter Expansion, Tukwila, Washington: report to Westfield Corporation, September 15, 2005. Shannon and Wilson, 2005b, Contract for design build services, Westfield Shoppingtown Southcenter Expansion, Tukwila, Washington: report to Westfield Corporation, October 27, 2005. International Building Code (IBC), 2003, International Code Council WSDOT, 2004, Standard Specifications for Road, Bridges, and Municipal Construction. 05-200 Geo Reporl.doc 9 PanGEO, Inc. Approx. Scale: 1 in — 750 feet ■ o Southcenter Parking Garages Tukwila, Washington Project No. 05-200 VICINITY MAP Figure No. 1 1 anGE � s a Southcenter Parking Garages Tukwila, Washington SITE EXPLORATION PLAN Project No. 05-200 Figure No. 2 up ttf. u ► IiI(g{J/ 7 5.4r�. .i. 1.01_ 11-1 4 1a s g j f 1 Jl stac 1IiflItL ilh 1tl ! J 1 11114. III p fp fi /i 11.11##.tt 1. -. lett; if t i i E i1. .p.111' iii... g ci f 1 7-.- �. 4f. • y In i 14 Et 2 w PanGF ■ s Southcenter Parking Garages Tukwila, Washington GENERALIZED SUBSURFACE PROFILE A -A' Project No. 05-200 Figure No. 3 Lr ti. kl SIT —7"; _-....— if offi iggc� � 3 " • i" / 1 f d t r i '# :i1i :. ti c 1it 6 5* iR 1 .-15- _._ ill 1- f; tit s..=r.aa- cJ' 0.1,.wia 4 1 1- : b Southcenter Parking Garages Tukwila, Washington GENERALIZED SUBSURFACE PROFILE C -C" Project No. 05-200 Figure No. 4 PanGE ■ a Southcenter Parking Garages Tukwila, Washington ESTIMATED PILE TIP ELEVATIONS Project No. 05-200 Figure No. 5 1 1 1 7 i LATERAL LOAD vs DEFLECTION & MAX. MOMENT 1111 1111 111 `3 - 3 LLL 11 31,_J_1 1 1 1 1 1 JI_I 1 1111 1 1 1 1111 n N w N 0 N n *it d 'P''I Itipn N 1 T 1 1 r I I 1 1_ 1111 1111 1111 11f1 1II1 !III I I I I IIA 1 11_11 _J_1 0 0 h N n N 0 ea dPh d 'Ow I IuHf N 4 0 0 r N 0 0 0 0 0 0 0 N 0 0 Mex. Moment Pi 5Ing1% Pk, Mmux .klp it 0 0 M 0 00 Q. 0 i▪ 1 cia • 40 d E e aaL ash CC �A 1.I N C rit m s• CD= Q 0 N ea PanGEE � c o Southcenter Parking Garages Tukwila, Washington LATERAL. PILE CAPACITIES AT HEAD 20" AUGERCAST FREE HEAD Project No. 05-200 Figure No. 6 PILE DEFLECTION & FORCE vs DEPTH 1 1 1 1 1 1 1 1 1 1 1 1 1} 0 1 r 1 1 1 1 1 1 1 1 1 1 1 1 1-1 1 x 1 1 1 1- 04 N 41 1 1 1 1 1 1 1 1 1 1 1 DEFLECTION, yt 4n e A ▪ So Ora ▪ Li 1 I w 1. I1 IlrIl_11E1111E11111E11111111 6 lea sir 0 �0 a K 2 0 0 moo L •00 o - m n LI1111111111111 1 1111111 PanGE® Ile C 0•! O R A T I D Southcenter Parking Garages Tukwila, Washington LATERAL PILE CAPACITY 20" AUGERCAST FREE HEAD 20 KIP LATERAL LOAD Project No. 05.200 Figure No. 7 a c 0 •112 I 1 1 1 Eos w.'a n 131111111111111111-1111111r11111111f1 1111111111111srliiiil n 7 '4 r n + DEFLECTION. yt -In 0 n m 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 E D Southcenter Parking Garages Tukwila, Washington LATERAL PILE CAPACITY 20" AUGERCAST FREE HEAD 30 KIP LATERAL LOAD Project No. 05-200 Figure No. 8 PILE DEFLECTION 8 FORCE vs DEPTH 1 g H f l 1 1 E � W,a 111rf 1rr r rfr 1r17 T 1? 21124f+x171112lfl 2211 111111771111711 A h A 4- 0 0 DEFLECTION, yt 4n we r M v o r a IEa11111[12111111L111111111_i11111) 1111111111L1211111111.111111111 1▪ 1 a Co • d L CL Lt. 1 tlf ;C .aT. :6"3- a a c a� = Q N i fa PanGE® Southcenter Parking Garages Tukwila, Washington LATERAL PILE CAPACITY 20" AUGERCAST FREE HEAD 40 KIP LATERAL LOAD Project No. 05-200 Figure No. 9 1- Z W 0 2 Z 0 0 W —J LL 0 0 J g J 8 1 1 111 1111 0 n 1111 n ;111 N N N d d1* d 'PU°1 lupr, 01 • -J 11Ir 0 0 N 0 0 0 m 'J. 0 N 0 0 �I ITT 1111 F11 F 1 i r 1111 L r1 U 1 O 1111 ILU 1111 LIJ1 1111 1111 U 1 i 1111 1111 R N H 01 442 dlrF d 'Peal WW1 01 0 027 0.30 n 0 N 0 0 0 n 0 0 O 0 0 0 0 0 0 N HeadDsINONon, yt.n C. 'Q es en w ,�,�y})i E Cil .▪ . G fb 0 - CI. 4. en as al ts,• d Oe CO bN d Q an � ■ o Southcenter Parking Garages Tukwila, Washington LATERAL PILE CAPACITIES AT HEAD 20" AUGERCAST FIXED HEAD Project Na. 05-200 Figure Na. 10 i C-kIp!12 k-Ibhn3 "la-% Qt 7 2 0 1111 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 Is 1010 11-I 111 1111 a 0 4 r 0 81.01117.e-11 I s 0 0 0 P O 8 �0�r, • TC ai ag �, O!l t d 2p I. w C1 GE. 1 1 11 11 1 1 1 1 1 1 11 1 1 1 1 1 1J 1 1 11 J_1 1_1 1 11J 1 1 11J 1 1 1 1 1111) 1 1 L1 1 1 1 1 1 1 1 1 1 1 at OI LL 03 N 11 0 -•c CO W d • _ E ▪ K li C▪ an m el II. 0 d � d tit = a • ea nGE Southcenter Parking Garages Tukwila, Washington LATERAL PILE CAPACITY 20" AUGERCAST FIXED HEAD 20 KIP LATERAL LOAD Project No. 05-204 Figure No. 11 PILE DEFLECTION & FORCE vs DEPTH 1 1 s a C-kip/R7 k-PoAn3.50-% L6 6 40 40 O a DEFLECTION, yt 4n 2 2 o"+ 1.2 .2 Iti g "r"1 .o pl SOM. at 18.4-R n she ial ID CO LL CL a Nrtj to 61 q7 i co C reei a- n =41) a 0: U3 N PanGE® 1 11 C O w# O 11 H? i b Southcenter Parking Garages Tukwila, Washington LATERAL PILE CAPACITY 20" AUGERCAST FIXED HEAD 30 KIP LATERAL LOAD Project No. 05-200 Figure No. 12 1 PILE DEFLECTION & FORCE vs DEPTH 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 a 1 0 DEFLECTION, yt do 11i1 11 1 1 1 1 1 I 1 1 1 1 ( 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1111 N n .44,, ' W Ig b A P i 1__1 1 1 1 1_11 1 1 IJ 1 1 1 1 1 1 1 1 1 1 1 1 .J 1 1 1 1 J_1 L 1 1 11 t 1_l 1 1 1 1 1 1lL 1 1 1 1 L.11 1 1 1 s Southcenter Parking Garages Tukwila, Washington LATERAL PILE CAPACITY 20" AUGERCAST FIXED HEAD 40 KIP LATERAL LOAD u W Project No. 05-200 Figure No. 13 'd 1 1 1 1 LATERAL LOAD vs DEFLECTION & MAX. MOMENT -1 k l 1 1111 1 1 1 1111 1i 11 1111 I 1 1 1 1111 1 i l l 3 1 LlI 0 4 n N n dhi-d 1,1101I •$1 1f1 r 0 1117 1 1111 1111 1111 1 1 IJ 0 n N a N 0 N (pi- d Peo1 ILI 1 N 0 0 O 0 N 0 0 0 0 0 Max. Moment in MInpla Pk, Nmax-klp.ft 14 o d E 11. 09• ti ▪ aa • gt 0 C m W VI o L d 6 _ CO 03 V a A 0 m a wU o a) z CO ~ o e u n PI o 2 0.1E 017 0 0 0 00 PanGEs I N C o■ r o w Art P Southcenter Parking Garages Tukwila, Washington LATERAL PILE CAPACITIES AT HEAD 18" STEEL PIPE FREE HEAD Project No. 05-200 Figure No. 14 PILE DEFLECTION & FORCE vs DEPTH 1 1 z i i 1 1 n 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 i N N b O a s 6 MOMENT -kip-ft 0 t 0 Ip 1.1 I„ A lac §n 0 L 5 1 o ea 11111111111111111111111111111111111!! iliiip iiiiils 111111111 8 0 N r PanGEQ s o Southcenter Parking Garages Tukwila, Washington LATERAL PILE CAPACITY 18" STEEL PIPE FREE HEAD 20 KIP LATERAL LOAD Project No. 05-200 Figure No. 15 C-klpil2 k-Ibhn3 e5O-% 41. f 1111 11 11111 11111111111111111 1111111111 n n n a DEFLECTION, yl -In WOat17.6-II n n n •- - r 111111.1111_1111r111111i11J1.11111_1111/11111111111111111 m LL ICO &&&&&& T■ D Southcenter Parking Garages Tukwila, Washington LATERAL PILE CAPACITY 18" STEEL PIPE FREE HEAD 30 KIP LATERAL LOAD Project No. 05.200 Figure No. 16 1 3 I. W a. w 0 EL 0 .!f z 0 w w J w w iZ 1 0=� N N `jJ,rd N R1 A O N . 0 0 0 N DEFLECTION, yt do t 6 f0 N arra�ftirtrtEi�ttfi O N n S r r0r fttttltttftttitltfiitltfilftfttifttlttititifil a. C7 as a)ro a)Ca fti as • fv a� CnC 32 m- ao„ 61 Ts c d CD r C.) CO) CO G al PanGE®w t ■ to Sauthcenter Parking Garages Tukwila, Washington LATERAL PILE CAPACITY 18" STEEL PIPE FREE HEAD 40 KIP LATERAL LOAD Project No. 05-200 Figure No. 17 LATERAL LOAD vs DEFLECTION & MAX. MOMENT _1 1 1 1 —111i E1T1 111! 1111 1 LI L 111 1111 I I I I 1111 1111 1111 1111 111J a ti J11174 ea 4131- d 'Pso'1 Wart et 0 1111'T111 fill 11!l 1111 Illi 1111 1111 [111 1111 K,3 L 1111 1111 .1111 1111 1111 IIu 1111 _Il if 1 l i r ed N N 4!!1-4 'Ptt° I mem 0 ro g 0 Pi 0 2 r 0 H 0 0,27 0.30 0 N 0 0 n 0 C 0 M 0 0 8 0 0 Max. Moment In Slnpie Pile, Mmax -kip t Need DelesUon, ye -In Southcenter Parking Garages Tukwila, Washington LATERAL PILE CAPACITIES AT HEAD 18" STEEL PIPE FIXED HEAD Project No. 05-200 Figure No. 18 PILE DEFLECTION & FORCE vs DEPTH a 1 j 1 1 C S TI r r r r r i 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 T FT 1 1 N A N N N h 1. o N r „Eno MAT N C-kipH12 k-Ibiln3 e50-% T t 4- O DEFLECTION, yt -Fn 51.0 et19A-}t I o10hed I. o 11. lw i al w = = f p :§R 0. d u, s ,2o n n g n F Erlriitirrrrlrrrrtriirltrrrirrrtl• rirrr1I1II- rrrlrrrr1i111111ir11 o.gQ _a x O N h+ Q1 m 4) = c u. V U co 2 _ 41,p V(f) i o0 O� V C6 d a Southcenter Parking Garages Tukwila, Washington LATERAL PILE CAPACITY 18" STEEL PIPE FIXED HEAD 20 KIP LATERAL LOAD Project No. 05-200 Figure No. 19 n. 1 1 11 11 11 r T1FT -1 1 1 111 1i111 1 1Fl1 111111111111f' :0 ; e ; 19 DEFLECTION, yt an c} onn 00 ni 0° r. li_LI_IIIIIMLJ11_1111111/11.11111111110f1111T1fL/11.11111/11 PanGEE9 10 C SO Southcenter Parking Garages Tukwila, Washington LATERAL PILE CAPACITY 18" STEEL PIPE FIXED HEAD 30 KIP LATERAL LOAD Project No. 05-200 Figure No. 20 X w a a ae Or O u. .6 z 0 1= a1 J a J 1 1 1 1 1 c 0` o4$1 r1 111 Nliiir11 1 1 lrlilrrrlrll111111Aitririr111 11 iirr� 01 r- W.a N N (O N o N O Q t> st.o .1.19.8-11 n 0 r a i l iJ LJ fi l l 1 1 1 1 1 1 1 1 L�1 r r_ L l l r 1. 1 u_ I_I l J I l L1 i r I I r 1 L 1 p r L r r I CP LL Q. X 'sr N • � w as Ch � 2 15 0.X c� pori ag co ▪ L. moo o co U IU qs Southcenter Parking Garages Tukwila, Washington LATERAL PILE CAPACITY 18" STEEL PIPE FIXED HEAD 40 KIP LATERAL LOAD Project No. 05-200 figure No. 21 J COUGHLINPORTERLUNDEEN A CONSULTING STRUCTURAL AND mu_ ENGINEMNG CORPORATION FILE COPY Structural Calculati i r�e_N, iD C_-:-.; End OrnTssbons, for the Westfield Southcenter Parking Structures FSI Architects 3-2-2006 S05-1622-01 IEXPIRES 7/25/07 Prepared by: Tim Mealy, P.E. Seth Stapleton Brian MacRae REVIEWED FOR CODE COM RAKE JUS 2 `27,006 ty of Tuk lki of ci' r Iif t5JO r b�0�1891077* 00,10 t 94Z ,z¢_ crrIo m MAR 0 6 2006 PERMIT carrat COUGHL1NPORTERLUNDEEN A CONSULTING STRUCTURAL AND CML BdGNffWNG CORPORATION Westfield Southcenter Parking Structures Structural Calculations Table of Contents Criteria C-1- C- 2 Pile Gravity Design G-1- G- 7 Grade Beam Design B- 1 - B- 35 Seismic Pile Design Criteria D-1- D- 18 Seismic Criteria S- 1 - S- 4 Lateral Analysis L- 1- L- 18 Pile Seismic Design P 1- P- 31 Pile Cap Seismic Design V-1- V- 4 Shear Wall Design W- 1- W- 50 Shear Wall 6 Revised Calculations R-1- R- 10 Misc. Structural Calculations M-1- M- 3 COUGHLINPORTERLUNDEEN A CONSIATING STRUCTURAL AND CM. ENGINEERING CORPORAI1ON Criteria COUGHLIN PORTERLUNDEEN Criteria: Southcenter Garage Proj. No.: S05-1622.01 Proj. Engr(s): BRIvI, SES Rev. Date: 3/2/2006 Reviewed By: Date: Structural Occupancy Category II (IBC Table 1604.5) Fire Code: Type IA and IB FR (S-2 occupancy) per IBC Section 4063.3 and 406.3.5 Ramp access open parking garage per IBC Section 406.3 Required separation between 5-2 levels must be 2 -hour per IBC Table 601 IBC Table 720.1(1) Required Pr cover = 13/4" @ ext. spans Wind: 2003 IBC, 85 mph, Exposure B Iw = 1.00 Seismic 2003 IBC, Seismic Use Group I, Seismic Design Category D Seismic Use Group I (IBC Section 1616.2) Seismic Design Category D Rigid concrete shear walls Ir = 1.00 Ss= 1.42 Si=0.49 50 = 0.85 Spy = 0.78 R=5,0 S? -0= 2.5 Cd = 3.5 Soils: Based on Soils Report 05-200 by PAN GEO dated February 9, 2006 Allowable Soil Bearing Pressure = N/A psf Footing depth =18 inches exterior, 12 inches interior (minimum) Friction coefficient = N/A Static Passive Earth Pressure = N/A pcf Active Lateral Earth Pressure (Unrestrained)= N/A At -Rest Lateral Earth Pressure (Restrained)= N/A Traffic Surcharge = N/A Hydrostatic Pressure = N/A Seismic Site Class = E Augercast Pile Capacity (comp/tens/lateral) = 450/350/40 Kips Steel Pipe Pile Capacity (comp/tens/lateral) = 450/300/40 Kips Page 1 of 2 1" int, spans Print Date: 372/2006 Lr� COUGHLIN PORTERLUNDEEN Criteria: Southcenter Garage Deflection Criteria (Wood or Steel Framing) For all Beams U.O.N.. d road t„,d = L/240 Roof Beams: Perimeter Roof Beams: Interior Roof Beams: Floor Beams: Perimeter Floor Beams: Floor Beams which directly support brick veneer: Roof Loadings Live Load Snow (Drift Loading Not Applicable) Post -tensioned Level Loading Live Load (Reducible ii.O.N.) Garage (Reference Table 1607.1 and Section 1607.9.1.2) Corridors/Stairs Dead Load Parking (Sprinkler and Misc.) Superimposed 1l DL t d Lt, = 11360 or 3/4" dii, = 11360 Superimposed 4 DL +d ALL = 11360 or 1/2" (confirm with Arch'I Joint Detailing) d u, = I/600 or 3/8" (confirm with Arch'l Joint Detailing) 25 psf 40 psf 100 psf 10 psf Interiors (not including slab weight) Floor Finish Allowance 2.0 psf Sprinklers & Misc. 8.0 psf Exteriors Walt Dead Load Exterior Walls with 8" Masonry Veneer Exterior Walls with 4" Masonry Veneer Page 2 of 2 10 psf 85 psf (surface area) 45 psf (surface area) Print Date: 3/2/2006 L--2. COUGHLINPORTERLUNDEEN A CONSULTING STRUCTURAL_ AND CML ENGINEERING CORPORATION Pile Gravity Design 0 0 y 0 - x 0 0 0 0 24 x 24 in Code: AC1318-02 Units: English Run axis: About X-axis Run option: investigation ,Slenderness: Not considered ,.t i. olumn type: Structural Bars: ASTM A615 Date: 03/02/06 Time: 08:53:36 P (kip) 1600 (Pmax) -600 (Pmin) 600 Mx (k -ft) pcaColumn v3.63 - Licensed to: Coughlin Porter Lundeen, Inc. File: P:ISouthcenter Design -Build GarageslENGlConcretelColumns\Typ 24x24.co1 Project Southcenter Garage Column: Typ 24x24 Engineer. BRM fc =4 ksi fy = 60 ksi Ag = 576 inA2 8 #8 bars Ec = 3605 ksi Es = 29000 ksi As = 6.32 in^2 Rho = 1.10% fc = 3.4 ksi fc = 3.4 ksi Xo = 0.00 in Ix = 27648 in"4 e_u = 0.003 in/in Yo = 0.00 in ly = 27648 inA4 Beta1 = 0.85 Clear spacing = 8.63 in Clear cover = 1.88 in Confinement: Tied phi(a) = 0.8, phi(b) = 0.9, phi(c) = 0.65 1''1P I G L Co WA N G -i v3f Pcf VP 1Jl.Ga.ULUIW4 .J.03 ^CV,lL ltff..✓ a. Hl•aavaVL Lf.J..a a/...ann 1Va� 09:21:10 Licensed to: Coughlin Porter Lundeen, Inc. General Information: 4m File Name: P:\Southcenter Design -Build Project: Southcenter Garage Column: Typ 24x24 Code: ACI 318-02 Run Option: Investigation Run Axis: X-axis Material Properties: f'c - 4 ksi Ec - 3605 ksi Ultimate strain - 0.003 in/in Betel - 0.85 Section: Rectangular: Width - 24 in Gross section area, Ag - 576 in"2 Ix . 27648 in"4' Xo - 0 in Reinforcement: Rebar Database: ASTM A615 Size Diem (in) Area (in"2) Size Diem # 3 0.38 0.11 # 4 # 6 0.75 0.44 # 7 it 9 1.13 1.00 It 10 * 14 1.69 2.25 # 18 Confinement: Tied; Typ 24x24 Garages\ENG\Concrete\Columns\Typ 24x24.col Engineer: BRM Units: English Slenderness: Not considered Column Type: Structural fy - 60 ksi Es - 29000 ksi Depth - 24 in Iy - 27648 in"4 Yo - 0 in (in) Area (in"2) Size Diam (in) Area (in"2) 0.50 0.88 1.27 2.26 0.20 0.60 1.27 4.00 11 5 # 8 # 11 43 ties with #10 bars, #4 with larger bars. phi(a) - 0.8, phi(b) 0.9, phi(c) - 0.65 Layout: Rectangular Pattern: All Sides Equal (Cover to transverse reinforcement) Total steel area, As - 6.32 in"2 at 1.10% 8 18 Cover - 1.5 in 0.63 1.00 1.41 0.31 0,79 1.56 :stored Loads and Moments with Corresponding Capacities: (see user's manual for notation) No. Pu kip Mux k -ft fMnx k -ft fMn/Mu 1 775.0 300.0 421.6 1.405 *** Program completed as requested! *** ��Z Seth Stapleton From: Paul Grant (pgrant a©pangeoinc.comj Sent: Monday, January 09, 2006 11:42 AM To: Seth Stapleton; Jim Coughlin Cc: Brian MacRae; Tim Mealy. O'Leary, Martin Subject: RE: Southcenter Garage Seth, Piles installed to the tip elevations shown on Figure 7 of S&W's report of Oct. 27, 2005, would have the following Notes: 1. Pile Capacities for South Center Parking garages are based on S&W report of October 27, 2005, with all piles installed to minimum tip elevations shown on Figure 7 of the S&W report 2. Two 20" diameter augercast piles were load tested to 720 kips, the maximum of the testing equipment, without a failure of the pile. The maximum bested load is less that the 900 kip ultimate load assigned for these piles by S&W. 3. Seven 18" diameter steel pipe piles were dynamically tested during a combination of initial drive and restike condition. The total average ultimate capacity under restrike conditions was about 820 kips, which is Iess than the 900 kip ultimate load assigned for these piles by S&W. Please call with any questions. W. Paul Grant, P.E. Principal PanGEO, INC. 3414 NE 55th Street Seattle, WA 98105 pgrantOpangeoinc.com Direct / Cell 206-406-4036 Office: 206-262-0370 Fax: 206-262-0374 From: Seth Stapleton [mailto:SethS@cplinc.eom] Sent: Monday, January 09, 2006 9:22 AM To: Paul Grant; Jim Coughlin Cc: Brian MacRae; Tim Mealy Subject: Southcenter Garage Paul, 1/9/2006 Pile Capacity (Kips) 20" Aukercast 18" Steel Pipe Allowable Ultimate Allowable Ultimate Compression 450 900 450 900 Tension 350 750 300 600 Notes: 1. Pile Capacities for South Center Parking garages are based on S&W report of October 27, 2005, with all piles installed to minimum tip elevations shown on Figure 7 of the S&W report 2. Two 20" diameter augercast piles were load tested to 720 kips, the maximum of the testing equipment, without a failure of the pile. The maximum bested load is less that the 900 kip ultimate load assigned for these piles by S&W. 3. Seven 18" diameter steel pipe piles were dynamically tested during a combination of initial drive and restike condition. The total average ultimate capacity under restrike conditions was about 820 kips, which is Iess than the 900 kip ultimate load assigned for these piles by S&W. Please call with any questions. W. Paul Grant, P.E. Principal PanGEO, INC. 3414 NE 55th Street Seattle, WA 98105 pgrantOpangeoinc.com Direct / Cell 206-406-4036 Office: 206-262-0370 Fax: 206-262-0374 From: Seth Stapleton [mailto:SethS@cplinc.eom] Sent: Monday, January 09, 2006 9:22 AM To: Paul Grant; Jim Coughlin Cc: Brian MacRae; Tim Mealy Subject: Southcenter Garage Paul, 1/9/2006 SoutttcenterGarage 8ultdkrp 6 Column Loads T1taSFER TRANSFER- MISC. MSC- Clad SERVICE ULTIMATE .COL b LEVEL 0L (pet) LL (psf C01_ S.W. Pa (Idp3) Pu Paps} Pa (kips) Pu pdpl) Pa Ws Pa P1P5) P(kips) Prow 00P4 PQ (kIPa1 Pu.(dP6) Py(k11/5 3rd 99 57 0 310 211d 99 32 7.2 310 1st 10.8 31 18 48 69 28 96 79 28 107 37 2e 66 82 44 126 86 44 139 r 3rd 99 2nd 99 1st 0 7.2 10.8 51 27 78 109 41 151 120 41 161 61 131 144 42 104 96 197 66 210 3rd 2nd 1st 57 0 820 32 7.2 620 10.8 71 35 107 150 55 205 181 55 216 9 2 11 11 25 4 20 30 36 4 39 43 IK41.Z24111:10,11, '611:(,t -VU 3rd 2nd 1st 99 57 99 32 0 72 10.8 1240 1240 123 71 193 253 110 363 264 110 374 147 113 260 303 177 480 316 177 493 laire 3rd 115 2nd 115 111 0 7.2 10.8 1550 1550 45 42 223 86 451 138 482 138 312 268 141 409 641 221 762 564 221 775 3rd 2nd 1st 0 1550 7.2 1550 10.8 175 88 358 138 569 138 211 141 362 430 221 850 443 221 883 3rd 99 57 0 390 2nd 99 32 7.2 390 lit 10.8 7 7 45 22 97 35 108 35 67 132 143 14 36 90 117 56 112 130 66 185 ITVOC4t5is .: 3rd 2nd 1st 57 0 880 32 7.2 880 10.8 87 50 137 181 78 260 192 78 271 105 50 186 215 126 343 231 123 358 3rd 2nd 1st 120 57 0 1100 132 32 7.2 10.8 1100 41 ' 41 173 83 236 366 98 484 377 98 475, 208 100 308 440 167 596 463 167 609 3rd 99 57 0 2nd 99 32 7.2 1st 10.8 1100 1100 19 19 128 63 191 263 96 361 274 96 372 163 318 329 100 157 157 264 472 484 ex 3rd 99 57 0 2nd 99 32 7.2 1st 10.8 520 520 18 10 57 30 97 142 46 188 153 48 199 91 47 128 171 74 246 184 74 258 3rd 99 57 0 2nd 99 32 7.2 tat 10.8 150 150 28 26 15 15 58 8 66 123 19 136 134 13 147 H 14 • 147 21 160 21 83 169 162 3rd 99 57 0 740 2nd 99 32 7.2 740 1st 10.8 39 99 15 15 127 42 199 262 85 328 273 68 338 153 67 220 314 105 419 327 105 432 3rd 2nd 1s1 57 0 32 7.2 10.8 470 470 27 27 80 27 106 166 42 208 177 42 219 96 43 138 200 57 266 212 67 279 3rd 99 57 0 875 End 99 32 7.2 1tt 10.8 875 87 50 137 160 78 258 191 78 269 104 80 184 217 126 341 230 126 354 .';,•. u�. 3rd 132 57 2nd 132 32 1N 0 7.2 10.8 46a 450 14 9 12 12 87 26 113 178 41 217 186 41 227 104 211 224 42 66 11 146 276 269 ..- fig ` ,.--- •.rgt"a"- v 1 mel 3rd 09 57 0 1100 25 143 68 211 171 109 250 �� 2nd 99 32 7.2 1190 25 293 106 399 351 169 621 111 10.8 304 196 410 364 169 534 r r._) 3rd 99 57 0 1100 37 148 63 209 175 100 276 2nd 99 32 7.2 1100 37 299 98 397 359 157 516 1at 10.8 _ 310 98 408 372 157 628 3rd 99 57 0 2nd 99 32 7.2 1st 10.8 1550 1550 37 37 190 68 388 138 399 138 279 ti37 229 141 310 466 221 686 479 221 899 Coltti,t,t k 4--11A Mix* C-acihaiud Lc'd * 60914 C 9w" o k - U [L) ?It CSP . 2161 5-1. , 2,5-c1 5-M tied Southeenler Bangs Building A Column Loads +COI. ID LEVEL DL (pnQ LL (psi) Col. S.W. -TIT 3. _y,..r Po. (kips) Pu (Ides} 13, 4491) Pu Odes) P0. pips Po.(kips) Pu pups} P 0419 Po. (lois} Pu (kIs} ParildP1 3r8 2nd 1st 09 57 0 99 32 7.2 10.8 230 230 14 7 37 13 50 74 20 94 85 20 105 44 21 66 55 3s 121 101 33 134 1E:87�-8:LM7f1"t'NGEs,�,"�- 3rd 99 67 alit0 2nd 136 32 7.2 151 10.8 465 465 5 51 27 78 5 126 41 168 137 41 179 81 42 104 152 66 216 165 46 231 3rd 132 67 0 620 2nd 132 32 7.2 620 1sI 10.8 14 7 10 10 106 35 141 212 55 287 223 55 278 127 57 164 254 p 343 267 68 358 '414Fi _AG 3rd 2nd 1st 99 57 0 230 99 32 7.2 230 10.6 12 42 35 13 48 77 20 97 88 20 108 42 21 63 12 33 125 105 33 138 3rd 99 57 2nd 99 32 1s1 0 7.2 10.8 1240 1240 123 71 193 253 110 363 284 110 374 147 113 260 303 177 480 316 177 493 3rd 2nd 1st 99 57 99 32 0 72 10.8 1550 1550 R-.gra& . 30d 2nd 1st 99 57 0 1550 99 32 72 1550 10.8 33 33 22 22 186 88 380 138 391 138 275 224 141 366 456 221 en 469 221 690 175 88 264 1 211 141 352 358 138 430 221 650 389 138 443 221 463 3rd 99 57 0 390 2nd 99 32 72 390 tat 10.8 7 7 45 22 67 07 35 132 108 35 143 54 36 to 117 56 172 130 56 185 tglYlirolAii.MO°051urontildsltAtd 3rd 99 57 0 880 2nd 99 32 72 880 let 10.8 87 50 137 181 78 260 192 78 271 106 80 185 218 125 343 231 125 366 111[ 4�s rsl7rlaEL",, , ..,r 3rd 2nd 1st 99 57 0 1100 99 32 72 1100 10.8 27 27 136 63 199 279 98 377 290 98 388 163 100 263 335 157 491 348 157 504 " Y`2;GI 34-d 2nd 99 1s1 0 1100 7.2 1100 10,8 19 19 128 63 191 263 98 361 274 98 372 153 100 264 316 157 472 329 157 486 99 57 0 25D 2nd 149 32 72 250 1st 10.8 25 14 39 89 22 91 80 22 102 30 23 13 83 38 11s ss 34 132 uoc (2) Q11.f, OLP a Z�S-th►t� Z,5 -B, 115-L, 21c_G COUGHLINPORTERLUNDEEN STRUCTURAL • CIVIL • SEISMIC ENGINEERING CsTRA VI II P1 GA? 4 (2-) pfl Nlw 969 w' = 0,50 d (6"5-M I G 21? 15 ws I " //‘ USING? F-14• 13 -II of CRSI 2462- } R QQ = E 1 �rT� ciAl e. f p. 7 5 (( .2)) ago (6c ",)(7 ~� 513 \i� lir 3b5 14- = 0,71 - re lc( rif (� ��-0.9c1 (0.9) A5 (d--) — I$75t, �S re -110/ /415 1' '2, 014-- (10) r Project: SC GARAC.1 Designed By: SFS Date: /--23—OC Project No. Client: Checked By: Sheet G of 413 PINE STREET • SUITE 300 • SEATTLE. WA 98101 • P: 206/343-0460 • f_ 206/343-5691 P ar of ;1- 3e is to a :o 0 d — f'+2500 dud v ()[3.5 2.5 1.9 pYud 1u 10 fG (1[3 PM rki,di)] v� .5 — 2.5 1.9 f- 0.1 f� c 10 fc Eq. 13-2 12 11 - 10 9- 8- 74- 6- 5- 4- 3- 2- 1- 0 0 v�= k q7c v� S (x)[3.5 - 2.5 1 1 1 0.1 0.2 0.3 .110ligr•- • • • •. •� 1 • u . -., 1 Mu ,v„ d MU� =1 [1.9 • c + 0.1 (amu)) s 10 ...tre 1 1 J 1 1 1 1 1 0.4 0.5 0.6 0.7 0.8 0.9 1 1.1 1.2 wld Figure 13-11 Derivation of Allowable Shear, ve , for One -Way Deep Beam Sections, w/d < 1.0 67 For visual solutions of Eq. 13-2, see Fig. 13-11. Note again that the equation nermits reachinor the may m„im COUGHLINPORTERLUNDEEN A CONSULTING STRUCTURAL AND CML ENGINEERING CORPORATION Grade Beam Design ADAPT - STRUCTURAL CONCRETE SOFTWARE SYSTEM ADAPT-RC Version 4.50 Date: 3/2/2006 Time: 10:19:23 AM File: N-S_grade_beam 1: PROJECT TITLE SC garage 1.1 DESIGN STRIP 20' grade beam 2- MEMBER ELEVATIONO [fi 20.00 0 30.00 20.00 0 20.00 20.00 930.00 0 20.00 0 x , . l'' . . A,' 'Y ;. i. i 1 1 i 1 1 i 3 - TOP REBAR 3.1 User selected 32 User selected 7 T 7 7 t : 1 : .1 • ; . 1 T 1 . T i ' 3.3 ADAPT selected 0 ' 0267X80 ismer 101,7x60 (jmom 3.4 ADAPT selected c)1 .0 mrtr ®waxier ID , srcr 02ri7X100 03#7X176 03117X14 1#7X3'0' 5- BOTTOM REBAR 5.1 User selected 5.2 User selected 5.3 ADAPT selected T : T 7 i 1 , .. i : T T T T i 1 1 1 Otorkircr 0 140 6)107X1O0 la 67X1 11T €117)070' ea , 14'0' @2#7X16'0' 5.4 ADAPT selected 4,-,-... C)zitravo* 0 UM ®217X121r X14tr Cl 1200297X166" 02-47X1T0* 6- REQUIRED & PROVIDED 6.1 Top Bars max BARS 2.74 3.00 1.95 1.76 2.70 2.33 3.0 i In21 required -IIII -in provided 1111 11-. II I i - 0. 12- 1I1 1 I /1111111i 11111111111 ;1111111 1/11111111 2.0 6.2 Bottom Bars max 170 227 i 1.40 1A4 1.40 2.31 1.92 7- SHEAR STIRRUPS- 7.1 ra selected.rAElletie g s: 2 SPacing [hi jIIIIIIIIIIIMMIIIIIIIIIIIIIIIIIIHIIIINIII ____ • • - . . . 7.2 User-selected ; •i . Bar Size # Legs: 0.2 7.3 Required area 0.1 ,11 p n2/ftj 0.1 : 1 I II II II , II 1 1 1 1 .24 .24 .24 .24 .24 .24 .24 6- LEGEND 9- DESIGN PARAMETERS 9.1 Code: ACI rc = 3 ksi fy = 60 ksi (Iongitudinal) fy = 60 ksi (shear) 9.2 Rebar Cover Top = 1.5 in Bottom = 6 in Rebar Table: ASTM - US Customary bars (Non-redistributed Moments) 10 - DESIGNER'S NOTES .1 :1 I :1 ! . 01 04 :1 IC :! '1 : 1 • 1; 1 1: • 0 • jFI 111IIAI 33 ;;IIIII SYSZfif 11 ii iss I: It 11 - 1 1 11 i 11 11 11 1 . 1 1 1 4 33 is IVA:211 asSasal 41311113 t.: 1 HI !Si iii 05. 1 fi ;; 0 :4i 1 14= 111 sss isi III III I 4 4 a3a 030 4.1 ,41 .4 i; 0 1 3 5 6 is -I••••• 111 1E! ill 1!! 11.2 AV: 221 ;IR ri 3 3 • 1 31 3 .3. 01a a1a pl. 1 aaR AAA aaA1 3 om. ay. 11 422;1;11 RI 1. 1. 41 Is :4T 1 1.23 1 33 qn 32 #• 222: _.a; N ▪ ns 4,444 mwmm a=a' aara araa maaa IAA: El al g4 22.12:2:2 _ ses:. 1 21.12:22 £3433: 3 ::231.2 :331423- ;3„ :22: 11 22 22 toL `F" POO IGS aaa "':2:422 :147:2:; ;2222222 / 11;x:;3 13 a 1 a11Pacss 1 a 1 a 1, :::;sn: 333313; "22;:223 x.:22 2,222 ii4 1 XS aa Ma aaaa Si 4 M M aaaa MWU 11 ns:: aaan :;: a 1s e 4. _ R: 1 • s A ,73.37. ;' 2,,;n :a: 2,12 2F: 3 3 1 1 1 1 1 1 MI "• asamma ▪ FM al ia :i i fiii 4444 1111 HH 3222 a-�-- ria--=:=-radad n1111.!444444....... . 444444:4141:41:4444 :24:4:4.244 .,323 -all :7 :%x1.43: 2 -::::asaa.. ::a::::: au: 41444444%i444;4444444 � 22222 2:x33:::::xs:44:"�325a443x4 :::21111,..:::34,,:x:: II 11111111 11 11111113 ";»2;2222» 22L9aasaaa55aa52222 aaa' ••::sari ::x112111ss:ss::1111: 22%32 •: sa ss ss WW NW aft *a no ao 2t .. 4111 • 22 Na .. wa : 110 22 32 • :2 :4 1 2 1 r. x 1 min 11 1111111 ads:.: a-aaaa 4;4144144414444414 aaaar 4:44:4% 4:44:111::::::113%4 ::41;»2:1 .._.,11212" aa aaa 4:44:41::41:::44:4: iii 111 ae_-sa_ 414444 i; sMa• :414 3:22.. s. 4x:::44 -::1:"" :4::::: .1.44-1--- II 3 1 1 1 1 ■ • 2 : it 1 -; 1 I! x; 1 2a :4444 ::4: 47;44 z%4ix 3414 MY. iii iii Hi 113 s da 34;3......13..,. "4 » 3..41.. ... . £... aasasa.g .."4 ... "..12222 221:44444444444444441 ::333::::::::::s::x: :322:2:55:a 1 2222...441411 x: :Stix 311:7 4441114444:::: ".:aaa;aaaaai ......:4.4:334 3 1 1 r .3 114444112 3::_;::: 242 "..:;a 21 a3222: x. .a z3 :11.........5 1111121341 1122 144333 444444441111441113414 ":asaaa:: 1 471........ : 3: 3; 4 4 1:4:13 4 x : a 3.. 12 21 t2 22 2 .3 4 5:13:4 » 7 1233.:. : % 1::413 : 27"'22 " " 444444s x 3. 1 a a 3 .3 X57., is»:4 ::sic :3x11 3 3 r. 3. '3 � % || • • 1 i; f, .. d A 3A.' ! ;1,§ | S ADAPT - STRUCTURAL CONCRETE SOFTWARE SYSTEM ADAPT -RC Version 4.50 Date: 31212006 Time: 10:20:20 AM File: E-W_grade beam 1= PROJECT TITLE SC garage 1.1 DESIGN STRIP E -W grade beam 2 - MEMBER ELEVATIOt [11 4200 • GO -1 3 - TOP REBAR 3.1 User selected 3.2 User selected 3.3 ADAPT selected 213u7Xu013- ' 3.4 ADAPT selected 041/7x15"0" 0117X2r 5 - BOTTOM REBAR 5.1 User selected 5.2 User selected 5.3 ADAPT selected r 0 "~ . 5.4 ADAPT selected 0 ' "'• - 6 - REQUIRED & PROVIDED 6.1 Top Bars max BARS 424.03 required 2t provided 1 1 L 0.01 I 1 I l l P 1 ,.a.- - 6.2 Bottom Bars max 0.24 i 7 - SHEAR STIRRUPS 7.1 ADAPT selected. Bar Size #4 Legs: 2 Spacing lin) [ !"' a. it IS, is X - X �, X 7.2 User -selected Bar Size # Legs: ' 0.21, 7.3 Required area , "s- o.s� (in2iftj a os - - 0.00 24 8 - LEGEND 9 - DESIGN PARAMETERS 9.1 Code: ACI tc = 3 ksi fy = 60 ksi Qongltudinal) fy = 60 ksi (shear) 9.2 Rebar Cover: Top = 1.5 in Bottom = 6 in Rebar Table: ASTM - US Customary bars (Non -redistributed Moments) 10 - DESIGNER'S NOTES 4 . 4 • • • • • Ea ss rs ss ss lili _ 1 1 lir 11111 111. 1 1 111/4 1 1 e1 11 • • et T 4.11 . • . s I:"j• 1 1 4 is s [� 7 f^ i• 1- . a rr s 1 11 a I R .x a1 a SI s 1 s 19 '43 : 1 1w . i Y•1 1? . 1 ? x i i ;. _ I i, • • • a. 7 .1 7 1 P I U ▪ lw ■ s wi• • 4 2.11 1 Ir s 11 lc 91aa= 1 1 11 2 11 =n issIl S. 1 a x ams 1 ;.g t, Mi mi . Xi a: _ 1 9-.. • 1 A I: £, R: 7 as 44 as 1 11 11 : 3! : 11 w 11 I! IJ 1i: On i • :;:.:=;:7.4 /2 ::22:,.2... 2..2222 ` i222232 sss:s::.ss zsxz' 51;4.2 s: x: 11 1 1 zn 1 3 7 1 i 1s i1 a1 11 • • • 1 1 1: a 1 1 z 1. • a 1122 . 1 a ADAPT - STRUCTURAL CONCRETE SOFTWARE SYSTEM ADAPT-RC Version 4.50 Date: 312!2006 Time: 10:21:16 AM Re: E Wgrade beam 33span 1 PROJECT TITLE SC garage 1.1 DESIGN STRIP E-W grade beam 2 - MEMBER ELEVATION° �^] [ft] 42.00 9 9 26.00 x4200 X 1 63-1 615-Z 6,8` ) 3 - TOP REBAR 3.1 User selected 3.2 User selected 3.3 ADAPT selected i ' , © .: r 0 • 0 ` ,: , m er 3.4 ADAPT selected X12'6' xisro- Q 156" 10 MT 5 - BOTTOM REBAR 5.1 User selected 5.2 User selected 5.3 ADAPT selected • •. , 0 190' _ 13 x19'0" 5.4 ADAPT selected (;)1,17X06" iz 2.7x25B• 6 - REQUIRED & PROVIDED 6.1 Top Bars max BARS 3.52 2.73 2.79 required i.e1 prodded rb 1 I i L. ',rill 1 , 1. . i 6.2 Bottom Bars max 2.37 0.44 2.38 7 - SHEAR STIRRUPS. 7.1 ADAPT selected. Bar See #4 Legs: 2 Spacing RA t -1 i 17 1D - 5 1! k 17 7 1D 7 x x 72 User-selected Bar Size # Legs: 0.24 t 7.3 Required area 0.18- 0.06- �, - . -. • J 0.024 24 24 8 - LEGEND 9 - DESIGN PARAMETERS 9.1 Code: ACI Tc = 3 ksi fy = 60 ksi (longitudinal) fy = 60 ksi (shear) 9.2 Rebar Cover: Top = 1.5 In Bottom = 8 in Rebar Table: ASTM - US Customary bars (Non-redistributed Moments) 10 - DESIGNER'S NOTES 13 -j is x i 4 • 113333 )1333: wp U. a 1 11 A i, if i -aa ss •• : 1 LS el a_ 1 :: I a :f 1 !ad ii °Ili ss 12 Phi 22 ii OW L� 1 ai a1 1 11 11 1 1.23 _= ii : I 1 417 i •3 w 4 I„ 241 2 11 1 al 222 g ffi 212 F - isi 222/1 a23Y 14 10:11 r - !!Ml OR 1 1 t 1 11 :: : • • 3 -lo I s9 1 l ass ww: 333 11111 11/11 — II • i" 13111 11111 "a azann 1 ?!• c I;;;;x 1 Srx:11;44441 1 A 1 11. 4......2 27411:144; 1 S4z::;4141144ta • :14'3:47:44714 . as .x12:54::"^. 41;444441. s 17:'..C1: :1 ;;;;;; 5555474-tsa4 7111132- ,4suz 14x4";; ;S:CS r"-,". g::is:an:•:•4'• $ 4! :::::4::x141441111111 - :::.:s1::::43""34::3: r ::;11114141111;:x4-1:: asx:4s:la:sz 11.........1114121:=.1 :S4::123Sa:44::: i 442 aasasasa' a:• r} mmmam 242: 1 11 2:2 :71 27" a7c MMAM Fs"MainI la -- 1414.14 1 A 4 1 AA :a 42 1: s 2 1 11:: Ilia. MN 22 ;::4 ei 1 x.. :4.: 333 333333 4 I!. 4:4"4";7 .....;r x:"s::: . rxa-SLI. 55 ::3:2: 4:44:2; •!"::;:::::::;4x::t::44: aa.' r..r_ r:ts : 1 C. ti x X4:7= .441 1 ij 97 11 •T 3 d ADAPT - STRUCTURAL CONCRETE SOFTWARE SYSTEM ADAPT -RC Version 4.50 Date: 3/2/2006 Time: 10:23:06 AM File: E-W_grade beam_both fixed '1- PROJECT TITLE SC garage 1.1 DESIGN STRIP E -W grade beam 2 - MEMBER ELEVATION° [ft] 42,00 Az 3 - TOP REBAR 3.1 User selected 3.2 User selected 3.3 ADAPT selected ®3#7x818' ®41xwe. 3.4 ADAPT selected ®3#7X126' (:),- 5 -BOTTOM REBAR 5.1 User selected 5.2 User selected 5.3 ADAPT selected 02/17X1 TO" _ • , 5.4 ADAPT selected 021Rx230 6 - REQUIRED & PROVIDED 6.1 Top Bars m3.00 BARS 3"29 1 1 �� 1 sided i o.1.0- ,� l_i_d 1I 1 IN 2.6.2 Bottom Bars max 2.37 7 - SHEAR STIRRUPS ' 7.1 ADAPT selected. Bar �J Size�ryj#4 Legs: 2 Spacing ' 77 - 7D - 3D x1— 7.2 User -selected Bar Size # Legs: 024- r, j, 7'-" ^. , X. x 7.3 Required area 0.18- 0.12- Ii112/ftI 0.08- 0.00 1 - .24 8 -LEGEND 9 - DESIGN PARAMETERS 9.1 Code: ACI fe = 3 ksi fy = 60 ksi (longitudinal) fy = 60 ksi (shear) 9.2 Rebar Cover: Top = 1.5 in Bottom = 6 in Rebar Table: ASTM - US Customary bars (Non-redtstr'buted Moments) 10 - DESIGNER'S NOTES :1 1' 113 113 a } .;; ;1 .k; In a 41 a 1 1 1 111 11 SV 11 fl/1 144 52 25 2 222 1 11 " I 11 a 1 fi 1 4 1 1 1 1 g 23 Illa.;11 :If XXX zrrv4.11 IR 14.'21 L. 3 3: WPM? 101111 NUNN WWII WIWI SIMI p MIR? Is i•L ia it 3 t 1 3 t s 313 If 16 11 "1 .i Al a a" 7 a. i 3 3 1 Ai 1111 1 11 x+ 59^.2.5.2 ;;;:11;111 ::::. AA ii OA 11 11 11.1•11I1.1 1! 1[ Y • t..& 11#111. 1r-, fa a t . 4.$3221222:2:1:3333 ........s 1111.. • %.. 4666.666 'J $:;111 :{ i'; 1-42 ;AA Lo. a 1 • 1 1 of 1 ti 1 1 ala ill 1,1! 111 1 sr 3 R A s 3 1 r 1 1 7.1 37" 11 a�;-- ADAPT - STRUCTURAL CONCRETE SOFTWARE SYSTEM ADAPT -RC Version 4.50 Dale: 2/4/2006 Time: 12:19:35 PM File: skewed_grade beam_bldga 1- PROJECT TITLE SC garage 1.1 DESIGN STRIP €-W grade beam 2 - MEMBER ELEVATIOi� (;) if]J 26.00 38.00 0 26.00 36.00 0 • I I f i i i 3 - TOP REBAR 3.1 User selected 3.2 User selected 3.3 ADAPT selected I - ' _ i , © x10'0' Q = t• , wmine 3.4 ADAPT selected 1 �3#7(53/7X35.6' X178 9 447X9'6' 5 -BOTTOM REBAR 5.1 User selected 5.2 User selected 5.3 ADAPT selected r v _ , , , ()1#7xiso' 0 , 1r6' _ t2 2#7Xte'6' 5.4 ADAPT selected ®2#7X1W0 Q Ya. i r 13#7X240• - - 6 - REQUIRED & PROVIDED 6.1 Top Bars mos BARS 2.73 273 2.73 429 I 3.6- required2.4- �� 1.2- II_:71 11IIL1L....tli'oiL 11 IT 1 1-T1111111P 4111111Y 62 Bottom Bars max 1.56 2.61 0.00 2.61 7 - SHEAR STIRRUPS ' ' 7.1 ADAPT#4 e Bar Size #4 Legs: 2 Spacing f n] 11.11 1111.111.1111.111 7.2 User -selected Bar Size # Legs: 9.24 7.3 Required area o.ts 0.12- [l ] 0.06-• - 0.9G 24 .24 24 24 8 - LEGEND 9 - DESIGN PARAMETERS 9.1 Code: ACI Tc = 3 ksi fr = 60 ksi (longitudinal) fy = 60 ksi (shear) 9.2 Rebar Cover: Top = 1.5 in Bottom = 3 in Rebar Table: ASTM - US Customary bars (Non -redistributed Moments) 10 - DESIGNER'S NOTES 5--)4, 1 1' i 3a j I A Y S1; :F 1212 2233 ;122 M 41 Pi 11 SS 1 4;141 w 101 a i • • • 1 ssss F. 1 1I 01 01 01 A 1. 1' 1. 1'4,11: Si'x 42;2 lisi a: a 1 1 11 1 1!I 1111 • • 1 1 1 1 1 �a 1 1 1- :3:- • • • 111 • • 11. • 1 i!! 3 1 nninn 2 22222.. IS:=5-0-1 23323 :s ; S .r' 11 ss:;::: 2:::2 si *4.22=6========= a=21x:7.'7, ^-«:2.~1"13=='x?ai:»x- =3====-:SSS:a,,,,, 1. -A .s ec::z::g,.sa:: _3 xx3xa�xs:ssssxasxsxxxx -_;zaaasaaaaaalssss=s -="::_ :::::13:2::: :aasxssss:s:3 .=1~7.21:s:,::x::3is 4 .3 41144 0444 AA A ".,33 / TlIT 3 1 rsi iiai M= =OLI sz:s 7.71 1111 ▪ M«. • :3: 1' e- « 3 x 1 t d 1 t 132x3:3 3:3x3 .*AMA to 1 A tg :saw nemOM maxis 4.00 1111 4444 AA SS 2.3 1 11 11 11 11 11 .16 • F • IN F 1 AM 1 1_ 1s 1 b '! tsi - ' 1'1 M • .s 3 ,,,,....xss:s ter_ ...... .3 333: :ss �2A71.a1 a 3 30 5113 1 AAA.: k 14 3333 9t;3- IF I35. 4444 a 4 A 3223:3:_:;2233 S x 1 1 w t1 1 1 1 a 1 1 22 rr if Es ss 222222 = 9 G 444444 1 ya 444444 11 4444444 4 MA g 53331.132 4744414 • i. :42x242 4441444 2232;22 ..,gags: ,4444 1 4 1 iy 222 . 2'22222 2 CCS .. 0 ««««««... ..52 g A ... ...2 a 222 ... „ ? ::448 Z 4 4444 7724 2 2 32.2;2221 ; 4 43x47 ri▪ 24; 3 3 33112412 3 : 4333.: 222 y A ;:;;2:54 22222 . 222''323 2 2 CC:2! 44232 4 42332222 2 4 21332 • 2 2 :222:::: 2 2 2222: 2::: 22 2 - ;2 . • 23123212 . a "irl4 .......�. .4x4 ADAPT - STRUCTURAL CONCRETE SOFTWARE SYSTEM ADAPT-RC Version 4.50 Date: 3/2/2006 Time: 10:27:27 AM Fife: CMU_support double Cant_ 1- PROJECT TITLE SC garage 1.1 DESIGN STRIP CMU wall support 2 - MEMBER ELEVATiOI�i�(;) 0MI���JJ 4.00 24.00 400 c I I i i - 3 - TOP REBAR 3.1 User selected 3.2 User selected 3.3 ADAPT selected 3.4 ADAPT selected Y T Li ,___ i Gomm- gra 5 - BOTTOM REBAR 5.1 User selected 5.2 User selected 5.3 ADAPT selected OerfX2Or - 1. ., , _ 5.4 ADAPT selected ©, , 6 - REQUIRED & PROVIDED 6.1 Top Bars max BARS 0.07 0.13 0.07 $1 , 1 o. required pr vides 0. 1 i 6.2 Bottom Bars max 0.00 2.35 0.00 i 7 - SHEAR STIRRUPS '; 7.1 ADAPT selected. Bar Size #4 Legs: 2 Spacing [in)_ • i i i 1* i5 X X X X 7.2 User-selected • • Bar Size # Legs: 0.24 7.3 Required area o.1i- Pn2�1 0.1z� 0. 0.09 - 0 24 0 8-LEGEND 9 - DESIGN PARAMETERS 9.1 Code: ACI fe = 3 ksi fy = 60 ksl (longitudinal) fy = 60 ksi (shear) 9.2 Rebar Cover: Top = 1.5 in Bottom = 6 in Rebar Table: ASTM - US Customary bars (Non-redistributed Moments) 10 - DESIGNER'S NOTES 1 11 1 4 • : I 4 1 a 5 11 f, il 2.1 1 1 1 ijij 1/ 11 Ai 13 4 It- - 28 :1' 4 2 000 0. .11 5 • 44. 01 0 1 CI • D. 11 i11 1: 1 • 1 . • • •• .71 1 1 1 21 A5 212. 111 ZZ1 :2; .... 0 01 1 .• .3 N.6 0 1 1 1x a?;SF;»sz?,ef?s41s11 xxxxxssxxxxxs:sxsssss 5 i s' 1""441114 5 mm wr ma Teeny ■rata 11.1-2=1e ■Teta 1 1 1. 0 1 a 12 2222222222222222 3.5 14x:1::41;x..... 1;:411:1154111:! 141;1414;114;411:1111 " 1111 • ax vaaavEt zi • 3x ?:141;1::1.:::1 x ;x;11111;4414x;4x; ;: :43534::;. .. ;111..............114 u.r•ataeeeee■ sr aeaaa 1:355 PAM. av --• a __:5 ---111x... 4n1. 3 x:4 ;1x44; ' ADAPT - STRUCTURAL CONCRETE SOFTWARE SYSTEM ADAPT -RC Version 4.50 Date: 3/2!2006 Time:10:28:25 AM FJe: Comer_grade_beam 1- PROJECT TITLE SC garage 1.1 DESIGN STRIP Gr -M tJ1lir (rav '.qG A 2 - MEMBER ELEVATION 30.00 (ft] 24.00 26.ao O9 i i i i i I i 3 - TOP REBAR 3.1 User selected 3.2 User selected 3.3 ADAPT selected� - noro. © 99ro� - 3.4 ADAPT selected l 12#7x18ra• O , 106* 01 5 - BOTTOM REBAR 5.1 User selected 5.2 User selected 5.3 ADAPT selected 1 - - O leo- _ 1a 17x1ro- •• 5.4 ADAPT selected Q1#7X13!0- 0x96.0. _ Q9#7x2o•0' 6 - REQUIRED & PROVIDED 6.1 Top Bars m2 4 BARS 1.76 2.01 9.82 rrequiiredd L r 1 i i7i az ,„,i .IHill I _, ii it r i t � 1111111111 1 1.$- � 6.2 Bottom Bars max 0.36 2.47 i 0.74 7 - SHEAR STIRRUPS • 7.1 ADAPT selected. Bar Size #4 Legs: 2 Spacing [in] I - X X X -X X'1 X .rix 7.2 User -selected , Bar Size # Legs: 024 7.3 Required area aye- 0.12- jln2ifI 0.as 0.00- - 0 24 .24 8 -LEGEND 9 - DESIGN PARAMETERS 9.1 Code: ACI t'. = 3 ksi fy = 60 ksi (longitudinal) fy = 60 ksi (shear) 9.2 Rebar Cover. Top = 1.5 in Bottom = 6 in Rebar Table: ASTM - US Customary bars (Non -redistributed Moments) 10 - DESIGNER'S NOTES 6-23 444 141 3:2 gig RS: 1 111 11 • • • • • 1 x 1 /p 1 11 1 1 rss ssss s.s. 1 1 1 • x' C • 3 a t 1 .i is -- I- V! ;2: - :s:: 1 as S: 11 11 11 r• is rr !1 1 as! 1 1 u Al t 1; z: s z 11 It t •1 .1 .1i 1 • • • • 1 a fi 1: 1, • • _ e3 S: w1 . ss: xis h -4''444 • 1: 323 i as w 1 "• 1 -� - i f=w i ba- 1 1 • 1:1 --U 1 1 • .1 bS ..1 7.1 RI •3 _..k!an.. 1 ea r ss• • • • • • • lf M. w w O. O 1. f. 1 3 444 moi" wrr Fww S� GRQ x:: T2s: X: A 1 1.p s:s E La g.y d :a= s a t 1 15 E ::szz xa:gs .. 121.1 E mi 141E ::4114?2 111 2112: • :a.'7 ... .---- 1241::C. :ars ;w•:la::szaaT 2242-----a E::::::s:s::4:1441::: wx_;s;sgs. a ::x:ssg:xE El. AAAA.. rf...EiM fiat 5 ESTE i:: E' 2.111 cxa -:ss .Ea FAA 11 11 BT 1 SA 11 AA 1 1 2:.2:22: ; 4444141E AA NAVA " IIw�ts�SS :s Iw..E:aaaaaQ t 1 A Z22222323132 a ::S 1::: stilt i 414; • 0 a 1 1 1 x 1 .3 222:222 11:1.:1 =a1 1414 1 ..ass: 13.`.111::1:: 1 a? .??AAAA.~._AAAA. 11 ^at 1 MMw 5 as PO 3 r i ss 13. s• x; ' ADAPT - STRUCTURAL CONCRETE SOFTWARE SYSTEM ADAPT-RC Version 4.50 Date: 312/2006 Time: 10:33:10 AM Fde: Interior CMUgrade_beam 1- PROJECT TITLE SC garage 1.1 DESIGN STRIP 20' grade beam 2 - MEMBER ELEVATION O [ft] �J moo ;r 3 - TOP REBAR 3.1 User selected 3.2 User selected 3.3 ADAPT selected 3.4 ADAPT selected 5 - BOTTOM REBAR 5.1 User selected' 5.2 User selected 5.3 ADAPT selected ®1#7X190. ' , 5.4 ADAPT selected ®#7X 6 - REQUIRED & PROVIDED 6.1 Top Bars Iz BARS 000 In required II I I! f I I I n - provided to- ts� 6.2 Bottom Bars2.0 max 1.48 i 7 - SMEAR STIRRUPS ' 7.1 ADAPT selected. Bar Size #4 Legs: 2 Spacing MI 9 a X X X ,Y 7.2 User-selected Bar Size # Legs: 0.12 7.3 Required area 0.08- 7.3 (In2 1 0.03- .-- 0.00 .12 8-LEGEND 9 - DESIGN PARAMETERS 9.1 Code: ACI fo = 3 ksi Ey = 60 ksi (longitudinal) Ey = 60 ksl (shear) 9.2 Rebar Cover. Top = 1.5 in Bottom = 6 in Rebar Table: ASTM - US Customary bars (Non-redistributed Moments) 10 - DESIGNER'S NOTES . g 21 1 a 1 : :se :1419 1 • 4s. 41 1 1 1 1 44 1 al 21 0 a t, 41 111 41 1 li.T. 11 44 21 a g 1 .1 t 11 11 i 11.1 s4 ss 4 I 444 Ilia if if 8". 1 1, 11 1 1 1. 4 0 • 0 i 1 tit 4 FI -a S - rani HUH ate aaaags;;;;s;1a1.aaaa It- ass-----st iw satexiiiiiiii ss 4444;4;4;444444 4 .12. .S- -1iii:;;; 004 ....;C= 1 RA .e :e7 1" ^ 4^ e 115 *MI 27'" a ADAPT - STRUCTURAL CONCRETE SOFTWARE SYSTEM ADAPT -RC Version 4.50 Date: 3/2/2006 Time: 10:53:22 AM File: Grid M intior CMU wall support 1- PROJECT TITLE SC garage 1.1 DESIGN STRIP E -W grade beam 2 - MEMBER ELEVATIOIt) [ft] 22.00 8.00 O { 3 - TOP REBAR 3.1 User selected 3.2 User selected 3.3 ADAPT selected 01x73441r i 1 - 01..-_ ___ . 3.4 ADAPT selected 01#7 )(Tr Q17%?�7x 1#b^6' 5 -BOTTOM REBAR 5.1 User selected 5.2 User Selected 5.3 ADAPT selected 5.4 ADAPT selected •` : Ourrx1T6' - ' 6 - REQUIRED & PROVIDED 6.1 Top Bars mat BARS 0.68 0.81 I 0.9- requked o.e- pr°"ided (� i illillli, 0.� , li 0.30- �� I I0.60 I I 62 Bottom Barsmax ax ose r 0.00 7 - SHEAR STIRRUPS ' ' 7.1 ADAPT selected. Bar Size #4 Legs: 2 Spacing Brij 77 -I - it x T x1"K,x 7.2 User -selected Bar Size # Legs: 0.12 7.3 Required area o. I>n2iftj o. o. 0.00 y .12 12 8 -LEGEND 9 - DESIGN PARAMETERS 9.1 Code: ACI fc = 3 ksi fr = 60 ksl (longitudinal) fy = 60 ksi (shear) 9.2 Rebar Cover. Top = 1.5 in Bottom = 6 in Rebar Table: ASTM - US Customary bars (Non -redistributed Moments) 10 - DESIGNER'S NOTES 3-3e .0. • 11 1 1 1 1 1 Ole 014 v 1 z '1 gi !I 1 1 1 r OSS 1 1 al al 1 ; ; 141 V • • : 0 • • 4 71 1 • 1 1 22 2 1 a 1 ! 11.1: 11011 4 11 1 i • : is 1 1 :1 :1 3- 1 •i1 ! : "r1 :13 :11 1.-- i' di ; 1 1 • 1 '1 1 14 ir 46 1 74 1-. - 1•! I x 1 4 11 11; 15 A 32 1 a a 1 1 00 S-31 1 1 • ::: sae =:r S; 2.71 a:, 1436 a al :tai 1 0 0 r. 3 r 1 s'4 4: Li is a�-es ie 1 t. a 3 1 a i Iy 4 4444144444441144 ..._...1::91.444 /7442 114447:4 44444444;44;44714 1:4:1 a- ti�assaza;es :44:::44 1 a. A 436.4 aw PP r 11131111111$1 .saaaatia_aii ial 33714aa4777]'3_a1 ;.. 4x..1 121.3 .a_:sea::::::::::a:: a :: is :••1 8-3z- ADAPT - STRUCTURAL CONCRETE SOFTWARE SYSTEM ADAPT -RC Version 4.50 Date: 312f2006 Time: 12:58:23 PM File: Interior CMU grade_beam elevator_pit 1. PROJECT TITLE SC garage 1.1 DESIGN STRIP Grade Beam at Elevator Pit 2 - MEMBER ELEVATION [ft] "J 18.00 19 3 - TOP REBAR 3.1 User selected 3.2 User selected 3.3 ADAPT selected 3.4 ADAPT selected Os#��_ Ourmaxr 5 - BOTTOM REBAR 5.1 User selected 52 User selected • 5.3 ADAPT selected Ow xlser 5.4 ADAPT selected ®2#rxt • 6 - REQUIRED & PROVIDED BARS 6.1 Top Bars max 0.37 S . 11 I I provided o 1 6.2 Bottom Bars max 1.40 i 7 - SHEAR STIRRUPS ' 7.1 ADAPT selected. Bar Size #4 Legs: 2 Spacing Brij - ti n .. a - ii 7.2 User -selected Bar Size # Legs: 0.24 7.3 Required area 0.18- [in'�I o.12� o.Os� - 0.00 .24 8 -LEGEND 9 - DESIGN PARAMETERS 9.1 Code: ACI fa = 3 ksl fy = 60 ksi (longitudinal) f1, = 60 ksl (shear) 9.2 Rebar Cover: Top = 1.5 in Bottom = 6 in Rebar Table: ASTM - US Customary bars (Non -redistributed Moments) 10 - DESIGNER'S NOTES G-33 ts! 11 1 21 4 1 0,2 1 12 1 i 1 L. a., it - 11 44 44 zai 1.1.1 134 A •I AMA 11 1212 g 11 1.3 mi 11 1 1 A . 2 :3 g 'm .1 !; ! 1 ' 17- I: 7 11 a 3 1 3 11 °',^,°^=" "^°"",^ 1 1 1ss f ..: 222 i44 ill: aii Iv! 1 1 fl 114! 1 fill Fy.11 21 al 11 ;11 1; 32 41 Fr! 12 1 t, 11 1ls 1!" 12 12 11 • .i 11 i II ti r3-39 1 1 4.p 414;:4!::!!:l::=::: ni f!. t:l2:44,os;R" innsz rse '•xac 1.:. 111'141'17 :slxax::s:a!_s inn 1gII? 1 111 Tri �f�'. f' 1 s iPg 1 til 1 • Fi Ai m 44.44 e wXiw 1. 1 N it"' COUGHLINPORTERLUNDEEN A CONSULTING STRUCTURAL AND CIVIL ENGINEERING CORPORATION Seismic Pile Design Criteria PILE PROFILE & SOIL CONDITIONS 1 1 i C V to 1111/TT71i11iiar/JIiaArii1i1I111111R11l1/i1ii1iil1ria1i1ri1 40 W 0 N N N m 1 m 4.1 • I SOIL PROPERTIES Z0 a 0 le • io C C , C A ' R q U7 N• N VO o i io .0 O i N : O • 4=2 i a• N 0 PILE PROPERTIES c W RECEIVED 0 t3 ;o co • CO .o O 4- CI a 0 0 U 00 p� O C O N YI .0 h O N n-EgIt1111111111111111111111111111LJ11111111111111111T1111111111 D-1 Surface Mgte=4 (Pile diameter not to scale) Batter Angler() N N 0 W Ca 0 RS= La cti 04.47 ad cN L co tti0- C as Ces 0 CS L. f• 4:C 0 LATERAL LOAD vs DEFLECTION & MAX. MOMENT_ 1 1 1 nil rill ITIr d ,- d 'P 11136181 1111 1111 1111 rliTrlll 0 1 11 I I I_I_Ld Iq N IJLI 1111 N 0 N ILII 11_11 LI L 11 f0 d11Y d 'pool lr1alfl N 0 1111 1 I_ J 3 _111r 0 0 N 0 0 0 0 0 N 0 0 0 0 0 0 0 Max. Moment in dingle Pile, Mmax •klp-ft 0 _ 75 N N d CD o 4) L LLL 00 09 a .=— ti± CLN� L dC = CO 0 d '1- 0 V 0 3 cis 0 4 � 1 40 0 m 0 0 0 10 0 0 0 0 Head Deflection, _ I - _ i z - _ - \ _ L _ t I NINN, - _ _ -1 11 I 1 1 1 1 11' 1 I 1 1 1 1 1 1 1 1 1 1 I I J I 11 1 I 1 1 1 1 1 1 1I, "-�.. --11,e1 nNi N l N N m N 4 [ nil rill ITIr d ,- d 'P 11136181 1111 1111 1111 rliTrlll 0 1 11 I I I_I_Ld Iq N IJLI 1111 N 0 N ILII 11_11 LI L 11 f0 d11Y d 'pool lr1alfl N 0 1111 1 I_ J 3 _111r 0 0 N 0 0 0 0 0 N 0 0 0 0 0 0 0 Max. Moment in dingle Pile, Mmax •klp-ft 0 _ 75 N N d CD o 4) L LLL 00 09 a .=— ti± CLN� L dC = CO 0 d '1- 0 V 0 3 cis 0 4 � 1 40 0 m 0 0 0 10 0 0 0 0 Head Deflection, PILE DEFLECTION & FORCE vs DEPTH Z 1 S 1 t C-kip1R2 k-iblln3 s50-% • T s- 9; 0 a' 2: 0 0 0 -a. LIE; a reY MOMENT-klp-ft 11111111111111111JT11111111111111111rl11711111rJ1111rr111l N h N N h N • r 4 0 CD c e I c a a a py 100) 0V1 1 1 i , • i1 0 - ila 0 0 0 0e1 N f w Kf 0 10 N In r 0 0 0 CM N O • > h r • Disse Ez 0 0 0 a o 0 foo 1. a>m 111111111 w 111111111111111_11111 IJ1111_11i11111111111111111 9-3 a. 7 Ca u - PILE DEFLECTION & FORCE vs DEPTH C-kiptIt2 k-IbAn3 aSO-% 11111111111111111-111-1111111111111111111111111T191111111111 N n N ti N to n a N r 011 MOMENT •ktpdt DEFLECTION, yt 4n 0 0 0 n 11 0 5t■0 at 17.64 4 O N 10 0 0 00 no0 F°° coo O +n 0 10 O N to I111I1111111J11lIIIlIIIIII1L111111I111111 i_11I11[1IL1j!ill v�� PILE DEFLECTION & FORCE vs DEPTH 1 1 c 5 o n p 1�- l i l 7 1 1 1 1 1 1 1-1 r 1 1 1 1 1 1 1 1 1+ r l t rl f t t t t i 1 rr1 1 1 1 1 1 1 1 r i 0 i= Y l7 N ►� N ti N H N 10 i C-kip/It2 k -Ib/ n3 a50-% • II T a - I 9 t 6 ;ON 1 O CO 111e 4 O fA • m :O MOMENTAlp-ft DEFLECTION, yt -In st=o at 18.0-tt O O Y7 C II U I11IIIIIIrrLJrl_dJtt1l1tlltt11E1rltllttIPItIIlltIlIlIIll C H 7 OI 1— Z W 2 0 5 5a z 0 1— w J w w 0 D J a w H 1 1 a 1 Y 2 U V. 1111 r111 1111 nli 1111 1111 1111 1111 1111 1111 1111 1111 0 Y f9 N P) sO N 0 N m dl1Y d 'Pool luolrl CO O 1111 1111 I I LI 1111 1111 1111 I111_ 1111 111_1 u m N N N 10 (1pI. d 'P'ol 1 %8'1 4 O 0 0 0 Max. Moment hi Singia Pita, Mmax -kip-ft Head Deflection, yt-in PILE DEFLECTION & FORCE vs DEPTH C c n 0 ma i; 1111111111111111111I111111111j1111111111111111111111(111111 o0 N r•-• N h N �yj Qp„ N N vs n O N C-kipM12 k-lbAn3 e50-% N 0 0 c o vJ g 0 • off :ID 0 Can M N � Aj w 0 0 N O A ' O .10r y to v ▪ 0 O CO s2 0 MOMENT -kip-ft 0 0 0 DEFLECTION, yt.in N 0 N YD n 0 r N 0 0 0 0 0.0 0 o0 00 b�rn 0 ID tI1113I1�111111t1r�111111111111iI11111I1r1r1111111rirrlrtrJ9 ,,-'7 PILE DEFLECTION & FORCE vs DEPTH Pile bstow Ground C-kfpMR2 k-Ib/in3.50-% w IEI(1i11111illlllflillllTT111ilill(11111i3Ii111111illlil111 1- MOMENT-ktp-Pt DEFLECTION, yt -In O O N O N O 0 0 C N. 2° a111111111111111111111111111111111t11.111111111111[LI 111L111111 ogI "' 4 » o i[1 0 » 0 N » IY3 N Wa co Tr mco� 1 ilii ct rix LL N CS CD as c4-0� CO CO 1 v W Er. PILE DEFLECTION & FORCE vs DEPTH 1 C-kip/f!2 k-Iblin3 (AO-% t -r a- 8 aw 1i 1111`1111111 0 'n I1 ! ON t101 Cr 111111i1'I1.I11I 11 11111I1t1111111111111111 MOMENT -kip-ft 0 0 O 0 n 0 O w a o da • ii1i11111 11i111111t111111LI1111t14414 1441114 1ii_i ii tiJ r'T` 0 0 C 40 0 1n 0 N rn N Yf 1- a a O 1 PILE PROFILE & SOIL CONDITIONS K b g j 111111111,1i11111i111111i1i1II1rI111III{i111i1111`1111111111 n�Qn N sn m r� ro ro 1Lgg SOIL PROPERTIES M O j c f 0 0 PILE PROPERTIES E 0 0 L Q0 V LL o W O O >N D- v O 1~ as co C41 j,JJco " La p w Q U N io is =0 a _ — _ — _ .r _ 0 0 0 O 11J el A i0 i0 Surface Angles0 (Pile diameter not to scale) Batter Angle&O 0 47 O Mf 0 Y] 0 00 (9 f m N o • 0 i i i 1 1 1 1 1 1 1 1 1 x 1 1 1 1 1 1 1 1 1 _3 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 LI] 1 1 1 1 1 1 l 1 L 1 1 1 1 1 1 1 1 1 1 1 � }),, LATERAL LOAD vs DEFLECTION & MAX. MOMENT 1111, 1111 1114 1111 1111 1111 1111 1111 1111 1111 0 O 0 0 r 0 0 a0o 0 a 0 N CO O O 0 0 N 0 ti 1111- 0 m C7 N 0 N CO r d14 -d 'PO'1PiOM O 1 FT 1- 1 a "1111 1111 1111 1111 1111 1111 1111 1111 1111 LI1r 0 m N 40 N N O N b dpi- d 'P� 11g�g3Ql N IO 0 O 0 Max. Moment in Single Pile, Mmex-kip-ft Head Deflection, yt-In • 7 G 1 la. • 1H 0 c7.6 m cai03 0 C2 in - au. CQy � a 6' L Ci m 1314.4 a 00 0 L a oa. o11111111111411111111111111111 -11111111111111111-111111111111111 alga r C-kEpf(12 k-ibAn3 eSQ-% fi 1 PILE DEFLECTION & FORCE vs DEPTH a a 1 1 1 1 1 4 6 0 0 a in 0 R a o r o n o ae 2 1 1 1 1 I _L 1 1 1 1 1 1 4 1 1 1 1 1 1 1 1 1 1 1 1 1 I. 1 1 1 1 1 1 1 1 1 1 1 1J 1 1 1 1 1 1 L1 1 1 1 1 1 4 1 1 1 1 1 1 1 0,1-2_ ii ate: PILE DEFLECTION & FORCE vs DEPTH 1 C-kip/R2 k-Ihlin3 a50-% Illliil�ll{i{lillklkll111(ii111111111TIIlIIIilllll!(Illlll b N M1 N n (r A N !n 3 � jC ;c:, d1 a� c• 1 c c a i a a oco ;ow 'ow I l l�7 'W iN I0 0 { c 4 ;0N 040 C of z,4 a W O 4, COY 0 ▪ K O g MOMENT -klp-ft DEFLECTION, yt -In 0 O 0 N ▪ • O Kf 0 0 0 0 0 Y Q 11 a Ant co 415 GS :- • L 0- 0)10- :R2 Y �a aro as u c V <.i Co� s co �a 3 y N V Q Q�alllll[!1l1I�11111ELIIlLIIEfIl1�11111E1it VI111[irII▪ I1111E11_II 9-13 C g 10 1 1111 rf►Illrlrll►Illrrlltrf1i11rrlTlrrlllrri �ririrrrl • o m N A N A W �a N �: n 1? C-kfpf12 k-IbAn3 e50-% T e. 0 au CO to Ot o, O ? j W 0 O: 0 0 1= V uu �. IL.: W MOMENT -kip-ft DEFLECTION, yt-In b • In a O .N : m I EN .!p 5 0 O 0 0 O a 0 0 0 0 n 0 . 0 oEaIrrri311t1Ii11tt1rrilr31It131Llrririr{t1IrrrriririjrijiIii iil ci A p Q 0 4r 11 a Ate\ d � C1= CI d e� ` au- m L a. rn es O 0 C w C, 4.4 0csi0 as d a T2 -I9 9 1 LATERAL LOAD vs DEFLECTION & MAX. MOMENT - ij11 1111 r i LI X111 1111 1111 ,j111 1111 lul 1111 1 I 1 I 0 m N n dpi- d 'Peal ltielel N D FI1[ 1111 7 L —1111 1111 t1 ti 1111 1111 1111 1111 1111 11 J 1111- 0 CI 0 N ao dpi- d 'PFOI leJeir`t ID f 0 0 00 Mix. Moment in Single Plle, Mmtx -1(1p-ft Head DefleetIon, yt-In PILE DEFLECTION & FORCE vs DEPTH C a O o —Ea �M 1� N 1•N I� co � C-kfpMt2 k-Iblln3 e50-% O 000 co ti DEFLECTION, yt -In O 0 Tr AL Y7 O oW!rii,irri,I,rrriri„I_ir_iiiirrrlrrrrrr„ilrrtirrri_JIrrrrrir,rl 7 210 • pi PILE DEFLECTION & FORCE vs DEPTH O g F1111111111111111111 1,E. , 41 ElL N C-kEpMt2 k-Ib/in3 •50-% 411. O.! p ,0 0 m m 111 114111111111111111111111111111111111111 ry N n N 7 C0 G m 0 = I 11. - !03 N '9. MOMENT -kip-ft DEFLECTION, yt -In �n o in o a m o a a n m 11111111111111111L1111111111i1tIIE11111i11i1Ir111111 2_17 PILE DEFLECTION & FORCE vs DEPTH 1 ▪ . 33 0 3 • o▪ l 01.1 0 r��rrrrFTrrlirrrr�r1rlrrrrrrilrlrrirrirrrlrirrrrirrlrrrrrrrirl 0E. N N EL N cmYf C-ktpft2 k-IbAn3 e50-% MOMENT -kip -ft DEFLECTION, yt -irt 0 60 0 N iN i2 p -13 0 N 0 mr o O o o 40 to _to O i St+tOat19.1-R 0 0 0 q 0 0 tyro o o o 0 1 > 0 • (tar S▪ 2T o 0 1 0 0 0 00 ao 0 � H.tac ✓ a>- u) o N 0 0 o 0 0 1 6 0 r o 4. 0 f.- 0 C16.1111111111111-111111111111111/1111111111111_1_111_11/1111 �frjr1rr1rrlrr�r1rrrrliirrrarr1lirriii11ilLillLlrrrlrrrrr1rrrl �_I $ co Q. 0 11 CL 03 N 'p Qf CDCO= d u. C u a •- L asN C o a 0: coo c.E CD V tq COUGHLINPORTERLUNDEEN A CONSULTING STRUCTURAL AND CIVIL ENGINEERING CORPORATION Seismic Criteria 4.466V 1 V.A. y Seth Stapleton From: Paul Grant [pgrant©pangeoinc.com) Sent: Wednesday, December 14, 2005 12:46 PM To: Seth Stapleton Cc: Jim Coughlin; Tim Mealy Subject: RE: Southcenter Garages Attachments: oledata.mso; image001.emz Seth, We are working on the lateral pile info and hope to get you results by tomorrow. The following recommended seismic parameters agree with values from the S&W GT re rt: site C%EMS Spectral Acceleration at 0.2 sec. (p,) SS Spectral Acceleration at t .[I sec Sl Site f 1p eients Desi nPesig Spectral , 1 G$PWIse.. PariMetetS tmtrol grinds (sec) t PGA (Sida 5 F, Fr Six S.D1 To Ts -E 1.42 0.49 0.9 2.4 0.85 0.78 0.18 0.92 0.34 Thanks, W. Paul Grant, P.S. Principal PanGEO, INC. 3414 NE 55th Street Seattle, WA 98105 pgrantepangeoinc.com Direct / Cell 206-406-4036 Office: 206-262-0370 Fax 206-262-0374 From: Seth Stapleton [mailto:Seths@cplinc.comj Sent: Friday, December 09, 2005 1:02 PM To: Paul Grant Cc: Jim Coughlin; Tim Meaty Subject: RE: Southcenter Garages Paul, In our plans dated 11-01-05, there are a total of 114 augercast piles at Garage A, and 112 driven steel piles at Garage B. Concerning your question about the pile lengths, I think JTM should be able to address your question. Let me know if you need a copy of our plans. 12/14/2005 COUGHLINPORTERLUNDEEN A CONSULTING STRUCTURAL AND CIVIL ENGINEERING COWORA1ION INTERNATIONAL BUILDING CODE 2003 ASCE 7-02 Chapter 9 with modifications per IBC Chapter 16 Equivalent Lateral Force Procedure (9.4.1) GROUND MOTION PARAMETERS Ss - 1142 Fig. 9.4.1.1(a) pg. 110-111 Larger map distributed for Puget Sound or use USGS website zip code lookup as check. Fig. 9.4.1.1(b) pg. 112-113 (9.4.1.21) SITE CLASS DEFINITION Vs - N Geotech. Rpt (Rhear Wave Velocity) N = NJA Geotech. RpL (Standard Penetration Resistance) Su — NIA Geotech. Rpt: (Un -drained Shear Strength) Site Class = E. Table 9.412 pg.108 or per Geotech. Report (9.4.1.2.4) SITE COEFFICIENTS F... L . 90 Table 9.41.24(a) pg.129 F„ = 2.•10 Table 9.4.1.2.4(b) pg.130 Stts - 1.29 Eq. 9.4.1.2.4-1 pg. 129 Stn — 11J Eq. 9.41.24-2 pg. 129 (9.4125) DESIGN SPECTRAL RESPONSE ACCELERATION Sos= 0,05 Srn= 6,76 Eq. 9.4.1.25-1 pg.129 Eq. 9.4.1.2.5-2 pg.129 (IBC 1616.2) SEISMIC USE GROUP & OCCUPANCY IMPORTANCE FACTORS (IBC Table 1604.5 pg. 272) Nature of Occupancy PAnxl ql9 6'A44. E Category Seismic Factor Is Snow Factor Is - Wind Factor Iw (9.4.2) SEISMIC DESIGN CATEGORY Seismic Use Group SDC - 0 SDC /.a 1 Table 9.1.3 pg. 96 (Occupancy Category per IBC Table 1604.5) Table 9.4.2.1(a) pg.131 Table 9.4.2.1(b) pg.132 (Choose most severe. See exception of IBC 1616.3 pg. 326) •ofect: uni CENTER ('ARAGrE A+ S Designed By: SFS Date i2-29-05 Pro)ect No: Client: Checked By: Sheet of S -l. 413 Pine Street • Suite 300 • Seattle, WA • Phone (206) 343-0460 • Fax (206) 343-5691 COUGHLINPORTERLUNDEEN A CONSULTING STRUCTURAL AND OVL ENGINEERING CORPORATION WrERA1ATIONAL BUILDING CODE 2003 ASCE 7-02 Chapter 9 with modifications per IBC Chapter 16 Equivalent Lateral Force Procedure (9.5.2.3) BUILDING CONFIGURATION Plan Irregularity (Table 9.5.2.3.2 pg. 137) Type la (y /0 Type lb (y �n Type 2 Type 3 (y 9 Type 4 (y Type5 (y,® Vertical Irregularity (Table 93.233 pg. 138) Type la (y'c: Type lb (ye Type2 (y�i - Type 3 (Y Type 4 (y0 Types (Yi® roject:R G'' A* 13 Praject Nn: Ciient: 413 Pine Street • Suite 300 • Seattle, WA • Phone Designed By: 5eS Date Checked By: 1z -25-o5 Sheet of (206) 343-0460 • Fax (206) 343-5691 COUGHLINPORTERLUNDEEN ACONSULTING STRUCTURAL AND CIVIL ENGIi CORPORATION I r INTERNATIONAL BUILDING CODE 2003 ASCE 7-02 Chapter 9 with modifications per IBC Chapter 16 Equivalent Lateral Force Procedure (9.5.2.5.1) ANALYSIS PROCEDURES (Table 9.5.2.5.1 pg.140) MODAL ANM 'I iS PRDC DU .t 5¢G• 9:5.6 Asc,S 7-42 (9.5.2.4) REDUNDANCY P- 1,So 95.2.4 pg.138. See modification of IBC 1617.2.1 (95.2.8) DEFLECTION & DRIFT LIMITS Allowable Story Drift d - Or OI ' hc, Table 9.5.2.8 pg. 145 (953) EQUIVALENT LATERAL FORCE PROCEDURE Basic Seismic Force Resisting System kiA & s ys = SPEclA(, R-iilf . S" EAR..WAU-S Response Modification Coefficient R - Overstrength Factor Lao - Deflection Amplification Factor Ca - Height Limitation = (See modifications of IBC 1617.6.1.1 pg. 332) Approximate Fundamental period Ta = Seismic Response Coefficient C. - Design Base Shear Torsional Amplification Factor `7 - 5 2.5 3,5 /60' 0.26 set. 0.170 SEE Mate Atiordsis Ax- N/A Table 9.5.2.2 pg. 133 -135 Table 9.5.2.2 pg.133 -135 Table 9.522 pg. 133 -135 Table 95.2.2 pg. 133 -135 Eq. 9.5.5.3.2-1 pg. 147 Eq. 95.5.2.1-1 through 4 pg.146 Eq. 9.55.2-1 pg.146 Eq. 9.5.5.52 pg. 148 •oject: sc ul A(A( . A Designed By: 565 Date (2...-23-65 Checked By: Sheet sof-�[ 4 1 3 Pine Street • Suite 300 • Seattle, WA • Phone (206) 343-0460 • Fax (206) 343-5691 COUGHLINPORTERLUNDEEN A OONSULIING STRUCTURAL AND C IViL ENGINEERING CORPORATION Lateral Analysis Building Weight Take -off South Center Garage A 2nd Leve! Item Weight Concrete Shear walls: 3 kif Concrete Columns: Perimeter 8" CMU Walls: (AA./ 9r. --Ire J ) Perimeter 6" Precast Panels Ramp Walls and Stair/Elevator Walls Total Additional Weight: C,onSrrvvtive suet Mitre. a11- SF.r WalIf_ f�.tt}ra C�cCou�& %ar m:rce Date: 119/2006 Designer SES Total Floor Area: ETABS floor area: Additional Dead Load: Floor Dead Load: Total: Roof Level Item Concrete Shear walls: Concrete Columns: 9 kips 1.3 kif 0.5 kif 2692 kips Quantity 283 ft 84 565 ft 505 ft ;s ac ai 4s *Ater Took Ccurt eS .'TY P . AZ tG. Pt k 8 Sub Total 849 kips 756 kips 736 kips 253 kips 100 kips 72312 sq ft 71240 sq ft STABS input floor weight: 144 psf 37 psf 105 psf (including 10 psf misc.) 142 psf Perimeter 8" CMU Walls: CfY armvar•a) Perimeter 6" Precast Panels Ramp Walls and Stair/Elevator Walls Total Additional Weight: Floor Area: ETABS floor area: Additional Dead Load: Floor Dead Load: 10285 kips Weight i 3 Idf 5 kips 1.4 kif 0.5 kif 2413 kips Quantity Sub Total 283 ft 849 kips 84 565 ft 505 ft 420 kips 791 kips 253 kips 100 kips 72312 sq ft 71240 sq ft STABS input floor weight 140 psf 33 psf 105 psf (including 10 psf misc.) Total: 138 psf 10005 kips L -i South Center Garage A Date: 1/12/2006 Designer: SES Weight (kips) 3rd 10005 2nd 10285 Sum = 20290 Static Base Shear Sds = Sdl = Ta = R= I= Cs = 0.170 Vbase = 3449 kips 0.85*Vbase = 2932 kips 6,:tx � k=316)00 V =3it.3 >c height (ft) w*h Cvx Story Force Story Shear (kip -ft) (kips) (kips) 300157.8 0.619 2133 2133 185125.7 0.381 1316 3449 485283.5 (Sds/R)*I = 0.170 (Sd11TR)*I = 0.600 0.044Sds*I = 0.037 AA() PM., ti NAt,YSI5 LTL ETABS Coughlin Porter Lundeen, Inc. P1 P-2 GA4Gle A Pg -S ETABS v8.5.0 - File: Grg_A_1-12-06 - January 12,2006 13:33 Plan View - ROOF - Elevation 360 - Kip -in Units P4 Iu f3 Building Weight Take -off South Center Garage B Date: 1/12/2006 Designer: SES 2nd Level Item Weight Quantity Sub Total Concrete Shear walls: 3 kif 283 ft 849 !tips Concrete Columns: 9 kips 84 756 kips Perimeter 8" CMU Walls: 1.3 klf 570 ft 741 kips Perimeter 6" Precast Panels 0.5 kif 455 ft 228 kips Ramp Walls and Stair/Elevator Walls 100 kips Total Additional Weight: 2674 kips Total Floor Area: 68060 sq ft ETABS floor area: 67975 sq ft ETABS input floor weight: 144 psf Additional Dead Load: 39 psf Floor Dead Load: 105 psf (including 10 psf misc.) Total: 144 psf Roof Level Item Concrete Shear walls: 9820 kips Weight Quantity Sub Total i 3 klf 283 ft 849 kips Concrete Columns: 5 kips 84 420 kips Perimeter 8" CMU Walls: 1.4 kif 570 ft 798 kips Perimeter 6" Precast Panels 0.5 ldf 455 ft 228 kips Ramp Walls and Stair/Elevator Walls 100 kips Total Additional Weight: 2395 kips Floor Area: 68060 sq ft ETABS floor area: 67975 sq ft ETABS input floor weight: 140 psf Additional Dead Load: 35 psf Floor Dead Load: 105 psf (including 10 psf misc.) Total: 140 psf 9541 kips South Center Garage B Date: 1/12/2006 Designer: SES Weight height w*h Cvx Story Force Story Shear (kips) (ft) (kip -ft) (kips) (kips) 3rd 9541 286224 0.618 2035 2035 2nd 9820 176756.4 0.382 1257 3291 Sum = 19361 462980.4 Static Base Shear Sds = Sdl = Ta = R= 1= Cs = 0.170 Vbase = 3291 kips 0.85*Vbase = 2798 kips (Sds/R)*I = 0.170 (Sd11TR)*I = 0.600 0.044Sds*I = 0.037 \t)( : 30 5 k.:e s \y 309-1 k:es Tim : 0,ZS` See C. hiTiktSb 11=- uougniin Porter Lundeen, Inc, --- 6,A6A-GC PiEILS ETABS v6.5.0 - File: Grg_13_12-29-05 - January 12,2006 13:33 Plan View - STORY1 - Elevation 216 - Kip -in Units P5 m L ETABS Coughlin Porter Lundeen, Inc. ETABS v8.5.0 - File: Grg_A_1-12-06 - February 7,2006 7:58 3-D View - Kip -in Units L-7 Program ETABS Version 8.4.1.0 File:Grg A 1- 12-06.LOG B EGIN ANALYSI S 2006/01/12 15:31:30 MAXIMUM MEMORY BLOCK SIZE (BYTES) E LEMENT FORMATION 15:31:30 15.938 MB NUMBER OF JOINT ELEMENTS FORMED = 2 NUMBER OF SPRING ELEMENTS FORMED = 0 NUMBER OF SHELL ELEMENTS FORMED = 32 NUMBER OF CONSTRAINTS FORMED = 2 REDUCTION OF CONSTRAINTS AND RESTRAINTS: NUMBER OF CONSTRAINT MASTER DOF BEFORE REDUCTION = 6 COUPLED CONSTRAINT/RESTRAINT MASTER DOF = 0 CONSTRAINT MASTER DOF AFTER REDUCTION = 6 EQUATION SOLUTION 15:31:31 TOTAL NUMBER OF EQUILIBRIUM EQUATIONS = 222 APPROXIMATE "EFFECTIVE" BAND WIDTH 15 NUMBER OF EQUATION STORAGE BLOCKS = 1 MAXIMUM BLOCK SIZE (8 -BYTE TERMS) = 3351 SIZE OF STIFFNESS FILE(S) (BYTES) = 27.063 KB NUMBER OF EQUATIONS TO SOLVE = 222 NUMBER OF STATIC LOAD CASES = 4 NUMBER OF ACCELERATION LOADS = 6 NUMBER OF NONLINEAR DEFORMATION LOADS = 0 EIGEN ANALYSIS 15:31:32 NUMBER OF STIFFNESS DEGREES OF FREEDOM = 222 NUMBER OF MASS DEGREES OF FREEDOM = 6 NUMBER OF EIGEN MODES SOUGHT = 6 NUMBER OF RESIDUAL -MASS MODES SOUGHT m 0 NUMBER OF SUBSPACE VECTORS USED = 6 RELATIVE CONVERGENCE TOLERANCE = 1.00E-07 FREQUENCY SHIFT (CENTER) (CYC/TIME) = .000000 FREQUENCY CUTOFF (RADIUS) (CYC/TIME) _ .000000 NUMBER OF EIGEN MODES FOUND NUMBER OF ITERATIONS PERFORMED 6 = 1 RESPONSE-SPECTRUMANALYSIS L- 15:31:32 NUMBER OF SPEC ANALYSES PERFORMED J OINT OUTPUT 15:31:32 _ 2 G LOBAL FORCE BALANCE RELATIVE ERRORS PERCENT FORCE AND MOMENT ERROR AT THE ORIGIN, IN GLOBAL COORDINATES LOAD FX FY FZ MX MY MZ DEAD .000000 .000000 .000000 .000000 .000000 .000000 TRIBUTAR .000000 .000000 .000000 .000000 .000000 .000000 XSPEC 3.04E-14 1.08E-14 5.80E-15 1.20E-14 1.46E-14 2.36E-14 YSPEC 3.04E-14 1.08E-14 5.80E-15 1.20E -14 1.46E-14 2.36E-14 MODE FX FY FZ MX MY MZ 1 4.94E-19 3.13E-14 2.25E-15 3.10E-16 2.96E-15 2.51E-14 2 2.97E-14 5.41E-18 1.92E-14 1.72E-14 2.02E-14 1.16E-14 3 1.44E-14 8.05E-15 5.18E-15 1.98E-14 1.84E-14 1.73E-14 4 1.24E-18 5.33E-14 8.17E-15 8.99E-15 8.09E-15 4.58E-14 5 1.38E-14 1.21E-16 1.03E-15 2.73E-15 8.25E-15 1.01E-14 6 1.40E-14 6.52E-15 4.25E-15 6.57E-15 9.91E-15 4.31E-14 SPEC FX FY FZ MX MY MZ XSPEC 2.96E-14 2.25E-17 1.91E-14 1.72E-14 2.01E-14 1.16E-14 YSPEC 3..65E-18 3.14E-14 2.29E-15 5.54E-16 2.99E-15 2.52E-14 E LEMENT JOINT - FORCE OUTPUT 15:31:32 NUMBER OF JOINT ELEMENTS SAVED NUMBER OF SHELL ELEMENTS SAVED E LEMENT OUTPUT 15:31:33 = 2 = 32 ANALYSIS COMPLETE 2006/01/12 15:31:33 L-01 Program ETABS Version 8.4.1.0 12-06.LOG CENTERS OF RIGIDITY 15:31:33 Program ETABS Version 8.4.1.0 12-06.LOG File:Grg A 1- File:Grg A 1 - B EGIN ANALYS IS 2006/01/12 15:31:34 MAXIMUM MEMORY BLOCK SIZE (BYTES) E LEMENT FORMATION 15:31:34 NUMBER OF JOINT ELEMENTS FORMED 15.938 MB 2 NUMBER OF SPRING ELEMENTS FORMED = 0 L OAD RE -SOLUTION 15:31:34 NUMBER OF STATIC LOAD CASES = E LEMENT JOINT -FORCE OUTPUT 15:31:35 NUMBER OF JOINT ELEMENTS SAVED NUMBER OF SHELL ELEMENTS SAVED 4 2 32 ANALYSIS COMPLETE 2006/01/12 15:31:35 2 22222 a OM.. 00O4g 000000 OpOon. O W a F ONOVIAM r n 177 a Y.P w o0 0 w o U m U 0 e a o 0 p q w OUOIU k I 1< o j..n o ! 'o X. % a2o% w 'ani m u 0000 H.0 0 0 0 0 w 22.2 4 .4. 4 000000K0i. 0x24 01-0 6TAB6 W5,5,0 FS1a:UP9 A 1.17.06 Uni6e:Rlp-in Februery 7, 2006 7:59 4aaa F .00.4 0 m 7:;r17.4,24 7 P. n U m U n U m G A 4 m '2'4 a01- STARS v9.5.0 1e:GRA A 1-17-06 Unice:Alp-in rvumv 1a n}n% rv'n2 ,42e2 v0.v� } X 0P";! a% p N p e a a n U m U r 0 a 0 e U m a wrq4q nN� 2;..p .y P%fir a 0000 0000 a NO IS Z T T S � y .-�i ys .-�i . i p } U> U Y u 5 V E C K K G F K K Y £ F £ Z Tr £ s 0.0 '0 0000 422 205 '40x % a PARTICIPATION F ACTOR S UM I( 00 RA RY 0.0000 6.9509 0.0000 -2140.5622 0.0006 6,9297 0.0009 0.0000 0.0007 2039.3951 0.9445 0.0909 0.0999 -0.0064 13.9222 0.9000 2.9945 0.0090 -74.4755 0.0010 1.0929 3.0000 0,0000 0.0001 001.1151 0,0149 0.0007 0.0000 -0.0071 0.1914 0 F11e:GRG_A_1.10-06 Units:Rip-in February 1, 7904 1:59 P, PARTICIPATINO MASS RAT I O C R•TRANS Y -TRANS 0 -TRANS RR-ROTN *MASS 4S11Ma AMASS 051060 AMASS 950Ma AMASS <SUM. a -+ Y N m 0 Y 4 g 3 o a C £ VVVVVY .22222 222222 222222 P p n a in •C90.11.00 3 M qV 2 g TA 0 010 0 m U N 0 n 0 a W n W o 0 0 0 ry 0oY m K -+N -;>117,14 au ou ou..v a umv 'a w �w o www :w EM s n r m o y o o a J o F ie ax ase n x�a• o ai. m u n u a u m u w e a m a O Y n% n} .� % n Y n x n Y n •k n Y n ie n K a } w a w m w v :r;4 n N n K ;1.1q awna oW '4'4a 4 m aY W o% o ip a% a ?� >• o U m U r. U 0 U r U •+ U "m v 4 n q 7 a o a a a c U N% n ). e n n% 0 0 0 0 0 0 0 0 0 0000 0000 0 0000 0000 a a av1 X Y % % Y Y x a N 9 X p N a X o„ v N tl a: ..: .7. u i. 0 p 3: m K! tl tl tl tl tl tl tl 4 M .v .moi .. .�i m a a .i . y V i V g V> V } U 5 U Y U 5 U tr 5 U j u 5 V 55255555552125211 > U S V } U? V > V C%% C C K 1 C % G G K K c c K. C K %,1 C K p K f C% K C C K K F£ i Z Z Z Z Y L£ I ££ I£ Z£ L£ £ Z££ £ F£ i Z Y E Z £ s! 5 Y Y Y Y Z Y£ 8 °a 6 a 6 4 W R q 4 6 4 1_11 S S g g 2 g 2 2 F11e:ORO A 1-12-06 6n1ta:E1p-1h February 7, 2006 7:59 FAGS 11 m 0. i a0L v N a % v .t% o N uAi X a U * . �. p. . . . . .000 . . . . . . . . . . . . n n n n Y ] o A m a a aa mua onu 011011ouo[1.0 001 G M 900 %om.n.r. 011 yo% 1 o110K • o 0. 0 0 0 o p p o p v o v v v v v v o v v v o v v v v. v o v o v o o v v o 0 Q W 1� 4 A a ] Y� Y 7 Y� y Y]• 3 Y] O 1 m pp .+ Y 4 S V Y U i Y i Y% V K Y U [[.. > r U > U > U > > � > U Y m c C C C c c G C G�� c F G F G F G F 4 4 4 1 C C K K G G%% G G ■ K■ K F F +%+ K { .ry� y. ae A Y Y Y Y Y Y Y Y Y Y Y Y Y Y m .F. Y£ Y Y ££ L Y £££ S Z Ti £ i 4 0 0. 0. 0. i L Y 6 d d a a u n n a s i u g n n n a 0. 0.a 0. 0. 0.n 0. 0.a 0. u 0. 0. 0. 0. a [[��I d 4 V 1 11 N ! a } 'r o a d ¢ w 3 N m ., t m.. y.+.Knnnn nn ne. ern nnnn n An n0.P.a44AP.a0.0.40.4Aa0. :0 q el 0227.22,1 22 gg .22PAri• 22 22 PERIOD DAMP:RATIO SPEC -FACTOR 0130000 2222 2222 2222 222222 222222 222222 V211221 113111 U U U U U V w KKxxxx y"�rrr F11e:GRG A 1-12-06 Unita:X:42-1n February 1, 1006 a 222222 222222 222222 t 22222 77 PAPE u wwwaw wwwluKww A A 0.A 0. 0. N }.pN r y 9002 'L tiensge3 uT-dTxze3Tun 90 -LT -T Y 2119:FTTd C'S'6A 28.922 O • 0. { 0 m 1 O 7 CCO 5555S" 52g555 wU 000000 H nn amm 113111 { 111111 { zh nay ¢ U V U U U V V U U V L V U mz R .n z .1 X% K % Y} y} y} STABS 96.5.0 F11e:CR0_A_1-12-66 Un1te:Kip-1n Febtua-y 7, 2206 1:59 PACE 10 F g w a3 8 ▪ g — ETABS Coughlin Porter Lundeen, Inc. -M3 ETABS v8.5.0 - File: GrgB_1-12-06 - February 7,2006 7:54 3-D View - Kip -in Units Program ETABS Version 6.4.1.0 File:Grg B_1- 12-06.LOG B EGIN ANALYST S 2006/01/12 14:36:11 MAXIMUM MEMORY BLOCK SIZE (BYTES) E LEMENT FORMATION 14:36:11 NUMBER OF JOINT ELEMENTS FORMED NUMBER OF SPRING ELEMENTS FORMED NUMBER OF SHELL ELEMENTS FORMED NUMBER OF CONSTRAINTS FORMED _ 15.938 MB 2 0 16 2 REDUCTION OF CONSTRAINTS AND RESTRAINTS: NUMBER OF CONSTRAINT MASTER DOF BEFORE REDUCTION = 6 COUPLED CONSTRAINT/RESTRAINT MASTER DOF = 0 CONSTRAINT MASTER DOF AFTER REDUCTION = 6 EQUATION SOLUTION 14:36:11 TOTAL NUMBER OF EQUILIBRIUM EQUATIONS = 150 APPROXIMATE "EFFECTIVE" BAND WIDTH = 12 NUMBER OF EQUATION STORAGE BLOCKS = 1 MAXIMUM BLOCK SIZE (8 -BYTE TERMS) - 1929 SIZE OF STIFFNESS FILE(S) (BYTES) = 15.672 KB NUMBER OF EQUATIONS TO SOLVE - 150 NUMBER OF STATIC LOAD CASES = 4 NUMBER OF ACCELERATION LOADS = 6 NUMBER OF NONLINEAR DEFORMATION LOADS = 0 EIGEN ANALYSIS 14:36:12 NUMBER OF STIFFNESS DEGREES OF FREEDOM NUMBER OF MASS DEGREES OF FREEDOM NUMBER OF EIGEN MODES SOUGHT NUMBER OF RESIDUAL -MASS MODES SOUGHT NUMBER OF SUBSPACE VECTORS USED RELATIVE CONVERGENCE TOLERANCE FREQUENCY SHIFT (CENTER) (CYC/TIME) FREQUENCY CUTOFF (RADIUS) (CYC/TIME) NUMBER OF EIGEN MODES FOUND NUMBER OF ITERATIONS PERFORMED 150 6 = 6 0 = 6 = 1.00E-07 _ .000000 .000000 = 6 1 RESPONSE -SPECTRUM ANALYS I S L- J 14:36:12 NUMBER OF SPEC ANALYSES PERFORMED J OINT OUTPUT 14:36:12 2 G LOBAL FORCE BALANCE RELATIVE ERRORS PERCENT FORCE AND MOMENT ERROR AT THE ORIGIN, IN GLOBAL COORDINATES LOAD FX FY FZ MX MY MZ DEAD .000000 .000000 .000000 .000000 .000000 .000000 TRIBUTAR .000000 .000000 .000000 .000000 .000000 .000000 XSPEC 1.14E-14 1.86E-14 2.90E-14 1.32E-14 5.51E-15 7.69E-15 YSPEC 1.14E-14 1.86E-14 2.90E-14 1.32E-14 5.51E-15 7.69E-15 MODE FX FY FZ MX MY MZ 1 7.04E-15 8.21E-16 8.21E-16 2.80E-15 9.59E-15 2.80E-14 2 3.67E-16 2.22E-14 2.32E-14 1.16E-14 3.64E-15 1.40E-14 3 7.89E-15 2.47E-14 9.23E-15 4.45E-15 9.32E-15 2.31E-15 4 1.05E-14 7.85E-17 2.21E-14 1.54E-14 2.38E-14 1.91E-15 5 4.05E-18 1.33E-14 1.52E-14 8.23E-15 7.30E--15 2.35E-14 6 2.46E-15 5.92E-15 2.19E-14 1.14E-14 3.50E-15 3.09E-14 SPEC MZ XSPEC 2.80E-14 YSPEC 1.41E-14 FX FY FZ MX MY 7.04E-15 8.64E-16 1.46E-15 2.95E-15 9.69E-15 3.98E-16 2.22E-14 2.32E-14 1.15E-14 3.63E-15 E LEMENT JOINT-FORCEOUTPUT 14:36:12 NUMBER OF JOINT ELEMENTS SAVED NUMBER OF SHELL ELEMENTS SAVED E LEMENT OUTPUT 14:36:12 2 16 ANALYS I S COMPLETE 2006/01/12 14:36:12 L-15 Program ETABS Version 8.4.1.0 File:Grg B_1- 12-06.LOG CENTERS OF RIGIDITY 14:36:13 Program ETABS Version 8.4.1.0 File:Grg_B_1- 12-06.LOG B EGIN ANALYSIS 2006/01/12 14:36:14 MAXIMUM MEMORY BLOCK SIZE (BYTES) E LEMENT FORMATION 14:36:14 = 15.938 MB NUMBER OF JOINT ELEMENTS FORMED 2 NUMBER OF SPRING ELEMENTS FORMED 0 L OAD RE -SOLUTION 14:36:14 NUMBER OF STATIC LOAD CASES _ 4 E LEMENT JOINT -FORCE OUTPUT 14:36:14 NUMBER OF JOINT ELEMENTS SAVED NUMBER OF SHELL ELEMENTS SAVED 2 16 ANALYSIS COMPLETE 2006/01/12 14:36:14 1-7 m W C O EHEEE 0Ua o V n o � r 0 1IU� n U o U n W no o % V RPLY been -a o U N q 4 U o 0. %t. @TAMS v8.5.0 Fiie:Q@Q 8_1-12-06 (lniteiliip-in Febry.Fy 7, 2006 7:56 PAGE sgU� S. o HAM d 22 222 n 0.m a w q iU:qil,R'M 0(1. -ID 01.1. -ID S 0 0 oX.e Y r.N n x e} n%c} ck m% tiN 000 W o0 0 a V.+ mU n U dU o d e a N 0. a U020,4 o N o% o i4L o 2 n li ..4.,:r, o% 0110,4 o n o N F 01.1.0(3 d U m 13 n .000,4 N 6 n w m V r m u m m V a U ry m .01)00 1,%! 3 c Q m U mo 0. m o 6 w 0 U r U N U 0 U 0 R n m .;Mgt W m U o% n W n U .c UN e W n w 0. R ”.-;1 } x } x c% h o K 9 N '=;1 x } Y~% 'V';1 p r% mUm q11. y a a m 0. ti 471 .r0 cU .rU mU N W a m a " 0. A 0. „>1.4 Un 0 U .I U U .. N a N o n y ao. 00014.00.000000 r U a V h U 01)014 00.000,400 r V n U Y P m :r2;1 .aYrX 1- m% N%b uni%v m m m m cY q X Pd qM ov ",".";1 % % x x } x } % "4"%! o X „ -12't o b a W o w 0 0 a W o to 2000 a U 0 } x N 1:1: ]• 1%1: yin% I:1: 1:1: .�+ a m w .y+ • 1:I: H u .i 1:1: 1 1:1: 1 yI U> U > V T U g 9! • b S K i V 5 1aJ f6 til T (1 V 1 U > V ;1g121 S u 5 U} U ? G; U SU � u ? 4 u > u} U d U } V S G R%% c 11 c u G F K q c C% X G q%% � K 4 5 y Ky C% kqkq C C Y Y T 1 ££ E E E E££ E E i i Y Y i Y E££ f S I£ E ;i11 E ;121q Y S x x i r£ F £ F E{ i s .£ ? ;-EM L E x i Z Z d a a a a a d d a a S 8 8 8 g .9R P.g g lUp-in February 7, 7006 7:56 PAGE 11 p u w a N o Y o x 0. .:Kip-Sn February 7, 2006 1:Sf PAGE 7 a W r Un U m W .ryi 0V0 r N 1X ;4".:4 00.0 4 r1;4 =g11 G411 o u o e N e % N m A VN 0. P p m x m POVO OOVO -Q-4 %aN WI n .moi �.�i i m� S LID N i }US V }(�}'nV LI V S x x I l< F G y SSS I I s i s £ S S I 66 D O 2222,22 222 g 222222 22g g —2222 222 g s. 222222 22:26'2 RESPONSE SPECTRUM ACCELERATIONS (IN RE500N50 SPECTRUM LOCAL COORDINATES) SPEC MODE PRR100 0AMP-RATIO SPEC -FACTOR 222222 222222 222222 xe 422222 888888 • OppOeck ro ro` v a a a° a a w U a U u V b U wV w a a a A 444444 N U1 • :56 PASS 12 £TA$S vE.5.0 Fi1s:UR6_8_1-12-06 Ue1to.Klp-is February 1, 2066 AMPL I T060 0 REEEREERRERREEREEREEREEEREEREER wO C 05 2.32t22,222222222232222,22222222222 0 0 o e 0a a o 0 0 o a o m a a n o a o m n P b a o m o o v o 8 C c C G N c C C C C C C C .0 a G 0 g Y Y O 4 14 y w r m .22227,;2 ::1 rynaa.e.22 .P 20.0.0. 20.222 m w w w m w w w w m w w w R R W W R W R R 222222 222222 222222 .888,18 2 222222 2:222P 222222 :222gt O W gT 222222 888.88 24 2 » S g 5 g 4 n u n i n n b b b V 'd tl N N N ;4;4;4 MVP9 V 9% NMNN qm U V u U n W w 0. 222422 Unite: Klp-In February 7, 0006 7:56 PAGE 10 C E NTE R 5 OF CUMULATIVE RASES CENTERS E L -1‘2' —v y� a COUGHLINPORTERLUNDEEN A CONSULTING STRUCTURAL AND CML ENGINEERING CORPORATION Pile Seismic Design Foundation Design Forces Garage A Garage B Level Pier No. V M Level Pier No. V M (kips) (k -in) (kips) (k-ln) 2ND P1 833 256420 2ND P1 1186 389326 ROOF P1 535 77047 ROOF P1 929 133803 2ND P2 833 256420 2ND P2 401 95968 ROOF P2 535 77047 ROOF P2 72 10347 2ND P3 654 187751 2ND P3 847 263264 ROOF P3 327 47045 ROOF P3 561 80796 2ND P4 1019 326242 2ND P4 847 263264 ROOF P4 742 106824 ROOF P4 561 80796 2ND P5 1016 326794 2ND P5 806 248989 ROOF P5 749 107875 ROOF P5 524 75446 2ND P6 642 183637 2ND P6 806 248989 ROOF P6 316 45490 ROOF P6 524 75446 2ND P7 654 187751 2ND P7 1170 379717 ROOF P7 327 47049 ROOF P7 886 127604 2ND P8 1019 326243 2ND P8 419 101522 ROOF P8 742 106830 ROOF P8 82 11804 5F.5 1-12-06 ETABS Lougntin Porter Lunaeen, Inc. }�T\c I DGs�Gr+.l S6Q�5 64 E / •DQE 5e- / -12= ETABS v8.5.0 - File: GrgA_1-12-06 - January 12,2006 15:55 Plan View - 2ND - Elevation 216 - Kip -in Units P2 Sw-1 ETABS P8 Sw-7 Coughlin Porter Lundeen, Inc. 00610 Ni .es IC ki FRcr 6$404 e 13 I.0 Qe 544. ETABS v8.5.0 - File: Grg_B_1-12-06 - January 12,2006 15:55 Plan View - 2ND - Elevation 216 - Kip -in Units P5 Sw-I P3 SIN -.2- P4 2 P4 5w- 2. 5E5 f --I2 -off P --3 COUGHLINPORTERLUNDEEN STRUCTURAL • CIVIL • SEISMIC ENGINEERING S1.Ax3 flaWEt.S AT S. \MAR. to -E,L, CAT 4 -G'OE.) $u 12 }4M S tviAik GirL.#4s- SEAtIA to g_Cc, ¢�L = a, '75 6) 3000 (1.")00r4-) - 3,91- l`/c (cor.zre-e f, 11� Q.1 -Ab) (o, 3).) (4175) (6'0)0' o) 9, 3 "/r)- (sp1ee/ do,/y) a o os who" 1QT 4. 4` 4 s 7 2.14 {c e ri,et-0 ss; AAAY• GtdikOS 110.01 1SaicioN : (63 l • Z7T 17=4 -A - 4-a G3! /pQr c iee r wcjl r ,40' d 41 ,11.P • wall o ?a r)s ftr US£ ads e./tae- # V,A,9,Qa-,� - Z1 ����+ � k Cone', k s/4. s 539-k # Op, ra1�(� f4.2- q-rs- (ric4./ei.r) 1v,_ /0,4 ____ C c - SO- a 0 -fa 5e S �.� _- 1 111 ,#4o 1 15$7 /1?a)c rade Leaf., •ice = 6-03fr- C?s) *`7 ,..$/4,/ /00.41.x. 5 N 2-- %%WA. Li tG-lU f 9P yr ,re 41 = 20,9 kl c.L (-1:50-)t-411 � �' l ,cIIJ t eitva4st t, �} �. ifiev, = 20,9M%C� ak +v,1 f1.1 a'1 Project Designed By 5-6.s Date: 2-6-46 Project No. Client Checked By; Sheet P- j of 413 PINE STREET • SUITE 300 • SEAT LE. WA 98101 • P: 2061343-0460 • F 206/343-5691 Shear Walt Vertical Loads Floor/Roof DL 105 psf Roof LL 85 psf Typ. Floor LL 40 psf 4" veneer 45 psf Garage A Pier SW Level Floor H( Walt Length Trip Area Wall Thk Dead Load Veneer Self wt Total IX U. Total 0L Total LL (ft) (ft) (sq ft) (in) {kips) (kills) (klPs) Adis) (kills) paps) (kips) 1 1 Roof 12 34 820 18 55 18 82 147 40 147 40 2nd 18 34 820 18 85 28 122 188 25 334 es Pier SW Level Floor lit Wall Leng& Trlo Area Wall Thk Dead Load Veneer Self wt Total OL LL Total DL Total LL pt) (ft) (sq ft) M) (IdPs) (kips) (aps) (aps) paps) (laps) paps) 2 1 Roof 12 34 820 10 65 18 82' 147 40 147 40 2nd 18 34 820 18 85 28 122 188 25 334 65 Pier SW Level Floor Ht Wall Length Trib Area Wall Thk Dead Load Veneer Self wt. Total DL LL Total DL Total LL (8) (ft) (sq ft) (In) papa) (taps) (Ws) ((aps) paps) (Idps) (Ws) 3 3 Roof 12 31 775 12 81 17 56 137 50 137 50 2nd 18 31 775 12 81 25 84 185 31 302 81 Pier SW Level Floor Ht WaII Length Trlb Area Wall Thk Dead Load Veneer Self wt. Total DL U. Total DL Total LL (ft) (ft) (sq ft) (in) (lops) (taps) (aps) paps) (taps) paps) (lops) 4 2 Roof 12 42 1550 12 183 23 76 238 101 Z38 101 2nd 18 42 1550 12 183 34 113 276 82 515 163 Pier SW Level Floor Ht Wall Length Trlo Area Wall Thk. Dead Load Veneer Self wk Total DL LL Total DL Total LL (ft) (ft) (sq ft) (In) (kips) (lops) paps) (laps) (lops) (laps) (>iPs) 5 4 Roof 12 38 820 16 85 21 01 158 40 158 40 2nd 18 38 620 18 65 31 137 202 25 358 65 Pier SW Level Floor Ht Wall Length Trib Area Wall Thk. Dead Load Veneer Self wt. Total DL 11 Total 0I. Total LL (ft) pt) (sq ft) M) (kips) (Ws) Ildps) paps) (aps) (taps) (taps) 8 5 Roof 12 29 620 10 65 16 70 135 40 135 40 2nd 18 29 820 18 65 23 104 170 25 304 85 Pier SW Level Floor tit Wap Length Trlo Area WaII Thk. Dead Load Veneer Self wt. Total DL LL Total DL Total LL (ft) (ft) (sq ft) M) paps) (laps) paps) papa) (laps) (lops) (kips) 7 3 Roof 12 31 775 12 81 17 " 56 137 50 137 50 2nd 18 31 775 12 81 25 84 165 31 302 81 Pier SW Level Floor Ht Wall Length Trib Area Wall Thk Dead Load Veneer Self wt Total DL 1.1 Total DL Total LL m) pt) OCT ft) (n) paps) papa) (kips) paps) (kips) (mss) paps) 8 2 Roof 12 42 1550 12 163 23 76 238 101 238 101 2nd 18 42 1550 12 163 34 113 276 62 515 163 Shear Wall Vertical Loads FborfRaof DL 105 psf Roof LL 55 pef Typ. Floor LL 40 psf 4" veneer 45 psf Garage B Pier SW Level Floor Hl Wall Length Trib Area Wall This Dead Load Veneer Self wt. Total DL LL Total DL Total LL (R) (1l) ($4 6) (in) lkIps) t)dps) (Ws) (bps) (kips) (1te) Aaps) 1 8 Roof 12 38 300 18 32 21 91 123 20 123 20 2nd 18 38 300 18 32 31 137 168 12 291 32 Pier SW Level floor Ht Wall Length Trib Area Wall Mk. Dead Load Veneer Self wL Total DL LL Total DL Total LL (6) (6) (sq R) (in) (kips) (laps) (kips) (Hps) Ades) (kips) (bps) 2 8 Roof 12 20 250 16 26 11 45 74 18 74 16 2nd 18 20 250 16 26 18 72 98 10 173 26 Pier SW Level Floor Ht Wall Length Trih Area Wee Mk. Dead Load Veneer Self wt. Total DL LL Total DL Total LL (6) (tit) (sq ft) (+n) Ades) (Ite) (kips) paps) (lte) (ki00 (kips) 3 2 Roof 12 42 1612 12 169 23 76 245 105 245 105 2nd 18 42 1612 12 169 34 113 283 84 628 169 Pier $W Level Floor Ht Wail Length Trlb Area Wall 11*. Dead toad Veneer Self wt Total 01 LL Total DL Total LL (6) (ft) WI ft) An) (NW Ades) (kips) (Mix) (apsl (kips) ABPs) 4 2 Roof 12 42 1612 12 169 23 76 245 105 245 105 2nd 18 42 1612 12 169 34 113 283 64 528 169 Pier SW Level Floor lit Wall Length Trib Area Wall Thk. Dead Load Veneer Self wL Total DL LL Total DL Total LL (1l) (R) (sq ft) (in) (kips) (MP) Ades) (kips) (kips) (kips) Aries) 5 1 Roof 12 34 620 16 65 18 82 147 40 147 40 2nd 18 34 620 18 65 28 122 188 25 334 65 Pier SW Level Floor Ht Watt Length Trib Area Wall Thk. Dead Load Veneer Self wl Total DL LL Total DL Total LL (fl) AU (sq ft) An) Ades) (kips) (bps) (kips) (Laps) (kips) (kips) 8 1 Roof 12 34 820 18 65 18 82 147 40 147 40 2nd 18 34 820 16 65 28 122 186 25 334 65 Pier SW Level Floor Hl WaN Length Trib Area Wall Thk. Dead Load Veneer Self wL Total DL LL Total DL Total LL (8) (it) (sq h) M) (Ides) (kips) (kips) grips) (kips) (kips) (klps) 7 8 Roof 12 42 1550 18 163 23 101 264 101 264 101 2nd 18 42 1550 18 183 34 151 314 82 578 163 Pier SW Level Floor Ht Wall Length Trib Area WaN Thk Dead Load Veneer Self wt. Total DL LL Total DL Taal LL (11) (ft) (al 6) An) (kips) Ades) (kips) Alps) (lps) Alps) (kips) 8 7 Roof 12 22 920 18 97 12 53 149 60 149 60 2nd 15 22 920 18 97 18 79 176 37 325 67 P .. 6 xas 2 0.9D + 0.7E X03 Y o X Q Nc9 GI GICO u? ti CONCOCDM CO CO N r 0 N N %- C) CO CO 'Cl* Cr CO CO O O f,- 01 e- ti CO CO CO CO N Cfl 03 CO N u7 CO CO N CC) O of l N 10 CO C)CAtC) 1r,- C0 CO M N M CO N N Shear Wall Footing Pile Design Forces @ _ J Cr) L1 03 O Y a) 0 NNa CaoOcorco O , Cr) co co corti00Fa. t N N O to O N r N C0 D) ^ t} r N CO O) r N COC . CO CO d C') Cl C) V J Shear Wail N -4- k) C? N N CO ct tO CO f` co COUGHLINPORTERLUNDEEN STRUCTURAL • CIVIL • SEISMIC ENGINEERING le stet_ PfLLS. 7�r4c_ SAs6 ri114g _ 3097' AVERA PILE LST ZAL LOAD = 7 $.) (u. LTi u r 51 e_ viku.. AW) GRA -V' t'1 P/t,ES ,4 s Sume o ST-IFFNCS'S (FIXE E. D -,` A o) TSI P 1 �1 l o,4D Co t_uiu dVS a2 s YJ /MS Cd1P!65S/cAi•== ` 37 (Auaoyt (L) M /&z6,tl : 12.1 CuL-n W Al ) MM i r4S i a,V /2.5,k MAr W11,vAfl L[L7"JMArT ItA/S7o4/x 119 7rw C SS raw= 612_14 6,5 Ro Nb wl Fy =42ks� LkR' mav+�,-a-1 vul,ti« - ASS I25.- o,5 } 0-1-) ±iLt + pI LE :/1 9I4 •11n , 4SU kf 7&Pc, " 965' (w 60%11 (GOly f e SS f;a ►^+) ?"! 4.5o1+ -? 0,91 to _z.1 1 �• = . & 04-2 <)fd (Jkis»9 PI e= SC (AikiZAGI� Project No. Client Designed Br Checked By: Date: Sheet p- S of 413 PINE STREET • SUITE 300 • SEATTLE, WA 98101 • P: 206/343-0460 • F. 206/343-5691 1 COUGHLINPORTERLUNDEEN STRUCTURAL • CIVIL • SEISMIC ENGINEERING s rEet., Id/L.E. GoNN9c.Tloni 11/4 X µPCI F'r = 1 15 k u:(1) S`. e pvcir shear = k 0,11,„4,xk) M4x GIrkEc k- %J U -i] vri /75- AR- (CO ) - 9.14 ;/1Z Ctz) 5/it 1.: D z- c S x 3a'1 OR () 344 D2 L/5 AT 7yeicPL ?I.5 usE (cif - 2-0•z -- - G,7s-'€ 7)(6d) " • use N Dz_ec L = 56.5 S�rz I A = 12.1' 0/0 14-1? Caws % PJ GD STS SS 254 V,„ 41. arosi(s;7Lf to SE 7 /14 WC R►17 (OM N l It.m3w9 a S3 kR A Project Designed By: 5? S Date: � 24)-66 Project No. Client Checked By: Sheet P _rj of 413 PINE STREET • SUITE 300 • SEATME• WA 98101 • P: 206/343-0460 • F:206!343-5691 --0 0 0 0 0 o o y o ▪ x 0 o 0 o o 0 0 0 20 x 20 in Code: ACI 318-02 Units: English Run axis: About X-axis Run option: Investigation Slenderness: Not considered . olumn type: Structural Bars: ASTM A615 Date: 02/02/06 Time: 13:54:43 P (kip) 1200 (Pmax) -400 -400 (Pmin) 400 Mx (k -ft) pcaColumn v3.63 -Licensed to: Coughlin Porter Lundeen, Inc. File: 11Server5lstructurallSouthcenter Design -Build GarageslENGlAnalysislFoundation\PCA\Steel Pile_at SW _col Project: SC Garage Column: Pile @ SW Engineer: SES fc = 4 ksi fy = 60 ksi Ag = 400 in^2 16 #6 bars Eo = 3605 ksi Es = 29000 ksi As = 7.04 InA2 Rho =1.76% fc = 3.4 ksi fc = 3.4 ksi Xo = 0.00 in Ix =13333.3 inA4 e u = 0.003 in/in Yo = 0.00 in ly = 13333.3 inA4 Betal = 0.85 Clear spacing = 3.38 in Clear cover = 1.38 in Confinement: Tied phi(a) = 0.8, phi(b) = 0.9, phi(c) = 0.65 s -t- pit ctw COAIME 070Ai (e s' yt w ,) P-io Ud/U4/Ub pCdC.OA1111111 - rva.1-14=4•4+ .. .� �..� .. 13:43:51 Licensed to: Coughlin Porter Lundeen, Inc. 0000000 00000 00000 00000 00000 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 0004000 00 00 00 00 0000000 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00000 00 00 00000 00000 00000 (TM) =========================:a=a===========— wa Computer program for the Strength Design of Reinforced Concrete Sections Licensee stated above acknowledges that Portland Cement Association (PCA) is not and cannot be responsible for either the accuracy or adequacy of the material supplied as input for processing by the pcaColumn(tm) computer program. Furthermore, PCA neither makes any warranty expressed nor implied with respect to the correctness of the output prepared by the pcaColumn(tm) program.Although PCA has endeavored to produce pcaColumn(tm) error free, the program is not and can't be certified infallible. The final and only responsibility for analysis, design and engineering documents is the licensees. Accordingly, PCA disclaims all responsibility in contract, negligence or other tort for any analysis, design or engineering documents prepared in connection with the use of the pcaColumn(tm) program. Steel_Pile_a 0:2/V2/41b pca[:o.Lumn vi es - evitium , L.zruslvu 11.14/4.1=1 13:43:51 Licensed to: Coughlin Porter Lundeen, Inc. General Information: _ Steel Pile a File Name: \\Server5\structural\Southcenter Design -Build Garages\ENG\Analysis\Foundation\P Project: SC Garage Column: Pile @ SW Engineer: SES Code: ACI 318-02 Units: English Run Option: Investigation Slenderness: Not considered Run Axis: X-axis Column Type: Structural Material Properties: ====_____ f'c ==4ksi Ec a 3605 ksi Ultimate strain = 0.003 in/in Betal = 0.85 Section: fy = 60 ksi Es = 29000 ksi Rectangular: Width = 20 in Depth = 20 in Gross section area, Ag = 400 inA2 Ix = 13333.3 inA4 Xo = 0 in Reinforcement: ======aa===a== Iy = 13333.3 inA4 Yo = 0 in Rebar Database: ASTM A615 Size Diam (in) Area (inA2) Size Diam (in) Area (inA2) Size Diam (in) Area {in -2) # 3 0.38 0.11 # 4 0.50 0.20 # 5 # 6 0.75 0.44 # 7 0.88 0.60 # 8 # 9 1.13 1.00 # 10 1.27 1.27 # 11 # 14 1.69 2.25 # 18 2.26 4.00 Confinement: Tied; #3 ties with #10 bars, #4 with larger bars. phi(a) = 0.8, phi(b) = 0.9, phi(c) = 0.65 Layout: Rectangular Pattern: All Sides Equal (Cover to transverse reinforcement) Total steel area, As = 7.04 inA2 at 1.76% 16 #6 Cover = 1 in 0.63 1.00 1.41 0.31 0.79 1.56 Factored Loads and Moments with Corresponding Capacities: (see user's manual for notation) ====================== ==---= Pu Mux fMnx No. kip k -ft k -ft fMn/Mu 1 470.0 2 -175.0 121.0 121.0 298.8 2.470 148.6 1.229 *** Program completed as requested! *** O 0 0 y x 0 O O 0 20 x 20 in Code: ACI 318-02 Units: English Run axis: About X-axis Run option: Investigation Slenderness: Not considered 'olumn type: Structural Bars: ASTM A615 Date: 02/02/06 Time: 14:02:34 P (kip) 1200 — (Pmax) • fs=0.5fy 1 I 1 1 i i 1 1 1 1 1 -350 350 -200 — (Pmin) Mx (k -ft) pcaColumn v3.63 - Licensed to: Coughlin Porter Lundeen, Inc. File:ilServer5lstructurallSouthcenter Design -Build GaragesiENG\AnalysisiFoundat...1,Steel_Pile_at_gravitycolumn.col Project: SC Garage Column: Pile Q SW Engineer: SES fc = 4 ksi fy = 60 ksi Ag = 400102 8 #6 bars Ec = 3605 ksi Es = 29000 ksi As = 3.52 in"2 Rho = 0.88% fc = 3.4 ksi fc = 3.4 ksi Xo = 0.00 in Ix =13333.3 in^4 e u = 0.003 inrn Yo = 0.00 in iy =13333.3 in"4 ;Beta1 = 0.85 Clear spacing = 7.50 in Clear cover = 1.38 in Confinement: Tied phi(a) = 0.8, phi(b) = 0.9, phi(c) = 0.65 srr-, Pim C JN6r v [Tye.) P~!3 U4/1.14/UD pl.dt.U-LUIlUI Y.).O.) - rV .L II LYL t.Ll'ibLYr fWnJVv. J.4"aL iVl� 14:02:24 Licensed to: Coughlin Porter Lundeen, Inc. 0000000 00000 00000 00000 00000 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 0000000 00 00 00 00 0000000 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00000 00 00 00000 00000 00000 (TM) =========----s =---==== ============= =============sax========= Computer program for the Strength Design of Reinforced Concrete Sections ___==== _ == Licensee stated above acknowledges that Portland Cement Association (PCA) is not and cannot be responsible for either the accuracy or adequacy of the material supplied as input for processing by the pcaColumn(tm) computer program. Furthermore, PCA neither makes any warranty expressed nor implied with respect to the correctness of the output prepared by the pcaColumn(tm) program.Although PCA has endeavored to produce pcaColumn(tm) error free, the program is not and can't be certified infallible. The final and only responsibility for analysis, design and engineering documents is the licensees. Accordingly, PCA disclaims all responsibility in contract, negligence or other tort for any analysis, design or engineering documents prepared in connection with the use of the pcaColumn(tm) program. -w� a Steel_Pile_a LIZ/LIZ/VD pUdl.UJ.UICU1 rumlluime rwova.J. iv1. ,4:02:24 Licensed to: Coughlin Porter Lundeen, Inc. r General Information: r arc Steel_Pile_a File Name: \\Server5\structural\Southcenter Design -Build Garages\ENG\Analysis\Foundation\P Project: SC Garage Column: Pile @ SW Engineer: SES Code: ACI 318-02 Units: English Run Option: Investigation Slenderness: Not considered Run Axis: X-axis Column Type: Structural Material Properties: ==================== f' c = 4 ksi Ec = 3605 ksi Ultimate strain = 0.003 in/in Betal = 0.85 Section: ======== fy = 60 ksi Es = 29000 ksi Rectangular: Width = 20 in Depth = 20 in Gross section area, Ag = 400 inA2 Ix = 13333.3 inA4 Iy = 13333.3 in"4 Xo = 0 in Yo = 0 in Reinforcement: Rebar Database: ASTM A615 Size Diam (in) Area (inA2) Size Diam (in) Area (inA2) Size Diam (in) Area (inA2) # 3 0.38 0.11 # 4 0.50 0.20 # 5 0.63 # 6 0.75 0.44 # 7 0.88 0.60 # 8 1.00 # 9 1.13 1.00 # 10 1.27 1.27 # 11 1.41 # 14 1.69 2.25 # 18 2.26 4.00 Confinement: Tied; #3 ties with #10 bars, #4 with larger bars. phi(a) = 0.8, phi(b) = 0.9, phi(c) = 0.65 Layout: Rectangular Pattern: All Sides Equal (Cover to transverse reinforcement) Total steel area, As = 3.52 inA2 at 0.88% 8 #6 Cover = 1 in 0.31 0.79 1.56 Factored Loads and Moments with Corresponding Capacities: (see user's manual for notation) Pu Mux No. kip k -ft fMnx k -ft fMn/Mu 1 2 470.0 121.0 100.0 121.0 243.8 2.015 204.2 1.688 *** Program completed as requested! *** C©UGHLINPORTERLUNDEEN STRUCTURAL • CIVIL • SEISMIC ENGINEERING 20i1 C f.RCA T p11 Re1NfoRCENItNT TOT -At S.1� 31153 fiaTA-L itk, op- Pk -Cs ~ /zo AY6aA6 C PILLS LA-TIG-czAi Laic o: 26,5 k Cut.Tlaik 1'e..) .51-16K. WM4- PIuE b£S1GN Mia. LoAp : 3g k (u.i-rin,ATO /y/Ax c i s -/v6 Fore -CE Si / = 3 3 '1 5 0 D k (a►.»bw Wlle) /14,4x rfA/Sr ary )41dwe @ s h! 12-5 < goo o k (0►1\bA-\)\4 MG. /14 eNs T 6 Sn/ Pa_e = i 6O Fc' ( +x hte.a1 cc c;\ ) `� r P;1. ����er .s �ea-r �a1tr Q/e d�l�Jne e1 gjf� ann/�l �C�let {•�'rce d e- h ear r6ja-�'ve JliecAer T -tic pi IRS +r+7y Colttiw.nS" n pr cA-t- Plt s uNDEA, u 'Ns A X L oal Pia -.+yrs tee t 4-0 : 390 k z 450 r` o k (a. c►,.sa)1e) N1.dX N1om-e JT = 115 0 1 A..4 e) Kee o r i -kc ci Project S C. a,r Designed By: SSS Project No. Client Checked By: Date: 1- ! 4-' - O 6 Sheet p-16 of 413 PINE STREET • SUITE 300 • SEATTLE, WA 98101 • P. 206/3430460 • F. 2061343-569i COUGHLINPORTERLUNDEEN STRUCTURAL • CIVIL • SEISMIC ENGINEERING fitO a / ,z zJ 44 Qs PS 0,lz (4000)147),c) Asp `- (a, Y � s 20'S 8), 14_ (14- kel IN/ P4 MPR. = 25ok A75 -)4 460 Vt Q. o0 4 If d E. G 4— iv,A1 . 1,444C -um IN (') p'z 1)1A or "roP Co? k (e SW (2...-)(250): sei,c k e sw,A/ ma) 115 -Tr / 4.6 4 Nig, 4 •ifi8 dio(0ks)l%) 1f s. u_ S/a//2_.#L. P,Tc1.4 4 aG Project SC % AMA Designed By:Se s Date: /- 04 Project No. Client Checked By: Sheet p- 17 of 413 PINE STREET • SUITE 300 • SEATTLE, WA 98101 • P: 206/343-0460 • F: 2061343-5691 COUGHLINPORTERLUNDEEN STRUCTURAL • CIVIL • SEISMIC ENGINEERING S tWtr ! II X02 2O" is,a egoir r PT'S Act /2et•i - - Per 21.1 ,1 reel cwt.?'" 5 x pat e[ict. - SI -4" or G 4 -i- brow. I f C Rein in I per �. 1,-I,� 2.1.44.3 ret rei over 7x 01 It. elk = J11 -$ti fvo r+1 top o e- Project SG G•IkRkGre Designed By: SC 5 Date: ';-2-0� Project No. Client Checked Br Sheet p- } zi of 413 PINE STREET • SUITE 300 • SEATTLE. WA 98101 • P: 206/343-0460. F 206/343-5691 @ Sio gaAl s 20 in diam. Code: ACI 318-02 Units: English Run axis: About X-axis Run option: Investigation Slenderness: Not considered column type: Structural Bars: ASTM A615 Date: 01/14/06 Time: 09:34:02 -250 P (kip) 1200 — (Pmax) -600 — (Pmin) 250 (k -ft) pcaColumn v3.63 - Licensed to: Coughlin Porter Lundeen, inc. File: 11 Server5lstructurailSouthcenter Design -Build GarageslENGWnalysislFoundation\PCA\Pile at SW.co1 Project: SC Garage Column: Pile CO SW Engineer: SES fc = 4 ksi fy = 60 ksi Ag = 314.159 in"2 9 #9 bars Ec = 3605 ksi Es = 29000 ksi As = 9.00 in"2 Rho = 2.86% fc = 3.4 ksi fc = 3.4 ksi Xo = 0.00 In Ix = 7853.98 In"4 e_u = 0.003 in/in Yo = 0.00 in ly = 7853.98 in"4 Beta1 = 0.85 Clear spacing = 3.02 in Clear cover = 3.38 in Confinement: Tied phi(a) = 0.8, phi(b) = 0.9, phi(c) = 0.65 09:33:59 Licensed to: Coughlin Porter Lundeen, Inc. Pile at_SW 0000000 00000 00000 00000 00000 00 00 00 CO 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 0000000 00 00 00 00 0000000 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00000 00 00 00000 00000 00000 (TM) a=====_= ==ns=asaaasssa=a=a====_=_____ _ Computer program for the Strength Design of Reinforced Concrete Sections ========================================== Licensee stated above acknowledges that Portland Cement Association (PCA) is not and cannot be responsible for either the accuracy or adequacy of the material supplied as input for processing by the pcaColumn(tm) computer program. Furthermore, PCA neither makes any warranty expressed nor implied with respect to the correctness of the output prepared by the pcaColumn(tm) program.Although PCA has endeavored to produce pcaColumn(tm) error free, the program is not and can't be certified infallible. The final and only responsibility for analysis, design and engineering documents is the licensees. Accordingly, PCA disclaims all responsibility in contract, negligence or other tort for any analysis, design or engineering documents prepared in connection with the use of the pcaColumn(tm) program. V1/ i`!/ 1J CP AUAL 144 '. • 03 £VALLC4rL t.... ....•. .-•..w.v.......a. A. 11,11.• 'Q:33:59 Licensed to: Coughlin Porter Lundeen, Inc. Pile at SW general Information: _=================== File Name: \\Server5\structural\Southcenter Design -Build Garages\ENG\Analysis\Foundation\P Project: SC Garage Column: Pile @ SW Engineer: SES Code: ACI 318-02 Units: English Run Option: Investigation Slenderness: Not considered Run Axis: X-axis Column Type: Structural Material Properties: a= __ __ __==== f'c == 4 ksi Ec = 3605 ksi Ultimate strain = 0.003 in/in Betel = 0.85 Section: Circular: Diameter = 20 in fy = 60 ksi Es = 29000 ksi Gross section area, Ag = 314.159 inA2 Ix = 7853.98 inA4 Iy = 7853.98 inA4 Xo = 0 in Yo = 0 in Reinforcement: _= Rebar Database: ASTM A615 Size Diam (in) Area (inA2) Size Diam (in) Area (inA2) Size Diam (in) Area (in"2) # 3 0.38 0.11 # 4 0.50 0.20 # 5 0.63 # 6 0.75 0.44 # 7 0.88 0.60 # 8 1.00 # 9 1.13 1.00 # 10 1.27 1.27 # 11 1.41 # 14 1.69 2.25 # 18 2.26 4.00 Confinement: Tied; #3 ties with #10 bars, #4 with larger bars. phi (a) = 0.8, phi (b) = 0.9, phi(c) = 0.65 Layout: Circular Pattern: All Sides Equal (Cover to transverse reinforcement) Total steel area, As = 9.00 inA2 at 2.86% 9 #9 Cover = 3 in 0.31 0.79 1.56 Factored Loads and Moments with Corresponding Capacities: (see user's manual for notation) === == == = == == == == = _= P = === ====== ==== Pu Mux fMnx No. kip k -ft k -ft fMn/Mu 1 470.0 2 -175.0 158_0 158.0 180.9 1.145 160.3 1.014 *** Program completed as requested! ***