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HomeMy WebLinkAbout2002-08-12 2900 WHEATON WAY - PermitsOwner: ALBERTSON'S INC 208-395-6275 250 PARK CENTER BLVD BOISE IDAHO 83726 Contractor,: WESTERN REFRIGERATION CONTR 208-736-624Lic #: WESTERCO72J9 Exp: 5-3-2003 PO BOX 1507 TWIN FALLS IDAHO 833031507 Subcontr: Desc: REFRIGERATION UNITS (87) Valuation * Permit Fees: 1,302.40 Total Calculated Fee: 1,302.40 .00 Plan Check Fees: .00 Additional Fees: .00 Other Fees: .00 Total Permit Fee: 1,302.40 MECHANICAL/PLUMBING FIXTURES-- MECH-Refrig Unit to look btu: 87 �*�:%�Ckc�X�Ckt%c%c�t�C�K�C�C:kXt�CMc�:;4c���K�c:KXC�CXt*XC**XC�C�C�C�c�C*�CkCkC*��*�C:KYcY�ik�k:K�C�CXtXcxc�C�t�CAcAcrK�C���c*Xi*XC��*�C��CY��K��XC�'%�c*�s�C�C� This permit shall become null and void if the building or work authorized by this permit is not commenced within 180 days from the date of such permit, or if this building or work authorized by such permit is suspended or abandoned at any time after the work is commrenced for a period of 180 days. NOTICE - It is the responsibility of t."e permit holder, not the City of Bremerton or Building Official to see to it that required inspections are made. The permit holder must notify the Building Official when ready for inspections. Failure of the permit holder to notify the Building Official of required inspection may result in the stoppage of the work until such time that the permit holder can substantiate to the building official that the concealed work meets or exceeds code requirements. Any demolition, testing, or financial burden shall be borne directly by the permit holder. Failure to substantiate code requirements will indemnify the City against any and all responsibility or liability connected with the construction. I hereby certify that I have read and examined this permit and know the same to be true and correct. All pravisiors of laws and ordinances governing this type of work will be complied with whether specified herein or not. The granting of a permit does not presume to give authority to violate or cancel the provisions of any other, state or local law regulating construction or the performance of construction. Si g1V..ture: r Date: I certify that I am exempt 'from the requirements of the state contractor's registration law. under Section 3, Chapter, 126, laws of 1967. signature: ��::K7KrKk:kck:7K�k�KXC�i�?Y.aK�1c�;:K�ktl�x.X,Y�* Permit Center --Approved 8 Date: Date: ALI E3F:ZaMaF:ZTOM PEF;tM X I" CEM-rEF2 286 4th Street, Bremerton, 14A 98337 Phone: ( 360 ) 478-5275 FAX: (360) 478-52.78 BUILDING PERMIT Job Addr: 2900 WHEATON WAY Permit No: 02-0452 Location: ALBERTSON'S GROCERY STORE Status: ISSUED Parcel No: Applied: 08/12/2002 Issued: 08/12/2002 Applicant: WESTERN REFRIGERATION CONTR 208-736--6246 Expires: 02.'08/2003 PO BOX 1507 TWIN FALLS IDAHO 833031507 Owner: ALBERTSON'S INC 208-395-6275 250 PARK CENTER BLVD BOISE IDAHO 83726 Contractor,: WESTERN REFRIGERATION CONTR 208-736-624Lic #: WESTERCO72J9 Exp: 5-3-2003 PO BOX 1507 TWIN FALLS IDAHO 833031507 Subcontr: Desc: REFRIGERATION UNITS (87) Valuation * Permit Fees: 1,302.40 Total Calculated Fee: 1,302.40 .00 Plan Check Fees: .00 Additional Fees: .00 Other Fees: .00 Total Permit Fee: 1,302.40 MECHANICAL/PLUMBING FIXTURES-- MECH-Refrig Unit to look btu: 87 �*�:%�Ckc�X�Ckt%c%c�t�C�K�C�C:kXt�CMc�:;4c���K�c:KXC�CXt*XC**XC�C�C�C�c�C*�CkCkC*��*�C:KYcY�ik�k:K�C�CXtXcxc�C�t�CAcAcrK�C���c*Xi*XC��*�C��CY��K��XC�'%�c*�s�C�C� This permit shall become null and void if the building or work authorized by this permit is not commenced within 180 days from the date of such permit, or if this building or work authorized by such permit is suspended or abandoned at any time after the work is commrenced for a period of 180 days. NOTICE - It is the responsibility of t."e permit holder, not the City of Bremerton or Building Official to see to it that required inspections are made. The permit holder must notify the Building Official when ready for inspections. Failure of the permit holder to notify the Building Official of required inspection may result in the stoppage of the work until such time that the permit holder can substantiate to the building official that the concealed work meets or exceeds code requirements. Any demolition, testing, or financial burden shall be borne directly by the permit holder. Failure to substantiate code requirements will indemnify the City against any and all responsibility or liability connected with the construction. I hereby certify that I have read and examined this permit and know the same to be true and correct. All pravisiors of laws and ordinances governing this type of work will be complied with whether specified herein or not. The granting of a permit does not presume to give authority to violate or cancel the provisions of any other, state or local law regulating construction or the performance of construction. Si g1V..ture: r Date: I certify that I am exempt 'from the requirements of the state contractor's registration law. under Section 3, Chapter, 126, laws of 1967. signature: ��::K7KrKk:kck:7K�k�KXC�i�?Y.aK�1c�;:K�ktl�x.X,Y�* Permit Center --Approved 8 Date: Date: R E 0 U I R E D I N S P E C T I 0 N'S Item: 01550 PLUMBING Dept: BLDG Division: TESTING: Must be recognized by the Washington Association of Building Officials .SPECINSP : Must be registered with the State of WA ST OF WA: State of WA Dept. of Labor and Industrieas 478-4921 HEALTH: Bremerton/Kitsap Health District 478-5235 ALL INSPECTIONS PERFORMED BY THE CITY OF BREMERTON MUST BE SOHEDULM.'THROU-H THE PERMIT CENTER, ( 360) 478-527,5. Permit Ho1�e � 's � 01/ Signature:_ Date: BREMERi`OIV PEEaM.i T GEN -"ER 286 4th Street, Bremerton, WA 98337 Phone: ( 360) 478-5275-' FAX:, ( 360) 478-5278 Building Permit No: 02--0452 Job Address. 2900 WHEATON WAY Status: ISSUED Location: ALBERTSON'S GROCERY STORE Issued: 08/12/2002 Assr Acct No: Expires: 02/08/2003 R E 0 U I R E D I N S P E C T I 0 N'S Item: 01550 PLUMBING Dept: BLDG Division: TESTING: Must be recognized by the Washington Association of Building Officials .SPECINSP : Must be registered with the State of WA ST OF WA: State of WA Dept. of Labor and Industrieas 478-4921 HEALTH: Bremerton/Kitsap Health District 478-5235 ALL INSPECTIONS PERFORMED BY THE CITY OF BREMERTON MUST BE SOHEDULM.'THROU-H THE PERMIT CENTER, ( 360) 478-527,5. Permit Ho1�e � 's � 01/ Signature:_ Date: R'ECEIPT **'IV * RECEIPT Number. 02000699 Amount.: 1,301-1-1.4C, 08,,,1'2e102 11',39 Payment Methoei, VISIA Notation: MOORE VISA Ir'lit - Vw Permit No. 02-0452 T,,vpe-, M MEC:H/PLBG PERMIT" Sita Address: 2900 WHEATON WAY I-ocation " ALBERT'D'ON'15 GROCERY STORE ;otal Fees: 1,34D2.40 This Payment 1,302.40 Total ALL., Pmts, 1,302.40 Balance: .00 X, -yr A, NA'** *Ar. Account Code Description A -mount 16-:322.11,30S (221.5.) MECHANICAL PERMIT FEES 1n302.40 08/12 ` 2002 11:49 7366217 WESTERN PEFRIG PAGE 02 t) V 14 .K 0, rNKNIV. DEVELOPMEN PAGE f:: ' � '4:1 uoi.�." •1 S: 1'-T'i.l i�:.�i �'', G"+i;Y ���k1Y;.•• i�.}SIC. ��t. ; 1 :�;:�^ -J'.. .�a r 'r.,<.+�" ;a.• 1 <. s� :. ,cit s N,{:. �� -- - PSG a4 ----.�.�....�_._.. ' Type of Fuel: Ekca7c Get _y r011 co�c;s� _s �•�I`�a-n s rcc.ery Site Address. 0 0 — ,rer+^j con f V -. / UWrfOr -�/�%� COrtCt�CfGC: address' /Sly 7 ,111 371 ./.Phone I Qyntrwtor'i 1-sc-m a Number/Exptmum t%w 06 -� f4v a7 L -T9 r Gi ! P:PLtiG IAII+DRY tXwxas btu. ,.-... --�. .._. i Ci ,ASID --- ^�--- p E IE9Vle AUG 12 2002 BREMERTON BUILDING DEPARTMENT ,.... �..." ._ r .... 154v K 141u: � ��ir1C:3'f F.oP�S --- - SI,Cp SI`1{ uL'VGfFiO�J�i'�oerdrwrp W.A RP1P11NG&.\I.T'ERArQN I Mtlrx c—,or,commesLJl -^-.""- �_ - vAfiASE RPP/L\7�OR--- -- � 1_L ....■.�----.....,�.,,.�- � Mpg ,fi '_'"'�.."—_.._...r.�..-----. �...........�..��• aPR2�;1a.ER+ S :'�rl''l ^. _....._.�__..�.�...— — ..-�.._._...._-..» ` T5—T5ccti swIAMING of i �. IMECi-I.A.ti](...1LI. FEES'.._.....,,,,,,..._.w.___.,,......._.�....,...._—. �� PLI�I�i' FEES.- CIL kkGE:— / TO / � �PPI.TC�INTS SICi:�Ai'L' - �'fi•,_......�:J.-=t'� p E IE9Vle AUG 12 2002 BREMERTON BUILDING DEPARTMENT BY -G. OHANIAN RACK DESIGN & ENGINEERING CO. .-DATE 12-2-02 3786 LA CRESCENTA AVE., SUITE 204 SHEET NO. 1 SUBJECT GLENDALE, CA. 91208 JOB NO. RD -7407 TEL:(818)957-2980 FAX:(818)957-8603 STRUCTURAL CALCULATIONS OF0 FIL "L Z I -i - E - - R STORAGE SHELVING 8t RACKS FOR: ALBERTSONS STORE #443 WHEATON WAY & SHERIDAN ROAD BREMERTON, WA. PER UBC 1997 EDITION STORAGE RACKS CAPACITY: 2000 # LEVEL AT PALLET RACKS 150 # ARM AT SHELVING 500 # LEVEL AT WIDESPAN SHELVING CALCS. 1 THRU 8 DRAWINGS: RD -7407 SH. 1 & 2 MOW' 33552VL'i Q* 4t CISTF 'STC OONAL EXPIRES 12-26-03 Q CC IE WI JAN 02 2003 DD BREMERTON BUILDING DEPARTMENT A E&_E IV ED BY Purchasing DEG 0 9 2002 ALSEWSONS,114C. N "x MOW' 33552VL'i Q* 4t CISTF 'STC OONAL EXPIRES 12-26-03 Q CC IE WI JAN 02 2003 DD BREMERTON BUILDING DEPARTMENT A E&_E IV ED BY Purchasing DEG 0 9 2002 ALSEWSONS,114C. BY , G. OHANIAN RACK DESIGN & ENGINEERING CO. DATE 12-2-02 3786 LA CRESCENTA AVE., SUITE 204 SHEET N0. 2 GLENDALE, CA. 91208 JOB NO. RD -7407 SUBJECT TEL:(818)957-2980 FAX:(818)957-8603 106' 96" 44' m F-7 FRONT VIEW "A" SIDE VIEW 2000 # / LEVEL + 25% IMPACT LOAD 1400 # / BEAM 106" LONG BEAM Ix=4.41 Sx=1.71 FY= 50 KSI. 106" 96' FRONT VIEW "B" 96" LONG BEAM SIDE VIEW I x =2.56 Sx=1.22 M- 106"x 1 .4 K = 18.5�K M= 96"x 1 .4 K = 16.8 K 8 8 180"K - .62<1.71 SR= 1 30"K 56<1.22 SR- FY= 50 KSI' BY G. OHANIAN RACK DESIGN & ENGINEERING CO. DATE 12-2-02 3786 LA CRESCENTA AVE., SUITE 204 SHEET NO. 3 SUBJECT GLENDALE, CA. 91208 JOB N0. RD -7407 TEL:(818)957-2980 FAX:(818)957-8603 SEISMIC DESIGN V= 2.5xCaxl x W UBC 1997 SEC. 2222 Rx 1.4 WORKING STRESS I=1 R=5.6 LONGIT. DIR. (MOM. CONN.) R=4.4 TRANSV. DIR. (BRACED) Na=1 Ca=.44xNa Ca=.44x1=.44 W=D.L.+L.L. LOAD PER COLUMN TYPE "A" RACK P= 2x2K =2K 2 W=.1 + 2 =2.1 K Dl. L.L. V _ 2.5x.44x2.1 = K LONGIT. 5.6x 1.4 30 DIR. V = 2.5x.44x2.1 = .38 K TRANS. 4.4x 1.4 DIR. LONGIT. SEISMIC N n N n .30K 0 LOAD PER COLUMN TYPE "B" RACK P= 32D.L. 2 = 3 K W=.1 L.L. 3 3.1 K V =.43K V =.55K LONGIT. TRANS. DIR. DIR. 'K C 'K 0 e G s .43K 0 'K 'K 1 "K BY , G. OHANIAN RACK DESIGN & ENGINEERING CO. 12-2-02 3786 LA CRESCENTA AVE., SUITE 204 SHEET N0. 4 DATE GLENDALE, CA. 91208 JOB N0. RD -7407 SUBJECT TEL:(818)957-2980 FAX:(818)957-8603 COLUMN ANALYSIS 3" KI = 72 = 60 \' FY= 50 KSI rx 1.2 A=.62 KI _ 54 Sx=.68 ry 1.1 =49 X --x rx=1.2 ry=1.1 Max=Sx•Fb =20"K COMBINED STRESS RATIO P + M 13 + 20 = 1.21<1.33 K Pa ax 2.1 BASE PLATE ANCH. TENSION = 0 ANCHOR SHEAR = .30K �Q �I (1)-1/2"W WEDGE TYPE ANCHORS �Q ICBO #1372. (NO INSPECTION REQ'D) DESIGNED FOR 1/2 STRESS RACK COLUMNS DESIGNED SUCH THAT IF THE FRONT COL. 4" IS DAMAGED THE REAR COL. HAS EXTRA CAPACITY TO SUPPORT THE FULL LOAD OF THAT BAY, (SEC. 2222-5) MOMENT AT BEAM CONNECTION Mi = 212+5 = 13"K TYPE "A" MZ = 212+8 = 14.5"K TYPE "B" "K 13 USE 2 PIN CONNECTOR ALL LEVELS TYP. Fe= (K2x 2= 79 rx Fn=Fy(1— 4F )= 42 KSI e Pr, =Fr, xA = 26 K Pn = 13 K P° 1.92 4"x8 3/4"x3/8" BASE PLATE N 7/16"0 RIVET A = .095 Fy = 79 KSI Va = .095x79x.4 = 3.0 K 5 "K "K M 21 t 7/16"0 RIVET ASTM A354-79 TH'K=3/16" 2 PIN CONNECTOR Ma CONN. = 3.0 Kx4"x1.33 = 16"K By G. OHANIAN RACK DESIGN & ENGINEERING CO. 12-2-02 SHEET NO. 5 DATE 3786 LA CRESCENTA AVE., SUITE 204 GLENDALE, CA. 91208 JOB NO. RD -7407 SUBJECT TEL:(818)957-2980 FAX:(818)957-8603 TRANSVERSE SEISMIC (OVERTURNING) TYPE "A" MOT= '38Kx2 x144"x.5x1.15 = 63"K COL. MR = 2.1 K x44" = 92"K NO UPLIFT TYPE "B" MOT = .55 Kx2 x 144"x.5x 1.15 = 91 "K COL. MR = 3.1 K x44" = 136"K NO UPLIFT LOAD TO DIAGONAL P= .55x2 x 60 = 1.5 K COL. 44 FY =50 KSI A=.31 F° = 9.8 KSI rx =.48 P°= 3.1K 0=.74 L= 60" CHECK WELDS 1/8" WELD 1" LONG EACH SIDE (2" TOTAL) 2x.125x.707x70x.3 = 3.7 K CHECK SLAB 3100 IF I 5" CONCRETE SLAB 2000 PSI. CONC. 1000 PSF. SOIL a d ° e ° a a ° °d < e 5" 5.5" 10.5" 10.5" 21" TOP LEVEL LOADING MOT= .19Kx2 x144"= 54"K COL. MR = 1.1 Kx44"= 48"K MOT = .18Kx2 x144"= 52"K COL. MR = 1.1 Kx44"= 48"K BOTH SIDES TYP. UPLIFT =" 5444 = .14K 44" UPLIFT = 52 44" 4 K -.09 K " 9> TYP 1/8 1" 1 SEC. B -B 3100 = 3.1 3,1x144=446°" 1000 1/446 =21" M= ( 5'z )2x1000x z x12 = 1260,# S= 12x52 = 50 6 1260 50 = 25 < 1.6 0 =72 I j t=.07' f SEC. A -A UPLIFT =" 5444 = .14K 44" UPLIFT = 52 44" 4 K -.09 K " 9> TYP 1/8 1" 1 SEC. B -B 3100 = 3.1 3,1x144=446°" 1000 1/446 =21" M= ( 5'z )2x1000x z x12 = 1260,# S= 12x52 = 50 6 1260 50 = 25 < 1.6 0 =72 BY . G. OHANIAN RACK DESIGN & ENGINEERING CO. DATE 12-2-02 3786 LA CRESCENTA AVE., SUITE 204 SHEET N0. 6 GLENDALE, CA. 91208 JOB N0. RD -7407 SUBJECT TEL:(818)957-2980 FAX:(818)957-8603 2i 11 l I I 48" 48" 48" co 00 IX coo O v O m N (V r r SIDE VIEW FRONT VIEW LOAD PER COLUMN P= 4x.15K =.6 K W=.1 +.6 =.7 K D.L. L.L. V= 2.5x.44x.7 = .12 K 4.4x1.4 M e = .7 Kx(1 1 "+ 1.3") = 8.6 ..K M s = .12K x84"x.5x 1.15 = 6.0 K 14.6 -- COLUMN ANALYSIS BASE SHEAR PER COLUMN '° KI = 2x84 = 105 "' FY=36 KSI rx 1.6 A=.76 F 12.3 KSI x — — .D7" S x=1.52 a = N r .6 Pa=FaxA = 9.3 K x— t/4 Max=Sx•Fb= 33.4�K COMBINED STRESS RATIO P + M + 14.6 =.51<1.33 Pmax ax 93 33.4 OVERTURNING MOT= 6.0'K MR = .7 Kx1 1 7.7 K NO UPLIFT USE TWO 1/4"0 ANCHORS PER BASE AT EVERY OTHER BAY, 2" EMB. (ICBO #1372) AT 72" HIGH SHELVING NO ANCHOR REQUIRED TWO SIDES LOADED Me= 0 MS= 6.0Kx2=12"K P + M 93 + 12 =.51<1.33 PC max BY . G. OHANIAN RACK DESIGN & ENGINEERING CO. DATE 12-2-02 3786 LA CRESCENTA AVE., SUITE 204 SHEET N0. 7 GLENDALE, CA. 91208 JOB NO. RD -7407 SUBJECT TEL:(818)957-2980 FAX:(818)957-8603 I 96" IF N 500 # / LEVEL 250 # / BEAM N c Ix -.64 N N 0 n t=0.06 KSI. Fy =36 ' I i� co N SIDE VIEW 8 N N 96 = .53' 384x1, xE 180 N FRONT VIEW LOAD PER COLUMN 500 # / LEVEL P= 525K=1.2K W=.1 +1.2 =1.3K D.L. L.L. V = 2.5x.44x 1.3 =.18 K LONOIT. 5.6x 1.4 DIR. V _ 2.5x.44x 1.3 = 23 K TRANS. 4.40 .4 .4 DIR. 30" BEAM 500 # / LEVEL 250 # / BEAM c Ix -.64 X- - -x Sx=.36 0 n t=0.06 KSI. Fy =36 ' I i� co M= 96"x.25K = 3"K SIDE VIEW 8 SR= 22 = .13<.36 0 = 5xWxL3 =.15" < 96 = .53' 384x1, xE 180 LONGIT. SEISMIC .18K 0 7" K 1.3 K 1.7 �K 1.9 'K 9 I` BY . G. OHANIAN RACK DESIGN & ENGINEERING CO. 12-2-02 SHEET N0. 8 DATE 3786 LA CRESCENTA AVE., SUITE 204 GLENDALE, CA. 91208 JOB NO. RD -7407 SUBJECT TEL:(818)957-2980. FAX:(818)957-8603 COLUMN ANALYSIS COMBINED STRESS RATIO K 1.3 P + M = 1.3 + 1 .9 = .76<1.33 P° M °x 3.8 4.5 BASE PLATE ANCH. TENSION = 0 ANCHOR SHEAR = • 18 = .09 K 2 (2)-3/8"0 WEDGE TYPE ANCHORS ICBO #4627, OR #1372. (NO INSPECTION REQ'D) DESIGNED FOR 1/2 STRESS MOMENT AT BEAM CONNECTION M 1.9+1.7 =1.8K ,= 2 USE 2 PRONG CONNECTOR ALL LEVELS TYP. Fe= � 2 11 = 20 (K ) ry F,=Fy(1— 4F )= 20 KSI e K Pr,=FnxA= 7.2 __ Pn K P° 1.92 = 3.8 TH'K=12 GA. Ni/ / 2 PRONG CONNECTOR >_ 11/4%12 GA. kTE SHEAR CAPACITY OF THE PRONG .105"x.5%50K z.4=1.1 K Ma CONN. = (1.1 Kx2")x1.33 = 2.8"K KI = 22 = 30 0 1 5/8' N I I Fy=36Ksi rx .74 ^ A=.36 KI 74 Mx- — -x Sx=.19 _ =120 r .62 t=.07" rx =.74 ry=.62 M°x=Sx•Fb =4.5�K COMBINED STRESS RATIO K 1.3 P + M = 1.3 + 1 .9 = .76<1.33 P° M °x 3.8 4.5 BASE PLATE ANCH. TENSION = 0 ANCHOR SHEAR = • 18 = .09 K 2 (2)-3/8"0 WEDGE TYPE ANCHORS ICBO #4627, OR #1372. (NO INSPECTION REQ'D) DESIGNED FOR 1/2 STRESS MOMENT AT BEAM CONNECTION M 1.9+1.7 =1.8K ,= 2 USE 2 PRONG CONNECTOR ALL LEVELS TYP. Fe= � 2 11 = 20 (K ) ry F,=Fy(1— 4F )= 20 KSI e K Pr,=FnxA= 7.2 __ Pn K P° 1.92 = 3.8 TH'K=12 GA. Ni/ / 2 PRONG CONNECTOR >_ 11/4%12 GA. kTE SHEAR CAPACITY OF THE PRONG .105"x.5%50K z.4=1.1 K Ma CONN. = (1.1 Kx2")x1.33 = 2.8"K BY G. OHANIAN RACK DESIGN & ENGINEERING CO. DATE+ 12-2-02 3786 LA CRESCENTA AVE., SUITE 204 SHEET NO. 1 GLENDALE, CA. 91208 JOB N0. RD -7407 SUBJECT TEL:(818)957-2980 FAX:(818)957-8603 STRUCTURAL CALCULATIONS OF "LOZIER" STORAGE SHELVING & RACKS FOR: ALBERTSONS STORE #443 WHEATON WAY & SHERIDAN ROAD BREMERTON, WA. PER UBC 1997 EDITION STORAGE RACKS CAPACITY: 2000 # / LEVEL AT PALLET RACKS 150 # / ARM AT SHELVING 500 # / LEVEL AT WIDESPAN SHELVING CALCS. 1 THRU 8 DRAWINGS: RD -7407 SH. 1 & 2 oa-oi�-3 WA s4 Yj`Y 1p, w 33552 <y� ��C33552 � �`V �SS�ONAL E�G� EXPIRES 12-26-03 DECEIVED By Purchasing DEU 0 9 2002 2 ; l ALBERTSON'S, INC. BY G. OHANIAN RACK DESIGN & ENGINEERING CO. • DATE ' 12-2-02 3786 LA CRESCENTA AVE., SUITE 204 SHEET N0. 2 GLENDALE, CA. 91208 JOB NO. RD -7407 SUBJECT TEL:(818)957-2980 FAX:(818)957-8603 106' 96' FRONT VIEW "A" SIDE VIEW 2000 # / LEVEL + 25% IMPACT LOAD 1400 # / BEAM 106" LONG BEAM Ix=4.41 Sx=1.71 FY= 50 KSI. 106' 96' FRONT VIEW "B" 96" LONG BEAM M- 106'8x 1.4 K = 18.5 K M= 96'81.4 K = 16.8 K SR 1 30 K - .62<1.71 SR 1 30 K - .56<1.22 SIDE VIEW Ix=2.56 Sx=1.22 FY= 50 KSI. BY G. OHANIAN RACK DESIGN & ENGINEERING CO. DATE. 12-2-02 3786 LA CRESCENTA AVE., SUITE 204 SHEET NO. 3 SUBJECT GLENDALE, CA. 91208 JOB NO. RD -7407 TEL:(818)957-2980 FAX:(818)957-8603 SEISMIC DESIGN V= 2.5xCaxl x W Rx 1 .4 WORKING STRESS UBC 1997 SEC. 2222 1=1 R=5.6 LONGIT. DIR. (MOM. CONN.) R=4.4 TRANSV. DIR. (BRACED) Na=1 Ca=.44xNa Ca=.44x1 =.44 W=D.L.+L.L. LOAD PER COLUMN TYPE "A" RACK P_ 2x2K =2K 2 W=.1 + 2 =2.1 K D.L. L.L. V _ 2.5x.44x2.1 = K LONGIT. 5.6x 1.4 .30 DIR. V = 2.5x.44x2.1 = .38 K TRANS. 4., 4x 1.4 DIR. LONGIT. SEISMIC N n N N LOAD PER COLUMN TYPE "B" RACK P= 32D.L. L.L. = 3 K W=.1 3 3.1 K V = .43 K V = .55 K LONGIT. TRANS. DIR. DIR. 'K 0 .30K 0 .43 K 0 'K 'K 1 'K BY G. OHANIAN RACK DESIGN & ENGINEERING CO. SHEET N0. 4 DATE' 12-2-02 3786 LA CRESCENTA AVE., SUITE 204 GLENDALE, CA. 91208 JOB NO. RD -7407 SUBJECT TEL:(818)957-2980 FAX:(818)957-8603 COLUMN ANALYSIS 3" a KI = 72 = 60 = 13"K TYPE "A" Fe= 2 = 79 \' FY50 KSI . rx 12 ( K� j A=.62 212 8 = "K . TYPE "B" 145 r x Sx=.68 KI = 54 =49 ry 1.1 FY )= 42 1<51., Fr,=Fy(1- x - -x 4F8 rx =1.2 13 t=.07" ry=1.1 "K Max =Sx .Fb =20 CONNECTOR K Pr, =Fr, xA = 26 ALL LEVELS TYP. _ Pn - 13 K P° COMBINED STRESS RATIO 1.92 + + — 1.21 <1.33 P M 13 20 a ax K 2.1 BASE PLATE ANCH. TENSION = 0 ANCHOR SHEAR = .30K IQ �I 4"x8 3/4"x3/8" BASE PLATE (1)-1/2"O WEDGE TYPE ANCHORS IQ ICBO #1372. (NO INSPECTION REQ'D) DESIGNED FOR 1/2 STRESS n RACK COLUMNS DESIGNED SUCH THAT IF THE FRONT COL. 4" IS DAMAGED THE REAR COL. HAS EXTRA CAPACITY TO SUPPORT THE FULL LOAD OF THAT BAY, (SEC. 2222-5) MOMENT AT BEAM CONNECTION M, = 212 5 = 13"K TYPE "A" M = 2 212 8 = "K . TYPE "B" 145 "K 13 USE 2 PIN CONNECTOR ALL LEVELS TYP. 7/16"0 RIVET A = .095 Fy = 79 KSI Va = .095x79x.4 = 3.0 K 5 "K "K M 21 1 7/16-0 RIVET ASTM A354-79 TH'K=3/16" 2 PIN CONNECTOR Ma CONN.= 3.0 Kx4"x1 .33 = 16"K BY G. OHANIAN RACK DESIGN & ENGINEERING CO. DATE — 3786 LA CRESCENTA AVE., SUITE 204 12-202 SHEET NO. 5 GLENDALE, CA. 91208 JOB NO. RD -7407 SUBJECT TEL:(818)957-2980 FAX:(818)957-8603 TRANSVERSE SEISMIC (OVERTURNING) TYPE "A" MOT =..38Kx2 x144"x.5x1.15 = 63"K COL. MR = 2.1 K x44" = 92"K NO UPLIFT TYPE "B" MOT = .55 Kx2 x`144%.50.15 1.15 = 91 "K COL. MR = 3.1 K x44" = 136"K NO UPLIFT LOAD TO DIAGONAL P = .55x2 x 60 = 1.5 K COL. 44 FY =50 Ksi A=.31 rx =.48 Q=.74 L= 60" Fa = 9.8 KS1 Pa= 3.1K CHECK WELDS 1/8" WELD 1" LONG EACH SIDE (2" TOTAL) 2x.125x.707x70x.3 = 3.7 K CHECK SLAB 3100 1 5" CONCRETE SLAB 2000 PSI. CONC. 1000 PSF. SOIL e ° a °d e a 5" 5.5" 10.5" 10.5" 21" TOP LEVEL LOADING MOT = .19Kx2 x144"=54" K COL. MR = 1.1 Kx44"= 48"K MOT = .18Kx2 x144"=52" K COL. MR = 1 .1 Kx44"= 48"K UPLIFT = 54K —48 K = .14K 44" UPLIFT =" 44 52 —.09 K 44" 9> TYP 1/8 1" SEC. 8- 3 3100 = 3.1 3.1x144=446 oil 1000 1/446 =21" M=(5'2 )2x1000x 2 x12 = 1260,# S= 12x52 = 50 6 1260 = 25 < 1.6 V-2000 =72 50 BOTH SIDES TYP. 1/8 1" NJL ^ ' M t=.07" SEC. A -A UPLIFT = 54K —48 K = .14K 44" UPLIFT =" 44 52 —.09 K 44" 9> TYP 1/8 1" SEC. 8- 3 3100 = 3.1 3.1x144=446 oil 1000 1/446 =21" M=(5'2 )2x1000x 2 x12 = 1260,# S= 12x52 = 50 6 1260 = 25 < 1.6 V-2000 =72 50 BY G. OHANIAN RACK DESIGN & ENGINEERING CO. 'DATE 12-2-02 3786 LA CRESCENTA AVE., SUITE 204 SHEET N0. 6 GLENDALE, CA. 91208 JOB N0. RD -7407 SUBJECT TEL:(818)957-2980 FAX:(818)957-8603 22" 22"I I 48 48" 48" co 60 n n ir M O a O co N N , n n SIDE VIEW FRONT VIEW LOAD PER COLUMN P= 4x.1 5K =.6 K W=.1 +.6 =.7 K D.L. L.L. V= 2.5x.44x.7 = .12 K 4.4x 1.4 Me= .7Kx(11"+1.3")=8.6"K M5= .12Kx84"x.5x1.15 = 6.0 K 14.6" K COLUMN ANALYSIS BASE SHEAR PER COLUMN '° KI 2x84 F Y=36 KSI rx — 1.6 = 105 X — — A=.76 Fa = 12.3 KSI o7- S x=1.52 N r —1.6 1 iPa=FaxA = 9.3 K x- /4 Max=Sx•Fb= 33.4"K COMBINED STRESS RATIO P + M 9 3 + 14.6 33.4 =.51<1.33 PO max OVERTURNING MOT= 6.O"K MR = .7 Kx11"= 7.7'K NO UPLIFT USE TWO 1/4"0 ANCHORS PER BASE AT EVERY OTHER BAY, 2" EMB. (ICBG #1372) AT 72" HIGH SHELVING NO ANCHOR REQUIRED Ms= 6.0Kx2=12"K P + M 93 + 1 4 =•51<1.33 PMaxPa BY G. OHANIAN RACK DESIGN & ENGINEERING CO. DATE' 12-2-02 3786 LA CRESCENTA AVE., SUITE 204 SHEET N0. 7 GLENDALE, CA. 91208 JOB N0. RD -7407 SUBJECT TEL:(818)957-2980 FAX:(818)957-8603 I 96" N N N i N N N N FRONT VIEW LOAD PER COLUMN 500 # / LEVEL P= 5 .5K=1.2K W=.1 +1.2 =1.3 K D.L. L. L. V = 2.5x.44x 1.3 = .18 K LON01T. 5.6x 1.4 DIR. V _ 2.5x.44x 1.3 = 23 K TRANS. 4.4x 1.4 DIR. BEAM 500 # / LEVEL 250 # / BEAM 00 -1,A a Ix =.64 x - -x Sx=.36 FRONT VIEW LOAD PER COLUMN 500 # / LEVEL P= 5 .5K=1.2K W=.1 +1.2 =1.3 K D.L. L. L. V = 2.5x.44x 1.3 = .18 K LON01T. 5.6x 1.4 DIR. V _ 2.5x.44x 1.3 = 23 K TRANS. 4.4x 1.4 DIR. BEAM 500 # / LEVEL 250 # / BEAM 00 -1,A a Ix =.64 x - -x Sx=.36 00 n t=0 06" KSI. Fy =36 i- LJ M= 96"x.25K = 3^K SIDE VIEW 8 SR 22 - .13<.36 3 A = 5xWxL =.15" < 96 = .53" 384xlx xE 180 LONGIT. SEISMIC .18K 0 7'K 1.3-K 1.7"K 1.9 .K 9K BY G. OHANIAN RACK DESIGN & ENGINEERING CO. DATE' 12-2-02 3786 LA CRESCENTA AVE., SUITE 204 SHEET N0. $ GLENDALE, CA. 91208 JOB NO. RD -7407 SUBJECT TEL:(818)957-2980 FAX:(818)957-8603 COLUMN ANALYSIS COMBINED STRESS RATIO P + M = 1 .3 + 1 .9 = .76<1.33 P° M °% 3.8 4.5 BASE PLATE ANCH. TENSION = 0 ANCHOR SHEAR = • 18 = .09 K 2 (2)-3/8"0 WEDGE TYPE ANCHORS ICBO #4627, OR #1372. .(NO INSPECTION REQ'D) DESIGNED FOR 1/2 STRESS MOMENT AT BEAM CONNECTION M 1.9+1.7 = 1.8"K ,= 2 USE 2 PRONG CONNECTOR ALL LEVELS TYP. Fe= Tr2x 2= 20 ( rl ) v F►, =F y(1 — 4F8 )= 20 KSI K P11=Fr,xA= 7.2 _ Pn K P° 1.92 = 3.8 K 1.3 1 101 3 3/4"x2 1/4"x12 GA. BASE PLATE ♦ _ . ry 3 3/4" TH'K=12 GA. h i 2 PRONG CONNECTOR SHEAR CAPACITY OF THE PRONG .105"x.5"x50Ksz.4=1.1 K Ma CONN.= (1.1 Kx2")x 1.33 = 2.8"K KI = 22 = 30 1 s 8' N �� F 36 KS] Y r 74 A=.36 KI 74 'v x Sx=.19 _ = 120 ry .62 = 07" L rx =.74 ry=.62 M°x =Sx .Fb = 4.5"K COMBINED STRESS RATIO P + M = 1 .3 + 1 .9 = .76<1.33 P° M °% 3.8 4.5 BASE PLATE ANCH. TENSION = 0 ANCHOR SHEAR = • 18 = .09 K 2 (2)-3/8"0 WEDGE TYPE ANCHORS ICBO #4627, OR #1372. .(NO INSPECTION REQ'D) DESIGNED FOR 1/2 STRESS MOMENT AT BEAM CONNECTION M 1.9+1.7 = 1.8"K ,= 2 USE 2 PRONG CONNECTOR ALL LEVELS TYP. Fe= Tr2x 2= 20 ( rl ) v F►, =F y(1 — 4F8 )= 20 KSI K P11=Fr,xA= 7.2 _ Pn K P° 1.92 = 3.8 K 1.3 1 101 3 3/4"x2 1/4"x12 GA. BASE PLATE ♦ _ . ry 3 3/4" TH'K=12 GA. h i 2 PRONG CONNECTOR SHEAR CAPACITY OF THE PRONG .105"x.5"x50Ksz.4=1.1 K Ma CONN.= (1.1 Kx2")x 1.33 = 2.8"K Those in Attendance: Larry Craze, Building Inspector (478-5212) Scott Rappleye, Fire Marshall (478-5384) Paul Wandling, Engineering (478-2351) Earl Varner, Cross Connection (Water Utility) (478-5927) James Coombeo, Planning (478-5845) Donald Barker, Albertoono (1-425-951-1727) Terry Gibson, Gibson Traffic (1-253-857-8840) Jim Towolee, Pacific Land Design (1-206-522-9510) Rhonda Dehler, Pacific Land Design Byron Harris, Prudential Northwest Real Estate (1-300-710-9494) Salem Towne, Property Owner (981-1045) David Walden, Prudential Real Estate Dave Meoser (op?) Powell Development (1-425-828-4444) Jim Stated that this io a proposal for a new 55,000 square foot Albertoons Store. There are multiple property owners associated with thio property. They would also like to build a gas Station at the corner of thio Site. He had queotiono re traffic on the north exit off Wheaton. James indicated that the Comp Plan ohowo the zoning ao General Duoineoo. Paul talked about the propooed road changeo, but there io not currently any funding for this project. James Said that a Site Plan Review would be required. Jim aoked about a Planned Unit Development and indicated that the Comp Plan noted that any zoning changes at thio location would require going through the PUD proceoo, unleoo the Director authorized a change. Jameo paid that he would check further into thio, oince there wao only one building propooed at thio cite. Jim paid that they would need to maximize the parking at thio location and coked about the use of compact otallo. He coked if the City would allow them to adjuot the parking requiremento. Preeub.004 1-2401 Page 1 aP 3 James Said that the new Director has been authorizing any Special Exceptions, and also that the City does not recognize "compact otallo." The City io excited to get Albertoono back and would like to help with the proceoo. He diocuooed the options of a Rezone Text Amendment, landscaping code, and open space requirements. Jim asked about Setback requirements. James Said that there is a 20' Setback from the edge of the right-of-way. The PUD process would allow some changes. Jim asked about the right-of-way requirements. Paul provided a handout on roadway and lighting Standards. Jim Said that he would like to be able to have a left turn lane onto Wheaton Way. Paul Said that with a dedicated right-of-way, it might be possible. Jim asked about traffic impact fees. James Said that the City does not have any. Dan asked if funding was available to make the road connection. Paul said that there io presently not any funding for thio, and this particular area io not even on the six year plan at thio point. Don asked if Kitoap Tranoit had monieo for projecto. City staff could not answer for the Kitoap Tranoit agency. Jim asked about exioting drivewayo. Paul paid that these could be right-in/right-out, and asked about tanker acceoo. Scott asked if the heli -pad would cause any concerns. Jim asked if there was any problemo with liquor oaleo on Site, Since thio io next to a ochool. Jameo oaid no becauoe grocerieo are the primary oaleo. Liquor could not be the dominant oaleo at the location near a ochool. Jim read from Reoolution 98-02 re going through the PUD proceoo at thio Site or having it waived by the Director. James Said that he would be talking w/Chrio Hugo regarding thio. Prom b.004 1-24-01 Page 2 of 6 i Jim asked if the only 5EFA iooue was traffic, besides the normal type icoueo. James Said yes. He again talked about a Rezone Text Amendment, Setbacks, parking, open Space requirements. He Stated that it could take 00-90 days to proccoo the application. Don Said that they have approximately 90 days until they need to write a check for thio property. James Said that traffic will be the biggest iooue. There io a chance that this could be Supported city- wide. Parking/Setback requiremento could be adjusted. He felt that their timeline would work. Scott provided the Fire Department's concern S. 10 lV�-�� Preoub.004 1-24-01 Page 3 cP 3 N PRE -SUBMITTAL CONFERENCE REQUEST ACTIVITY NUMBER: PS01-0004 Applicant: POWELL DEVELOPMENT CO. P.O. BOX 97070 r KIRKLAND WA Property Owner: ALBERTSONS GROCERY Project Name: Proposed Use: Site Address: Location: ALBERTSONS GROCERY GROCERY STORE MEETING DATE: 01/24/2001 MEETING TIME: 9:00 425-828-4444 FI l.6- I- JBL_p6 LA F i ►�� V I NE CORNER OF SHERIDAN RD & WHEATON WAY The Police Department is veryconcerned with the ingress/egress onto Wheaton Wa Wheaton Way is heavily congested and with appearance of the entrance indicating it will probably be the primary ingree/egress route, this will increase the collision exposure rate many times. The dedication of the driveway to be a city street will deny this from being closed to traffic and may require the installation of yet another traffic light. A possible point to ponder would be to close the two-way left turn lane at this point and require "right -in" / "right -out "only. Wheaton Way from Sheridan to Riddell is the number one collision rate area within the City. yo BREMERTON FIRE DEPT. 817 PACIFIC AVE. BREMERTON, WA 98337 (360)478-5380 Date: (-P7 ( ov-, FIRE MARSHAL'S OFFICE Fire Marshal 478-5384 Deputy Marshal 478-5385 Public Educator 478-5393 11 FIRE PREVENTION INSPECTION REPORT I &Z S�L / Time: 0 (?00 Fire Management Zone: Business Name: �D T Located at: ,i 11(I Cc1 �i,1-� �', `�!�/ •�i r t j6X k j Phone: �� s�.� —1 �l C/ Owner/ Manager:, 1; n/1 6 O jj (,j !� �_ �;. Occupancy type: 'our attention is called to the following violations of the Uniform Fire Code and/ or other applicable State and Nations odes. We appreciate your cooperation in correcting these violations on or before the date listed. Failure to correct thes iolations will result in such further action as the law requires. No Deficiencies Found (Thank you for your conscientious effort) Date of last service: A re -inspection will be made at the end of a specified time. Extinguishers Please submit a letter of compliance when these items are corrected or fax to 478-7257. Alarms Have your portable extinguishers, fire alarm and fire sprinkler systems serviced by a certified Sprinkers technician. This must be accomplished on at least an annual basis. UFC Sec. 100 1.5.1 Hood 7 L� JAN 16'2001 POWELL DEVELOPMENT CO I BREMERTON P.O. Box 97070 Kirkland, WA 98083-9770 euLDING DEPAIt9ff (425) 828-4444 Fax (425) 822-8297 January 15, 2001 City of Bremerton Department of Community Development 286 Fourth Street Bremerton, WA 98337 Attn: Valerie RE: -PROPOSED A I be, BREMERTON, WA Dear Valerie: Per our conversation, I'm enclosing our pre -submittal conference application and seven copies of our proposed site plan for the school site at the northeast comer of Sheridan Road and Wheaton Way. We would like to schedule a pre -submittal conference for January 24th. We look forward to hearing the City's thoughts on our project in general as well as getting specific requirements regarding SEPA and site plan approval. Please call me with a conference time at (425) 828-4444. Sincerely, David W. Messner Director of Development Jgt Encl. 01/10/2001 10:45 3604785278 I COMMUNITY DEVELOPMEN PAGE 02 SOI - D D Ozf DATE: CG�,' q: O PRE -SUBMITTAL CONFERENCE REQUEST Applicant ?�NI r-ket- Sir �- ,Nflaflba g Address k-►r%(cv%o� w,4 616o3 City,tate, Zip S> ';ZS-LMLA Phone] Nio. wvarea code Representative y applicable- SGml- viailing Address City, State, Zip Phone No. w!area code j dune: A' �LhV+l S — hre"-, -rd� Do ied Use: S S. G LS A S Awc- w� Gr.k k Addr�ss/Location of property: N �-- s%r 1 Ck4K City 4ffiicial(s) you have worked with on this proposal if arty: uktaOLY,^ 4+ WILL HE YO'TIFIED OF YOUR CONFERENCE DATE AND TM wx rEaN ONE WEEK OF YOUR RlQt EST REX HARRISON DATE 2-11-02 Oa ^ 0 (� (208) 888-7107 PROJECT Albertson # 443: Bremerton, A'A CLIENT Frciheit & Ho Architects STRUCTURAL CALCULATIONS •t- ALBERTSONS #443 BREMERTON) WASHINGTON D [ECEOVE "1 12 2002 BREMERTON BUILDING DEPARTMENT DESIGN INFORMATION USED 1997 UNIFORM BUILDING CODE ROOF LIVE LOAD (SNOW) = 25 PSF ROOF DEAD LOAD = 17 PSF SEISMIC ZONE 3 WIND SPEED 80 MPH, EXPOSURE B SOILS REPORT BY AMEC PROJECT 0 -91M -13802-A DATE: JANUARY 23, 2001 EXPIRES, / l�1 -6-p7- REX HARRISON DATE 2-11-02 (208) 888-7107 PROJECT Albertson # 443, Bremerton WA CLIENT Frciheit & Ho Architects TABLE OF CONTENTS 1. ROOF MEMBER DESIGN.......................................................................................... I 2. ROOF SLOPES................................................................................................................ 5 A. TOP OF COLUMN ELEVATION........................................................................... 8 3. COLUMN & FOOTING LOADS............................................................................... 9 A. FOOTING DESIGN................................................................................................10 B. STEEL COLUMN BASE PLATES......................................................................... l I 4. PLATFORM DESIGN..................................................................................................12 5. MASONRY DESIGN.........................................................19 ......................................... A. WALL COLUMNS (6'-8" & 7'-4")........................................................................19 B. MASONRY COLUMN WIDTH REQUIRED......................................................... 27 C. BEARING WALLS................................................................................................. 30 D. NON-BEARING WALLS..................................................................................... 34 E. PARAPET............................................................................................................... 38 F. LINTEL DESIGN................................................................................................... 42 6. LATERAL DESIGN..................................................................................................... 45 A. ROOF & ATTACHING.......................................................................................... 46 B. SHEAR & OVERTURNING................................................................................... 47 C. WALL SUPPORT & ANCHORAGE..................................................................... 49 D. DEFLECTIONS...................................................................................................... 52 E. CHECK COLUMNS............................................................................................... 54 F. JOIST BEARING PLATE AT WALL..................................................................... 56 7. CANOPY DESIGN...................................................................................................... 57 REX HARRISON r (208)888-7107 DATE PROJECT CLIENT p poor- SIVE �v -= 2-5 PSF= Wr-- 0FAb �,,VAb = 2 o 105 r P � 516 Q LOIS D= N S F61= N kC )715T s P C4 0(A _'61 G1 5 n SHEET NO S �►2-t s FS 1- OvO F 0 14: r- I X15 (,�G-�4-T► = 3 , p P5 F 2l ►�7 S- Lv 2 D IG 3 1 �5 K L) I'SF G� �I ry U P6 F M AY, (,VA0 1 K) = C(o, y,z )�y2 pSj= = 2(vq PLF T',�- JD 3(2' 23G �0-0 2l ►�7 p I STA'rV 6,6 3y -I1 C3y-3) 3ce'- 3 NI— 9 37-`d 3Er-Le 3y -o 633-0 Jolsl- SIZES SPA0 51Zri s .2- lP 3 c�l� i► S�AGI tJGr ��� � 1p ►— y Y2- A L LVW AA$(LE- 3OZ IUN 333j I VU_ 272 � 3vl�lz Z7Z� 1�7� 3(2' 23G �0-0 2l ►�7 S- Lv 2 D IG 3 1 �5 K L) ��� � 1p ►— y Y2- A L LVW AA$(LE- 3OZ IUN 333j I VU_ 272 � I l07 Z7Z� 1�7� 3(2' 23G Z 3 7& f 2, Lot 1p l 4-) 1l1, L-1 17, %: i6 -o q. 2 i ?. %1 Cyst sZ)�i�) f 62-)(g5Z35)(%2y5)11Y6 �,M t Ly��Lzs7�� �r�tiZ?X5,0) (2OX43 _ � 7�8` s f gs3ya\ i�/z �Z sem: I REX HARRISON ;208)888-7107 DATE PROJECT CLIENT _ SHEET NO. Z- 6, q 2- G•N2 4::�iP- 2 a 3K..S+ 3k•V3 K 3�• �t3-a,00 Luz psi)= l s7/: x &.uz= ► n/Dv 644 ID L4 _ L � G44 LDS = to,go + 25',00)(yZPSF)= 1,3&5,'PtF X- &,q 2-'=. g A; % It REX HARRISON ;208) 888-7107 DATE _ PROJECT CLIENT _ SHEET NO 3 GKECr- Sl)ouj plp-( rTl06 @ SrD w LLS Wb 2,2- �r (o X24 =zs -5F n I l�-Co PM = D ( k& {- � b _ (� -� )C� - 2 fi1, q y��r-kb)=�N�(e-r,$) -- p p P� �7� ?��, 9 7)/�- y = Li i3, 3 PS 7 3-q 3-°i 3 -9 S- 9 I,oA�Ofu�c=�3,?SxkspS�� t- (y�•3+-22.2.V3,75") F. 2 ► PLF 2l L Z- 72- 0 0S!� w tlo&f�) 0. K- , sipc sPA406t 15 04ky I REX HARRISON DATE PROJECT SHEET NO -±- ;;208) 888-7107 CLIENT h VCW'I P t91'v� 2 �- q 7-0 Ya 2-70&,HZ = 1732 26 P4� _ CZ&91 x 2 2 > + 173 Z =_� - , 41 12S K y -3 L, (go Ct(e 20 3 3 Koo qW(/ t Z•s 9 p cv4.e > z014 -y => -59'6o pl+ r,k-� C�4 0 P4 ro A v,)o-.t9,m 1732 2.1 1 7, ("Cf NLS (1-73 z X Lj 3 0 K- I I = 3 0? K Z 7 FS—,5' 2-- 30 l- 1 L 8z;o, 1-6/Z� 3 - L Fl 0 7 => 3 5-3 P Lr' > -Y 3" Z CIA�- REX HARRISON DATE _ SHEET NO PROJECT -- ----- - -- ----- -- '208)888-7107 CLIENT T-yoF �4r l� Ily-II 15-4-5, I I LI, is 153, 75' a A : �� $ �� L = Lt 9 it Sl gzol FYI sl r. 31Z-Z1��1 Cv 11-0ci\ � p_zzgO�� o�$ Iz0-0 izo1-�27�-4 o 2— O 7� is = Zq" sl = . ►5�1 REX HARRISON '208)888-7107 DATE PROJECT CLIENT — SHEET NO "' P rod or- D Fj EAG T"S -- -- —.- GIRDS Ag N 12-10 3, i D 3 N --cam L. LgpG7 A � T-, y, Q A441- 0-3 1,7 Z,�,(0 A-,+- H - 5 rD - Z 13q.I 7 17.31 1--Fyy A+N- N epq,�3 11 Ic,,73 I- y3/y 12-I-y3/q M-9 -3 99.67 a 7-3,72 7--1IN IzZ- I3/y A�-~d - z I3Lt,17 3q,loZ z-las/8 rzz-ln%p, h+l -I,q /V6.Oo — — — 1zN-o 6 ZI E2 p D - G -- -- —.- 12-N -- o 12-10 3, i D 3 N I Z Y-- 3% 11 `d,37 ee 3/, E� 12q- g3/e, 0-3 1,7 Z,�,(0 12.5-- D710 rD - Z 13q.I 7 17.31 1--Fyy 12,S-- sry u - by 1 o-vo — 1 L&_o C�.1 d 5 124'-3 %y yq., I 7S- 3 71b S- A .�-I3,Z Q� s-� �A1QL�uCES q 72,5-0 � Z, n,.5 i yy, 2-5- 3q,4 .53q,4 7 6.5- 17, I Z L�-.yf� 3 7,7q 6.4o — — � z 1p�/�✓ �1,0- �� 15-3,?S 0-o - & ye, /ZI -!l yz 12, ?,- /13 ,-113 -00, 12 q -3Yy /2L/-oYz.. IZ3-OFV I 12- 3 3/8 r 2-/ - -&, �'/q C�rrde�- C� IP -c d Oro- REX HARRISON :;208)888-7107 Gtf�ll7 3 IZZ- IVY 3 -B .3 Lt, 2- 307Y 3 77,5-o DATE - PROJECT CLIENT _ 9 f Yl f= , 3N(o6 1102s - v � 2- L/ fS Z2,2q 2S-r� Z-1 3 s� 3S ��p� GO L pASr - G Ll - P -- _ H - 13 311 Zs . 3►�1�� Ll -G 72.5-69 / 2 s q- D --- ZI��I q- E to?, so • z5 77 7bU L(131 1-21/4 '�- 33,33 3 3,33 125"07/� Gtf�ll7 3 IZZ- IVY 3 -B .3 Lt, 2- 307Y 3 77,5-o DATE - PROJECT CLIENT _ 9 f Yl f= , 3N(o6 1102s - v � Z2,2q 2S-r� Z-1 26.2 2 Z' Yy 7, z 1--10 Yz - G 72.5-0 3s�s=,307`i� lIN-25- 0 t5-3 - 3-0 3 - E 109.5-0 1 1Z ifs 3-F 71,63 c� 3-G► 33.3.3 r� 3-F� G( R I L2125- 5 �I N -119 0,53 l o Yz Z2,2q /22-1 a�/g 2' Q I1041 1-L43/e, 7, z 7 5/e7 - G 72.5-0 //q 1 --7 Y2,/ SHEET NO 3-�' 1-,2,5-77/% /57, 7S 12Z -13/y YL 17-4-0 IZ4-0 125-0�% 1 Z-11 - Z31q 12.3 -- &X13 I X2-9 '/& 12,7 -13� /53.7 Z- A -- /22-1 a�/g 2' Q 3 01.,/0 143 -73/q - G 72.5-0 1 --7 Y2,/ 12- - !p Vg!p - •-�/�- / 2 s LDS 2-6i /� /� �j / i IVglsV 1 1 ICI + ZI��I � j I'� f�/% 1j '2- F 7bU L(131 1-21/4 IZLj-07/g, -2-- G, 3 3,33 2 2. iS S REX HARRISON DATE __ _ SHEET NO g ;208)888-7107 GOLuMAI `xkE17aC45' PROJECT CLIENT Goy. Typ or- P i�R_D6FC BE,4916/e7 h -r 122-�05/13 Iyl- bs/S 2-5 123-73/- 122- 5%- 2-G iv(— �`/8 123- N %s 2'D IZS- 5%4- 12-y %4 2-� IZq-'e 0"� 5/- /--/0% -/0 % ISI- $s/8 3-A 12Z - / Y4- --3--5 -3--5 123- O%- 3 -G 124 - D IZ3- D%z IZ+- 3%- �,'F IZ3-(,YB I Z2- fo sig •3-�� I ZZ - 9% I z I - � �/g J--} Iz2--I-/4- 1Z1- 7, Y4- 2 2! - -/ Y+ 57/s `(-C 1Z3-9 122•- qui `1-►� Izr - y �;- 120 - s ��- -�4 / I - (o 12.1—D �F /22 -3 3/8 1 Z•l - 3'/8 YL U'9 12-0 S-3 /ZLe; - 6- 1'/z15+ q i2 = Iy „ REX HARRISON DATE SHEET NO G% r PROJECT (208) 888-7107 CLIENT MAI LoA-a5 � FT9a ,4fE(7ULt (�,$,D,� = 2�ooP5F ) z ,p l 4 F r� • Goy . ►�(A-R K M 1 SG- . Z -A 33.33 31 L-5 3 X 9 MASON KY E 7--a lo...5 51'�1 (1-O r'$8xSx%4 B 2 -G 5. 6 0 2, -1? 83.7 5. ,1 1+ U 2,- z -F -7y. 1 2 B L-li 3 i• r 3• (04- 3 X l"IASUNRY E 3x S6)V1ZY E 3-t3 ��•S5 `� a 5.s 1-59x3x% 7� D io?, / rte, �, It 3 E 6p$. 11 i, A 3�— r 57.1 A ?,-65, 56. to y.-74z�- A 3- H 4.52-tf,=3Y,5Z 3.72.. 3'xl MA-soivRY 6- 4-4 4-4 28:8f ib = 3P. ? 3- Sly 3X-,7 MA�j e -y G r7- y L- (oxlox ii 4-5 fir. o y. 9y 5,5 rs 8x8x%¢ A 5•Z 11 it.A 5. y i1 1, A 4- E lob 98 5. 3 i1 11 A 4 - F 5,/ 11 k\ 4 o y. 9y A 4- 28,(tS=36.� 3.83 3x G M�SoNKY E _y-6xbx;1 5-A 31.Irt= 39.q 4.o 3x,T. :MAooN2Y g- d L-bxLY- i 5-3.7- 53.0 L1, (o / 5,o rs (ox(oX% ' lr "73.0 5-F y(o�9 y 32 5,o T5 (Ox fox%i F �• �.� y7• F I • Yt-8 -7-T Y 3.31 3 X `Z I'I ;ON (LY / 8 L - e>_ tox REX HARRISON ;208)888-7107 c- A-00 P EN riiy 610 ES �42�NE WA�f-L 1�T�. DATE PROJECT CLIENT _ 6o • r7 T-3� 44X -By- �A. 015" T5 6,x 6., x Yz X/x( q Y10 SHEET NO Jo goon coq -rte _ ��2s � nsF- 3o0 r��F 25 p41"' ysov VSE 2'-0" F7-4 i'/-//ZO 1E f/VWT REX HARRISON (208) 888-7107 DATE 2/9/2002 SHEET NO. ( 1 - PROJECT Albertsons #443, Bremerton, WA CLIENT Freiheit & Ho Architects COLUMN BASE PLATE DESIGN WHEN COLUMNS ARE TS 6x6 ALL BASE PLATES ARE 12" x 12" TRY 3/4" THICKNESS AND FIND MAX P ALLOWABLE S = 12*t^2/6 when t = 0.75 M = S*Fb S (in^3) = 1.125 M (" #) = 30375 30,375" # = (pst)(3)(1.5)(12) => 562 psi P allow = (562)(12")^2 = 81,000# WHEN A 1" PLATE 1S USED FIND MAX. LOAD when t = 1.0 S (in^3) = 2.0 M = S*Fb M (" #) = 54000 54,000" # = (psi)(3)(1.5)(12) => 1000 psi Pallow = (1000 psi)(12)^2 =144,000# Fb (psi) = 27000 3„ 6.. 3,' 1. REX HARRISON DATE 2/11/2002 SHEET NO. 1-2-- (208) 2 (208) 888-7107 PROJECT Albertsons #443; Bremerton, WA CLIENT Freiheit & Ho Architects PLATFORM LOADS CONCRETE = JOISTS = MISC. = DEAD LOAD = LIVE LOAD = TOTAL LOAD = 38.0 psf 3.0 psf 2.0 psf 43.0 psf 125.0 psf 168.0 psf JOISTS @ 32" o.c. => 2.67'(TOTAL LOAD) = 448.56 13'-10" SPAN WITH 4'-6" CANTILEVER plf USE 14K3 JOIST (ALLOWABLE LOAD = 550 plf > 448.56 plf WITH R12 EXTENDED END (ALLOWABLE LOAD = 550 plo DECK = 2 11/16" CONCRETE OVER 15/16" FORM DECK, 24 GA. TOTAL THICKNESS = 4" ALLOWABLE LOAD = 200 psf REX HARRISON ;208) 888-7107 So I ST LdJsr-a , O DATE- — PROJECT CLIENT _ w= I (a8 PsF /039 3 0 ©: Q i ct �y = y �, Cr3, 83 f- Y. 5�� - 2 a/o. �' p� 7-613,03) BEAMS DN Ca x-.117 0 SHEET NO 13 Ir �„� : w� l -o`-1 k�-F �2�. �o�') jg = 99, 5 3 k • FT 8 u5E W l (vx 3(� =7 MP- = 112 k•Fr r 3�41�� 3a¢L�9,5a�ks��CyyB) �w i6x3c� 15,e00 5�,zsLi3.a3� /No ��M Brx nld Gp 1.0 5.5 u 5 6 W (lox 3(0 REX HARRISON ;208) 888-7107 SAM ON (wV I U -0 = 27. (o-7' w = 7, 1<L -r- DATE PROJECT CLIENT _ a 2.0y k -t -F C2-77• 1p'? SHEET NO I 1 (ASE vi I(nx co -7 _,7 riti= 232► r� r > Iq5, 2 k-,/= 3t>,rrE1 3gq C?sJ, 500)6 5�) No NEE n ff-D REX HARRISON DATE _____--- SHEET HO. PROJECT ;208) 888-7107 CLIENT ME ANINE j -A TM4L LOADS 92' _orr W w Ilex 34, $wllcX3 wi(ox 3O 49 7- D 013 3q� 3�v �r7v i i (0044# �3�—lOrr OWllokb� WI(oXl�7 WI(oKb7 WI(oXb7 CJ Miff Knl175= 3034-0o)+ ZGzSoo) -I. 3 &p 2013 n) = 2��?�D ;� FI -009- - (16, 33)( 97, (q3 Y5F) \l = (Iq, 111, .4(a,2.-gzZ) = 5y, 99'/.6 � x ^f TA REX HARRISON ;208)888-7107 y aA-V5 DATE - PROJECT CLIENT _ SHEET NO -L-&. yo,75'�36,P�-r- y, /77.2 �L9d,Q = CYo, 75'x /8.33')7-�- o9.2 X LOApS 9 V0 12.2- \1= 3i- _ y,313, 9 i�,- A -DI R C(z) F -Dili C2x 5�) I REX HARRISON (208) 888-7107 DATE 2/11/2002 SHEET NO.1-7_ PROJECT Albertsons #443, Bremerton, WA CLIENT Freiheit & Ho Architects MEZZANINE COLUMN DESIGN P (Max. Col. Lateral Load) (k) = 5,364.90 L (Column Height) (ft.) = 10.00 0 = P*L3* 1728 = 1.59 in 3EI TRY TS 6X8X 1/2" A (in.^2) = 12.4 S (in/,3) = 25.8 I (in.^4) = 65.7 r (in.) = 2.31 E (psi) = 29,500,000 Ca = 0.36 DRIFT ALLOWABLE _ (0.02*L* 12/1.4) = 1.71 > 1.59 in M = P*L M = 53649.00 # ft S req'd = M* 12 S req'd = 15.94 in^3 < 25.8 0.66*46,000*1.33 Column Load = P*2.2* 1.4 Col. Load= 18359.88 lbs 2.5*Ca*I Column Load * L = 29273.0 "lbs = 2.44 k ft KI / r = 103.90 Fa (ksi) = 13.53 fa = P/A Fe' (ksi) = 13.84 fa (ksi) = 1.48 K = 2 Fb (ksi) = 30.4 Cm= 1.0 fb=M/S fb (ksi) = 26.09 AXIAL COMPRESSION & BENDING fa + Fa Cx*fb = 0.11 + 0.96 = 1.07 < 1.33 O.K. (1 - fa/Fe')*Fb ro USE TS 6X8X 1/2" COLUMN IN MEZZANINE REX HARRISON (208)888-7107 DATE 2/11/2002 SHEET NOJ$ PROJECT Albertsons #443, Bremerton, WA CLIENT Freiheit & Ho Architects CHECK OVERTURNING OF FOOTING Col. Load —► p 11' 4' 0 TRY 6'-6" x 6'-6" x 1' FTG Col. Load = 18.36 k P = 5,364.90 lbs Mo = P*(11'+4') = 80473.5 lbs ft ALLOWABLE SOIL BEARING = 2500 psf 1/3 rd increase for seismic forces = 3325 L = 6.5 ft B = 6.5 ft COLUMN LOAD = 18359.9 lbs FTG LOAD = B*L* 1.0* 150pcf = 6337.5 lbs EARTH + SLAB = (L+1)2*3* 120pcf) = 20250.0 lbs TOTAL = 44947.4 lbs Mr = Total*(L/2) CHECK SOIL CAPACITY e=Mo= 1.79 ft Total Mr = 146079.0 lbs ft > 80473.5 lbs ft q = 2*Total q= 3158.38 < 3325 psf 3B(L/2 - e) USE 6'-6" x 6'-6" x 1'-0" FTG FOR ALL MEZZANINE COLUMNS REX HARRISON (208) 888-7107 DATE 2/11/2002 SHEET NO. PROJECT Albertsons #443; Bremerton, WA CLIENT Freiheit & Ho Architects Masonry Wall Column 6'-8" Wind Load 80 (mph) Exposure B Seismic Zone 3 Wind P (pst) = CeCq%I P= 0.72*1.2* 16.4*1.0 P= 14.17 psf Seismic Fp=apCaI*(]+3hm/hr)Wp Fp= 1.0*(0.36)*1.0*(1+3*(1/2)) Wp 1.4*Rp 1.4*3 When hx = hr Fp = 1.3333 CaIpWp/1.4 Average Fp = 1.017 CaIpWp/1.4 When hr = 0 Fp = 0.3333 CalpWp /1.4 Fp (ASD) = 20.39 psf Fp (LRFD) = 28.55 psf must be > 0.7CaIpWp = 0.7 CaIpWp/1.4 0.7 > 0.333 therefore use 0.7 must be < 4 CaIPWp = 4 CaIpWp/1.4 Seismic will govern because of higher load factors. The walls are designed as fully grouted. Column Height (ft) = 21.25 Dead Load (l)sf) = 20 Use 2'-0" Long angle seat => PLACE 24" BOND BEAM W/ (6) #5 BARS FOR 6'-8" Snow Live Load (psf) = 25 Effective wall area = 80" = 6.67 Max.Column Load (lbs) = 26,700 Roof Load = (26,700/6.67) Roof Load= 4002.9985 plf (Po) Wall Thickness (in.) = 7.6 Bars @ 24" o.c. (in.) = 5 2 Parapet (ft) = 6.75 Wall Load at Midheight (Pw) = 78(Parapet+CWH/2) Pw = 1355 25 plf Wp O)sf) = 78 rm (l)si) = 1500 Pw + Po = 58.75 psi < 0.04 fm = 60 O.K. - Grouted Full fy (l)si) = 60000 Ag b (in.) = 12 As (in`) = 0.29851 d (in.) = 5.25 Design as a wall with (2) - #4 bars in each cell P, = As = 0.003273 < 0.0053 Allowed O.K. bt Factored Loads D = Pw + DL*Roof Load /32 psf D (plf) = 3857.12406 L = LL*Roof Load / 32 psf L (plf) = 3127.34258 E (psf) = 20.39 ASD E (psf) = 28.55 LRFD Load Case #1 Load Case #2 (12-5) V= (1.2D+051,+LOE) (12-0) V = 0.91) + (LOE or 1.3W) V= (1.2D + 0.5L + LOE) 7040.79 plf V wall = 0.9D + LOE 4319.98 plf H seismic = 1.0E 28.55 plf H seismic = 1.0E 28.55 plf H wind = 1.3W 18.42 plf Pou = 1.2(D-Pw) + 0.51, + 1 *0.51 5116.33 plf Pw-u = 1.2*Pw + 1 *.5*Ca*P%v 1924.46 plf ~- #1 Governs Pou+Pwu= 7040.79 plf ILEX HARRISON DATE • (208) 888-7107 PROJECT CLIENT 2/11/2002 SHEET NO. '2,0 Albertsons #443; Bremerton. WA Freiheit & Ho Architects p = As = 0.0065 bd Em = 750* fm = 1125000 (psi) Es (psi) = 29,000,000 n = Es/Em = 25.78 fr = 4.0*(fm)" = 154.92 (psi) Ig = (bt3)/12 = 438.98 in4 Mcr=(2frIg)/t = 17896.28 in -lbs Ase = Pu + As*fy= 0.42 int/ft fy a = Pu + As*fy = 1.63 in. 0.85*fmb c = a/0.85 1.92 in. Icr = nAse(d-c)2+(bc3)/3 = 147.22 in' e = 411-3" e = 1 (in.) REX HARRISON (208) 888-7107 DATE 2/11/2002 SHEET NO. 21 PROJECT Albertsons #443, Bremerton, WA CLIENT Freiheit & Ho Architects Check the midheipht deflection at service loads Max As Allowed= 0.007h = .007*21.25* 12 0 s = Assume As 1 = 0 M sl = wh2+ Po(e/2) + (Po + Pw)* A sl Msl = 15813.5 in - lbs 8 Os2 = 5Mcr*h2 + 5(1\4s-Mcr)h2 48Emlg 48Emlcr A s2 = 0.245 + -0.085 = 0.160 in. A s3 = 0.245 + -0.050 = 0.195 in. A s4 = 0.245 + -0.042 = 0.203 in. 0 s5 = 0.245 + -0.041 = 0.205 in. Ms2 = 16672.3 in - lbs Ms3 = 16860.5 in - lbs 1.79 in Ms4= 16901.8 in - lbs Ms5= 16910.8 in - lbs Check Convergence = Ms5 - Ms4 = 0.0005347 or 0.05% O.K. Ms4 s5 = 0.205 in < 1.79 in Deflection criteria is satisfied • REX HARRISON (208) 888-7107 DATE 2/11/2002 SHEET NO. PROJECT Albertsons #443, Bremerton, WA CLIENT Freiheit & Ho Architects Check Strength of Wall Assume Au = 0 M u l = w„ h2 + Po„(e/2) + (Po„ + Pw„) * N 8 Au2 = 5Mcr*h2 + 5(Mu-Mcr)h2 48EmIg 48EmIcr 0 u2 = 0.245 + 0.164 = 0.409 in. Au3 = 0.245 + 0.281 = 0.527 in. A u4 = 0.245 + 0.315 = 0.561 in. 0 u5 = 0.245 + 0.325 = 0.570 in. Mul = 21895.0 in - lbs Mu2 = 24774.6 in - lbs Mu3 = 25603.8 in - lbs Mu4= 25842.5 in - lbs Mu5= 25911.3 in - lbs Check Convergence = Mu5 - Mu4 = 0.0027 or 0.27% O.K. Mu4 Mn = Ase*fy(d-a/2) = 74469 in -lbs phiMn = 0.85*Mn = 63299 in -lbs Mu5 = 25,911.3 in - lbs < 63,299 in - lbs Wall is okay for strength Use (2) #4 bars (full height) in each cell for 6' - 8" REX HARRISON (208)888-7107 Wind Load 80 (mph) Wind i P (psf) = CeCgq l DATE 2/11/2002 SHEET NO. PROJECT Albertson 4443, Bremerton, WA CLIENT Freiheit & Ho Architects Masona Wall Column T- 4" Seismic ' Fp=apCaI*(l+3hx/hr)Wp 1.4*Rp When hx = hr Fp = 1.3333 CaIpWp/1.4 When hr = 0 Fp = 0 3333 CalpWp /1.4 must be > 0.7CaIpWp = 0.7 CalpWp/1.4 must be < 4 CaIpWp = 4 CaIpWp/1.4 - Seismic will govern because of higher load factors. Exposure B Seismic Zone 3 P= 0.72*1.2*16.4*1.0 P= Fp= 1.0*(0.36)*1.0*(1+3*(1/2)) Wp 1.4*3 Average Fp = 1.017 CaIpWp/1.4 Fp (ASD) = Fp (LRFD) = 0.7 > 0.333 therefore use 0.7 14.17 psi 20.39 psf 28.55 psf - The walls are designed as fully grouted. Column Height (ft) = 20 50 Dead Load (psf) = 20 Use 2'-0" Long angle seat => PLACE 24" BOND BEAM W/ (6) #5 BARS FOR 7'4" Reduced Live Load (psf) = 25 Effective wall area = 88" = 7.33 Max.Column Load (lbs) = 28,800 Roof Load = (28,800/7.33) Roof Load= 3929.06 plf (Po) Wall Thickness (in.) = 7.6 - Bars @ 24" o.c (in.) = 5.2 Parapet (11) = 7.5 'Nall Load at Midheight (Pw) = 78(Parapet+CWH/2) Pw = 1384.5 plf Wp (pst) = 78 I'm (psi) = 1500 1'w + Po = 58.26 psi < 0.04 Pm = 60 O.K. - Grouted Full fy (psi) = 60000 Ag b(in)= 12 As (un') = 0.29851 d (in.) = 5.25 Design as a wall with (2) - #4 bars in each cell pR = As = 0.003273 < 0.0053 Allowed O.K. bt Factored Loads D = Pw + DL*Roof Load /32 psf D (plf) = 3840.16166 L = LL*Roof Load / 32 psf L (plf) = 3069.57708 E (psf) = 20.39 ASD E (psf) = 28.55 LRFD Load Case #1 Load Case #2 i,12 -5) V = (1.2D + 0.5L + LOE) (12-6) V = 0.9D + (I. OE or 1.3 W) V = (1.2D + 0.5L + LOE) 6987.82 plf V wall = 0.9D + 1.0E 4300.98 plf li seismic = LOE 28.55 plf H seismic = 1.0E 28.55 plf H wind= 1.3W 18.42 plf Pon = 1.2(D-Pw) + 0. 51, + 1 *0.54 5021.83 plf ?%vu = 1 2 *Pw + 1*.5 *Ca *Pw 1965.99 plf ' #1 Governs Pou+Pwu= 6987.82 plf REX HARRISON (208) 888-7107 p=As= bd Em = 750* fm = Es (psi) _ n = Es/Em = fr = 4.0*(fm)1/2 = Ig = (bt3)/12 = Mcr=(2fjg)/t = Ase = Pu + As*fy fy a = Pu + As*fy = 0.85*fmb c = a/0.85 Icr = nAse(d-C)2+(bc3)/3 = e= DATE PROJECT CLIENT 0.0065 2/11/2002 SHEET NO. Z�}' Albertsons #443; Bremerton, WA Freiheit & Ho Architects 1125000 (psi) 29,000,000 25.78 154.92 (psi) 438.98 in4 17896.28 in -lbs 0.41 int/ft 1.63 in. 1.91 in. 147.08 in4 e = 4"-3" 1 (in.) REX HARRISON (208) 888-7107 DATE 2/11/2002 SHEET NO. �5 PROJECT Albertsons #443, Bremerton, WA CLIENT Freiheit & Ho Architects Check the rnidheight deflection at service loads Max As Allowed = 0.007h = .007*20.5 * 12 0 s = Assume &I = 0 M s 1 = wh2 + Po(e/2) + (Po + Pw)* 0 s 1 Ms 1 = 14818.8 in - lbs 8 As2 = 5Mcr*h2 + 5(Ms-Mcr)h2 48Emlg 48Emlcr 0 s2 = 0.228 + -0.117 = 0.111 in. A s3 = 0.228 + -0.095 = 0.134 in. A s4 = 0.228 + -0.090 = 0.138 in. A s5 = 0.228 + -0.089 = 0.139 in Ms2 = 15409.6 in - lbs Ms3 = 15529.2 in - lbs Ms4= 15553.4 in - lbs Ms5= 15558.3 in -lbs Check Convergence = Ms5 - Ms4 = 0.0003151 or 0.03% O.K. Ms4 s5 = 0.139 in < 1.72 in Deflection criteria is satisfied 1.72 in • REX HAARR.ISON (208) 888-7107 DATE 2/11/2002 SHEET NO. -2,(o PROJECT Albertsons #443, Bremerton, WA CLIENT Freiheit & Ho Architects Check Strength of Wall Assume 0 u 1 =0 M ul = w„ h2+ Po(e/2) + (Po + Pw„)*A u 8 Au2 = 5Mcr*h2 + 5(Mu-Mcr)h2 48EmIg 48EmIcr Au2 = 0.228 + 0.099 = 0.328 in. Au3 = 0.228+ 0.187 = 0.415 in. 0 u4 = 0.228 + 0.210 = 0.438 in. A u5 = 0.228+ 0.216 = 0.445 in. Mul = 20506.9 in - lbs Mu2 = 22798.1 in - lbs Mu3 = 23408.1 in - lbs Mu4= 23570.5 in - lbs Mu5= 23613.7 in - lbs Check Convergence = Mu5 - Mu4 = 0.0018 or 0.18% O.K. Mu4 Mn = Ase*fy(d-a/2) = 74354 in -lbs phiMn = 0.85*Mn = 63201 in -lbs Mu5 = 23,613.7 in - lbs < 63,201 in - lbs Wall is okay for strength Use (2) #4 bars (full height) in each cell for 71- 4" ILEX HARRISON (208) 888-7107 DATE 2/11/2002 SHEET NO. 27 PROJECT Albertsons #443, Bremerton, WA CLIENT Freiheit & Ho Architects MASONRY COLUMN WIDTHS REQUIRED 4'-8" & 6'-8" 1) 6 x 6 ANGLE 2'-0" LONG => PLACE 24" BOND BEAM W/ (6) #5 BARS FOR 4'-8" Allowable Bearing= 0.26*1500 = 390 psi 24*5*390 = 46800 k fm (psi) = 1500 Wall Height (ft) = 19.2 WP (Psf) = 78 Parapet (ft) = 7.8 1357.2 plf FIND MAX P ALLOWED Wall Load at Midheight (PA:) = 78(Parapet + Wall Height/2) PW = 0.04 fm = 60 psi MAX ALLOWED Pw + Po = 60 = Pw + Po => Po max = Ag (12"X7.6") Pmax = Po max * Eff. Col. Width = 19202.4 # CHECK ANGLE SIZE M = (p1f)(1x0.5) M = Pmax* 1 *0.5 / 2 M('#)= 4801 S reqd = M* 12 / 0.6*36000 S reqd (in^3) = 2.67 L - 6x6x 3/8" => 3.53 in^3 4114.8 plf 1) 6 x 6 ANGLE 2'-0" LONG => PLACE 24" BOND BEAM W/ (6) #5 BARS FOR 6-8" Pmax = Po max * Eff. Col. Width = 27432.0 # .[�PiX�14". OIIMIPitM M = Pmax* 1 *0.5 / 2 M('#)= 6858 S reqd = M* 12 / 0.6*36000 S reqd (in ^3) = 3.81 USE L - 6x6x 1/2" => 4.61 in^3 REX HARMSON (208) 888-7107 DATE 2/11/2002 SHEET NO. Zg PROJECT Albertsons #443, Bremerton, WA CLIENT Freiheit & Ho Architects MASONRY COLUMN WIDTHS REQUIRED 7'-4" & 8'-0" 1) 6 x 6 ANGLE 2'-0" LONG => PLACE 24" BOND BEAM W/ (6) #5 BARS FOR 7-4" Allowable Bearing= 0.26* 1500 = 390 psi fm (psi) = 1500 24*5*390 = 46800 k Wall Height ($) = 19.57 FIND MAX P ALLOWED Wall Load at Midheight (Pw) = 78(Parapet + Wall Height/2) 0.04 fm = 60 psi MAX ALLOWED Pw + Po = 60 = Pw + Po => Po max = Ag (12")(7.6") WP (Psfl = 78 Parapet (ft) = 7.43 Pw = 1342.77 plf 4129.23 plf Pmax = Po max * Eff. Col. Width = 30279.6 # CHECK ANGLE SIZE � M = (plf)(1)(0.5) M = Pmax* 1 *0.5 / 2 M (' #) = 7570 S reqd = M* 12 / 0.6*36000 S reqd (in^3) = 4.21 USE L - 6x6x 1/2" _> 4.61 in^3 2) 6 x 6 ANGLE 2'-0" LONG => PLACE 24" BOND BEAM W/ (6) #5 BARS FOR 8'-0" Pmax = Po max * Eff. Col. Width = 33033.84 CHECK ANGLE SIZE M = Pmax* 1 *0.5 / 2 M('#)=8258 S reqd = M* 12 / 0.6*36000 S reqd (in^3) = 4.59 USE L - 6x6x 1/2" _> 4.61 in^3 REX HARRISON (208) 888-7107 DATE 2/11/2002 SHEET NO. PROJECT Albertsons #443, Bremerton, WA CLIENT Freiheit & Ho Architects MASONRY COLUMN WIDTHS REQUIRED 8'-8" 1) 6 x 6 ANGLE 2'-0" LONG => PLACE 24" BOND BEAM W/ (6) #5 BARS FOR 8'-8" Allowable Bearing= 0.26* 1500 = 390 psi 24*5*390 = 46800 k fm (psi) = 1500 Wall Height (ft) = 21.72 FIND MAX P ALLOWED Wp (psf) = 78 Parapet (ft) = 6.28 Wall Load at Midheight (Pw) = 78(Parapet + Wall Height/2) Pw = 1336.92 plf 0.04 fm = 60 psi MAX ALLOWED Pw + Po = 60 = Pw + Po => Po max = 4135.08 plf Ag (12")(7.6") Pmax = Po max * Eff. Col. Width = 35834.6 # CHECK ANGLE SIZE T M = (plf)(1)(0.5) M = Pmax* 1 *0.5 / 2 M (' #) = 8959 S reqd = M* 12 / 0.6*36000 S reqd (in^3) = 4.98 USE L - 6x6x 9/16" => 5.14 in^3 > 4.98 in RKX RARMSON (208) 888-7107 Wind Load 80 (mph) DATE 2/11/2002 SHEET NO. _ W PROJECT Albertsons 1!443: Bremerton- WA CLIENT Freiheit & Ho Architects Typical Wall Desip-n Usine Slender Wall Design - Bearing Wall Wind `' P P (psf) = CeCgq.I Seismic -• Fp=aoCaI*(1+3hx/hr)Wp 1.4*Rp When hx = hr Fp = 1.3333 CaIpWp/1.4 When hr = 0 Fp = 0.3333 CaIpWp /1.4 must be > 0.7CaIpWp = 0.7 CaIpWp/1.4 must be < 4 CaIpWp = 4 CaIpWp/1.4 Seismic will govern because of higher load factors. The walls are designed as fully grouted. Roof Load = (52.5'/2X20psf+20psf) Exposure B Seismic Zone 3 P= 0.72*1.2*16.4*1.0 P= 14.17 psf Fp= 1.0*(0.36)*1.0*(l+3*(hx/hr)) Wp 1.4*3 Average Fp = 1.017 CaIpWp/1.4 Fp(ASD)= 20.39 psf Fp (LRFD) = 28.55 psf 0.7 > 0.333 therefore use 0.7 Roof Load= 1181.2 5 plf (Po) Wall Load at Kdheight (Pw) = 78(Parapet+C WH/2) Pw + Po = 25.91 psi < 0.04 fm = 60 Ag 37.99 psi <0.04 fm = 60 Use #6 Vertical bars at 24" o.c. with special inspection pQ = As = 0.00240437 < 0.0040 Allowed O.K. bt Factored Loads D = 1'w + DL*Roof Span/2 L = LI.*Roof Span/2 Load Case #1 (12-5) V = (1.21) + 0.5L + LOE) V= (1.2D+0.51,+1.013) H seismic = 1.0E Pou = 1.2(D-Pw) + 0.5L + 1 *0.5Ca(D-Pw) Pwu = 1.2*Pw+ 1*.5*Ca*Pw Pou+Pwu= Pw = 1189.5 plf O.K. - Grouted Full O.K. - Bars @ 24" o.c. D (plf) = 1714.5 L (plf) = 656.25 E (psf) = 20.39 ASD E (psf) = 28.55 LRFD Critical Wall Height - CW11(11) = 25.50 Dead Load (psi) = 20 Live Load (psf) = 25 Roof Span (ft.) = 52.5 Wall Thickness (in.) = 7.625 Bars @ 24" o.c. (in) = 5.2 Parapet (ft) = 2.50 Wp(pst)= 78 fill (psi) = 1500 fy (psi) = 60000 b (in.) = 12 As (int) = 0.22 d (in.) = 3.75 Load Case 42 (12-6) V = 0.913 + (LOE or 1.3W) 2762.72 plf V wall = 0.913 + 1.0E 1920.24 plf 28.55 plf H seismic = 1.0E 28.55 plf H wind = 1.3W 18.42 pif 1073.63 plf 1689.09 plf ~- #1 Governs 2762.72 plf • REX I�ARRISON (208) 888-7107 AAs = 0.0049 bd DATE 2/11/2002 SHEET NO. 3� PROJECT Alberts ns #443, Bremerton, WA CLIENT Freiheit & Ho Architects Em = 750* fm = 1125000 (psi) Es (psi) = 29,000,000 n = Es/Em = 25.78 fr = 4.0*(fm)1/2 = 154.92 (psi) Ig = (bt3)/12 = 443.32 in' Mcr =(2f lg)/t = 18014.21 in -lbs Ase = Pu + As*fy = 0.27 int/ft fy a = Pu + As*fy = 1.04 in. 0.85*fmb c = a/0.85 1.23 in. Icr = nAse(d-C)2+(bc3)/3 = 51.04 in' 3.75-2 e = 1.75 (in.) REX HARRISON (208) 888-7107 DATE 2/11/2002 SHEET NO. �� Z PROJECT Albertsons #443, Bremerton, WA CLIENT Freiheit & Ho Architects Check the midheight deflection at service loads Max As Allowed= 0.007h = .007*25.5* 12 Assume 41 = 0 M s 1 = wh2 + Po(e/2) + (Po + Pw)* Qs 1 Ms 1= 8 L1s2 = 5Mcr*h2 + 5(Ms-Mcr)h2 48Emlg 48EmIcr A s2 = 0.352 + 0.494 = 0.846 in. 0 s3 = 0.352 + 0.835 = 1.187 in. A s4 = 0.352 + 0.972 = 1.325 in. A s5 = 0.352 + 1.028 = 1.380 in. Check Convergence = Ms5 - Ms4 = 0.0054 Ms4 A s = 2.142 in 20922.88 in - lbs Ms2 = 22929.5 in - lbs Ms3 = 23737.7 in - lbs Ms4= 24063.1 in - lbs Ms5= 24194.2 in - lbs or 0.54% O.K. 0 s5 =1.38 in < 2.142 in Deflection criteria is satisfied REX HARRMSON (208) 888-7107 DATE 2/11/2002 SHEET N0. PROJECT Albertsons #443; BremertorL WA CLIENT Freiheit & Ho Architects Check Strength of Wall Assume Dul = 0 M ul = w„h2 + Pou(e/2) + (Po„ + Pw„)* 0 u 8 Aug = 5Mcr*h2 + 5(Mu-Mcr)h2 48EmIg 48EmIcr Du2 = 0.352 + 1.830 = Au3 = 0.352+ 2.854 = A u4 = 0.352+ 3.334 = 0 u5 = 0.352 + 3.560 = Check Convergence = Mu5 - Mu4 = Mu4 Mn = Ase*fy(d-a/2) = 51533 in -Ibs phiMn = 0.8*Mn = 41226 in -lbs Mul = 28784.4 in - lbs 2.182 in. Mu2 = 34812.4 in - lbs 3.206 in. Mu3 = 37641.5 in - lbs 3.687 in. Mu4= 38969.2 in - lbs 3.912 in. Mu5= 39592.3 in - lbs 0.0160 or 1.60% O.K. Mu5 = 39,592.3 in - lbs < 41,226 in - lbs Wall is okay for strength Use #6 vertical bars nu, 24" ox. with special inspection REX HARRISON (208) 888-7107 DATE 2/11/2002 SHEET NO. PROJECT Albertsons 4443; Bremerton- WA CLIENT Freiheit & Ho Architects Tvoical Wall Design Using Slender Wall Design - Non -Bearing Wall Wind Load 80 (mph) Wind �- P (psf) = CeCgg,I Seismic 1 Fp=aoCaI*(1+3hx/hr)Wp 1.4 *Rp When hx = hr Fp = 1.3333 CaIpWp/1.4 When hr = 0 Fp = 0.3333 CaIpWp /1.4 must be > 0.7CaIpWp = 0.7 CalpWp/1.4 must be < 4 CaIpWp = 4 CalpWpi1.4 Seismic will govern because of higher load factors. The walls are designed as fully grouted. Exposure B Seismic Zone 3 P= 0.72*1.2*16.4*1.0 P= 14.17 psf Fp= 1 0*(0.36)*1.0*(1 +-3*(hx/hr)) Wp 1.4*3 Average Fp = 1.017 CaIpWp/1.4 Fp (ASD) = 20.39 psf Fp (LRFD) = 28.55 psi 0.7 > 0.333 therefore use 0.7 Roof Load = (6.5'/2x20psf+25psf) Roof Load= 146.25 plf (Po) Wall Load at Midheight (Pw) = 78(Parapet+CWH/2) Pw = 1248 plf Pw + Po = 15.24 psi ' < 0.04 fm = 60 O.K. - Grouted Full Ag 22.34 psi < 0.04 fm = 60 O.K. - Bars @ 24" o.c. Use #6 Vertical bars at 24" o.c. with special inspection pR = As = 0.00240437 < 0.0040 Allowed O.K. bt Factored Loads D = Pw + DL*Roof Span/2 L = LL*Roof Span/2 Load Case 91 (12-5) V = (1.213 + 0.51, + LOE) V= (1.21) + 0.5L + LOE) H seismic = 1.0E Pou = 1.2(D-Pw) + 0.51, + 1 *0.5Ca(D-Pw) Pwu = 1.2*Pw + I *.5*Ca*Pw Pou+Pwu= Critical Wall Height - CWH (ft) = 24 0 Dead Load (psf) = 20 Live Load (psi) = 25 Roof Span (ft.) = 6.5 Wall Thickness (in.) = 7.625 Bars @ 24" o.c. (in.) = 5.2 Parapet (ft) = 4.0' Wp (psi) = 78 I'm (psi) = 1500 fy (psi) = 60000 b (in.) = 12 As (in Z) = 0.22 d (in.) = 3.75 1905.09 plf 1470.56 plf 28.55 plf 18.42 plf D (plf) = 1313 L (plf) = 81.25 E (psf) = 20.39 ASD E (psf) = 28.55 LRFD Load Case 42 (12-6) V=0.913+(LOEor1.3W) 1905.09 plf V wall = 0.91) + 1.0E 28.55 plf H seismic = 1.0E H wind = 1.3W 132.93 plf 1772.16 pif '-- #1 Governs 1905.09 plf 1470.56 plf 28.55 plf 18.42 plf • REX HARRISON (208) 888-7107 AAs = 0.0049 bd DATE 2/11/2002 SHEET NO. 35 PROJECT Albertson #443, Bremerton, WA CLIENT Freiheit & Ho Architects Em = 750* fm = 1125000 (psi) Es (psi) = 29,000,000 n = Es/Em = 25.78 fr = 4.0*(fm)1/2 = 154.92 (psi) Ig = (bt3)/12 = 443.32 in Mcr=(2frlg)/t = 18014.21 in -lbs Ase = Pu + As*fy= 0.25 int/ft fy a = Pu + As*fy= 0.99 in. 0.85*fmb c = a/0.85 1.16 in. Icr = nAse(d-C)2+(bc3)/3 = 49.75 in e = 6.0 (in.) REX HARRISON (208) 888-7107 DATE 2/11/2002 SHEET NO.. PROJECT Albertson #443; Bremerton, WA CLIENT Freiheit & Ho Architects F� Check the midheight deflection at service loads Max As Allowed= 0.007h = .007*24.0* 12 Assume &I = 0 M sl = wh2+ Po(e/2) + (Po + Pw)* ,e!2�g1 Msl = 8 As2 = 5Mcr*h2 + 5(Ms-Mcr)h2 48Em.1g 48EmIcr 0 s2 = 0.312 + 0.007 = 0.319 in. A s3 = 0.312 + 0.075 = 0.387 in. 0 s4 = 0.312 + 0.090 = 0.402 in. A s5 = 0.312 + 0.093 = 0.405 in. 0 s = 2.016 in 18056.94 in - lbs Ms2 = 18501.2 in - lbs Ms3 = 18596.9 in - lbs Ms4= 18617.5 in - lbs Mss= 18621.9 in - lbs Check Convergence = Ms5 - Ms4 = 0.0002 or 0.02% O.K. Ms4 A s5 = 0.405 in < 2.016 in Deflection criteria is satisfied REX HARMSON (208) 888-7107 DATE 2/11/2002 SHEET NO._�j PROJECT Albertsons #443: Bremerton, WA CLIENT Freiheit & Ho Architects Check Strength of Wall Assume Aul = 0 M ul = w„h2+ Po„(e/2) + (Po,, + Pw,,)* p u 8 Qu2 = 5Mcr*h2 + 5(Mu-Mcr)h2 48Emlg 48EmIcr A u2 = 0.312+ 1.088 = Du3= 0.312+ 1.500= Au4= 0.312+ 1.621 = 0 u5 = 0.312+ 1.657 = Check Convergence = Mu5 - Mu4 = Mu4 Mn = Ase*fy(d-a/2) = 49188 in -lbs phiMn = 0.8*Mn = 39350 in -lbs Mul = 25064.2 in - Ibs 1.400 in. Mu2 = 27732.1 in - lbs 1.812 in. Mu3 = 28516.7 in - lbs 1.933 in. Mu4= 28747.4 in - lbs 1.969 in. Mu5= 28815.3 in - Ibs 0.0024 or 0.24% O.K. Mu5 = 28,815.3 in - Ibs < 39,350 in - lbs Wall is okay for strength Use #6 vertical bars,, 24" ox. with special inspection ISX HARRISON (208) 888-7107 Wind Load 80 (mph) Wind i SeLSm1c -� P (psf) = CeC9gj Fp=apCaI*(1+3hx/hr)Wp 1.4*Rp - Seismic will govern because of higher load factors. - The walls are designed as fully grouted. Wall Load at Midheight (Pw) = 78(Pampet) Pw + Po = 6.82 psi Ag DATE 2/11/2002 SHEET NO. 36 PROJECT Albertsons #443: Bremerton, WA CLIENT Freiheit & Ho Architects Parapet Design Exposure B Seismic Zone 3 P= 0.72*1.2*16.4*1.0 • P= 14.17 psf Fp= 2.5*(0.36)*1.0*(1+3*(hx/hr)) W 1.4*3 Fp (LRFD) = 93.60 psf Fp (ASD) = 66.86 psf Max Fp = 4 CaIpWp/l.4 = 80.23 psf Use Fp (ASD) = 66.86 psf Critical Wall Height - CWI i (JI) = 8.00 Dead Load (psf) = 20 Live Load (psf) = 25 Roof Span (ft.) = 0 Roof Load= 0 plf (Po) Wall Thickness (in.) = 7.625 Bars @ 24" ox. (in.) = 5.2 Parapet (ft) = 8.00 Pw = 624 plf Wp (psf) = 78 fm (psi) = 1500 < 0.04 fm = 60 O.K. - Grouted Full fy (psi) = 60000 b (in.) = 12 10.00 psi < 0.04 fm = 60 O.K. - Bars @ 24" o.c. As (in') = 0.22 d (in.) = 3.75 Use #6 Vertical bars at 24" o.c. with special inspection PR = As = 0.00240437 < 0.0040 Allowed O.K. bt Factored Loads D = F %v L=0 Load Case #1 (12-5) V = (1.2D + 0.51, + LOE) V = (1.2D + 0.5L + LOE) H seismic = 1.0E Pou=O Pwu= 1 2*Pw+ 1*.5*Ca*Pw Pou+Pwu= D (plf) = 624 L (plf) = 0 E (psf) = 66.86 ASD E (psf) = 93.60 LRFD Load Case #2 (12-6) V = 0.9D + (LOE or 1.3W) 886.08 plf V wall = 0.91) + 1.0E 698.88 plf 93.60 plf H seismic = 1.0E 93.60 plf H wind = 1.3W 18.42 plf 0.00 plf 886.08 plf '-- #1 Governs 886.08 plf REN HARRISON (208) 888-7107 DATE 2/11/2002 SHEET NO. PROJECT Albertsons #443, Bremerton, WA CLIENT Freiheit & Ho Architects AAs = 0.0049 bd Em = 750* fm = 1125000 (psi) Es (psi) = 29,000,000 n = Es/Em = 25.78 fr = 4.0*(fm)1/2 = 154.92 (psi) Ig = (bt3)/12 = 443.32 in Mcr=(2frIg)/t = 18014.21 in -lbs Ase = Pu + As*fy= 0.23 int/ft fy a = Pu + As*fy= 0.92 in. 0.85*fmb c = a/0.85 1.08 in. Icr = nAse(d-c)2+(bc3)/3 = 48.12 in e = 6.0 (in.) -REX HARMSON (208) 888-7107 DATE 2/11/2002 SHEET NO. 40 PROJECT Albertsons #6398 - Bakersfield, CA CLIENT Freiheit & Ho Architects Check the midheight deflection at service loads Max As Allowed = 0.007h = .007*8.0* 12 Assume 6sl = 0 M sl = wh2+ Po(e/2) + (Po + Pw)* Osl Msl = 2 Cantilever p = wh4 Canilever M = wh2 8EI 2 Os2 = Mcr*h2 + (Ms-Mcr)h2 4Emlg 4Emlcr A s2 = 0.083 + 0.326 = 0.409 in. 0 s3 = 0.083 + 0.337 = 0.420 in. 0 s4 = 0.083 + 0.337 = 0.420 in. A s5 = 0.083 + 0.337 = 0.420 in. A s = 0.672 in 25673.14 in - lbs Therefore L-- Mh2 4 Ms2 = 25928.5 in - lbs Ms3 = 25935.2 in - lbs Ms4= 25935.4 in - lbs Ms5= 25935.4 in - lbs Check Convergence = Ms5 - Ms4 = 2E-07 or 0.00% O.K. Ms4 0 s5 = 0.420 in < 0.672 in Deflection criteria is satisfied REX HARRISON (208) 888-7107 DATE 2/11/2002 SHEET NO. I PROJECT Albertsons #443; Bremerton, WA CLIENT Freiheit & Ho Architects Check Strength of Wall Assume Dul = 0 M ul = w„h2+ Po„(e/2) + (Po„ + Pwj*0. ul 2 put = Mcr*h2 + (Mu-Mcr)h2 4EmIg 4EmIcr Au2 = 0.083 + 0.763 = Au3 = 0.083 + 0.795 = A u4 = 0.083 + 0.796 = A u5 = 0.083 + 0.796 = Check Convergence = Mu5 - Mu4 = Mu4 Mn = Ase*fy(d-a/2) = 46339 in -lbs phiMn = 0.8*Mn = 37071 in -lbs Mul = 35942.4 in - lbs 0.846 in. Mu2 = 36692.2 in - lbs 0.878 in. Mu3 = 36720.5 in - lbs 0.879 in. Mu4= 36721.5 in - lbs 0.879 in. Mu5= 36721.6 in - lbs 0.0000 or 0.00% O.K. Mu5 = 36,721.6 in - lbs < 37,071 in - lbs Wall is okay for strength Use #6 vertical bars (-, 24" ox. with special inspection IBEX HARRISON DATE 2/11/2002 SHEET NO. +2, (208) 888-7107 PROJECT Albertsons #443, Bremerton. WA CLIENT Freiheit & Ho Architects LINTELS OVER 6'-8" DOORS ::1 w = (Roof Span/2)(D.L. + L.L.) + (Masonry above opening)(Wp) F = (b*d^2)/12,000 M = (w*1^2)/8 K = M/F n = Es/Em Table E -lb (Flexural Design for Full Allowable Stresses) As = p*b*d Masonry wall above opening (ft ) = 15 As (in -2) = 0.288 < 0.62 in^2 = (2) #5 bars 0 K. SHEAR V = w*Lintel Depth V (#) = 5332.50 fv = V/b*.9*d fv (psi) = 37.03 Fv = 1.0 (f m)^1/2 Fv (psi) = 38.73 Fv> fv: THEREFORE NO SHEAR STEEL REQUIRED CHECK OUT OF PLANE BENDING M = Wind Load(4')(1^2)/10(1000) M (k -ft) = 0.288 b (in.) = 48 d (in.) = 5.25 F = bd^2/12,000 F = 0.110 K=M/F K= 2.615 Table E -lb (Flexural Design for Full Allowable Stresses) p = 0.0003 As = p*b*d As (in^2) = 0.0756 < 0.62 in^2 = (2) #5 bars 0 K. THEREFORE ADD A BOND BEAM 2'-0" UP SO THAT THERE ARE (2) - #5 BARS WITHIN 4' OVER OPENING. Dead Load (pst) = 20 Live Load (pst) = 25 w (plf) = 1777.5 Roof Span (ft ) = 27 I (ft) = 6.67 F = 0.267 b (in) = 8 d (in) = 20 M (k -ft) = 9.885 Wp (psi) = 78 fm (psi) = 1500 K = 37 068 Es (psi) = 29,000,000 Em = 750*fm = 1125000 n = 25.8 Wind Load (psi) = 16.20 Lintel Depth (ft) = 3 p= 0.0018 As (in -2) = 0.288 < 0.62 in^2 = (2) #5 bars 0 K. SHEAR V = w*Lintel Depth V (#) = 5332.50 fv = V/b*.9*d fv (psi) = 37.03 Fv = 1.0 (f m)^1/2 Fv (psi) = 38.73 Fv> fv: THEREFORE NO SHEAR STEEL REQUIRED CHECK OUT OF PLANE BENDING M = Wind Load(4')(1^2)/10(1000) M (k -ft) = 0.288 b (in.) = 48 d (in.) = 5.25 F = bd^2/12,000 F = 0.110 K=M/F K= 2.615 Table E -lb (Flexural Design for Full Allowable Stresses) p = 0.0003 As = p*b*d As (in^2) = 0.0756 < 0.62 in^2 = (2) #5 bars 0 K. THEREFORE ADD A BOND BEAM 2'-0" UP SO THAT THERE ARE (2) - #5 BARS WITHIN 4' OVER OPENING. REX HARMSON DATE 2/11/2002 SHEET NO. 9-3 (208) 888-7107 PROJECT Albertsons #443, Bremerton, WA CLIENT Freiheit & Ho Architects MASONRY LINTELS ON GRID 1.4 w = (Roof Span/2)(D.L. + L.L.) + (Masonry above opening)(Wp) F = (b*d^2)/12,000 M = (w*1^2)/8 SWI n = Es/Em Table E -lb (Flexural Design for Full Allowable Stresses) As = p*b*d SHEAR V = w*(Lintel Depth) Masonry wall above opening (ft ) = 15 Dead Load (psfl = 20 Live Load (psf) = 25 Roof Span (ft.) = 66.5 w (plf) = 2666.25 1(ft) = 14.7 b (in.) = 8 F = 1.536 d (in.) = 48 Wp (psf) = 78 M (k -ft) = 71.725 fm (psi) = 1500 Es (psi) = 29,000,000 K = 46.696 Em = 750*fm = 1125000 Wind Load (psf) = 16.20 n = 25.8 Lintel Depth (ft) = 4.67 p = 0.0021 As (in -2) = 0.81 V (#) = 12451.39 < 0.88 in^2 = (2) 46 bars OX fv = V/b*.9*d fv (psi) = 36.03 Fv = 1.0 (fm)^1/2 Fv (psi) = 38.73 Fv > fv: THEREFORE NO SHEAR STEEL REQUIRED REX HARMSON (208) 888-7107 DATE 2/11/2002 SHEET NO.4+ PROJECT Albertsons 4443; Bremerton, WA CLIENT Freiheit & Ho Architects MASONRY LINTEL: 22'-6" OPENING ON GRID 1.4 w = (Roof Span/2)(D.L. + L.L.) + (Masonry above opening)(Wp) F= (b*d^2)/12,000 M = (w*1^2)/8 K = M/F n = Es./Em I able E-1 b (Flexural Design for Full Allowable Stresses) f\s = p*b*d SHEAR V = w*(Lintel Depth) fv = V/b*.9*d Fv = 1.0 (fm)^1/2 Masonry wall above opening (ft.) = 15 Dead Load (psf) = 20 Live Load (psf) = 25 Roof Span (ft.) = 29.0 w (plf) = 1822.5 1(ft) = 22.5 b (in.) = 8 F = 2.400 d (in.) = 60 Wp (psf) = 78 M (k -ft) = 115.330 fm (psi) = 1500 Es (psi) = 29,000,000 K = 48.054 Em = 750*fm = 1125000 Wind Load (psf) = 16.2032 n = 25.8 Lintel Depth (ft) = 6 p = 0.0022 As (in^2) = 1.056 < 0. 1.20 in^2 = (2) #7 bars O.K. V (#) = 10935.00 fv (psi) = 25.31 Fv (psi) = 38.73 Fv > fv: THEREFORE NO SHEAR STEEL REQUIRED CHECK OUT OF PLANE BENDING M = Wind Load(4')(1^2)/10(1000) b (in.) = 52 d (in.) = 5.25 K = M/F F = bd^2/12,000 M (k -ft) = 3.281 F= 0.119 K = 27.472 Table E -lb (Flexural Design for Full Allowable Stresses) p = 0.0013 As = p*b*d As (m^2) = 0.35 <0.62 in^2 = (2) #5 bars O.K. THEREFORE ADD A BOND BEAM T-0" UP SO THAT TFIERE ARE (2) - #5 BARS WITHIN T OVER OPENING. 'REX HARMSON (208) 888-7107 A B = 187.33' B L = 269.33' B (ft.) = 187.33 L (ft.) = 269.33 Roof Weight = 18 psf Masonry Weight= 78 psf Roof Height (ft) = 16 A -DIRECTION DATE 2/11/2002 SHEET NO. 15 PROJECT Albertsons #443; Bremerton, WA CLIENT Freiheit & Ho Architects LATERAL DESIGN 1) WIND LOAD P = CeCgq.I Load (psf) = 80 Ce = 0.76 Exposure B Cq = 1.3 gs (pso = 16.4 I= 1.0 P (psf) = 16.20 2) Seismic Ca = 0.36 R= 4.5 V = 2.5CaI*W 1.4*R V= 0.1429 W WIND => P*L*Roof Height (lbs) = 69824.1 lbs SEISMIC => W = B*L*Roof Weight + 2*L*Roof Height*Masonry Weight W (lbs) = 1580412.3 V (lbs) = 225773.2 > 69824.1 Seismic Controls V/wall (lbs) = 112886.6 V/ft of wall (plf) = 602.6 USE 1 1/2"'B' DECK, 20 Ga., TOP SEAM WELD @ 12" o.c. W/ 3/4" Dia. PUDDLE WELDS @ 6" o.c. @ ALL SUPPORTS AND BOUNDARIES Allowable Load = 840 plf > 602.6 plf R-flvll 888-7107 DATE 2/11/2002 SHEET NO. PROJECT Albertsons #443, Bremerton, WA CLIENT Freiheit & Ho Architects LEDGER 4x4x 1/4" CONTINUOUS ANGLE WELDED TO PLATES WITH (2) 3/4" DIA. HEADED CONCRETE ANCHORS AT T-0" o.c. ALLOWABLE plf = (2)(1100#)(0.5) = 1100 plf > 602.6 plf 3/16" WELD x 3" LONG = (3)(2025pli)/2' = 3037 plf > 602.6 plf OK CHORD FORCES C = T = V*L = 40575.1 lbs 8*B BOND BEAM STEEL REQUIRED = C/(24,000* 1.33) = 1.27 int (3) - 46 BARS => 3(0.44) = 1.32 int or (2) - #8 BARS => 2(0.79) = 1.58 ;n' REX HARRISON (208) 888-7107 DATE 2/11/2002 SHEET N PROJECT Albertsons #443, Bremerton, WA CLIENT Freiheit & Ho Architects CHECK WALLS FOR SMEAR BUILDING SHEAR PER WALL = 112886.6 lbs ADD IN SHEAR WALL WEIGHT Vw Vw = B*28'*Masonry Weight*V = 58447.0 lbs v = (Bldg Shear per wall + Vw)* 1.5 = 1371.9 plf B v = v/(12*7.6) = 15.04psi < Fv = 1.0(1500)"'= 38.73 psi CHECK WALLS FOR OVERTURNING W1 24' V V/ft of wall = 602.6 p1f -- 0 26' V = (V/ft of wall)*24' = 14462.6 lbs Mo = V*26' = 376027.51 # ft W (lbs) = 24'*26'*Masonry Weight + 2'* 150pcf*24'* F W = 55872 lbs Mr = W*2472 = 670464.0 # ft Mr > Mo OK REX HARRISON (208) 888-7107 SHEAR DATE 2/11/2002 SHEET NO. Y8 PROJECT Albertsons #443, Bremerton, WA CLIENT Freiheit & Ho Architects -DIIECTI0N WIND => P*B*Roof Height (lbs) = 48565.5 SEISMIC => W = B*L*Roof Weight + 2*B*Roof Height*Masonry Weight W (lbs) = 1274833.1 V (lbs) = 182119.0 > 48565.5 Seismic Controls V/wall (lbs) = 91059.5 V/ft of wall (plf) = 338.1 20 Ga ROOF IS OKAY LEDGER 4x4x 1/4" CONTINUOUS ANGLE WELDED TO PLATES WITH (2) 3/4" DIA. HEADED CONCRETE ANCHORS AT 2'-0" O.C. ALLOWABLE plf = (2)(1100#)(0.5) = 1100 plf > 338.1 plf 3/16" WELD x 3" LONG = (3)(2025pli)/2' = 3037 plf > 338.1 plf CHORD FORCES C = T = V*B = 15833.9 lbs 8*L BOND BEAM STEEL REQUIRED = C/(24,000* 1.33) = 0.50 in'" (2) - 96 BARS => 2(0.44) = 0.88 in2> 0.50 int OK WALL OVERTURNING AND SHEAR ARE OKAY BY INSPECTION REX HARMSON (208)888-7107 Fp = ao*Ca*Ip • (I+ 3(hA,))* W 1.4*Rp When hx = hr Fp = When hr = 0 Fp = must be > 0.7CaIpWp = must be <4 CalpWp = 28' Fp ~— 21' lo lo DATE 2/11/2002 SHEET NO. '%9 PROJECT Albertsons #443; Bremerton, WA CLIENT Freiheit & Ho Architects WALL ANCHORAGE :1 p ap = 1.50 Ca = 0.36 Ip = 1 Rp = 3 Total Load (psf) = 45 2.0000 CaIpWp/1.4 0.5000 CaIpWp/1.4 0.7 CaIpWp/1.4 0.7 > 0.5 therefore use 0.7 4 CaIpWp/1.4 Average Fp = Fp Wall (ASD) = Fp Wall (ASD) = h., = 21 hr= 21 W (psf) = 78 Height (ft.) = 28 Joist Span (ft.) = 6.5 Parapet (ft.) = 7 1.350 CalpWIVI A 0 35 Wp (psf) 27.08 psf Fp Wall (ASD) = 27.08 psf Fp (Parapet) = 66.86 psf —See parapet design Fp = [Fp(Wall)*(h, 2)] + [Fp(Parapet)*(Parpet)*(h,'-(Parapet/2)]/h, Fp (plf) = 830.3 DDLE WELDS @ 6" o.c. 4x6x 1/2 PLATE W/ (2) - 3/4" Dia. ANCHORS @ 2'-0" o.c. 1) 3/4" Dia. ANCHORS (2) 3/4" Dia. ANCHORS IN TENSION @2'-0" o.c. ALLOWABLE PLF = (2*1520y2 = 1520 PLF> 830.3 2) ANGLE, attach 3" long 3/16" meld => (3*2025pli)/2.67 = 3038 plf> 830.3 @24" o.c. 3) DECK WELDS 3/4" Dia. WELD IN 20 GA => 1494 plf> 830.3 @6" ox. (Verso #2078) COMBINED LOADS F R V = Total Load * (Joist Span1) * (2/2) = 146.25 ------------- R=4 V^2 T Fp-2 R (#) = 843.09 (2) 3/4" Dia. ANCHORS = (2*1100)/2.0 = 1100# 1,100 # > 843.09 # h., = 21 hr= 21 W (psf) = 78 Height (ft.) = 28 Joist Span (ft.) = 6.5 Parapet (ft.) = 7 1.350 CalpWIVI A 0 35 Wp (psf) 27.08 psf Fp Wall (ASD) = 27.08 psf Fp (Parapet) = 66.86 psf —See parapet design Fp = [Fp(Wall)*(h, 2)] + [Fp(Parapet)*(Parpet)*(h,'-(Parapet/2)]/h, Fp (plf) = 830.3 DDLE WELDS @ 6" o.c. 4x6x 1/2 PLATE W/ (2) - 3/4" Dia. ANCHORS @ 2'-0" o.c. 1) 3/4" Dia. ANCHORS (2) 3/4" Dia. ANCHORS IN TENSION @2'-0" o.c. ALLOWABLE PLF = (2*1520y2 = 1520 PLF> 830.3 2) ANGLE, attach 3" long 3/16" meld => (3*2025pli)/2.67 = 3038 plf> 830.3 @24" o.c. 3) DECK WELDS 3/4" Dia. WELD IN 20 GA => 1494 plf> 830.3 @6" ox. (Verso #2078) COMBINED LOADS F R V = Total Load * (Joist Span1) * (2/2) = 146.25 ------------- R=4 V^2 T Fp-2 R (#) = 843.09 (2) 3/4" Dia. ANCHORS = (2*1100)/2.0 = 1100# 1,100 # > 843.09 # REX HARRISON (208) 888-7107 O DATE 2/11/2002 SHEET NO. PROJECT Albertsons #443, Bremerton, WA CLIENT Freiheit & Ho Architects SUBDIAPHRAGM ANALYSIS 0 0 Joist Span (ft.) = 6.5 O Fp (plf) = 830.3 Deck Welds (in.) = 6 1.4 Ove 1) THE WALLS ARE TIED FRONT TO BACK BY MEANS OF THE JOISTS ACROSS THE BUILDING @ 6'-6" o.c. REQUIRED TRANSFER FORCE = Joist Span (ft.)*Fp (pW = 5397.0 # (2) - 1/8" x 2" weld = (1350 pli)(2)(2) = 5400 # (4) - 3/4" bolts = 4*1520 = 6080# Total = 5400 + 6080 = 11480 # > Area of chord req'd = 6185.7/ (0.6*36000) Area (in -2) = 0.250 5397.0 # O.K. 2) THE WALLS ARE TIED SIDE TO SIDE BY MEANS OF THE STEEL DECK As / ft req'd (in^2/ft) = Fp/(0.6*36000) = 0.0384 in^2/ft 1 1/2" 'B' DECK, 20 GAGE = (0.0359* 12) = 0.4308 in -2 > 0.0384 in -2 Welds => 1494 plf > 830.3 Of EDGE DISTANCE REQ'D PER WELD Dk-1�–As req'd = (As/ ft req'd) *Deck Welds (in.)/ 12 = 0.0192 in^2 L.o o D req'd = As req'd / 0.0359 (in.) D (in.) = 0.535 < AREA OF CHORDS OF JOISTS (2x2x 1/8 => 0.484 in^2) USE 1" MIN. REX HARRISON (208) 888-7107 DATE 2/11/2002 SHEET NO. 5/1 PROJECT Albertsons #443; Bremerton, WA CLIENT Freiheit & Ho Architects CHECK 20 GAGE DECK FOR COMPRESSION OVER 1ST BAY 20 GAGE'B' DECK A (in.^2) = 0.52 I (in -4) = 0.216 --Fp S (in^3) = 0.235 r (in.) = 0.6445 Fp (plf) = 830.3 Span (ft) = 6.5 w (plfl = 20 M = 12*w*1^2 / 8 M ('#) = 1267.5 KI / r = 121.02 Fa (ksi) = 10.20 Fe' (ksi) = 10.20 K = 1 Fb (ksi) = 21 Cm = 0.85 fa = Fp/A fa (ksi) = 1.60 fb = M/S fb (ksi) = 5.39 AXIAL COMPRESSION & BENDING fa + Fa Cx*fb = 0.16 + 0.26 = 0.42 < 1.33 O.K. (1 - fa/Fe')*Fb DECK IS O.K. FOR COMBINED STRESSES IN COMPRESSION AND BENDING r IXD%J'vUX HARRISON (208) 888-7107 A B = 187.33' DATE 2/11/2002 SHEET NO. 5 2_ PROJECT Albertsons #443, Bremerton, WA CLIENT Freiheit & Ho Architects ROOF DEFLECTION L = 269.33" TOTAL SHEAR (#) = 225,773.2 L (FT.) = 269.3 B (FT.) = 187.33 E (PSI) = 29,500,000 AREA OF BOND BEAM STEEL (INA 2) = 1.32 HEIGHT OF MASONRY WALL (FT.) = 25 t (in.) = 8 STEEL DECK INSTITUTE K2 = 1056 D= 97 SPAN (FT.) = 6.5 K1 = 0.092 FIND AA AA = BENDING DEFLECTION & SHEAR DEFLECTION A = 5qL^4 + gLA2 384EI 8BG' q = Total Shear/L I = 2*Area of Bond Beam Steel*(B/2 * 12)^2 G' = K2 3.78 + 0 3D/Span + (3*KI *Span) q (plf) = 838.3 I (in^4) = 3335193.9 G' (k/in.) = 105.1 AA = 1.01 Bending Deflection MAXIMUM DEFLECTION ALLOWED 0.39 Shear Deflection FOR MASONRY WALLS DA (in.) = 1.39 0 M (in.) = 2*H^2 / 45t = 3.47 3.47" > 1.39" O.K. v REX HARRISON (208) 888-7107 DATE '2/11/2002 SHEET NO. 53, PROJECT Albertsons #443: Bremerton, WA CLIENT Freiheit & Ho Architects DEFORMATION COMPATIBILITY V per foot of wall (plf) = 602.6 Section of wall between expansion joints (ft.) = 40 Height of wall (ft.) = 25 E of masonry (psi) = 1,125,000 R= 4.5 t (in.) = 7.6 FIND A S !, S —' P = V/it of wall(40') _ CMU --a' � SIDE WALLS 25' 40' section of wall between expansion joints I = t*(40* 12)^3 /12 AS = P*1^3 / 3EI AM (in.) = 0.7*R* 1.4* 0 S STORY DRIFT = 0.0025*24'*12 I (in^4) = 70041600 24104.3 # 0 S (in.) = 0.0028 x 1.4 = 0.0039 A M (in.) = 0.0170 -4 CONTROLS Story Drift (in.) = 0.75 FIND PD EFFECTS ON INTERIOR COLUMNS BY USING AM + THE EFFECTS OF THE DIAPHRAGM DEFLECTION 0 A (in.) = 1.39 M (in.) = 0.0170 Total (in.) = 1.41 w REX HARRISON (208) 888-7107 DATE 2/11/2002 SHEET NO. $4 - PROJECT Albertsons #443; Bremerton, WA CLIENT Freiheit & Ho Architects COLUMN DESIGN COLUMN 2-D P (Max. Col. Load) (k) = 83.70 Tota10 (in.) = 1.41 M = P* A Column Height (ft.) = 24.33 M (" k) = 118.18 TRY TS 8X8X 1/4" A (in.^2) = 7.59 S (in^3) = 18.8 r (in.) = 3.15 KI / r = 92.69 Fa (ksi) = 15.65 Fe' (ksi) = 17.39 K = 1 Fb (ksi) = 30.4 Cm = 0.85 fa = P/A fa (ksi) = 11.03 fb = M/S fb (ksi) = 6.29 AXIAL COMPRESSION & BENDING fa + Cx*fb = 0.70 + 0.48 = 1.19 < 1.33 O.K. Fa (1 - fa/Fe')*Fb USE TS 8X8X 1/4" v ILEX HARRISON (208) 888-7107 DATE 2/11/2002 SHEET NO. r7 PROJECT Albertsons #443; Bremerton, WA CLIENT Freiheit & Ho Architects COLUMN IN SALES AREA COLUMN 3D P (Max. Col. Load) (k) = 67.10 Total/, (in.) = 1.41 Column Height (ft.) = 24.2 M=P*A M("k)= 94.74 KI / r = 92.19 Fa (ksi) = 15.73 Fe' (ksi) = 17.72 K = 1 Fb (ksi) = 30.4 Cm = 0.85 AXIAL COMPRESSION & BENDING fa + Cx*fb = Fa 0 - fa/Fe')*Fb COLUMN 5-B.2 P (Max. Col. Load) (k) = 53.00 TotalA (in.) = 1.41 Column Height (ft.) = 21.0 M=P*A M("k)= 74.83 KI /r = 114.03 Fa (ksi) = 11.49 Fe' (ksi) = 11.49 K= 1 Fb (ksi) = 30.4 Cm = 0.85 AXIAL COMPRESSION & BENDING fa + Cx*fb - Fa (I - fa/Fe')*Fb TRY TS 8X8X 1/4" A (in.^2) = 7.59 S (in -3) = 18.8 r (in.) = 3.15 fa = P/A fb = M/S fa (ksi) = 8.84 fb (ksi) = 5.04 0.56 + 0.28 = 0.84 < 1.33 O.K USE TS 8X8X 1/4" COLUMN TRY TS 6X6X 1/2" A (in.^2) = 10.4 S (in^3) = 16.8 r (in.) = 2.21 fa = P/A fb = M/S fa (ksi) = 5.10 fb (ksi) = 4.45 0.44 + 0.22 = 0.67 < 1.33 O.K. USE TS 6X6X 1/2" COLUMN • I J REX HARRISON (208) 888-7107 DATE 2/9/2002 SHEET NO. �(0 PROJECT Albertsons #443, Bremerton, WA CLIENT Freiheit & Ho Architects JOIST BEARING PLATE AT WALL Max Load = (Joist Span/2)(Joist Spacing)(Total load) Max Load (#) = 7678.125 use 5x 12x 1/2" plate psi = 5200 / (5* 12) = CHECK BENDING IN PLATE Joist Span (ft) = 52.5 Joist Spacing (ft) = 6.5 Total Load (psf) = 45 Fm (psi) = 1,500 Fb (psi) = 27,000 127.97 � 0.26*F'm = 390 psi O.K. M (" #) = (86.67)(3.5^2)(0.5) = 783.81 S reqd (in ^3) = NM = 0.029 = b*t^2 / 6 t (in) = 0.417 1/2" O.K. -OREX HARRISON (208)888-7107 DATE PROJECT CLIENT _ 21 Vo- THaLX z 1nPl (0Z uspsF (Z7 0� �,30 1150p4- I� Ft,F _ 3 _ X20 �`� x GO = y37 DEC.- W A% b = )05- ps-F =7 7-2- : G� �-�3.: �.� -z ) SHEET NO. amec 115 South 8 1 Street Tacoma, Washington, U.S.A. 98402-5203 Tel (253) 572-4975 Fax (253) 572-3096/ To: Albertson's, Inc. P.O. Box 20 Boise, ID 83706 Attn: Patrick Sullivan FIELD DOCUMENT TRANSMITTAL OCT 17 2002 00 BREMERTON BUILDING DEPARTMENT Date: October 3, 2002 Project No.: 2-93M-00466-0 Project Name: Albertson's #443 Project Manager: Don Miller Permit No.: Enclosed for your review and records are our most recent Daily Field Reports and associated field correspondence pertaining to the above -referenced project. SUMMARY OF FIELD DOCUMENT TRANSMITTALS . Document Type Document No. Document Date Transmittal Date Field Report 30 09/30/02 10/16/02 " 31 10/01/02 " 32 10/02/02 " 33 10/03/02 " 34 10/04/02 " 35 10/07/02 Compression Test 3233, 3236 10/03/02 Compression Test 3237, 3239, 3257, 3330 10/04/02 Compression Test 3252, 3319, 3321 10/07/02 Compression Test 3310, 3329, 3331 10/08/02 Compression Test 3235, 3241,3242, 10/09/02 Compression Test 3247, 3248, 3250, 3311, 10/09/02 Compression Test 3312, 3313, 3314, 3315, 10/09/02 Compression Test 3316, 3317, 3322, 3323, 10/09/02 Compression Test 3324 10/09/02 Compression Test 3261, 3265, 3266, 3276 10/10/02 Compression Test 3277, 3333, 3342, 3346 10/10/02 Compression Test 3347, 3354, 3355, 3260, 10/10/02 Compression Test 3341, 3343, 3251, 3309 10/11/02 Compression Test 3319 10/11/02 This report is provided solely for the information of our client. This report is not intended to be transmitted to a third party by any means, except in full, without written permission of AMEC. Cc: Freiheit & Ho Architects Sierra Construction Pacific Land Design C \WINDOWS\DESKTOP\Distribulion\Hlbertson's #443wpd wpd Rex Harrison, Structural Engineer City of Bremerton, Building Dept. `DAILY FIELD REPORT AMEC Earth & Environmental, Inc. 11335 N.E. 122nd Way, Suite 100 Tel (425) 820-4669 c3mecw Kirkland, Washington 98034 Fax (425) 821-3914 PRO EC AME PROJECT NO. REPORT NO. 3 ZAD ADD RE PERMIT NO DATE i -56 —7 `� [r CLIENT. WEATHER PAGE (includes Test Reports OF STRUC,IURAL ENGI ER AMEC PROJECT MANAGER/PHONEVO ARCHITECT AMEC FIELD REPRESENTATIVENO �;— 6246V� CONTRACTOR TYPE FINSPECTION INSPECTION 6s ❑ RE -INSPECTION THIS REPORT IS CONSIDERED PRELIMINARY AND SUBJECT TO CHANGE PENDING REVIEW BY OUR PROJECT MANAGER This report is provided solely for the information of our client. This report Is not intended to be transmitted to a third party by any means, except in full, without written permission of AMEC, Inc. AMEC Earth & Environmental. Inc (Rev 11/00) DAILY FIELD REPORT (cont.) AMEC Earth & Environmental, Inc. 115 South 81" Street Tel (253) 572-4975 Tacoma, Washington 98402 Fax (253) 572-3096 PWIMWAP"' PRO AME PROJECT NO -q N3 REPORT NO PAGE (includes Test Repo s) DATE A A 21l- f;:4 PI, L AII 1 2 Of —0'Z- THIS REPORT IS CONSIDERED PRELIMINARY AND SUBJECT TO CHANGE PENDING REVIEW BY OUR PROJECT MANAGER This report is provided solely for the information of our client. This report is not intended to be transmitted to a third party by any means, except in full, without written permission of AMSC, Inc. AMEC Earth & Environmental, Inc. (Rev 11/00) 5111 Af� AhZ III iiWeAXI' WvAi t, 119 31 WIN RAW., --, I R A_.m �1 OL M- 0", _ 1 -11111111111NIQ�drATAXRPI WwWww Lq ! ��• ��. X1_4 _� x_1 7 /.' �_.� \ ut ■ -1p, 111��l wizojila�x � M-- 1 . - A� t Z--, 1 y► �_. �� 4 � t►.' �. ��1 - _ :ra_�� t:r`� X2.11. �1 ., mft—.0�� �- tf� ♦.a a ftp i ALI Lei 0", WAA6LOV .4, LIL ,'III, dw i 1 MIEFF THIS REPORT IS CONSIDERED PRELIMINARY AND SUBJECT TO CHANGE PENDING REVIEW BY OUR PROJECT MANAGER This report is provided solely for the information of our client. This report is not intended to be transmitted to a third party by any means, except in full, without written permission of AMSC, Inc. AMEC Earth & Environmental, Inc. (Rev 11/00) amec Earth & Environmental, Inc. 11335 N.E. 122nd Way, Suite 100 Tel (425) 820-4669 Kirkland, Washington 98034 Fax (425) 821-3914 TEST REPORT ONCRETE GROUT MORTAR (TYPE STM C-39 ASTM C-1019 ASTM C-780 PROJE T ME ) CMU (TYPE ) PRISM ASTM C-140 UBC 21-17 PROJECT NO. SHOTCRETE ACI 506 R OTHER REPORT NO. PAGE (Includes Test Report OF DATE .. a-2 FIELD DATA BATCH DATA SUPPLIER TYPE OF CEMENT MIX NUMBER WEIGHTS PER YARD DESIGN ACTUAL TICKET NUMBER CEMENT (LBS.) Z,® TRUCK NUMBER FLY ASH (LBS.) BATCH SIZE, YD3 COARSE AGG. (LBS.) TOTAL PLACED OF YD3 COARSE AGG. (LBS.) O WATER ADDED, GALS. COARSE AGG. (LBS.) ALLOWABLE WATER, GALS. FINE AGG. (LBS.) Z DRUM REVOLUTIONS WATER (LBS.) Z BATCH TIME AIR ENTRAINMENT SAMPLE TIME Q ADMIXTURE NO. 1 FINISH TIME / ;�� ADMIXTURE NO. 2 SAMPLE AND TEST DATA SAMPLE SET OF LABORATORY SET # I.D. # SAMPLE LOCATION: DESIGN STRENGTHPSI @ AYS 'TEST DATA SPECIFIED ACTUAL TEST AGE (DAYS) —7 SLUMP (ASTM C-143) Z Af SPECIMEN (NO./SIZE/TYPE) IAIR CONT. (ASTM C -173/C-231) DATE SAMPLED AMBIENT TEMP. °F DATE RECEIVED SAMPLE TEMP. (ASTM C-1064) o CURING CONDITIONS UNIT WEIGHT (ASTM C-138) HIGH/LOW TEMPERATURES YEILD (ASTM C-138) 'Note appropriate test methods if different from those indicated SAMPLE STORAGE LOCATION AND COMMENTS AMEC FI D REPRESENTATIVE R EWE BY THIS REPORT IS CONSIDERED PRELIMINARY AND SUBJECT TO CHANGE PENDING REVIEW BY OUR PROJECT MANAGER This report Is provided solely for the information of our client. This report is not intended to be transmitted to a third party by any means, except In full, without written permission of Amec Earth and Environmental, Inc. AM 19378 (Rev 3/02) lamed Earth & Environmental, Inc. 11335 N. E. 122nd Way, Suite 100 Tel (425) 820-4669 TEST REPORT Kirkland, Washington 98034 Fax (425) 821-3914 CONCRETE GROUT ASTM C-39 ASTM C-101 MORTAR (TYPE ASTM C-780 )CMU (TYPE ) ASTM C-140 PRISM UBC 21-17 SHOTCRETE ACI 506 R OTHER PRO C ME j PROJECT NO. s REPORT NO. 0 PAGE (Include Test Repo OF DATE FIELD DATA BATCH DATA SUPPLIER TYPE OF CEMENT MIX NUMBER 70 0 WEIGHTS PER YARD DESIGN ACTUAL TICKET NUMBER S CEMENT (LBS.) TRUCK NUMBER Z FLY ASH (LBS.) BATCH SIZE, YD3 COARSE AGG. (LBS.) TOTAL PLACED OF YD3 COARSE AGG. (LBS.) WATER ADDED, GALS. COARSE AGG. (LBS.) ALLOWABLE WATER, GALS. FINE AGG. (LBS.) O DRUM REVOLUTIONS WATER (LBS.) BATCH TIME AIR ENTRAINMENT SAMPLE TIME a ADMIXTURE NO. , FINISH TIME :.J-� ADMIXTURE NO. 2 SAMPLE AND TEST DATA SAMPLE SET OF LABORATORY SET # I.D. # SAMPLE LOCATION: DESIGN STRENGTH PSI @ AYS 'TEST DATA SPECIFIED ACTUAL TEST AGE (DAYS) SLUMP (ASTM C-143)Rm SPECIMEN (NO./SIZE/TYPE) ' AIR CONT. (ASTM C -173/C-231) DATE SAMPLED _ �. AMBIENT TEMP. °F DATE RECEIVED SAMPLE TEMP. (ASTM C-1064) CURING CONDITIONS UNIT WEIGHT (ASTM C-138) HIGH/LOW TEMPERATURES YEILD (ASTM C-138) 'Note appropriate test methods it different from those indicated SAMPLE STORAGE LOCATION AND COMMENTS AMEC FIEL REPRESENTATIVE AEVIYVVED BY THIS REPORT IS CONSIDERED PRELIMINARY AND SUBJECT TO CHANGE PENDING REVIEW BY OUR PROJECT MANAGER This report is provided solely for the information of our client. This report is not intended to be transmitted to a third party by any means, except in full, without written permission of Amec Earth and Environmental, Inc. AM 19378 (Rev 3/02) amec Earth & Environmental, Inc. 11335 N.E. 122nd Way, Suite 100 Tel (425) 820-4669 TEST REPORT Kirkland, Washington 98034 Fax (425) 821-3914 CONCRETE ASTM C-39 GROUTORTAR (TYPE S ) . CMU (TYPE ) ASTM C-1019 ASTM C-780 ASTM C-140 PRISM UBC 21-17 SHOTCRETE ACI 506 R OTHER PRO CT E PROJECT NO. REPORT NO. PAGE (Includes Test Reports) OF S DATE O - Cs'Z FIELD DATA BATCH DATA SUPPLIER TYPE OF CEMENT MIX NUMBER WEIGHTS PER YARD DESIGN ACTUAL TICKET NUMBER CEMENT (LBS.) TRUCK NUMBER FLY ASH (LBS.) Vv j"K BATCH SIZE, YD3 COARSE AGG. (LBS.) TOTAL PLACED OF YD3 COARSE AGG. (LBS.) WATER ADDED, GALS. COARSE AGG. (LBS.) ALLOWABLE WATER, GALS. FINE AGG. (LBS.) DRUM REVOLUTIONS WATER (LBS.) BATCH TIME AIR ENTRAINMENT SAMPLE TIME ADMIXTURE NO. 1 FINISH TIME / CrZ:> ADMIXTURE NO. 2 SAMPLE AND TEST DATA SAMPLE SET OF LABORATORY SET # I.D. # SAMPLE LOCATION: M" 1-524P JA DESIGN STRENGTH PSI @ 'DAYS 'TEST DATA SPECIFIED ACTUAL TEST AGE (DAYS) SLUMP (ASTM C-143) �— SPECIMEN (NO./SIZE/TYPE) 3 'Z AIR CONT. (ASTM C -173/C-231) DATE SAMPLED _ _ C) Z AMBIENT TEMP. °F �Q DATE RECEIVED SAMPLE TEMP. (ASTM C-1064) 0 CURING CONDITIONS UNIT WEIGHT (ASTM C-138) HIGH/LOW TEMPERATURES YEILD (ASTM C-138) -Note appropriate test methods N different from those indicated SAMPLE STORAGE LOCATION AND COMMENTS �AMEC FIELD EPRESENTATIVE VREVIMED BY THIS REPORT IS CONSIDERED PRELIMINARY AND SUBJECT TO CHANGE PENDING REVIEW BY OUR PROJECT MANAGER This report is provided solely for the Information of our client. This report is not Intended to be transmitted to a third party by any means, except in full, without written permission of Amec Earth and Environmental, Inc. AM 19378 (Rev 3/02) i DAILY FIELD REPORT AMEC Earth n, Environmental, Inc. ame 11335 N. E. 122"d Way, Suite 100 Tel (425) 820-4669 CW Kirkland, Washington 98034 Fax (425) 821-3914 PRO JLC ME PROJECT NO REPORT NO. PERMIT NOARCHITECT ■• WEATHER Reports) �MEI PROJECT MA ,GER/PHONE � •r,.. INTATIVE/PA 0 IZR_V)�AL ENGINE CON .O — INSPECTIO aw ■ AWN RN �■ f 1 ?. i ��a i _� /. t i Za _ a• tit L�TJ 1L�M—r-- 'IP 10L W MWAnd THIS REPORT IS CONSIDERED PRELIMINARY AND SUBJECT TO CHANGE PENDING REVIEW BY OUR PROJECT MANAGER This report Is provided solely for the information of our client. This report is not intended to be transmitted to a third party by any means, except in full, without written permission of AMEC, Inc. ARArr FPrth R Fn%i nnmPntAI Inn. (RPv 11 mm J DAILY FIELD REPORT (cont.) AMEC Earth & Environmental, Inc. 115 South 8`" Street Tel (253) 572-4975 Tacoma, Washington 98402 Fax (253) 572-3096 amec� PROJ CTPROJECT NO. REPORT NO E ffl PAGE (includes Test Reports) DATE IFZ OF © — /� f THIS REPORT IS CONSIDERED PRELIMINARY AND SUBJECT TO CHANGE PENDING REVIEW BY OUR PROJECT MANAGER This report is provided solely for the information of our client. This report is not intended to be transmitted to a third party by any means, except in full, without written permission of AMEC, Inc. AMEC Earth & Environmental, Inc. (Rev 11/00) 1 7U. -7: —,.: viw-w,. A WAII WE - Pik ILARII��Iiiiii ML 0 IVA A MW I Ilk 4 �IW?A IIIIIIIIII, IIIIII, P'��M k MrATOMMINT"IM . L -s .�.. 1� PA, aow_. M Rc, ww'XI PUMP lump- of"., 4111 q – i � - :: I � I I, N MI., M1 MAW "M E- RAW. Oil — 08 i THIS REPORT IS CONSIDERED PRELIMINARY AND SUBJECT TO CHANGE PENDING REVIEW BY OUR PROJECT MANAGER This report is provided solely for the information of our client. This report is not intended to be transmitted to a third party by any means, except in full, without written permission of AMEC, Inc. AMEC Earth & Environmental, Inc. (Rev 11/00) DAILY FIELD REPORT AMEC Earth &Environmental, Inc. amecw 11335 N.E. 122"d Way, Suite 100 Tel (425) 820-4669 Kirkland, Washington 98034 Fax (425) 821-3914 PRO T E I PROJECT NO REPORT NO _ 3�Z ADDR S PERMIT NO. DATE Ix en. CLIE T WEATHER PAGE (includes Test Reports) i cg5lp 8r"Sn" OF STRUC URAL ENGIN R MEC PROJECT MANAGERIPHONE N4. ARCHITECT AMEC FIELD REPRESENTATIVE/PAG OFINSPECTI EW INSPECTION CON ACTOHTYP ❑ RE -INSPECTION THIS REPORT IS CONSIDERED PRELIMINARY AND SUBJECT TO CHANGE PENDING REVIEW BY OUR PROJECT MANAGER This report is provided solely for the information of our client. This report is not intended to be transmitted to a third party by any means, except in full, without written permission of AMEC, Inc. AMEC Earth & Environmental. Inc (Rev 11/001 `DAILY FIELD REPORT (cont.) AMEC Earth & Environmental, Inc. ame 115 South 8'" Street Tel (253) 572-4975 C" Tacoma, Washington 98402 Fax (253) 572-3096 PR C AME PROJECT NO REPORT NO . OW -X M _W• �• ra I�W\Simi � I V PAGE (includes Test Reports) DATE OF a — Z -6"Z_ t�Y ;Yl� TiA� s W1{x. -r a.�rseoEr ss .d -,,, 1�f U!:[Z , '� i+efi 10 ' T`r'XA .A- 1d 1 1 i1 i-tMA i x 4.. c}WSul ii3idi it Y � Gt•6 � . OW -X M _W• �• ra I�W\Simi � I V 9 W,�4 iiVr— WIM.-OA101 r t &V "Q L MI'—Well A W�� law, G_ * 11 111 11 ii� -,d �wfflx-w V 14 7A - EA MM I "A 1 - _L i I A9.WV v 4i''1111111111Z If 40C X 1 AM , FIFLD REPRItSIFNTATIVE REVIEWED BY THIS REPORT IS CONSIDERED PRELIMINARY AND SUBJECT TO CHANGE PENDING REVIEW -BY OUR PROJECT MANAGER This report is provided solely for the information of our client. This report is not intended to be transmitted to a third party by any means, except in full, without written permission of AMEC, Inc. AMEC Earth & Environmental, Inc. (Rev. 11/00) emec Earth & Environmental, Inc. 11335 N.E. 122nd Way, Suite 100 Tel (425) 820-4669 Kirk)and, Washington 98034 Fax (425) 821-3914 TEST REPORT NCRETE GROUT STM C- STM C-1019 MORTAR (TYPE ASTM C-780 ) CMU (TYPE ) ASTM C-140 PRISM UBC 21-17 SHOTCRETE ACI 506 R OTHER PR OJ T E -� PROJECT NO. REPORT NO. Z—L PAGE (Includes Test Reports) 3 OF DATE Z -tom FIELD DATA BATCH DATA SUPPLIER TYPE OF CEMENT MIX NUMBER WEIGHTS PER YARD DESIGN ACTUAL TICKET NUMBER CEMENT (LBS.) -7 Les d TRUCK NUMBER FLY ASH (LBS.) BATCH SIZE, YD3 13 COARSE AGG. (LBS.) TOTAL PLACED OF-,J(,-YD3 COARSE AGG. (LBS.) WATER ADDED, GALS. COARSE AGG. (LBS.) ALLOWABLE WATER, GALS. FINE AGG. (LBS.) / , DRUM REVOLUTIONS WATER (LBS.) BATCH TIME y`S� AIR ENTRAINMENT SAMPLE TIME ADMIXTURE NO. r Z FINISH TIME ! 3d ADMIXTURE NO.2 SAMPLE AND TEST DATA SAMPLE SET OF LABORAT RY SET # I.D. # SAMPLE LOCATION: -Z DESIGN STRENGTH PSI DAYS 'TEST DATA SPECIFIED ACTUAL TEST AGE (DAYS) SLUMP (ASTM C-143) SPECIMEN (NO./SIZE/TYPE) 60 L 1Z AIR CONT. (ASTM C -173/C-231) DATE SAMPLED 0 . --C>-Z_ AMBIENT TEMP. °F q DATE RECEIVED SAMPLE TEMP. (ASTM C-1064) CURING CONDITIONS UNIT WEIGHT (ASTM C-138) HIGH/LOW TEMPERATURES YEILD (ASTM C-138) *Note appropriate test methods H different from those indicated SAMPLE STORAGE LOCATION AND COMMENTS A C FIE REPRESENTATIVE REVIEWED BY THIS REPORT IS CONSIDERED PRELIMINARY AND SUBJECT TO CHANGE PENDING REVIEW BY OUR PROJECT MANAGER This report Is provided solely for the information of our client. This report is not intended to be transmitted to a third party by any means, except In full, without written permission of Amec Earth and Environmental, Inc. AM 19378 (Rev 3/02) amec Earth & Environmental, Inc. 11335 N.E. 122nd Way, Suite 100 Tel (425) 820-4669 TEST REPORT Kirkland, Washington 98034 Fax (425) 821-3914 NCRET GROUTMORTAR ASTM C-39 STM C-1019 (TYPE ASTM C-780 ) CMU (TYPE ) ASTM C-140 PRISM UBC 21-17 SHOTCRETE ACI 506 R OTHER PROJECTWAIAE PROJECT NO. O REPORT NO. PAGE (Include Test Repo s) OF DATE 0 — —Q FIELD DATA BATCH DATA SUPPLIER TYPE OF CEMENT. MIX NUMBER Z WEIGHTS PER YARD DESIGN ACTUAL TICKET NUMBER i IS2_2 CEMENT (LBS.) �S2_c> TRUCK NUMBER 0 FLY ASH (LBS.) BATCH SIZE, YD3 16 COARSE AGG. (LBS.) TOTAL PLACED OF YD3 COARSE AGG. (LBS.) WATER ADDED, GALS. COARSE AGG. (LBS.) ALLOWABLE WATER, GALS. FINE AGG. (LBS.) DRUM REVOLUTIONS WATER (LBS.) Z BATCH TIME D AIR ENTRAINMENT SAMPLE TIME O ADMIXTURE NO. 1 FINISH TIME ADMIXTURE NO. 2 SAMPLE AND TEST DATA �f SAMPLE SET L.— OF LABORATORY SET # I.D. # SAMPLE LOCATION: DESIGN STRENGTH P I DAYS 'TEST DATA SPECIFIED ACTUAL TEST AGE (DAYS) SLUMP (ASTM C-143) SPECIMEN (NO./SIZE/TYPE) ` AIR CONT. (ASTM C -173/C-231) DATE SAMPLED Q — —<:� AMBIENT TEMP. °F �o DATE RECEIVED SAMPLE TEMP. (ASTM C-1064) 0 CURING CONDITIONS UNIT WEIGHT (ASTM C-138) HIGH/LOW TEMPERATURES YEILD (ASTM C-138) 'Note appropriate test methods 8 different from those indicated SAMPLE STORAGE LOCATION AND COMMENTS AMEC FIEO REPR SENTATIVE V REVIEWED BY THIS REPORT IS CONSIDERED PRELIMINARY AND SUBJECT TO CHANGE PENDING REVIEW BY OUR PROJECT MANAGER This report is provided solely for the information of our client. This report is not intended to be transmitted to a third party by any means, except In full, without written permission of Amec Earth and Environmental, Inc. AM 19378 (Rev 3/02) r LILYFIELD REPORT AMEC Earth & Environmental, Inc. 115 South 8`h Street Tel (253 572-4975 amecw Tacoma, Washington 98402 Fax (253) 572-3096 PRO CT N ME PROJECT NO REPORT NO i S-�> ADDR S PERMITNODATE © !. CILIEXT I WEATHER PA6E (includes Test Reports) Y\,S OF S UCTURAL ENGINEE AMEC PROJECT MANAGER/PHONE N ARCHITECT A C FIELD REPRESENTATIVE/PA CONT TOR TYPE OF INSPECTION W INSPECTION S E -INSPECTION THIS REPORT IS CONSIDERED PRELIMINARY AND SUBJECT TO CHANGE PENDING REVIEW BY OUR PROJECT MANAGER This report is provided solely for the information of our client. This report is not intended to be transmitted to a third party by any means, except in full, without written permission of AMEC, Inc. AMEC Earth & Environmental, Inc. (Rev 11/00) ,r DAILY FIELD REPORT (cont.) AMEC Earth tr Environmental, Inc. df � 115 South 8'h Street Tel (253) 572-4975 clor Tacoma, Washington 98402 Fax (253) 572-3096 PRA A E PROJECT NO REPORT NO. S'2> PAGE (Includes Test Reports) DATE OF ,r' 76 -02 all MENA UMMMMhESENTATI BY THIS REPORT IS CONSIDERED PRELIMINARY AND SUBJECT TO CHANGE PENDING REVIEW BY OUR PROJECT MANAGER This report is provided solely for the information of our client. This report is not intended to be transmitted to a third party by any means, except in full, without written permission of AMEC, Inc. AMEC Earth & Enwronmental Inc (Rev. 11/001 0 `amec Earth & Environmental, Inc. 11335 N.E. 122nd Way, Suite 100 Tel (425) 820-4669 TEST REPORT Kirkland, Washington 98034 Fax (425) 821-3914 O RETE GROUT ASTM C-39 STM C-1019 MORTAR (TYPE ASTM C-780 ) CMU (TYPE ) ASTM C-140 PRISM UBC 21-17 I SHOTCRETE ACI 506 R OTHER PRO CT ME � � �� PROJECT NO. vjq-.. REPORT NO. PAGE (Includes Test Reports) OF DATE FIELD DATA BATCH DATA SUPPLIER TYPE OF CEMENT MIX NUMBER WEIGHTS PER YARD DESIGN ACTUAL TICKET NUMBER 3 CEMENT (LBS.) 5 TRUCK NUMBER FLY ASH (LBS.) BATCH SIZE, YD3 COARSE AGG. (LBS.) TOTAL PLACED 0E—g.&._YD3 COARSE AGG. (LBS.) WATER ADDED, GALS. COARSE AGG. (LBS.) ALLOWABLE WATER, GALS. FINE AGG. (LBS.) Z DRUM REVOLUTIONS WATER (LBS.) BATCH TIME �� AIR ENTRAINMENT SAMPLE TIME Z .C70 ADMIXTURE NO. 1 FINISH TIME I ADMIXTURE NO.2 SAMPLE AND TEST DATA SAMPLE SET OF LABORATORY SET # I.D. # SAMPLE LOCATION: S DESIGN STRENGTH SI @ '��AYS 'TEST DATA SPECIFIED ACTUAL TEST AGE (DAYS) NA SLUMP (ASTM C-143) SPECIMEN (NO./SIZE/TYPE) 7 AIR CONT. (ASTM C -173/C-231) DATE SAMPLED -3 AMBIENT TEMP. OF J DATE RECEIVED SAMPLE TEMP. (ASTM C-1064) e CURING CONDITIONS UNIT WEIGHT (ASTM C-138) HIGH/LOW TEMPERATURES YEILD (ASTM C-138) 'Note appropriate test methods it different from those indicated SAMPLE STORAGE LOCATION AND COMMENTS AMEC FIFID REPRESENTATIVE R IEWED BY THIS REPORT IS CONSIDERED PRELIMINARY AND SUBJECT TO CHANGE PENDING REVIEW BY OUR PROJECT MANAGER This report is provided solely for the information of our client. This report is not intended to be transmitted to a third party by any means, except In full, without written permission of Amec Earth and Environmental, Inc. AM 19378 (Rev 3/02) DAILY FIELD REPORT AMEC Earth &Environmental, Inc. amec 115 South 8'" Street Tel (253 572-4975 Tacoma, Washington 98402 Fax (253) 572-3096 PRO C AME PROJECT NO REPORT NO TT ADDRESS PERMIT NO DATE WEATHER s PAGE (includes Test Repp ) CLIENT m 100 OF STRU TURAL ENGIN ER AMEC PROJECT MANAGER/PHON NO ARCHITECT A EC FIELD REPREENTATIVElP NO CTOR TYPE OF INSPECTION W INSPECTION E ❑ RE -INSPECTION THIS REPORT IS CONSIDERED PRELIMINARY AND SUBJECT TO CHANGE PENDING REVIEW BY OUR PROJECT MANAGER This report is provided solely for the information of our client. This report is not intended to be transmitted to a third party by any means, except in full, without written permission of AMEC, Inc. AMEC Earth & Environmental, Inc (Rev. 11/00) DAILY FIELD REPORT (cont.) AMEC Earth &Environmental, Inc. 10 amec 115 South 8t" Street Tel (253) 572-4975 Tacoma, Washington 98402 Fax (253) 572-3096 PR E T AME , L PROJECT NO. REPORT NO PAGE (includes Test Report DATE ZOF 1% ' 4 —Or7 '�Y'.i,:P:� i'C}['.��i;1?:-y'J� �pek �y �p �'rI.'L. !i(:.�-..L�` '�i..:2}ffi::' ii'.::a1+r•�'-� ��]':[7!�.IN-..^��3Ai��!� 'Ii�S-�e:.;�'�1. pj"<:i}. �t`.�?�J�{: L t f �.y- 1 '+, 4 t' 9d:' F `.�uC '[• '.°YY `{�1•�yY i"C .. ;� ¢� f1i Vbx f 4\�L' :ye -1 O'laL.- 1 Pm y'440 v v • WIN F ��— •EMMINNIff-phVIEWED BY THIS REPORT IS CONSIDERED PRELIMINARY AND SUBJECT TO CHANGE PENDING REVIEW BY OUR PROJECT MANAGER This report is provided solely for the information of our client. This report is not intended to be transmitted to a third party by any means, except in full, without written permission of AMEC, Inc. AMEC Earth & Environmental, Inc. (Rev 11/00) amec Earth & Environmental, Inc. 11335 N.E. 122nd Way, Suite 100 Tel (425) 820-4669 TEST REPORT Kirkland, Washington 98034 Fax (425) 821-3914 ONCRET GROUT ASTM C-39 STM C-1019 MORTAR (TYPE ASTM C-780 ) CMU (TYPE ) ASTM C-140 PRISM UBC 21-17 SHOTCRETE ACI 506 R OTHER PR PROJECT NO. REPORT NO. PAGE (Includes Test Re s) OF DATE FIELD DATA BATCH DATA SUPPLIER TYPE OF CEMENT MIX NUMBER'S ! WEIGHTS PER YARD DESIGN ACTUAL TICKET NUMBER CEMENT (LBS.) �O TRUCK NUMBER -L FLY ASH (LBS.) BATCH SIZE, YD3 COARSE AGG. (LBS.) TOTAL PLACED_ OF Qb3 COARSE AGG. (LBS.) a WATER ADDED, GALS. COARSE AGG. (LBS.) ALLOWABLE WATER, GALS. FINE AGG. (LBS.) DRUM REVOLUTIONS WATER (LBS.) BATCH TIME AIR ENTRAINMENT SAMPLE TIME ! ADMIXTURE NO. FINISH TIME © ADMIXTURE NO.2 �j SAMPLE AND TEST DATA SAMPLE SET OF LABORATORY SET # I.D. # SAMPLE LOCATION: � - -Z DESIGN STRENGTH PSI @ DAYS 'TEST DATA j SPECIFIED ACTUAL TEST AGE (DAYS) SLUMP (ASTM C-143) SPECIMEN (NO./SIZE/TYPE)AIR CONT. (ASTM C -173/C-231) DATE SAMPLED ,_ _ AMBIENT TEMP. °F DATE RECEIVED SAMPLE TEMP. (ASTM C-1064) CURING CONDITIONS UNIT WEIGHT (ASTM C-138) HIGH/LOW TEMPERATURES YEILD (ASTM C-138) 'Note appropriate test methods 9 different from those indicated SAMPLE STORAGE LOCATION AND COMMENTS ---.) e�2'� —00 -, — Z&�� MEC FIELD REPRESENTATIVE V REVIEWED BY THIS REPORT IS CONSIDERED PRELIMINARY AND SUBJECT TO CHANGE PENDING REVIEW BY OUR PROJECT MANAGER This report is provided solely for the information of our client. This report is not intended to be transmitted to a third party by any means, except In full, without written permission of Amec Earth and Environmental, Inc. AM 19376 (Rev 3/02) emec Earth & Environmental, Inc. 11335 N.E. 122nd Way, Suite 100 Tel (425) 820-4669 TEST REPORT Kirkland, Washington 98034 Fax (425) 821-3914 ONCRET GROUT ASTM C-39 TM C-1019 MORTAR (TYPE ASTM C-780 ) CMU (TYPE_) ASTM C-140 PRISM UBC 21-17 SHOTCRETE ACI 506 R OTHER PROD E �y� PROJECT NO. L' REPORT NO. PAGE (fnclu s Test Re s) OFV DATE -�Z FIELD DATA BATCH DATA SUPPLIER TYPE OF CEMENT MIX NUMBER WEIGHTS PER YARD DESIGN ACTUAL TICKET NUMBER CEMENT (LBS.) TRUCK NUMBER FLY ASH (LBS.) BATCH SIZE, YD3 COARSE AGG. (LBS.) JZ TOTAL PLACED /D!aL OF.Z4,Q.YD3 COARSE AGG. (LBS.) WATER ADDED, GALS. COARSE AGG. (LBS.) ALLOWABLE WATER, GALS. FINE AGG. (LBS.) DRUM REVOLUTIONS WATER (LBS.) BATCH TIME :15 AIR ENTRAINMENT SAMPLE TIMEADMIXTURE NO. 'Z FINISH TIME ; 4 ADMIXTURE NO. 2 SAMPLE AND TEST DATA SAMPLE SET OF LABORATORY SET # I.D. # SAMPLE LOCATION: �5:rz) ' "Z�— DESIGN STRENGTHS >PSI @Z DAYS 'TEST DATA SPECIFIED ACTUAL TEST AGE (DAYS) SLUMP (ASTM C-143) SPECIMEN (NO./SIZE/TYPE) A 2� AIR CONT. (ASTM C -173/C-231) DATE SAMPLED D AMBIENT TEMP. OF DATE RECEIVED SAMPLE TEMP. (ASTM C-1064) CURING CONDITIONS UNIT WEIGHT (ASTM C-138) HIGH/LOW TEMPERATURES YEILD (ASTM C-138) 'Note appropriate test methods ff different from those indicated SAMPLE STORAGE LOCATION AND COMMENTS • �AMEC FIEL REPR SENTATIVE REVIEWED BY THIS REPORT IS CONSIDERED PRELIMINARY AND SUBJECT TO CHANGE PENDING REVIEW BY OUR PROJECT MANAGER This report Is provided solely for the information of our client. This report Is not intended to be transmitted to a third party by any means, except In full, without written permission of Amec Earth and Environmental, Inc. AM 19378 (Rev 3/02) amec Earth & Environmental, Inc. 11335 N.E. 122nd Way, Suite 100 Tel (425) 820-4669 TEST REPORT Kirkland, Washington 98034 Fax (425) 821-3914 CONCRETE GROUTMORTAR ASTM C-39 STM C-1019 (TYPE ASTM C-780 ) CMU (TYPE ) ASTM C-140 I PRISM UBC 21-17 SHOTCRETE ACI 506 R OTHER PRM AME PROJECT NO. REPORT NO. PAGE (includes Test Reports) OF DATE FIELD DATA BATCH DATA SUPPLIER NOTYPE OF CEMENT MIX NUMBER WEIGHTS PER YARD DESIGN ACTUAL TICKET NUMBER CEMENT (LBS.) 157b TRUCK NUMBER FLY ASH (LBS.) BATCH SIZE, YD3 COARSE AGG. (LBS.) 3� '�Z ' TOTAL PLACED OF W COARSE AGG. (LBS.) 01 WATER ADDED, GALS. COARSE AGG. (LBS.) ALLOWABLE WATER, GALS. FINE AGG. (LBS.) DRUM REVOLUTIONS WATER (LBS.) BATCH TIME 13' AIR ENTRAINMENT SAMPLE TIME Cyr > ADMIXTURE NO. FINISH TIME ADMIXTURE NO. 2 SAMPLE AND TEST DATA SAMPLE SET ✓ OF LABORATORY SET # I.D. # SAMPLE LOCATION: ,® �— • DESIGN STRENGTH PSI AYS 'TEST DATA SPECIFIED ACTUAL TEST AGE (DAYS) SLUMP (ASTM C-143) SPECIMEN (NO./SIZE/TYPE) AIR CONT. (ASTM C -173/C-231) DATE SAMPLED _ ��� AMBIENT TEMP. °F DATE RECEIVED SAMPLE TEMP. (ASTM C-1064) CURING CONDITIONS UNIT WEIGHT (ASTM C-138) HIGH/LOW TEMPERATURES YEILD (ASTM C-138) 'Note appropriate test methods H different from those indicated SAMPLE STORAGE LOCATION AND COMMENTS s. ` A EC F LD. REPRESENTATIVEREV WED BY THIS REPORT IS CONSIDERED PRELIMINARY AND SUBJECT TO CHANGE PENDING REVIEW BY OUR PROJECT MANAGER This report is provided solely for the information of our client. This report is not intended to be transmitted to a third party by any means, except In full, without written permission of Amec Earth and Environmental, Inc. AM 19378 (Rev 3/02) amec Earth & Environmental, Inc. 11335 N. E. 122nd Way, Suite 100 Tel (425) 820-4669 TEST REPORT Kirkland, Washington 98034 Fax (425) 821-3914 CRETE GROUT 11 ASTM C-39 STM C-1019 MORTAR (TYPE-._) ASTM C-780 CMU (TYPE ) ASTM C-140 PRISM UBC 21-17 SHOTCRETE ACI 506 R OTHER PRO T 1 PROJECT NO. REPORT NO. PAGE (In udes Test Rep rt s) OF DATE FIELD DATA BATCH DATA SUPPLIER TYPE OF CEMENT MIX NUMBER ?� WEIGHTS PER YARD DESIGN ACTUAL TICKET NUMBER ���� CEMENT (LBS.)© TRUCK NUMBER Zs® FLY ASH (LBS.) BATCH SIZE, YDS COARSE AGG. (LBS.) TOTAL PLACED _OF--Zt-CD3 COARSE AGG. (LBS.) WATER ADDED, GALS. COARSE AGG. (LBS.) ALLOWABLE WATER, GALS. FINE AGG. (LBS.) DRUM REVOLUTIONS WATER (LBS.) BATCH TIME AIR ENTRAINMENT SAMPLE TIME ADMIXTURE NO. FINISH TIME b M ADMIXTURE NO. 2 SAMPLE AND TEST DATA SAMPLE SET OF LABORATORY SET # I.D. # SAMPLE LOCATION: , �•— DESIGN STRENGTH PSI @ DAYS 'TEST DATA SPECIFIED ACTUAL TEST AGE (DAYS) SLUMP (ASTM C-143) SPECIMEN (NO./SIZE/TYPE) AIR CONT. (ASTM C -173/C-231) DATE SAMPLED AMBIENT TEMP. °F DATE RECEIVED SAMPLE TEMP. (ASTM C-1064) 77 4,5 CURING CONDITIONS UNIT WEIGHT (ASTM C-138) HIGH/LOW TEMPERATURES YEILD (ASTM C-138) 'Note appropriate test methods H different from those indicated SAMPLE STORAGE LOCATION AND COMMENTS MEC FIELf REPRESENTATIVE REVIEWED BY THIS REPORT IS CONSIDERED PRELIMINARY AND SUBJECT TO CHANGE PENDING REVIEW BY OUR PROJECT MANAGER This report is provided solely for the information of our client. This report is not Intended to be transmitted to a third party by any means, except in full, without written permission of Amec Earth and Environmental, Inc. AM 19378 (Rev 3'02) amec Earth & Environmental, Inc. 11335 N.E. 122nd Way, Suite 100 Tel (425) 820-4669 TEST REPORT Kirkland, Washington 98034 Fax (425) 821-3914 CONCRET GROUT ORTAR (TYPE ASTM C-39 ASTM C-1019 ASTM C-780 ) CMU (TYPE ) ASTM C-140 PRISM UBC 21-17 SHOTCRETE ACI 506 R OTHER PROJECT NO. Z.LT/ � REPORT PAGE (Includes Test Reports) OF DATE O -z— FIELD DATA BATCH DATA SUPPLIER&M� M TYPE OF CEMENT MIX NUMBER AnnWEIGHTS PER YARD DESIGN ACTUAL TICKET NUMBER CEMENT (LBS.) TRUCK NUMBER FLY ASH (LBS.) BATCH SIZE, YD3 Z COARSE AGG. (LBS.) TOTAL PLACED �— OF�YD3 COARSE AGG. (LBS.) WATER ADDED, GALS. COARSE AGG. (LBS.) FINE AGG. (LBS.) ALLOWABLE WATER, GALS. DRUM REVOLUTIONS WATER (LBS.) BATCH TIME AIR ENTRAINMENT SAMPLE TIME D ADMIXTURE NO. FINISH TIME SCM ADMIXTURE NO. 2 SAMPLE AND TEST DATA SAMPLE SET OF i 1 LABORATORY SET # I.D. # SAMPLE LOCATION: Z DESIGN STRENGTH PSI @ DAYS `TEST DATA SPECIFIED ACTUAL TEST AGE (DAYS) Zai SLUMP (ASTM C-143) SPECIMEN (NO./SIZE/TYPE) t� S AIR CONT. (ASTM C -173/C-231) DATE SAMPLED jj�_. Z AMBIENT TEMP. °F DATE RECEIVED SAMPLE TEMP. (ASTM C-1064) CURING CONDITIONS UNIT WEIGHT (ASTM C-138) HIGH/LOW TEMPERATURES YEILD (ASTM C-138) -Note appropriate test methods ff different from those indicated SAMPLE STORAGE LOCATION AND COMMENTS AMEC FI D REPRESENTATIVE REVIEWED BY THIS REPORT IS CONSIDERED PRELIMINARY AND SUBJECT TO CHANGE PENDING REVIEW BY OUR PROJECT MANAGER This report is provided solely for the information of our client. This report is not intended to be transmitted to a third party by any means, except in full, without written permission of Amec Earth and Environmental, Inc. AM 19378 (Rev 3102) amec Earth & Environmental, Inc. 11335 N.E. 122nd Way, Suite 100 Tel (425) 820-4669 TEST REPORT Kirkland, Washington 98034 Fax (425) 821-3914 CONCRETE ASTM C-39 GROUT ASTM C-1019 MORTAR (TYPE ASTM C-780 ) CMU (TYPE ) PRISM SHOTCRETE ASTM C-140 UBC 21-11 ACI 506 R OTHER PRO C ME PROJECT NO. REPORT NO. PAGE (Includes Test Rep s) OF DATE 0 --� FIELD DATA BATCH DATA SUPPLIER TYPE OF CEMENT MIX NUMBER WEIGHTS PER YARD DESIGN ACTUAL TICKET NUMBER© ( CEMENT (LBS.) - TRUCK NUMBER FLY ASH (LBS.) BATCH SIZE, YD3 Z COARSE AGG. (LBS.) TOTAL PLACED OF---,Z_YD3 COARSE AGG. (LBS.) WATER ADDED, GALS. COARSE AGG. (LBS.) ALLOWABLE WATER, GALS. FINE AGG. (LBS.) DRUM REVOLUTIONS WATER (LBS.) BATCH TIME AIR ENTRAINMENT SAMPLE TIME ,. ADMIXTURE NO. FINISH TIME ADMIXTURE NO. 2 SAMPLE AND TEST DATA SAMPLE SET I OF LABORATORY SET # I.D. # SAMPLE LOCATION: .— DESIGN STRENGTH PSI @ DAYS 'TEST DATA SPECIFIED ACTUAL TEST AGE (DAYS)29 SLUMP (ASTM C-143) SPECIMEN (NO./SIZE/TYPE) s5 AIR CONT. (ASTM C -173/C-231) DATE SAMPLED AMBIENT TEMP. °F DATE RECEIVED SAMPLE TEMP. (ASTM C-1064) CURING CONDITIONS UNIT WEIGHT (ASTM C-138) HIGH/LOW TEMPERATURES YEILD (ASTM C-138) 'Note appropriate test methods it different from those indicated SAMPLE STORAGE LOCATION AND COMMENTS tMEC FI REPRES TATIVE REVIEWED BY THIS REPORT IS CONSIDERED PRELIMINARY AND SUBJECT TO CHANGE PENDING REVIEW BY OUR PROJECT MANAGER This report is provided solely for the information of our client. This report Is not Intended to be transmitted to a third party by any means, except in full, without written permission of Amec Earth and Environmental, Inc. AM 19378 (Rev 3/02) FIELD DENSITY REPORT AMEC Earth & Environmental, Inc. 115 South 8th Street Tel (253) 572-4975 Tacoma, Washington 98402 Fax (253) 572-3096 • P C JAME PRO=EC NO FIELD REPORT NO. pASPHALT TEST NO. SW DATE PAGE PROBE DEPTH OF AMEC Earth 6 Environmental, Inc (REV 11/00) i's SUMMARY OF FIELD COMPACTION TEST RESULTSvrL pASPHALT TEST NO. SAMPLE NO. LOCATION OF TEST PROBE DEPTH ELEV WET DENSITY DRY DENSITY % MOIST. % COMP. COMP. SPEC. % PTS ±OPT PASS/ FAIL R- A '# tf I 1, All -SOIL PROPERTIES COMPACTION TEST PARAMETERS SAMPLE NO ID NUMBER MATERIAL DESCRIPTION LAB VALUES TEST�HOD: �M AIMCS'TMD-2922 / D-3017 (SOIL) ❑ ASTM D-2950 (ASPHALT) �Zb"7 NUCLEAR GAUGE NO: S GAUGE STANDARD: MS DS LAB METHOD: El STANDARD PROCTOR (ASTM D-698) 4J46[7I`PIED PROCTOR (ASTM D-1557) ❑ RICE (ASTM D-2041) ❑ MARSHALL (ASTM D-1559) vm�M/o a ST PCF @ % MST o PCF @ MST /o ELEVATION REFERENCA This report is provided solely for the information of our client This report is not intended to be transmitted to a third party by any means, except in full, wihlout the written permission of AMEC Earth & Environmental. Inc C FIELD REPRIZENTATIVE THIS REPORT IS CONSIDERED PRELIMINARY AND SUBJECT TO CHANGE PENDING REVIEW BY PROJECT MANAGER AMEC PROJECT MANAGER AMEC Earth 6 Environmental, Inc (REV 11/00) i's DAILY FIELD REPORT AMEC Earth &Environmental, Inc. amecw 115 South 81h Street Tel (253 572-4975 Tacoma, Washington 98402 Fax (253) 572-3096 PROJECTAME PROJECT NO. ���t:111�- ri)♦ tl I'�j ����71a �' �r� �j�I��!_0jIjjIQ r mw 0, W�v a REPORT NO � IM "ZIMM W_P�11 RE W, , M., 3s- ADDR SS PERMITNO DATE 10 CLI T WEATHER PAGE (includes Test Reports) 5 OF STRU TUBAL ENGI EER AMEC PROJECT MANAGER/PHONE to ARCHITECT AMEC FIELD REPR SENTTATIVE/P O FciznAn I . X - v CONT ACTOR TYP OF INSPECTION EW INSPECTION RE -INSPECTION '��iSyQ ,!rrj�, F ,'PA 'sT"•.�yw+,�• ,,-'[s�3�� V ,.t ;.'.7 f �:.--st:_f` r-K� i'. Cuss TVAn�i, "t�{` �- •Sex,-,.cy!'h.��+Es'_a,�.. s.�6'��Jt ani -r' ���t:111�- ri)♦ tl I'�j ����71a �' �r� �j�I��!_0jIjjIQ r mw 0, W�v a _ IF `Ali, ��- .'.� `.. a Y•i� W_P�11 RE W, , M., �.. ... - _ ••.. THIS REPORT IS CONSIDERED PRELIMINARY AND SUBJECT TO CHANGE PENDING REVIEW BY OUR PROJECT MANAGER This report is provided solely for the information of our client. This report is not Intended to be transmitted to a third party by any means, except in full, without written permission of AMEC, Inc. AMEC Earth & Environmental, Inc (Rev 11/00) 'amec Earth & Environmental, Inc. 11335 N.E. 122nd Way, Suite 100 Tel (425) 820-4669 TEST REPORT Kirkland, Washington 98034 Fax (425) 821-3914 ONCRETE GROUT ASTM C-3 ASTM C-1019 MORTAR (TYPE ) ASTM C-780 CMU (TYPE ) ASTM C-140 PRISM UBC 21-17 SHOTCRETE OTHER ACI 506 R PRM ME PROJECT NO. REPORT NO. PAGE (Includes Test Reports) DATE OF FIELD DATA BATCH DATA SUPPLIER TYPE OF CEMENT MIX NUMBER WEIGHTS PER YARD DESIGN ACTUAL TICKET NUMBER CEMENT (LBS.) TRUCK NUMBER FLY ASH (LBS.) BATCH SIZE, YD3 COARSE AGG. (LBS.) TOTAL PLACED __0e— OF YD3 COARSE AGG. (LBS.) WATER ADDED, GALS. COARSE AGG. (LBS.) ALLOWABLE WATER, GALS. FINE AGG. (LBS.) DRUM REVOLUTIONS WATER (LBS.) BATCH TIME AIR ENTRAINMENT SAMPLE TIME ADMIXTURE NO. 1 FINISH TIME O : M ADMIXTURE NO. 2 SAMPLE AND TEST DATA SAMPLE SET OF LABORATORY SET # I.D. # SAMPLE LOCATION: DESIGN STRENGTHSI @ DAYS "TEST DATA I SPECIFIED ACTUAL TEST AGE (DAYS) SLUMP (ASTM C-143) SPECIMEN (NO./SIZE/TYPE)7' AIR CONT. (ASTM C -173/C-231) DATE SAMPLED _ AMBIENT TEMP. °F m DATE RECEIVED SAMPLE TEMP. (ASTM C-1064) s CURING CONDITIONS UNIT WEIGHT (ASTM C-138) HIGH/LOW TEMPERATURES YEILD (ASTM C-138) 'Note appropriate test methods H different from those indicated SAMPLE STORAGE LOCATION AND COMMENTS MEC FI PRERR—ESENTATIVE REVIEWED BY THIS REPORT IS CONSIDERED PRELIMINARY AND SUBJECT TO CHANGE PENDING REVIEW BY OUR PROJECT MANAGER This report is provided solely for the information of our client. This report is not intended to be transmitted to a third party by any means, except in full, without written permission of Amec Earth and Environmental, Inc. AM 19378 (Rev 3/02) w amec Earth & Environmental, Inc. 11335 N.E. 122nd Way, Suite 100 Tel (425) 820-4669 Kirkland, Washington 98034 Fax (425) 821-3914 TEST REPORT CONCRETE ASTM C-39 GROUT JASTM C-101 MORTAR (TYPE �) MU (TYPE ) ASTM C-780 ASTM C-140 PRISM UBC 21-17 SHOTCRETE ACI 506 R OTHER PR04WCIIN ME PROJECT NO. REPORT NO. PAGE (Includes Test Reports) 3 OF ' DATE v �a FIELD DATA BATCH DATA SUPPLIER TYPE OF CEMENT MIX NUMBER WEIGHTS PER YARD DESIGN ACTUAL TICKET NUMBER CEMENT (LBS.) TRUCK NUMBER FLY ASH (LBS.) BATCH SIZE, YD' COARSE AGG. (LBS.) TOTAL PLACED OF YD3 COARSE AGG. (LBS.) WATER ADDED, GALS. COARSE AGG. (LBS.) ALLOWABLE WATER, GALS. FINE AGG. (LBS.) DRUM REVOLUTIONS WATER (LBS.) BATCH TIME ' AIR ENTRAINMENT SAMPLE TIME ADMIXTURE NO. 1 FINISH TIME ' ADMIXTURE NO.2 SAMPLE AND TEST DATA SAMPLE SET OF LABORATORY SET # I.D. # SAMPLE LOCATION: DESIGN STRENGTH PSI @ DAYS 1 'TEST DATA -- SPECIFIED ACTUAL TEST AGE (DAYS) "] SLUMP (ASTM C-143) SPECIMEN (NO./SIZE/TYPE) AIR CONT. (ASTM C -173/C-231) DATE SAMPLED AMBIENT TEMP. OF DATE RECEIVED SAMPLE TEMP. (ASTM C-1064) CURING CONDITIONS UNIT WEIGHT (ASTM C-138) HIGH/LOW TEMPERATURES YEILD (ASTM C-138) *Note appropriate test methods N different from those indicated SAMPLE STORAGE LOCATION AND COMMENTS M FIELD PRESE ATIVE REVIEWED BY THIS REPORT IS CONSIDERED PRELIMINARY AND SUBJECT TO CHANGE PENDING REVIEW BY OUR PROJECT MANAGER This report is provided solely for the information of our client. This report Is not intended to be transmitted to a third party by any means, except in full, without written permission of Amec Earth and Environmental, Inc. AM 19378 (Rev 3/02) amec,oy, Report of Compression Test Results Client: ALBERTSON'S INC. 250 PARKCENTER BOULEVARD P.O. BOX 20 BOISE, ID 83706 Attn: PATRICK SULLIVAN Specimen Type: CONCRETE ASTM C 39 Sampling and Curing performed in substantial accordance with Mix and Field Data Sample ID Number. 3233 Report Number: 7 Date Cast: 08/27/2002 Date Received: 08/29/2002 Placement: FREEZER SLABS Strength (fc): 3000 psi @ 28 days Mix I D. No.: 30.46A Supplier KITSAP Load #.: Truck #.: 224 Ticket #.: 41671 Plant #: Batch size: 8 Water: 10 Admixtures: A340/303 A350/36 Test Result Date of Report: October 03, 2002 Project # 2-93M0O466-0 Project Name: ALBERTSON'S #443 Project Address- SHERIDAN & WHEATON, BREMERTON, WA Building Permit: Project Mgr: DON MILLER Architect: FREIHEIT & HO Engineer: REX HARRISON Contractor ASTM C 172 and C 31131M Inspector: LISA ROSS Actual Specs. Slump (inches) ASTM C 143: 4 1/2 Air Content (%) ASTM C 231. Unit Weight (pcf) ASTM C 138: Concrete Temp. (°F) ASTM C 1064: 85 Ambient Temp. (°F) 74 N/A Weather: SUNNY/80 Remarks: Time Batch Time: 10:43 Sample Time: 11.30 Finish Time: 12:30 Break Types - (Cn) Cone, (CSp) Conp Split, (CSh) Cone Shear, (Sh) Shear, (Co) Columnar Reviewed by. Distribution PATRICK SULLIVAN Nominal Actual Sample Date Date Age Specimen Area Compressive Strength Type of % of ID Specimen Cast Tested (days) Size (sq in) (lbs) (psi) Fracture Required 7 1 8/27/02 9/3/02 07 6.01 28.37 81060 2860 A 95% 7 2 8/27/02 9/24/02 28 6.00 28.27 98840 3500 A 117% 7 3 8/27/02 9/24/02 28 6.00 28.27 100485 3550 A 118% 7 4 8/27/02 H Break Types - (Cn) Cone, (CSp) Conp Split, (CSh) Cone Shear, (Sh) Shear, (Co) Columnar Reviewed by. Distribution PATRICK SULLIVAN ame& Report of Compression Test Results Client: ALBERTSON'S INC Date of Report: October 03, 2002 250 PARK CENTER BLVD. Project* 2-93M-00466-0 PO BOX 20 Project Name. ALBERTSON'S #443 BOISE, ID 83706 Project Address: SHERIDAN & WHEATON, BREMERTON, WA Building Permit: Attn: PATRICK SULLIVAN Project Mgr: DON MILLER Date Architect, FREIHEIT & HO Age Engineer: REX HARRISON Area Contractor: Specimen Type- CONCRETE ASTM C 39 % of Sampling and Curing performed in substantial accordance with: ASTM C 172 and C 31131M Mix and Field Data Tested Sample ID Number: 3236 Inspector: LISA ROSS Actual Specs. Report Number: 7 Slump (inches) ASTM C 143: Date Cast: 08/27/2002 Air Content (%) ASTM C 231: Date Received: 08/30/2002 Unit Weight (pcf) ASTM C 138 - Placement: A LINE 20 TO 22' Concrete Temp. (°F) ASTM C 1064. 76 07 Ambient Temp. (°F): 70 N/A Strength (fc): 1500 psi @ 28 days Weather: SUNNY/80 Mix I.D. No.: 103% Supplier- ON SITE MIX 2 Load #.: Remarks: Truck 2.00 Ticket 6145 1960 Plant #: 131% Batch size: Time Water 9/24/02 Admixtures. Batch Time: 8:30 3.14 Sample Time: 8:40 A Finish Time: 9,30 Test Result Break Types - (Cn) Cone, (CSpj) Cone Split, (CSh) Cone Shear, (Sh) Shear, (Co) Columnar Reviewed by: Distribution PATRICK SULLIVAN Nominal Actual Sample Date Date Age Specimen Area Compressive Strength Type of % of ID Specimen Cast Tested (days) Size (sq in) (lbs) (psi) Fracture Required 7 1 8/27/02 9/3/02 07 2.00 3.14 4875 1550 A 103% 7 2 8/27/02 9/24/02 28 2.00 3.14 6145 1960 A 131% 7 3 8/27/02 9/24/02 28 2.00 3.14 6440 2050 A 137°% 7 4 8/27/02 Break Types - (Cn) Cone, (CSpj) Cone Split, (CSh) Cone Shear, (Sh) Shear, (Co) Columnar Reviewed by: Distribution PATRICK SULLIVAN REPORT OF COMPRESSION TEST RESULTS CLIENT: ALBERTSON'S, INC. REPORT DATE: 10/04/02 P.O. BOX 20 PROJECT NO.: 2-93M-00466-0 BOISE, ID 83706 PROJECT NAME: ALBERTSON'S 443 82 PROJECT ADDRESS: BREMERTON 74 BUILDING PERMIT: SUNNY/80 ATTENTION: PATRICK SULLIVAN PROJECT MANAGER: DON MILLER ARCHITECT: FREIHEIT & HO ENGINEER: REX HARRISON P.O. NUMBER: SPECIMEN TYPE GROUT 3X3X6 MIX AND FIELD DATA CAST DATE: 08/27/2002 PLACEMENT: 6 LINE B TO J (16 TO 20') STRENGTH: 2,500 @ 28 Days MIX ID NUMBER: 570A301 SUPPLIER: FRED HILL TRUCK NUMBER: 73 TICKET NUMBER: 41647 PLANT NUMBER: BATCH SIZE: 6.5 WATER ADMIXTURE: B282/215 B281/215 A340/260 TIME BATCH TIME: 9:20 SAMPLE TIME: 10:20 FINISH TIME: 11:30 ID# SPEC DATE DATE n In lf%c VCn TGCTFf1 INSPECTOR: LISA ROSS REFERENCE REPORT: 7 SET: 3237 AGE SPEC ACTUAL LOAD STRENGTH BRK % OF rnAvci C17F ARFA PSI TYPE REQ'D 3237 1 08/30/2002 09/03/2002 7 3X3X6 1 12.02 43075 3583 ACTUAL SLUMP (INCHES): FLOWABLE AIR CONTENT (%): 208% UNIT WEIGHT (PCF): 0% CONCRETE TEMP. (F): 82 AMBIENT TEMP. (F): 74 WEATHER: SUNNY/80 REFERENCE REPORT: 7 SET: 3237 AGE SPEC ACTUAL LOAD STRENGTH BRK % OF rnAvci C17F ARFA PSI TYPE REQ'D 3237 1 08/30/2002 09/03/2002 7 3X3X6 1 12.02 43075 3583 143% 3237 2 08/30/2002 09/24/2002 28 3X3X6 10.82 55965 5170 207% 3237 3 08/30/2002 09/24/2002 28 3X3X6 10.97 57120 5210 208% H 0% 0% 0% 0% 0% REVIEWED BY: DATE: / ameO REPORT OF COMPRESSION TEST RESULTS CLIENT: ALBERTSON'S, INC. REPORT DATE: 10/04/02 P.O. BOX 20 PROJECT NO.: 2-93M-00466-0 BOISE, ID 83706 PROJECT NAME: ALBERTSON'S 443 0% PROJECT ADDRESS: BREMERTON BUILDING PERMIT: ATTENTION: PATRICK SULLIVAN PROJECT MANAGER: STEVE SCHMIDT ARCHITECT: FREIHEIT & HO ENGINEER: REX HARRISON P.O. NUMBER: SPECIMEN TYPE GROUT 3X3X6 MIX AND FIELD DATA CAST DATE: 08/29/2002 PLACEMENT: A LINE FROM 1.4 TO 2.5 (20 TO 24') STRENGTH: 2,500 @ 28 Days MIX ID NUMBER: 570A30.1 SUPPLIER: FRED HILL TRUCK NUMBER: 51 TICKET NUMBER: 14814 PLANT NUMBER: BATCH SIZE: 5.5 WATER ADMIXTURE: A340/220 TIME BATCH TIME: 6:12 SAMPLE TIME: 7:10 FINISH TIME: 8:30 ID# SPEC DATE DATE r I'rlr1'1 TrGTCI'1 INSPECTOR: LISA ROSS ACTUAL SLUMP (INCHES): FLOWABLE AIR CONTENT (%): UNIT WEIGHT (PCF): CONCRETE TEMP. (F): 85 AMBIENT TEMP. (F): 75 WEATHER: SUNNY/75 REFERENCE REPORT: 9 SET: 3249 AGE SPEC ACTUAL LOAD STRENGTH BRK % OF Innv01 017C ADCA PSI TYPE REO'D 3249 1 09/04/2002 09/05/2002 7 3X3X6 12.28 32050 3998 160% 3249 2 09/04/2002 09/26/2002 28 3X3X6 12.39 45885 3703 148% 3249 3 09/04/2002 09/26/2002 28 3X3X6 12.39 47635 3844 154% H 0% 0% 0% 0% 0% REVIEWED BY: DATE: '� �' •v "r ameC16 Report of Compression Test Results Client- ALBERTSON'S INC. 250 PARK CENTER BLVD. PO BOX 20 BOISE, ID 83706 Attn PATRICK SULLIVAN Specimen Type: CONCRETE ASTM C 39 Sampling and Curing performed in substantial accordance with Mix and Field Data Sample ID Number: 3257 Report Number: 11 Date Cast: 09/03/2002 Date Received: 09/04/2002 Placement: H LINE FROM 1.4 TO 6 Strength (fc): 2500 psi @ 28 days Mix I.D. No.: 570A30 Supplier FRED HILL Load #.: Truck # - 212 Ticket #.: Plant #: Batch size: 8 Water: Admixtures: A340/321 Test Result Date of Report. October 04, 2002 Project #: 2-93M-00466-0 Project Name: ALBERTSON'S #443 Project Address: SHERIDAN & WHEATON, BREMERTON, WA Building Permit: Project Mgr: DON MILLER Architect: FREIHEIT & HO Engineer: REX HARRISON Contractor: ASTM C 172 and C 31131M Inspector: LISA ROSS Slump (inches) ASTM C 143: Air Content (%) ASTM C 231: Unit Weight (pcf) ASTM C 138: Concrete Temp. (°F) ASTM C 1064: Ambient Temp. (°F): Weather: CLOUD/66 Remarks: Time Batch Time: 9:19 Sample Time: 10:30 Finish Time: 11:00 Actual Specs. FLOWABLE 72 66 N/A Break Types - (Cn) Cone, (CSp) Reviewed by: Split, (CSh) Cone Shear, (Sh) Shear, (Co) Columnar Distribution PATRICK SULLIVAN Nominal Actual Sample Date Date Age Specimen Area Compressive Strength Type of % of ID Specimen Cast Tested (days) Size (sq in) (lbs) (psi) Fracture Required 11 1 9/3/02 9/10/02 07 3.95 12.25 36070 2940 A 118% 11 2 9/3/02 10/1/02 28 3.70 10.75 45635 4240 A 170% 11 3 9/3/02 10/1/02 28 3.71 10.81 46900 4340 A 1740 11 4 9/3/02 H Break Types - (Cn) Cone, (CSp) Reviewed by: Split, (CSh) Cone Shear, (Sh) Shear, (Co) Columnar Distribution PATRICK SULLIVAN ameOlv Report of Compression Test Results Client: ALBERTSON'S INC. 250 PARK CENTER BLVD. PO BOX 20 BOISE, ID 83706 Attn: PATRICK SULLIVAN Specimen Type: CONCRETE ASTM C 39 Sampling and Curing performed in substantial accordance with: Mix and Field Data Sample ID Number: 3330 Report Number: 26 Date Cast: 09/24/2002 Date Received: 09/25/2002 Placement: WAKK ON 1.4 LINE FROM G TO G.9 Strength (fc): 3000 psi @ 28 days Mix I.D. No.: 5 1/2C/3000 Supplier: HARD ROCK Load #.: Truck #.: 9 Ticket #.: 11716 Plant #: Batch size: 5 Water Admixtures: Test Result Date of Report: October 04, 2002 Project* 2-93M-00466-0 Project Name ALBERTSON'S #443 Project Address: SHERIDAN & WHEATON, BREMERTON, WA Building Permit, Project Mgr: DON MILLER Architect: FREIHEIT & HO Engineer REX HARRISON Contractor. ASTM C 172 and C 31131M Inspector: LISA ROSS Actual Specs. Slump (inches) ASTM C 143- 4 1/4 Air Content (%) ASTM C 231: Unit Weight (pcf) ASTM C 138: Concrete Temp. (°F) ASTM C 1064: 74 Ambient Temp. (°F) 70 N/A Weather: SUNNY/75 Remarks. Time Batch Time: 1:00 Sample Time: 1:30 Finish Time: 2.00 Break Types - (Cn) Cone, (CSp) Cone Split, (CSh) Cone Shear, (Sh) Shear, (Co) Columnar Reviewed by: Distribution PATRICK SULLIVAN Nominal Actual Sample Date Date Age Specimen Area Compressive Strength Type of % of ID Specimen Cast Tested (days) Size (sq in) (lbs) (psi) Fracture Required 26 1 9/24/02 10/1/02 07 6.01 28.37 105000 3700 A 123% 26 2 9/24/02 10/22/02 28 26 3 9/24/02 10/22/02 28 26 4 9/24/02 H Break Types - (Cn) Cone, (CSp) Cone Split, (CSh) Cone Shear, (Sh) Shear, (Co) Columnar Reviewed by: Distribution PATRICK SULLIVAN ameO REPORT OF COMPRESSION TEST RESULTS CLIENT: ALBERTSON'S, INC. REPORT DATE: 10/07/02 P.O. BOX 20 PROJECT NO.: 2-93M-00466-0 BOISE, ID 83706 PROJECT NAME: ALBERTSON'S 443 AMBIENT TEMP. (F): PROJECT ADDRESS: BREMERTON WEATHER: BUILDING PERMIT: 0% ATTENTION: PATRICK SULLIVAN PROJECT MANAGER: STEVE SCHMIDT ARCHITECT: FREIHEIT & HO ENGINEER: REX HARRISON P.O. NUMBER: SPECIMEN TYPE GROUT 3X3X6 MIX AND FIELD DATA CAST DATE: 09/03/2002 PLACEMENT: H LINE FROM 1.4 TO 6 STRENGTH: 2,500 @ 28 Days MIX ID NUMBER: 570A30 SUPPLIER: FRED HILL TRUCK NUMBER: 212 TICKET NUMBER: PLANT NUMBER: BATCH SIZE: 8 WATER ADMIXTURE: A340/321 `10A BATCH TIME: 9:19 SAMPLE TIME: 10:30 FINISH TIME: 11:00 ID# SPEC DATE DATE r/1 T�CTCm INSPECTOR: LISA ROSS REFERENCE REPORT: 11 SET: 3252 AGE SPEC ACTUAL LOAD STRENGTH BRK % OF mwvc% 017C eoGn PCI TYPE REO'D 3252 1 09/05/2002 09/10/2002 7 3X3X6 12.50 11705 1500 ACTUAL SLUMP (INCHES): FLOWABLE AIR CONTENT (%): 3252 3 09/05/2002 10/01/2002 28 3X3X6 10.89 31865 2930 UNIT WEIGHT (PCF): H CONCRETE TEMP. (F): 72 AMBIENT TEMP. (F): 66 WEATHER: CLOUDY/66 REFERENCE REPORT: 11 SET: 3252 AGE SPEC ACTUAL LOAD STRENGTH BRK % OF mwvc% 017C eoGn PCI TYPE REO'D 3252 1 09/05/2002 09/10/2002 7 3X3X6 12.50 11705 1500 60% 3252 2 09/05/2002 10101/2002 28 3X3X6 10.73 30765 2870 115% 3252 3 09/05/2002 10/01/2002 28 3X3X6 10.89 31865 2930 117% H 0% 0% 0% 0% 0% REVIEWED BY:Arf DATE:/D� / er -.0 '�- ameO Report of Compression Test Results Client: ALBERTSON'S INC. 250 PARK CENTER BLVD. PO BOX 20 BOISE, ID 83706 Attn: PATRICK SULLIVAN Specimen Type- CONCRETE ASTM C 39 Sampling and Curing performed in substantial accordance with Mix and Field Data Sample ID Number: 3319 Report Number: 22 Date Cast: 09/18/2002 Date Received: 09/20/2002 Placement: UNDER COLUMN PLATES Strength (fc): 3000 psi @ 28 days Mix I.D. No.: Supplier: ON SITE MIX Load #: Truck # Ticket #: Plant # Batch size: Water: Admixtures: Test Result Date of Report: October 07, 2002 Project #: 2-93M-00466-0 Project Name: ALBERTSON'S #443 Project Address: SHERIDAN & WHEATON, BREMERTON, WA Building Permit- Project ermitProject Mgr: DON MILLER Architect FREIHEIT & HO Engineer: REX HARRISON Contractor: ASTM C 172 and C 31131M Inspector: LISA ROSS Actual Specs. Slump (inches) ASTM C 143 Air Content (%) ASTM C 231: Unit Weight (pcf) ASTM C 138: Concrete Temp. (°F) ASTM C 1064: 68 Ambient Temp. (°F): 59 N/A Weather: 75/SUNNY Remarks: Time Batch Time: 8:00 Sample Time: 8:10 Finish Time: 8 30 Break Types - (Cn) Cone, (CSp) Cone Split, (CSh) Cone Shear, (Sh) Shear, (Co) Columnar Reviewed by: Distribution PATRICK SULLIVAN Nominal Actual Sample Date Date Age Specimen Area Compressive Strength Type of % of ID Specimen Cast Tested (days) Size (sq in) (lbs) (psi) Fracture Required 22 1 9/18/02 9/25/02 07 2.01 3.17 18265 5760 A 192% 22 2 9/18/02 10/16/02 28 22 3 9/18/02 10/16/02 28 22 Break Types - (Cn) Cone, (CSp) Cone Split, (CSh) Cone Shear, (Sh) Shear, (Co) Columnar Reviewed by: Distribution PATRICK SULLIVAN CLIENT: ALBERTSON'S, INC. REPORT DATE: 10/07/02 P.O. BOX 20 PROJECT NO.: 2-93M-00466-0 BOISE, ID 83706 PROJECT NAME: ALBERTSON'S 443 570A301 PROJECT ADDRESS: BREMERTON 58 BUILDING PERMIT: 43586 ATTENTION: PATRICK SULLIVAN PROJECT MANAGER: STEVE SCHMIDT 3 ARCHITECT: FREIHEIT & HO ADMIXTURE: ENGINEER: REX HARRISON P.O. NUMBER: SPECIMEN TYPE GROUT 3X3X6 MIX AND FIELD DATA CAST DATE: 09/18/2002 PLACEMENT: PLASTERS IN NW 3321 3 09/20/2002 10/09/2002 28 3X3X6 CORNER STRENGTH: 2,500 @ 28 Days MIX ID NUMBER: 570A301 SUPPLIER: FRED HILL TRUCK NUMBER: 58 TICKET NUMBER: 43586 PLANT NUMBER: BATCH SIZE: 3 WATER ADMIXTURE: A340/118 INSPECTOR: LISA ROSS ACTUAL SLUMP (INCHES): AIR CONTENT (%): UNIT WEIGHT (PCF): CONCRETE TEMP. (F): 79 AMBIENT TEMP. (F): 69 WEATHER: 75/SUNNY REFERENCE REPORT: 22 SET: 3321 TIME BATCH TIME: 10:34 SAMPLE TIME: 11:30 FINISH TIME: 12:00 ID# SPEC DATE DATE AGE SPEC ACTUAL LOAD STRENGTH BRK % OF in aGCGivFn TFCTFn InAYS1 S171= ARPA PSI TYPE REQ'D 3321 1 09/20/2002 09125/2002 7 3X3X6 10.99 33755 3070 123% 3321 2 09/20/2002 10/09/2002 28 3X3X6 0% 3321 3 09/20/2002 10/09/2002 28 3X3X6 0% H 0% 0% 0% 0% 0% REVIEWED BY: DATE: 2-. ameCl& Report of Compression Test Results Client ALBERTSON'S INC. 250 PARK CENTER BLVD. PO BOX 20 BOISE, ID 83706 Attn. PATRICK SULLIVAN Specimen Type: CONCRETE ASTM C 39 Sampling and Curing performed in substantial accordance with: Mix and Field Data Sample ID Number: 3310 Report Number. 23 Date Cast: 09/19/2002 Date Received: 09/20/2002 Placement: CURB & GUTTER SE CORNER KODO Strength (fc): 4000 psi @ 28 days Mix LD No.: 5 1/2 C/3000 Supplier: HARD ROCK Load #.: Truck #.: 9 Ticket # - 12037 Plant #: Batch size. 8 Water: Admixtures: Test Result Date of Report. October 08, 2002 Project #: 2-93M-00466-0 Project Name: ALBERTSON'S #443 Project Address: SHERIDAN & WHEATON, BREMERTON, WA Building Permit: Project Mgr: DON MILLER Architect: FREIHEIT & HO Engineer: REX HARRISON Contractor: ASTM C 172 and C 31/31 M Inspector: LISA ROSS Actual Specs Slump (inches) ASTM C 143: 4 1/2 Air Content (%) ASTM C 231: Unit Weight (pcf) ASTM C 138: Concrete Temp. (°F) ASTM C 1064: 74 Ambient Temp. (°F): 66 N/A Weather: CLOUDY/70 Remarks: Time Batch Time: 12:00 Sample Time: 1:00 Finish Time: 1:30 Break Types - (Cn) Cone, (CSp) Cone Split, (CSh) Cone Shear, (Sh) Shear, (Co) Columnar Reviewed by. Distribution PATRICK SULLIVAN Nominal Actual Sample Date Date Age Specimen Area Compressive Strength Type of % of ID Specimen Cast Tested (days) Size (sq in) (lbs) (psi) Fracture Required 23 1 9/19/02 9/26/02 07 5.99 28.18 124215 4410 A 110% 23 2 9/19/02 10/17/02 28 23 3 9/19/02 10/17/02 28 23 4 9/19/02 H Break Types - (Cn) Cone, (CSp) Cone Split, (CSh) Cone Shear, (Sh) Shear, (Co) Columnar Reviewed by. Distribution PATRICK SULLIVAN ameO'% Report of Compression Test Results Client. ALBERTSON'S INC. 250 PARK CENTER BLVD. PO BOX 20 BOISE, ID 83706 Attn: PATRICK SULLIVAN Specimen Type: CONCRETE ASTM C 39 Sampling and Curing performed in substantial accordance with: Mix and Field Data Sample ID Number: 3329 Report Number: 25 Date Cast: 09/23/2002 Date Received: 09/25/2002 Placement: W. TRUCK DOCK WALL Strength ft): 3000 psi @ 28 days Mix I.D. No.: 5 1/2 SKC/3000 Supplier: HARD ROCK Load #.: Truck # : 18 Ticket # : 11724 Plant #: Batch size: 8 Water: 10 Admixtures: Test Result Date of Report: October 08, 2002 Project* 2-93M-00466-0 Project Name: ALBERTSON'S #443 Project Address: SHERIDAN & WHEATON, BREMERTON, WA Building Permit: Project Mgr: DON MILLER Architect: FREIHEIT & HO Engineer. REX HARRISON Contractor: ASTM C 172 and C 31131M Inspector: LISA ROSS Actual Specs. Slump (inches) ASTM C 143. 5 Air Content (%) ASTM C 231: Unit Weight (pcf) ASTM C 138: Concrete Temp. (°F) ASTM C 1064: 75 Ambient Temp. (°F): 69 N/A Weather: SUNNY/75 Remarks. Time Batch Time- 10:25 Sample Time: 11:30 Finish Time: 11:50 Break Types - (Cn) Cone, (CSp) Cone Split, (CSh) Cone Shear, (Sh) Shear, (Co) Columnar Reviewed by - Distribution PATRICK SULLIVAN Nominal Actual Sample Date Date Age Specimen Area Compressive Strength Type of % of ID Specimen Cast Tested (days) Size (sq in) (lbs) (psi) Fracture Required 25 1 9/23/02 9/30/02 07 6.02 28.46 90060 3160 A 105% 25 2 9/23/02 10/21/02 28 25 3 9/23/02 10/21/02 28 25 4 9/23/02 H Break Types - (Cn) Cone, (CSp) Cone Split, (CSh) Cone Shear, (Sh) Shear, (Co) Columnar Reviewed by - Distribution PATRICK SULLIVAN ameClr Report of Compression Test Results Client ALBERTSON'S INC. 250 PARKCENTER BOULEVARD P.O. BOX 20 BOISE, ID 83706 Attn: PATRICK SULLIVAN Specimen Type: CONCRETE ASTM C 39 Sampling and Curing performed in substantial accordance with Mix and Field Data Sample ID Number: 3241 Report Number: 9 Date Cast: 08/29/2002 Date Received: 09/03/2002 Placement: STEM WALLS ON VALUT & SIDEWALK Strength (fc): 4000 psi @ 28 days Mix I.D. No.- 5 1/2 SK3000 Supplier. HARD ROCK Load #: Truck #.: 15 Ticket #.. 11963 Plant #: Batch size: 8 Water: Admixtures: Test Result Date of Report: October 09, 2002 Project #: 2-93M0O466-0 Project Name: ALBERTSON'S #443 Project Address. SHERIDAN & WHEATON, BREMERTON, WA Building Permit Project Mgr DON MILLER Architect: FREIHEIT & HO Engineer: REX HARRISON Contractor: ASTM C 172 and C 31131M Inspector: LISA ROSS Actual Specs. Slump (inches) ASTM C 143: 3 Air Content (%) ASTM C 231: Unit Weight (pcf) ASTM C 138. Concrete Temp. (°F) ASTM C 1064: 77 Ambient Temp. (°F): 72 N/A Weather: SUNNY/75 Remarks: Time Batch Time: 1000 Sample Time: 10:30 Finish Time- 11:30 Break Types - (Cn) Cone, (CSp) Reviewed by: Split, (ASh) Cone Shear, (Sh) Shear, (Co) Columnar Distribution PATRICK SULLIVAN Nominal Actual Sample Date Date Age Specimen Area Compressive Strength Type of % of ID Specimen Cast Tested (days) Size (sq in) (lbs) (psi) Fracture Required 9 1 8/29/02 9/5/02 07 6.00 28.27 114720 4060 A 101% 9 2 8/29/02 9/26/02 28 5.99 28.18 147285 5230 A 131% 9 3 8/29/02 9/26/02 28 5.99 28.18 141200 5010 A 1250 9 4 8/29/02 H Break Types - (Cn) Cone, (CSp) Reviewed by: Split, (ASh) Cone Shear, (Sh) Shear, (Co) Columnar Distribution PATRICK SULLIVAN amec,y Report of Compression Test Results Client- ALBERTSON'S INC. 250 PARKCENTER BOULEVARD P.O. BOX 20 BOISE, ID 83706 Attn: PATRICK SULLIVAN Specimen Type: CONCRETE ASTM C 39 Sampling and Curing performed in substantial accordance with: Mix and Field Data Sample ID Number: 3242 Report Number: 9 Date Cast: 08/29/2002 Date Received: 09/03/2002 Placement: (4) LIGHT POLE FOUNDATIONS ON SHERIDAN Strength ft): 3000 psi @ 28 days Mix I.D. No.: CL 3000 Supplier: FRED HILL Load #.: Truck #.: 80 Ticket #.: 14823 Plant #: Batch size: 5 Water: Admixtures: A350/29 Test Result Date of Report: October 09, 2002 Project* 2-93M0O466-0 Project Name: ALBERTSON'S #443 Project Address. SHERIDAN & WHEATON, BREMERTON, WA Building Permit: Project Mgr: DON MILLER Architect: FREIHEIT & HO Engineer: REX HARRISON Contractor: ASTM C 172 and C 31131M Inspector: LISA ROSS Actual Specs. Slump (inches) ASTM C 143: 4 Air Content (%) ASTM C 231: Unit Weight (pcf) ASTM C 138: Concrete Temp. (°F) ASTM C 1064 83 Ambient Temp. (°F): - 75 N/A Weather: SUNNY/75 Remarks: Time Batch Time: 11:20 Sample Time: 12:10 Finish Time: 1:00 Break Types -:7W- Distribution h) Cone Shear, (Sh) Shear, (Co) Columnar Reviewed by: PATRICK SULLIVAN Nominal Actual Sample Date Date Age Specimen Area Compressive Strength Type of % of ID Specimen Cast Tested (days) Size (sq in) (lbs) (psi) Fracture Required 9 1 8/29/02 9/5/02 07 6.00 28.27 137250 4850 A 162% 9 2 8/29/02 9/26/02 28 5.99 28.18 110820 3930 A 1310 9 3 8/29/02 9/26/02 28 5.99 28.18 102575 3640 A 121% 9 4 8/29/02 H Break Types -:7W- Distribution h) Cone Shear, (Sh) Shear, (Co) Columnar Reviewed by: PATRICK SULLIVAN ame& Report of Compression Test Results Client: ALBERTSON'S INC. Date of Report: October 09, 2002 250 PARK CENTER BLVD. Project #: 2-93M-00466-0 PO BOX 20 Project Name: ALBERTSON'S #443 BOISE, ID 83706 Project Address: SHERIDAN & WHEATON, BREMERTON, WA Building Permit: Attn: PATRICK SULLIVAN Project Mgr: DON MILLER Date Architect: FREIHEIT & HO Age Engineer: REX HARRISON Area Contractor Specimen Type: CONCRETE ASTM C 39 % of Sampling and Curing performed in substantial accordance with, ASTM C 172 and C 31131M Mix and Field Data Tested Sample ID Number: 3235 Inspector: LISA ROSS Actual Specs Report Number: 8 Slump (inches) ASTM C 143: 5 Date Cast: 08/28/2002 Air Content (%) ASTM C 231: Date Received: 08/30/2002 Unit Weight (pcf) ASTM C 138 - Placement: Concrete Temp. (°F) ASTM C 1064: 82 07 Ambient Temp. (°F): 72 N/A Strength (fc): 4000 psi @ 28 days Weather: SUNNY/85 Mix I. D. No.: 30 102% Supplier: HARD ROCK 2 Load #.: Remarks: Truck #.: 15 6.01 Ticket #.: 12375 156120 5500 Plant #: 1380 Batch size: 8 Time Water: 9/25/02 Admixtures: Batch Time: 8:15 28.37 Sample Time: 8:45 A Finish Time: 9:30 Test Result Break Types - (Cn) Cone, (CSp) Cone Reviewed by: Distribution PATRICK SULLIVAN h) Cone Shear, (Sh) Shear, (Co) Columnar Nominal Actual Sample Date Date Age Specimen Area Compressive Strength Type of % of ID Specimen Cast Tested (days) Size (sq in) (lbs) (psi) Fracture Required 8 1 8/28/02 9/4/02 07 6.02 28.46 115780 4070 A 102% 8 2 8/26/02 9/25/02 28 6.01 28.37 156120 5500 A 1380 8 3 8/28/02 9/25/02 28 6.01 28.37 155700 5490 A 137% 8 4 8/28/02 H Break Types - (Cn) Cone, (CSp) Cone Reviewed by: Distribution PATRICK SULLIVAN h) Cone Shear, (Sh) Shear, (Co) Columnar ameCla Report of Compression Test Results Client: ALBERTSON'S INC. 250 PARKCENTER BOULEVARD P.O. BOX 20 BOISE, ID 83706 Attn PATRICK SULLIVAN Specimen Type: CONCRETE ASTM C 39 Sampling and Curing performed in substantial accordance with: Mix and Field Data Sample ID Number: 3247 Report Number: 10 Date Cast: 08/30/2002 Date Received: 09/04/2002 Placement: CURB & GUTTER & VAULT STEM WALL Strength (fc) 4000 psi @ 28 days Mix I.D. No.: 30 Supplier: HARD ROCK Load #.: Truck #.: 15 Ticket #.: 11979 Plant #: Batch size: 8 Water: 20 Admixtures. Test Result Date of Report: October 09, 2002 Project #: 2-93M00466-0 Project Name: ALBERTSON'S #443 Project Address: SHERIDAN & WHEATON, BREMERTON, WA Building Permit: Project Mgr: DON MILLER Architect: FREIHEIT & HO Engineer: REX HARRISON Contractor: ASTM C 172 and C 31131M Inspector: LISA ROSS Actual Specs Slump (inches) ASTM C 143: 5 1/2 Air Content (%) ASTM C 231: Unit Weight (pcf) ASTM C 138: Concrete Temp. (°F) ASTM C 1064: 76 Ambient Temp. (°F): 70 N/A Weather: 70/CLOUDY Remarks: Time Batch Time* 8:00 Sample Time: 9.00 Finish Time: 9:30 Break Types - (Cn) Cone, (CSp) Cone Split, (CSh) Cone Shear, (Sh) Shear, (Co) Columnar Reviewed by: Distribution PATRICK SULLIVAN Nominal Actual Sample Date Date Age Specimen Area Compressive Strength Type of % of ID Specimen Cast Tested (days) Size (sq in) (lbs) (psi) Fracture Required 10 1 8/30/02 9/6/02 07 5.99 28.18 82630 2930 A 73% 10 2 8/30/02 9/27/02 28 5.99 28.18 125190 4440 A 111% 10 3 8/30/02 9/27/02 28 5.99 28.18 106555 3780 A 94% 10 4 8/30/02 H Break Types - (Cn) Cone, (CSp) Cone Split, (CSh) Cone Shear, (Sh) Shear, (Co) Columnar Reviewed by: Distribution PATRICK SULLIVAN ame016 Report of Compression Test Results Client: ALBERTSON'S INC. 250 PARK CENTER BLVD. PO BOX 20 BOISE, ID 83706 Attn: PATRICK SULLIVAN Specimen Type. CONCRETE ASTM C 39 Sampling and Curing performed in substantial accordance with Mix and Field Data Sample ID Number: 3248 Report Number: 9 Date Cast: 08/29/2002 Date Received: 09/04/2002 Placement: E + 6 LINE (20 TO 24') Strength (fc): 1500 psi @ 28 days Mix I.D. No.: Supplier: ON SITE MIX Load #: Truck #.: Ticket #.: Plant #' Batch size: Water: Admixtures - Test Result Date of Report: October 09, 2002 Project* 2-93M-00466-0 Project Name: ALBERTSON'S #443 Project Address: SHERIDAN & WHEATON, BREMERTON, WA Building Permit: Project Mgr: DON MILLER Architect: FREIHEIT & HO Engineer: REX HARRISON Contractor: ASTM C 172 and C 31131M Inspector: LISA ROSS Actual Specs Slump (inches) ASTM C 143: Air Content (%) ASTM C 231: Unit Weight (pcf) ASTM C 138, Concrete Temp. (°F) ASTM C 1064: 82 Ambient Temp. (°F): 72 N/A Weather: SUNNY/75 Remarks: Time Batch Time: 8:00 Sample Time: 8:15 Finish Time: 9:30 Break Types - (Cn) Cone, Reviewed by: Cone Split, (CSh) Cone Shear, (Sh) Shear, (Co) Columnar Distribution PATRICK SULLIVAN Nominal Actual Sample Date Date Age Specimen Area Compressive Strength Type of % of ID Specimen Cast Tested (days) Size (sq in) (lbs) (psi) Fracture Required 9 1 8/29/02 9/5/02 07 2.00 3.14 4500 1430 A 950 9 2 8/29/02 9/26/02 28 1.99 3.11 6525 2100 A 140% 9 3 8/29/02 9/26/02 28 1.99 3.11 4865 1560 A 104% 9 4 8/29/02 Break Types - (Cn) Cone, Reviewed by: Cone Split, (CSh) Cone Shear, (Sh) Shear, (Co) Columnar Distribution PATRICK SULLIVAN ameClr Report of Compression Test Results Client: ALBERTSON'S INC. 250 PARK CENTER BLVD PO BOX 20 BOISE, ID 83706 Attn. PATRICK SULLIVAN Specimen Type: CONCRETE ASTM C 39 Sampling and Curing performed in substantial accordance with: Mix and Field Data Sample ID Number: 3250 Report Number: 11 Date Cast: 09/03/2002 Date Received: 09/05/2002 Placement: CURB & GUTTER N OF PROJECT Strength (fc): 4000 psi @ 28 days Mix I.D. No.: 5 1/2 C/3000 Supplier. HARD ROCK Load #: Truck #.. 15 Ticket #.: 12313 Plant #: Batch size 8 Water: Admixtures: Test Result Date of Report: October 09, 2002 Project #- 2-93M-00466-0 Project Name: ALBERTSON'S #443 Project Address: SHERIDAN & WHEATON, BREMERTON, WA Building Permit Project Mgr: DON MILLER Architect: FREIHEIT & HO Engineer: REX HARRISON Contractor: ASTM C 172 and C 31131M Inspector: LISA ROSS Actual Specs Slump (inches) ASTM C 143: 3 Air Content (%) ASTM C 231: Unit Weight (pcf) ASTM C 138. Concrete Temp. (°F) ASTM C 1064: 74 Ambient Temp. (°F): 68 N/A Weather: CLOUDY/66 Remarks: Time Batch Time: 11:00 Sample Time: 12:00 Finish Time: 1:05 Break Types - (Cn) Cone, (CSp) Cone Split, (CSh) Cone Shear, (Sh) Shear, (Co) Columnar Reviewed by: Distribution PATRICK SULLIVAN Nominal Actual Sample Date Date Age Specimen Area Compressive Strength Type of % of ID Specimen Cast Tested (days) Size (sq in) (lbs) (psi) Fracture Required 11 1 9/3/02 9/10/02 07 5.99 28.18 123490 4380 A 1100 11 2 9/3/02 10/1/02 28 6.01 28.37 139600 4920 A 123% 11 3 9/3/02 10/1/02 28 6.01 28.37 138790 4890 A 122% 11 4 9/3/02 H Break Types - (Cn) Cone, (CSp) Cone Split, (CSh) Cone Shear, (Sh) Shear, (Co) Columnar Reviewed by: Distribution PATRICK SULLIVAN ame& Report of Compression Test Results Client: ALBERTSON'S INC. Date of Report: October 09, 2002 250 PARK CENTER BLVD. Project* 2-93M-00466-0 Nominal PO BOX 20 Project Name: ALBERTSON'S #443 BOISE, ID 83706 Project Address: SHERIDAN & WHEATON, BREMERTON, WA Age Building Permit: Area Compressive Strength Type of % of Attn: PATRICK SULLIVAN Project Mgr: DON MILLER Cast Tested Architect: FREIHEIT & HO Size (sq in) (lbs) (psi) Fracture Required Engineer: REX HARRISON 1 9/19/02 Contractor: 07 Specimen Type: CONCRETE ASTM C 39 28.18 136715 4850 A 1390 23 Sampling and Curing performed in substantial accordance with: ASTM C 172 and C 31131M 10/17/02 Mix and Field Data Sample ID Number: 3311 Inspector: LISA ROSS Actual Specs. Report Number: 23 Slump (inches) ASTM C 143: 5 1/2 Date Cast: 09/19/2002 Air Content (%) ASTM C 231: 4 Date Received: 09/20/2002 Unit Weight (pcf) ASTM C 138: H Placement: @ A.5/2.0 SOG Concrete Temp. (°F) ASTM C 1064: 65 Ambient Temp. (°F): 55 N/A Strength (fc): 3500 psi @ 28 days Weather: CLOUDY/70 Mix 1. D. No.: 3551 NA Supplier: KITSAP Load #.: Remarks: Truck #.: 228 Ticket #.- 43663 Plant #: Batch size: 9 Time Water. 5 Admixtures: A340/278 Batch Time: 5.50 Sample Time: Finish Time: Test Result Break Types - (Cn) Cone, (CSp) Reviewed by: (CSh) Cone Shear, (Sh) Shear, (Co) Columnar Distribution PATRICK SULLIVAN Nominal Actual Sample Date Date Age Specimen Area Compressive Strength Type of % of ID Specimen Cast Tested (days) Size (sq in) (lbs) (psi) Fracture Required 23 1 9/19/02 9/26/02 07 5.99 28.18 136715 4850 A 1390 23 2 9/19/02 10/17/02 28 23 3 9/19/02 10/17/02 28 23 4 9/19/02 H Break Types - (Cn) Cone, (CSp) Reviewed by: (CSh) Cone Shear, (Sh) Shear, (Co) Columnar Distribution PATRICK SULLIVAN ameO Report of Compression Test Results Client: ALBERTSON'S INC. 250 PARK CENTER BLVD. PO BOX 20 BOISE, ID 83706 Attn: PATRICK SULLIVAN Specimen Type. CONCRETE ASTM C 39 Sampling and Curing performed in substantial accordance with: Mix and Field Data Sample ID Number: 3312 Report Number: 23 Date Cast: 09/19/2002 Date Received: 09/20/2002 Placement: SOG B & 3 Strength (fc): 3500 psi @ 28 days Mix I.D. No.: 3551 NA Supplier: KITSAP Load #.: Truck #.: Ticket #.: 15834 Plant #: Batch size: Water: 10 Admixtures: A340/280 Test Result Date of Report: October 09, 2002 Project* 2-93M-00466-0 Project Name- ALBERTSON'S #443 Project Address: SHERIDAN & WHEATON, BREMERTON, WA Building Permit. Project Mgr: DON MILLER Architect: FREIHEIT & HO Engineer: REX HARRISON Contractor: ASTM C 172 and C 31131M Inspector: LISA ROSS Actual Specs Slump (inches) ASTM C 143: 4 3/4 Air Content (%) ASTM C 231: Unit Weight (pcf) ASTM C 138: Concrete Temp. (°F) ASTM C 1064: 65 Ambient Temp. (°F): 55 N/A Weather: CLOUDY/70 Remarks - Time Batch Time: 6:22 Sample Time: Finish Time: Break Types - (Cn) Cone, Reviewed by: Cone Split, (CSh) Cone Shear, (Sh) Shear, (Co) Columnar Distribution PATRICK SULLIVAN Nominal Actual Sample Date Date Age Specimen Area Compressive Strength Type of % of ID Specimen Cast Tested (days) Size (sq in) (lbs) (psi) Fracture Required 23 1 9/19/02 9/26/02 07 5.99 28.18 124530 4420 A 126% 23 2 9/19/02 10/17/02 28 23 3 9/19/02 10/17/02 28 23 4 9/19/02 H Break Types - (Cn) Cone, Reviewed by: Cone Split, (CSh) Cone Shear, (Sh) Shear, (Co) Columnar Distribution PATRICK SULLIVAN amec� Report of Compression Test Results Client: ALBERTSON'S INC. Date of Report: October 09, 2002 250 PARK CENTER BLVD. Project #: 2-93M-00466-0 Nominal PO BOX 20 Project Name: ALBERTSON'S #443 BOISE, ID 83706 Project Address SHERIDAN & WHEATON, BREMERTON, WA Age Building Permit: Area Compressive Strength Type of % of Attn PATRICK SULLIVAN Project Mgr: DON MILLER Cast Tested Architect: FREIHEIT & HO Size (sq in) (lbs) (psi) Fracture Required Engineer REX HARRISON 1 9/19/02 Contractor: 07 Specimen Type: CONCRETE ASTM C 39 28.18 133125 4720 A 135% 23 Sampling and Curing performed in substantial accordance with: ASTM C 172 and C 31131M 10/17/02 Mix and Field Data Sample ID Number: 3313 Inspector: LISA ROSS Actual Specs. Report Number: 23 Slump (inches) ASTM C 143: 4 1/2 Date Cast: 09/19/2002 Air Content (%) ASTM C 231: 4 Date Received: 09/20/2002 Unit Weight (pco ASTM C 138: H Placement: SOG C & 3 Concrete Temp. (°F) ASTM C 1064. 66 Ambient Temp. (°F): 58 N/A Strength (fc): 3500 psi @ 28 days Weather: CLOUDY/70 Mix I.D. No.: 3551 NA Supplier: KITSAP Load #.: Remarks: Truck #.: 222 Ticket #.: 43689 Plant #: Batch size: 9 Time Water: 10 Admixtures: A346/280 Batch Time. 7:47 Sample Time: Finish Time: Test Result Break Types - (Cn) Cone, (CSp) Reviewed by: ne Split, (CSh) Cone Shear, (Sh) Shear, (Co) Columnar Distribution PATRICK SULLIVAN Nominal Actual Sample Date Date Age Specimen Area Compressive Strength Type of % of ID Specimen Cast Tested (days) Size (sq in) (lbs) (psi) Fracture Required 23 1 9/19/02 9/26/02 07 5.99 28.18 133125 4720 A 135% 23 2 9/19/02 10/17/02 28 23 3 9/19/02 10/17/02 28 23 4 9/19/02 H 23 9/19/02 Break Types - (Cn) Cone, (CSp) Reviewed by: ne Split, (CSh) Cone Shear, (Sh) Shear, (Co) Columnar Distribution PATRICK SULLIVAN ame& Report of Compression Test Results Client: ALBERTSON'S INC. Date of Report: October 09, 2002 250 PARK CENTER BLVD Project #: 2-93M-00466-0 PO BOX 20 Project Name: ALBERTSON'S #443 BOISE, ID 83706 Project Address: SHERIDAN & WHEATON, BREMERTON, WA Building Permit: Attn: PATRICK SULLIVAN Project Mgr. DON MILLER Specimen Architect FREIHEIT & HO ID Engineer: REX HARRISON Cast Contractor: Specimen Type: CONCRETE ASTM C 39 Size Sampling and Curing performed in substantial accordance with: ASTM C 172 and C 31131M Mix and Field Data 9/19/02 Sample ID Number. 3314 Inspector: LISA ROSS Actual Specs Report Number: 23 Slump (inches) ASTM C 143: 3 3/4 Date Cast: 09/19/2002 Air Content (%) ASTM C 231. Date Received: 09/20/2002 Unit Weight (pcf) ASTM C 138: Placement. SOG D & 4 Concrete Temp. (°F) ASTM C 1064: 70 Ambient Temp. (°F): 64 N/A Strength (fc) 3500 psi @ 28 days Weather CLOUDYl70 Mix 1. D. No.: 35.51 NA 28 Supplier: KITSAP Load #.- Remarks: Truck #.: 219 Ticket #.: 43727 Plant #. Batch size: 6 Time Water: 12 - 15 Admixtures: A340/184 Batch Time: 9:21 Sample Time: Finish Time. Test Result Break Types - (Cn) Cone, (CSp) Cone Split, (CSh) Cone Shear, (Sh) Shear, (Co) Columnar Reviewed by: Distribution PATRICK SULLIVAN Nominal Actual Sample Date Date Age Specimen Area Compressive Strength Type of % of ID Specimen Cast Tested (days) Size (sq in) (Ibs) (psi) Fracture Required 23 1 9/19/02 9/26/02 07 5.99 28.18 133530 4740 A 135% 23 2 9/19/02 10/17/02 28 23 3 9/19/02 10/17/02 28 23 4 9/19/02 H Break Types - (Cn) Cone, (CSp) Cone Split, (CSh) Cone Shear, (Sh) Shear, (Co) Columnar Reviewed by: Distribution PATRICK SULLIVAN ame016 Report of Compression Test Results Client: ALBERTSON'S INC. 250 PARK CENTER BLVD. PO BOX 20 BOISE, ID 83706 Attn: PATRICK SULLIVAN Specimen Type: CONCRETE ASTM C 39 Sampling and Curing performed in substantial accordance with: Mix and Field Data Sample ID Number: 3315 Report Number: 23 Date Cast: 09/19/2002 Date Received: 09/20/2002 Placement: SOG E & 3 Strength (fc): 3500 psi @ 28 days Mix 1.D No.:3551NA Supplier: KITSAP Load #.- Truck # : 77 Ticket #.: 43745 Plant #: Batch size: 9 Water: 15 Admixtures: A340/280 Test Result Date of Report October 09, 2002 Project* 2-93M-00466-0 Project Name: ALBERTSON'S #443 Project Address- SHERIDAN & WHEATON, BREMERTON, WA Budding Permit. Project Mgr: DON MILLER Architect: FREIHEIT & HO Engineer: REX HARRISON Contractor: ASTM C 172 and C 31131M Inspector: LISA ROSS Actual Specs. Slump (inches) ASTM C 143: 5 1/4 Air Content (%) ASTM C 231. Unit Weight (pcf) ASTM C 138: Concrete Temp. (°F) ASTM C 1064: 68 Ambient Temp. (°F): 60 N/A Weather. CLOUDY/70 Remarks: Time Batch Time: 10:26 Sample Time: Finish Time: Break Types - (Cn) Cone, (CSp) Cone Split, Reviewed by: Distribution PATRICK SULLIVAN Shear, (Sh) Shear, (Co) Columnar Nominal Actual Sample Date Date Age Specimen Area Compressive Strength Type of % of ID Specimen Cast Tested (days) Size (sq in) (Ibs) (psi) Fracture Required 23 1 9/19/02 9/26/02 07 5.99 28.18 121360 4310 A 1230 23 2 9/19/02 10/17/02 28 23 3 9/19/02 10/17/02 28 23 4 9/19/02 H Break Types - (Cn) Cone, (CSp) Cone Split, Reviewed by: Distribution PATRICK SULLIVAN Shear, (Sh) Shear, (Co) Columnar ame& Report of Compression Test Results Client. ALBERTSON'S INC. 250 PARK CENTER BLVD. PO BOX 20 BOISE, ID 83706 Attn PATRICK SULLIVAN Specimen Type: CONCRETE ASTM C 39 Sampling and Curing performed in substantial accordance with Mix and Field Data Sample ID Number: 3316 Report Number: 23 Date Cast: 09/19/2002 Date Received: 09/20/2002 Placement: SOG @ F/2.5 Strength (fc). 3500 psi @ 28 days Mix I.D. No.: 3551 NA Supplier: KITSAP Load #: Truck #. 382 Ticket #.. 43758 Plant #: Batch size: 9 Water: 10 Admixtures: A340/278 Test Result Date of Report: October 09, 2002 Project #: 2-93M-00466-0 Project Name: ALBERTSON'S #443 Project Address: SHERIDAN & WHEATON Building Permit: Project Mgr: DON MILLER Architect FREIHEIT & HO Engineer: REX HARRISON Contractor: ASTM C 172 and C 31131M BREMERTON, WA Inspector: LISA ROSS Actual Specs Slump (inches) ASTM C 143: 4 1/2 Air Content (%) ASTM C 231: Unit Weight (pcf) ASTM C 138: Concrete Temp. (°F) ASTM C 1064. 76 Ambient Temp. (°F), 65 N/A Weather: CLOUDY/70 Remarks: Time Batch Time- 11.04 Sample Time: Finish Time: Break Types - (Cn) Cone, (CSp) Cone Split, (CSh) Cone Shear, (Sh) Shear, (Co) Columnar Reviewed by: Distribution PATRICK SULLIVAN Nominal Actual Sample Date Date Age Specimen Area Compressive Strength Type of % of ID Specimen Cast Tested (days) Size (sq in) (lbs) (psi) Fracture Required 23 1 9/19/02 9/23/02 04 5.99 28.18 93600 3320 A 95% 23 2 9/19/02 9/26/02 07 5.99 28.18 124420 4420 A 126% 23 3 9/19/02 10/17/02 28 23 4 9/19/02 10/17/02 28 23 5 9/19/02 H Break Types - (Cn) Cone, (CSp) Cone Split, (CSh) Cone Shear, (Sh) Shear, (Co) Columnar Reviewed by: Distribution PATRICK SULLIVAN ameO Report of Compression Test Results Client: ALBERTSON'S INC. 250 PARK CENTER BLVD PO BOX 20 BOISE, ID 83706 Attn' PATRICK SULLIVAN Specimen Type: CONCRETE ASTM C 39 Sampling and Curing performed in substantial accordance with: Mix and Field Data Sample ID Number: 3317 Report Number: 23 Date Cast: 09/19/2002 Date Received: 09/20/2002 Placement: SOG H & 3 Strength (fc): 3500 psi @ 28 Mix I.D. No.: 3551 Supplier: KITSAP Load #.: Truck #.. 227 Ticket #.: 43789 Plant #: Batch size: 9 Water: Admixtures: POLY A340/278 Test Result Date of Report- October 09, 2002 Project #. 2-93M-00466-0 Project Name: ALBERTSON'S #443 Project Address: SHERIDAN & WHEATON, BREMERTON, WA Building Permit: Project Mgr: DON MILLER Architect: FREIHEIT & HO Engineer: REX HARRISON Contractor: ASTM C 172 and C 31131M Inspector: LISA ROSS Actual Specs. Slump (inches) ASTM C 143: 5 1/2 Air Content (%) ASTM C 231: Unit Weight (pcf) ASTM C 138: Concrete Temp. (°F) ASTM C 1064: 74 Ambient Temp. (°F): 66 N/A days Weather CLOUDY/70 Remarks: Time Batch Time 12:30 Sample Time. 1:20 Finish Time: 1:30 Break Types - (Cn) Cone, Reviewed by. Split, (CSh) Cone Shear, (Sh) Shear, (Co) Columnar Distribution PATRICK SULLIVAN Nominal Actual Sample Date Date Age Specimen Area Compressive Strength Type of % of ID Specimen Cast Tested (days) Size (sq in) (lbs) (psi) Fracture Required 23 1 9/19/02 9/26/02 07 5.99 28.18 109550 3890 A 111% 23 2 9/19/02 10/17/02 28 23 3 9/19/02 10/17/02 28 23 4 9/19/02 H Break Types - (Cn) Cone, Reviewed by. Split, (CSh) Cone Shear, (Sh) Shear, (Co) Columnar Distribution PATRICK SULLIVAN REPORT OF COMPRESSION TEST RESULTS CLIENT: ALBERTSON'S, INC. P.O. BOX 20 BOISE. ID 83706 ATTENTION: PATRICK SULLIVAN SPECIMEN TYPE GROUT 3X3X6 MIX AND FIELD DATA CAST DATE: 09/2012002 PLACEMENT: PILASTERS IN NW & SW CORNERS OF BUILDING STRENGTH: 2,500 @ 28 Days MIX ID NUMBER: 570A301 SUPPLIER: FRED HILL TRUCK NUMBER: 223 TICKET NUMBER: 43896 PLANT NUMBER: BATCH SIZE: 4 WATER ADMIXTURE: POLY A340/161 TIME BATCH TIME: 9:18 SAMPLE TIME: 10:00 FINISH TIME: 11:00 ameO REPORT DATE: 10/09/02 PROJECT NO.: 2-93M-00466-0 PROJECT NAME: ALBERTSON'S 443 PROJECT ADDRESS: BREMERTON BUILDING PERMIT: PROJECT MANAGER: DON MILLER ARCHITECT: FREIHEIT & HO ENGINEER: REX HARRISON P.O. NUMBER: INSPECTOR: LISA ROSS ACTUAL SLUMP (INCHES): FLOWABLE AIR CONTENT (%): UNIT WEIGHT (PCF): CONCRETE TEMP. (F): 67 AMBIENT TEMP. (F): 62 WEATHER: SUNNY/75 REFERENCE REPORT: 7 SET: 3322 ID# SPEC DATE DATE AGE SPEC ACTUAL LOAD STRENGTH BRK % OF nrnrwrn rraT�n InA%fO1 c 17 ADCA PRI TYPE REQ'D 3322 '1 09/23/2002 09/27/2002 7 3X3X6 11.12 34810 3130 125% 3322 2 09/23/2002 10/18/2002 28 3X3X6 0% 3322 3 09/23/2002 10/18/2002 28 3X3X6 0% H 0% 0% 0% 0% 0% DATE: REVIEWED BY: D i 2 ameclbl Report of Compression Test Results Client: ALBERTSON'S INC. 250 PARK CENTER BLVD. PO BOX 20 BOISE, ID 83706 Attn. PATRICK SULLIVAN Specimen Type. CONCRETE ASTM C 39 Sampling and Curing performed in substantial accordance with: Mix and Field Data Sample ID Number: 3323 Report Number. 24 Date Cast: 09/20/2002 Date Received: 09/23/2002 Placement: PILASTERS IN SW CORNER Strength (fc): 1500 psi @ 28 days Mix I.D. No.: Supplier: ON SITE MIX Load #.: Truck #: Ticket Plant #. Batch size: Water: Admixtures: Test Result Date of Report: October 09, 2002 Project #: 2-93M-00466-0 Project Name: ALBERTSON'S #443 Project Address: SHERIDAN & WHEATON, BREMERTON, WA Building Permit: Project Mgr: DON MILLER Architect: FREIHEIT & HO Engineer: REX HARRISON Contractor: ASTM C 172 and C 31131M Inspector: LISA ROSS Actual Specs. Slump (inches) ASTM C 143: Air Content (%) ASTM C 231: Unit Weight (pcf) ASTM C 138: Concrete Temp. (°F) ASTM C 1064: 74 Ambient Temp. (°F). 68 N/A Weather: SUNNY/75 Remarks: Time Batch Time: 10:30 Sample Time: 11:30 Finish Time: 12:00 Break Types - (Cn) Cone, (CSp Reviewed by- (CSh) Cone Shear, (Sh) Shear, (Co) Columnar Distribution PATRICK SULLIVAN Nominal Actual Sample Date Date Age Specimen Area Compressive Strength Type of % of ID Specimen Cast Tested (days) Size (sq in) (lbs) (psi) Fracture Required 24 1 9/20/02 9/27/02 07 1.97 3.05 5265 1730 A 115% 24 2 9/20/02 10/18/02 28 24 3 9/20/02 10/18/02 28 Break Types - (Cn) Cone, (CSp Reviewed by- (CSh) Cone Shear, (Sh) Shear, (Co) Columnar Distribution PATRICK SULLIVAN amec� Report of Compression Test Results Client ALBERTSON'S INC. 250 PARK CENTER BLVD. PO BOX 20 BOISE, ID 83706 Attn: PATRICK SULLIVAN Specimen Type. CONCRETE ASTM C 39 Sampling and Curing performed in substantial accordance with: Mix and Field Data Sample ID Number: 3331 Report Number: 25 Date Cast: 09/23/2003 Date Received: 09/25/2002 Placement: WALL ON 1.4 LINE FROM G TO G.9 Strength (fc): 1500 psi @ 28 days Mix I.D. No.: Supplier: ON SITE MIX Load #.: Truck #.: Ticket #.: Plant #: Batch size: Water: Admixtures Test Result Date of Report: October 08, 2002 Project #: 2-93M-00466-0 Project Name: ALBERTSON'S #443 Project Address: SHERIDAN & WHEATON, BREMERTON, WA Building Permit: Project Mgr: DON MILLER Architect: FREIHEIT & HO Engineer: REX HARRISON Contractor: ASTM C 172 and C 31131M Inspector: LISA ROSS Actual Specs. Slump (inches) ASTM C 143: Air Content (%) ASTM C 231 Unit Weight (pcf) ASTM C 138 Concrete Temp. ("F) ASTM C 1064: 66 Ambient Temp. (°F): 62 N/A Weather: 75/SUNNY Remarks: Time Batch Time: 9:00 Sample Time: 9:15 Finish Time: 10:30 Break Types - (Cn) Cone, (CSp) Corgi Split, (CSh) Cone Shear, (Sh) Shear, (Co) Columnar Reviewed by: Distribution PATRICK SULLIVAN Nominal Actual Sample Date Date Age Specimen Area Compressive Strength Type of % of ID Specimen Cast Tested (days) Size (sq in) (lbs) (psi) Fracture Required 25 1 9/23/03 9/30/03 07 2.01 3.17 5330 1680 A 112% 25 2 9/23/03 10/21/03 28 25 3 9/23/03 10/21/03 28 25 4 Break Types - (Cn) Cone, (CSp) Corgi Split, (CSh) Cone Shear, (Sh) Shear, (Co) Columnar Reviewed by: Distribution PATRICK SULLIVAN ameO Report of Compression Test Results Client: ALBERTSON'S INC. 250 PARK CENTER BLVD. PO BOX 20 BOISE, ID 83706 Attn. PATRICK SULLIVAN Specimen Type: CONCRETE ASTM C 39 Sampling and Curing performed in substantial accordance with: Mix and Field Data Sample ID Number: 3324 Report Number: 24 Date Cast: 09/20/2002 Date Received: 09/23/2002 Placement: KODO - SIDEWALK Strength (fc): 4000 psi @ 28 days Mix I.D. No.: 5 1/2 C/3000 Supplier: HARD ROCK Load #.: Truck #.: 11 Ticket #.: 12014 Plant #: Batch size: 8 Water Admixtures: Test Result Date of Report: October 09, 2002 Project* 2-93M-00466-0 Project Name ALBERTSON'S #443 Project Address. SHERIDAN & WHEATON. BREMERTON, WA Building Permit: Project Mgr: DON MILLER Architect: FREIHEIT & HO Engineer: REX HARRISON Contractor: ASTM C 172 and C 31131M Inspector: LISA ROSS Actual Specs. Slump (inches) ASTM C 143: 5 3/4 Air Content (%) ASTM C 231: Unit Weight (pcf) ASTM C 138: Concrete Temp. (°F) ASTM C 1064: 66 Ambient Temp. (°F): 60 N/A Weather: SUNNY/75 Remarks: Time Batch Time: 9:05 Sample Time: 9:30 Finish Time: 10.00 Break Types - (Cn) Cone, (CSp) Cone Split, (CSh) Cone Shear, (Sh) Shear, (Co) Columnar Reviewed by- Distribution y Distribution PATRICK SULLIVAN Nominal Actual Sample Date Date Age Specimen Area Compressive Strength Type of % of ID Specimen Cast Tested (days) Size (sq in) (lbs) (psi) Fracture Required 24 1 9/20/02 9/27/02 07 5.98 28.09 96650 3440 A 860 24 2 9/20/02 10/18/02 28 24 3 9/20/02 10/18/02 28 24 4 9/20/02 H Break Types - (Cn) Cone, (CSp) Cone Split, (CSh) Cone Shear, (Sh) Shear, (Co) Columnar Reviewed by- Distribution y Distribution PATRICK SULLIVAN ameo, Report of Compression Test Results Client: ALBERTSON'S INC. 250 PARK CENTER BLVD. PO BOX 20 BOISE, ID 83706 Attn: PATRICK SULLIVAN Specimen Type CONCRETE ASTM C 39 Sampling and Curing performed in substantial accordance with: Mix and Field Data Sample ID Number: 3261 Report Number: 13 Date Cast: 09/05/2002 Date Received: 09/06/2002 Placement: SOG @ A+3 Strength (fc): 3500 psi @ 28 Mix I.D. No.: 3540A Supplier: KITSAP Load #. Truck #.: 63 Ticket Plant #: Batch size: 4 Water- 10 Admixtures: A350/24 A340/196 Test Result Date of Report- October 10, 2002 Project #: 2-93M-00466-0 Project Name: ALBERTSON'S #443 Project Address: SHERIDAN & WHEATON Building Permit: Project Mgr STEVE SCHMIDT Architect: FREIHEIT & HO Engineer: REX HARRISON Contractor: ASTM C 172 and C 31131M BREMERTON, WA Inspector: LISA ROSS Actual Specs. Slump (inches) ASTM C 143' 4 1/2 Air Content (%) ASTM C 231: Unit Weight (pcf) ASTM C 138: Concrete Temp. (°F) ASTM C 1064: 87 Ambient Temp. (°F): 75 N/A days Weather: SUNNY/80 Remarks: Time Batch Time- 12:30 Sample Time- 1.30 Finish Time: 2:00 Break Types - (Cn) Cone, (CSp) Cone Split, (CSh) Cone Shear, (Sh) Shear, (Co) Columnar Reviewed by: Distribution PATRICK SULLIVAN Nominal Actual Sample Date Date Age Specimen Area Compressive Strength Type of % of ID Specimen Cast Tested (days) Size (sq in) (lbs) (psi) Fracture Required 13 1 9/5/02 9/12/02 07 6.00 28.27 71845 2540 A 730 13 2 9/5/02 10/3/02 28 6.00 28.27 94220 3330 A 93% 13 3 9/5/02 10/3/02 28 6.00 28.27 94340 3340 A 950 13 4 9/5/02 H Break Types - (Cn) Cone, (CSp) Cone Split, (CSh) Cone Shear, (Sh) Shear, (Co) Columnar Reviewed by: Distribution PATRICK SULLIVAN ameO Report of Compression Test Results Client: ALBERTSON'S INC. 250 PARK CENTER BLVD. PO BOX 20 BOISE, ID 83706 Attn: PATRICK SULLIVAN Specimen Type: CONCRETE ASTM C 39 Sampling and Curing performed in substantial accordance with Mix and Field Data Sample ID Number: 3265 Report Number: 14 Date Cast: 09/06/2002 Date Received: 09/10/2002 Placement: KODO SIDEWALK ON SR303 Strength (fc): 4000 psi @ 28 days Mix I.D No.: 5 1/2 C/3000 Supplier: HARD ROCK Load #.: Truck #.: 12 Ticket #.- 12254 Plant #: Batch size: 8 Water: Admixtures: Test Result Date of Report: October 10, 2002 Project #: 2-93M-00466-0 Project Name: ALBERTSON'S #443 Project Address: SHERIDAN & WHEATON, BREMERTON, WA Building Permit: Project Mgr: STEVE SCHMIDT Architect: FREIHEIT & HO Engineer: REX HARRISON Contractor: ASTM C 172 and C 31131M Inspector: LISA ROSS Actual Specs. Slump (inches) ASTM C 143: 5 Air Content (%) ASTM C 231. Unit Weight (pcf) ASTM C 138: Concrete Temp. (°F) ASTM C 1064: 76 Ambient Temp. (°F): 70 N/A Weather: SUNNY/80 Remarks: Time Batch Time: 9.30 Sample Time: 10:30 Finish Time: 11:00 Break Types - (Cn) Cone, (CSp) Reviewed by: Distribution PATRICK SULLIVAN ) Cone Shear, (Sh) Shear, (Co) Columnar Nominal Actual Sample Date Date Age Specimen Area Compressive Strength Type of % of ID Specimen Cast Tested (days) Size (sq in) (lbs) (psi) Fracture Required 14 1 9/6/02 9/13/02 07 6.00 28.27 105370 3730 A 930 14 2 9/6/02 10/4/02 28 6.00 28.27 120935 4280 A 107% 14 3 9/6/02 10/4/02 28 6.00 28.27 121370 4290 A 1070 14 4 9/6/02 H Break Types - (Cn) Cone, (CSp) Reviewed by: Distribution PATRICK SULLIVAN ) Cone Shear, (Sh) Shear, (Co) Columnar ameO Report of Compression Test Results Client: ALBERTSON'S INC. 250 PARK CENTER BLVD. PO BOX 20 BOISE, ID 83706 Attn: PATRICK SULLIVAN Specimen Type: CONCRETE ASTM C 39 Sampling and Curing performed in substantial accordance with: Mix and Field Data Sample ID Number. 3266 Report Number: 14 Date Cast: 09/06/2002 Date Received. 09/10/2002 Placement: SIGNAL ELECT (4) LIGHT POLE BASES Strength (fc): 3000 psi @ 28 days Mix I.D. No.: CL 3000 Supplier: FRED HILL Load #.: Truck # : 82 Ticket #.: Plant #: Batch size: 5 Water: Admixtures: Test Result Date of Report: October 10, 2002 Project* 2-93M-00466-0 Project Name: ALBERTSON'S #443 Project Address: SHERIDAN & WHEATON, BREMERTON, WA Building Permit: Project Mgr: STEVE SCHMIDT Architect: FREIHEIT & HO Engineer: REX HARRISON Contractor: ASTM C 172 and C 31131M Inspector: LISA ROSS Actual Specs. Slump (inches) ASTM C 143: 3 Air Content (%) ASTM C 231: Unit Weight (pcf) ASTM C 138: Concrete Temp. (°F) ASTM C 1064: 82 Ambient Temp. (°F): 78 N/A Weather: SUNNY/80 Remarks: Time Batch Time: 12:36 Sample Time: 1 ,15 Finish Time: 2:00 Break Types - (Cn) Cone, (CSp) Reviewed by: (CSh) Cone Shear, (Sh) Shear, (Co) Columnar Distribution PATRICK SULLIVAN Nominal Actual Sample Date Date Age Specimen Area Compressive Strength Type of % of ID Specimen Cast Tested (days) Size (sq in) (Ibs) (psi) Fracture Required 14 1 9/6/02 9/13/02 07 6.00 28.27 105370 3730 A 124°% 14 2 9/6/02 10/4/02 28 6.00 28.27 119325 4220 A 1410 14 3 9/6/02 10/4/02 28 6.00 28.27 130865 4630 A 1540 14 4 9/6/02 H Break Types - (Cn) Cone, (CSp) Reviewed by: (CSh) Cone Shear, (Sh) Shear, (Co) Columnar Distribution PATRICK SULLIVAN ameO Report of Compression Test Results Client: ALBERTSON'S INC. 250 PARK CENTER BLVD. PO BOX 20 BOISE, ID 83706 Attn: PATRICK SULLIVAN Specimen Type: CONCRETE ASTM C 39 Sampling and Curing performed in substantial accordance with Mix and Field Data Sample ID Number: 3276 Report Number: 16 Date Cast: 09/10/2002 Date Received: 09/11/2002 Placement: (8) LIGHT POLE BASES FOR HAWKS ELECT. Strength (fc): 3000 psi @ 28 days Mix I.D. No.: 5 112 Supplier: HARD ROCK Load #.: Truck # : 10 Ticket #.: 12162 Plant #: Batch size: 9 Water: 10 Admixtures: Test Result Date of Report: October 10, 2002 Project #: 2-93M-00466-0 Project Name: ALBERTSON'S #443 Project Address: SHERIDAN & WHEATON, BREMERTON, WA Building Permit: Project Mgr: STEVE SCHMIDT Architect: FREIHEIT & HO Engineer: REX HARRISON Contractor: ASTM C 172 and C 31131M Inspector: LISA ROSS Actual Specs. Slump (inches) ASTM C 143: 4 Air Content (%) ASTM C 231: Unit Weight (pcf) ASTM C 138: Concrete Temp. (°F) ASTM C 1064' 72 Ambient Temp. (°F): 66 N/A Weather: SUNNY/75 Remarks - Time Batch Time: 6:29 Sample Time: 7:15 Finish Time: 8:30 Break Types - (Cn) Cone, (CSp) Cone Splii (CSh) Cone Shear, (Sh) Shear, (Co) Columnar Reviewed by: Distribution PATRICK SULLIVAN Nominal Actual Sample Date Date Age Specimen Area Compressive Strength Type of % of ID Specimen Cast Tested (days) Size (sq in) (lbs) (psi) Fracture Required 16 1 9/10/02 9/17/02 07 6.00 28.27 124995 4420 A 147% 16 2 9/10/02 10/8/02 28 6.00 28.27 163205 5770 A 192% 16 3 9/10/02 10/8/02 28 6.00 28.27 161631 5720 A 191% 16 4 9/10/02 H Break Types - (Cn) Cone, (CSp) Cone Splii (CSh) Cone Shear, (Sh) Shear, (Co) Columnar Reviewed by: Distribution PATRICK SULLIVAN ame0'% Report of Compression Test Results Client ALBERTSON'S INC. 250 PARK CENTER BLVD PO BOX 20 BOISE, ID 83706 Attn: PATRICK SULLIVAN Specimen Type: CONCRETE ASTM C 39 Sampling and Curing performed in substantial accordance with: Mix and Field Data Sample ID Number: 3277 Report Number: 16 Date Cast: 09/10/2002 Date Received: 09/11/2002 Placement: (2) LIGHT POLE BASES FOR SIGNAL ELECT. Strength (fc): 3000 psi @ 28 days Mix I.D. No.: CL 3000 Supplier: FRED HILL Load #.: Truck #.: 51 Ticket #.: 42855 Plant #: Batch size: 4 Water: Admixtures: A350/22 Test Result Date of Report: October 10, 2002 Project* 2-93M-00466-0 Project Name: ALBERTSON'S #443 Project Address: SHERIDAN & WHEATON, BREMERTON, WA Building Permit: Project Mgr: STEVE SCHMIDT Architect: FREIHEIT & HO Engineer: REX HARRISON Contractor: ASTM C 172 and C 31131M Inspector: LISA ROSS Actual Specs Slump (inches) ASTM C 143. 3 Air Content (%) ASTM C 231: Unit Weight (pcf) ASTM C 138: Concrete Temp. (°F) ASTM C 1064: 78 Ambient Temp. (°F): 72 N/A Weather. SUNNY/75 Remarks: Time Batch Time: 9:19 Sample Time 10:05 Finish Time. 1025 Break Types - (Cn) Cone, (CSp) Reviewed by: Split, (CSh) Cone Shear, (Sh) Shear, (Co) Columnar Distribution PATRICK SULLIVAN Nominal Actual Sample Date Date Age Specimen Area Compressive Strength Type of % of ID Specimen Cast Tested (days) Size (sq in) (lbs) (psi) Fracture Required 16 1 9/10/02 9/17/02 07 6.00 28.27 112080 3960 A 132% 16 2 9/10/02 10/8/02 28 6.00 28.27 120195 4250 A 1420 16 3 9/10/02 10/8/02 28 6.00 28.27 122381 4330 A 144% 16 4 9/10/02 H Break Types - (Cn) Cone, (CSp) Reviewed by: Split, (CSh) Cone Shear, (Sh) Shear, (Co) Columnar Distribution PATRICK SULLIVAN 15 ameco Report of Compression Test Results Client. ALBERTSON'S INC. 250 PARK CENTER BLVD. PO BOX 20 BOISE, ID 83706 Attn: PATRICK SULLIVAN Specimen Type: CONCRETE ASTM C 39 Sampling and Curing performed in substantial accordance with: Mix and Field Data Sample ID Number: 3333 Report Number: 27 Date Cast: 09/25/2002 Date Received: 09/26/2002 Placement: CURBS IN NW CORENR OF SITE Strength (fc): 3000 psi @ 28 days Mix I.D. No.: 5 1/2C/3000 Supplier: HARD ROCK Load #.: Truck # : 9 Ticket #.: 11692 Plant #: Batch size: 8 Water: Admixtures: Test Result Date of Report: October 10, 2002 Project #: 2-93M-00466-0 Project Name: ALBERTSON'S #443 Project Address: SHERIDAN & WHEATON, BREMERTON, WA Building Permit: Project Mgr: STEVE SCHMIDT Architect: FREIHEIT & HO Engineer: REX HARRISON Contractor: ASTM C 172 and C 31131M Inspector. LISA ROSS Actual Specs. Slump (inches) ASTM C 143: Air Content (%) ASTM C 231 Unit Weight (pcf) ASTM C 138: Concrete Temp. (°F) ASTM C 1064: 76 Ambient Temp. (°F): 70 N/A Weather SUNNY/75 Remarks: Time Batch Time 10:20 Sample Time: 10:40 Finish Time: 11:30 Break Types - (Cn) Cone, (CSX-5ne Split, (CSh) Cone Shear, (Sh) Shear, (Co) Columnar Reviewed by: Distribution PATRICK SULLIVAN Nominal Actual Sample Date Date Age Specimen Area Compressive Strength Type of % of ID Specimen Cast Tested (days) Size (sq in) (lbs) (psi) Fracture Required 27 1 9/25/02 10/2/02 07 6.01 28.37 105130 3710 A 124°% 27 2 9/25/02 10/23/02 28 27 3 9/25/02 10/23/02 28 27 4 9/25/02 H Break Types - (Cn) Cone, (CSX-5ne Split, (CSh) Cone Shear, (Sh) Shear, (Co) Columnar Reviewed by: Distribution PATRICK SULLIVAN amec'� Report of Compression Test Results Client: ALBERTSON'S INC. 250 PARK CENTER BLVD. PO BOX 20 BOISE, ID 83706 Attn: PATRICK SULLIVAN Specimen Type: CONCRETE ASTM C 39 Sampling and Curing performed in substantial accordance with: Mix and Field Data Sample ID Number: 3342 Report Number: 28 Date Cast: 09/26/2002 Date Received: 09/27/2002 Placement: SOG E SIDE OF INTERIOR Strength (fc). 3500 psi @ 28 days Mix I.D. No.: ALB 3551 Supplier: KRM Load #.: Truck #.: 226 Ticket #.. 44374 Plant #: Batch size: 9 Water: Admixtures: POLY/280 Date of Report: October 10, 2002 Project #: 2-93M-00466-0 Project Name: ALBERTSON'S #443 Project Address: SHERIDAN & WHEATON, BREMERTON, WA Building Permit: Project Mgr: STEVE SCHMIDT Architect: FREIHEIT & HO Engineer: REX HARRISON Contractor: ASTM C 172 and C 31131M Inspector: JEFF DORER Actual Specs. Slump (inches) ASTM C 143: 4 Air Content (%) ASTM C 231: Unit Weight (pcf) ASTM C 138: Concrete Temp. (°F) ASTM C 1064: 76 Ambient Temp. (°F): 62 N/A Weather: PARTLY SUNNY/60 Remarks: Time Batch Time: 6:30 Sample Time: 7:15 Finish Time: 7:30 Test Result Nominal Actual Sample Date Date Age Specimen Area Compressive Strength Type of % of ID Specimen Cast Tested (days) Size (sq in) (lbs) (psi) Fracture Required 28 1 9/26/02 10/3/02 07 6.00 28.27 114610 4050 A 116% 28 2 9/26/02 10/24/02 28 28 3 9/26/02 10/24/02 28 28 4 9/26/02 H Break Types - (Cn) Cone, (CSp) Cone SqJit, (CSh) Cone Shear, (Sh) Shear, (Co) Columnar Reviewed by - Distribution PATRICK SULLIVAN amec� Report of Compression Test Results Client: ALBERTSON'S INC. 250 PARK CENTER BLVD. PO BOX 20 BOISE, ID 83706 Attn: PATRICK SULLIVAN Specimen Type: CONCRETE ASTM C 39 Sampling and Curing performed in substantial accordance with Mix and Field Data Sample ID Number: 3346 Report Number: 29 Date Cast: 09/27/2002 Date Received: 10/01/2002 Placement. SIDEWALK E OF LEGION HALL Strength (fc): 3000 psi @ 28 days Mix I.D. No.- 5 1/2 SK Supplier: HARD ROCK Load #.: Truck # • 10 Ticket #. 11730 Plant #. Batch size. 8 Water: Admixtures: Test Result Date of Report: October 10, 2002 Project #: 2-93M-00466-0 Project Name: ALBERTSON'S #443 Project Address: SHERIDAN & WHEATON Building Permit: Project Mgr: STEVE SCHMIDT Architect: FREIHEIT & HO Engineer. REX HARRISON Contractor: ASTM C 172 and C 31131M BREMERTON, WA Inspector: JEFF DORER Actual Specs. Slump (inches) ASTM C 143: 5 Air Content (%) ASTM C 231: Unit Weight (pcf) ASTM C 138: Concrete Temp. (°F) ASTM C 1064: 73 Ambient Temp. (°F): 66 N/A Weather: SUNNY/70 Remarks: Time Batch Time: 10:30 Sample Time: 11:15 Finish Time: 11:30 Break Types - (Cn) Cone Reviewed by: Cone Split, (CSh) Cone Shear, (Sh) Shear, (Co) Columnar Distribution PATRICK SULLIVAN Nominal Actual Sample Date Date Age Specimen Area Compressive Strength Type of % of ID Specimen Cast Tested (days) Size (sq in) (lbs) (psi) Fracture Required 29 1 9/27/02 10/4/02 07 6.00 28.27 66880 2370 A 79% 29 2 9/27/02 10/25/02 28 29 3 9/27/02 10/25/02 28 29 4 9/27/02 H Break Types - (Cn) Cone Reviewed by: Cone Split, (CSh) Cone Shear, (Sh) Shear, (Co) Columnar Distribution PATRICK SULLIVAN CLIENT: ALBERTSON'S, INC. REPORT DATE: 10/10/02 P.O. BOX 20 PROJECT NO.: 2-93M-00466-0 BOISE, ID 83706 PROJECT NAME: ALBERTSON'S 443 0% PROJECT ADDRESS: BREMERTON 0% BUILDING PERMIT: 0% ATTENTION: PATRICK SULLIVAN PROJECT MANAGER: STEVE SCHMIDT ARCHITECT: FREIHEIT & HO ENGINEER: REX HARRISON P.O. NUMBER: SPECIMEN TYPE MIX AND FIELD DATA CAST DATE: 09/27/2002 PLACEMENT: ELECTRIC ENCLOSURE STRENGTH: 2,500 @ 28 Days MIX ID NUMBER: 570A301 SUPPLIER: FRED HILL TRUCK NUMBER: 70 TICKET NUMBER: 44587 PLANT NUMBER: BATCH SIZE: 2 WATER 6 ADMIXTURE: POLY/82 TIME BATCH TIME: 1:12 SAMPLE TIME: 1:50 FINISH TIME: 2:00 GROUT 3X3X6 INSPECTOR: LISA ROSS ACTUAL SLUMP (INCHES): AIR CONTENT (%): UNIT WEIGHT (PCF): CONCRETE TEMP. (F): 69 AMBIENT TEMP. (F): 71 WEATHER: 75/SUNNY REFERENCE REPORT: 29 SET: 3347 ID# SPEC DATE DATE AGE SPEC ACTUAL LOAD STRENGTH BRK % OF IPI QCL`CIVGPI TFRTFII mnvci R17F oRFG PSI TYPE REO'D 3347 1 09/27/2002 10/04/2002 7 3X3X6 10.69 31915 2990 120% 3347 2 09/27/2002 10/25/2002 28 3X3X6 0% 3347 3 09/27/2002 10/09/2002 28 3X3X6 0% H 0% 0% 0% 0% 0% REVIEWED BY. DATE: lb r " eft cLk ��_e- ameO - -- 115 South 8th Street Tacoma, Washington, U.S.A. 98402-5203 Tel (253) 572-4975 Fax (253) 572-3096/ To: Albertson's, Inc. P.O. Box 20 Boise, ID 83706 Attn: Patrick Sullivan �� Q [EC LE O V IE D E C 2 0 2002 BREMERTON BUILDING DEPARTMENT FIELD DOCUMENT TRANSMITTAL Date: December 19, 2002 Project No.: 2-93M-00466-0 Project Name: Albertson's #443 Project Manager: Steve Schmidt Permit No.: Enclosed for your review and records are our most recent Daily Field Reports and associated field correspondence pertaining to the above -referenced project. SUMMARY OF FIELD DOCUMENT TRANSMITTALS Document Type Document No. Document Date Compression Test 3410, 3411, 3412, 3415 12/09/02 Thic rannrt is nrnviriari cnlaly fnr tha infnrmatinn of ni jr rliPnt_ This rennrt is not intended to be transmitted to a third party by any means, except in full, without written permission of AMEC. Cc: Freiheit & Ho Architects Sierra Construction Pacific Land Design C \WINDOWS\DESKTOP\Distribubon\Albertson's #443wpd wpd Rex Harrison, Structural Engineer City of Bremerton, Building Dept. ameOlr Report of Compression Test Results Client. ALBERTSON'S INC 250 PARK CENTER BLVD. PO BOX 20 BOISE, ID 83706 Attn: PATRICK SULLIVAN Specimen Type: CONCRETE ASTM C 39 Sampling and Curing performed in substantial accordance with Mix and Field Data Sample ID Number: 3410 Report Number: 51 Date Cast: 10/31/2002 Date Received. 11/01/2002 Placement: SIDEWALK NW CORNER OF BUILDING/ STOREFRONT CURB Strength (fc): 3000 psi @ 28 days Mix LD No.: 5 1/2 SK CL3000 Supplier: HARD ROCK Load #.: Truck #.: 10 Ticket #.. 12867 Plant #: Batch size: 8 Water: 10 Admixtures: Test Result Date of Report: December 09,-2002 Project #: 2-93M-00466-0 Project Name: ALBERTSON'S #443 Project Address: SHERIDAN & WHEATON, BREMERTON, WA Building Permit: Project Mgr: STEVE SCHMIDT Architect- Engineer: rchitectEngineer: REX HARRISON Contractor: ASTM C 172 and C 31131M Inspector: JON LINDSAY Actual Specs Slump (inches) ASTM C 143: 4 1/4 Air Content (%) ASTM C 231 Unit Weight (pcf) ASTM C 138: Concrete Temp. (°F) ASTM C 1064. 66 Ambient Temp. (°F): 44 N/A Weather: CLEAR/44 Remarks - Time Batch Time: 1000 Sample Time: 11:15 Finish Time: 12 00 Break Types - (Cn) Cone, (CSp) Cone Split, (CSh) Cone Shear, (Sh) Shear, (Co) Columnar Reviewed by Distribution PATRICK SULLIVAN Nominal Actual Sample Date Date Age Specimen Area Compressive Strength Type of % of ID Specimen Cast Tested (days) Size (sq in) (lbs) (psi) Fracture Required 51 1 10/31/02 11/7/02 07 6.00 28.27 102025 3610 A 1200 51 2 10/31/02 11/28/02 28 6.00 28.27 138210 4890 A 163% 51 3 10/31/02 11/28/02 28 6.00 28.27 139760 4940 A 165% 51 4 10/31/02 H Break Types - (Cn) Cone, (CSp) Cone Split, (CSh) Cone Shear, (Sh) Shear, (Co) Columnar Reviewed by Distribution PATRICK SULLIVAN r ameClv Report of Compression Test Results Client. ALBERTSON'S INC. 250 PARK CENTER BLVD. PO BOX 20 BOISE, ID 83706 Attn' PATRICK SULLIVAN Specimen Type- CONCRETE ASTM C 39 Sampling and Curing performed in substantial accordance with Mix and Field Data Sample ID Number: 3411 Report Number 52 Date Cast: 11/01/2002 Date Received: 11/04/2002 Placement: SW SECTION OF PHARMACY DRIVE THRU Strength (fc). 3000 psi @ 28 days Mix I. D. No.. 5 1/2SK/CL3000 Supplier HARD ROCK Load #.. Truck #.. 15 Ticket # : 12881 Plant #. Batch size: 8 Water: Admixtures: Test Result Date of Report: December 09, 2002 Project #: 2-93M-00466-0 Project Name: ALBERTSON'S #443 Project Address: SHERIDAN & WHEATON, BREMERTON, WA Building Permit: Project Mgr: STEVE SCHMIDT Architect: Engineer: REX HARRISON Contractor: ASTM C 172 and C 31131M Inspector: JON LINDSAY Actual Specs. Slump (inches) ASTM C 143: 4 Air Content (%) ASTM C 231: Unit Weight (pcf) ASTM C 138 Concrete Temp (°F) ASTM C 1064. 59 Ambient Temp. (°F): 37 N/A Weather CLEAR/40 Remarks: Time Batch Time: 7:30 Sample Time 8:15 Finish Time: 8 30 Break Types - (Cn) Cone, (CSp) Cone Split, (CSh) Cone Shear, (Sh) Shear, (Co) Columnar Reviewed by: Distribution PATRICK SULLIVAN Nominal Actual Sample Date Date Age Specimen Area Compressive Strength Type of % of ID Specimen Cast Tested (days) Size (sq in) (lbs) (psi) Fracture Required 52 1 11/1/02 11/8/02 07 6.00 28.27 99180 3510 A 1170 52 2 11/1/02 11/29/02 28 6.00 28.27 146790 5190 A 173°% 52 3 11/1/02 11/29/02 28 6.00 28.27 144819 5120 A 171'% 52 4 11/1/02 H I Break Types - (Cn) Cone, (CSp) Cone Split, (CSh) Cone Shear, (Sh) Shear, (Co) Columnar Reviewed by: Distribution PATRICK SULLIVAN ame& Report of Compression Test Results Client: ALBERTSON'S INC. 250 PARK CENTER BLVD. PO BOX 20 BOISE, ID 83706 Attn: PATRICK SULLIVAN Specimen Type. CONCRETE ASTM C 39 Sampling and Curing performed in substantial accordance with: Mix and Field Data Sample ID Number: 3412 Report Number 53 Date Cast: 11/04/2002 Date Received: 11/05/2002 Placement: SOG H TO I AND 1 4 TO 1.8 Strength (fc): 28 psi @ 28 days Mix I.D. No: 5 1/2C/3000 Supplier HARD ROCK Load #. Truck # 9 Ticket #.: 12914 Plant # Batch size. 8 Water Admixtures - Test Result Date of Report: December 09, 2002 Project #. 2-93M-00466-0 Project Name. ALBERTSON'S #443 Project Address- SHERIDAN & WHEATON, BREMERTON, WA Building Permit: Project Mgr: STEVE SCHMIDT Architect: Engineer REX HARRISON Contractor ASTM C 172 and C 31131M Inspector: LISA ROSS Actual Specs. Slump (inches) ASTM C 143: A4 Air Content (%) ASTM C 231: Unit Weight (pcf) ASTM C 138" Concrete Temp. (°F) ASTM C 1064: 60 Ambient Temp (°F): 50 N/A Weather: CLEAR/50 Remarks. Time Batch Time 11:00 Sample Time: 11:30 Finish Time: 12:30 Break Types - (Cn) Cone, (CSp) Cone Split, (CSh) Cone Shear, (Sh) Shear, (Co) Columnar Reviewed by: Distribution PATRICK SULLIVAN Nominal Actual Sample Date Date Age Specimen Area Compressive Strength Type of % of ID Specimen Cast Tested (days) Size (sq in) (lbs) (psi) Fracture Required 53 1 11/4/02 11/11/02 07 6.00 28.27 113290 4010 A 1340 53 2 11/4/02 12/2/02 28 6.00 28.27 154370 5460 A 1820 53 3 11/4/02 12/2/02 28 6.00 28.27 152990 5410 A 180% 53 4 11/4/02 H Break Types - (Cn) Cone, (CSp) Cone Split, (CSh) Cone Shear, (Sh) Shear, (Co) Columnar Reviewed by: Distribution PATRICK SULLIVAN ameO Report of Compression Test Results Client: ALBERTSON'S INC. 250 PARK CENTER BLVD. PO BOX 20 BOISE, ID 83706 Attn: PATRICK SULLIVAN Specimen Type. CONCRETE ASTM C 39 Sampling and Curing performed in substantial accordance with Mix and Field Data Sample ID Number: 3415 Report Number: 54 Date Cast. 11/05/2002 Date Received: 11/06/2002 Placement b.1 to f.5 and 1.2 to 1.4 SOG Strength (fc): 3000 psi @ 28 days Mix I.D. No.: 5 1/2C/300 Supplier: HARD ROCK Load #.- Truck # - 10 Ticket #.: 12925 Plant #: Batch size: 8 Water 8 Admixtures Test Result Date of Report: December 09, 2002 Project #. 2-93M-00466-0 Project Name: ALBERTSON'S #443 Project Address: SHERIDAN & WHEATON, BREMERTON, WA Budding Permit: Project Mgr. STEVE SCHMIDT Architect: Engineer: REX HARRISON Contractor: ASTM C 172 and C 31131M Inspector: LISA ROSS Actual Specs. Slump (inches) ASTM C 143. 3 1/2 Air Content (%) ASTM C 231: Unit Weight (pcf) ASTM C 138. Concrete Temp. (°F) ASTM C 1064: 60 Ambient Temp. (°F): 55 N/A Weather. CLOUDY/55 Remarks Time Batch Time: 7:30 Sample Time: 8:30 Finish Time: 9 30 Break Types - (Cn) Cone, (CSp) Cone Split, (CSh) Cone Shear, (Sh) Shear, (Co) Columnar Reviewed by: Distribution PATRICK SULLIVAN Nominal Actual Sample Date Date Age Specimen Area Compressive Strength Type of % of ID Specimen Cast Tested (days) Size (sq in) (lbs) (psi) Fracture Required 54 1 11/5/02 11/12/02 07 6.00 28.27 117450 4150 A 138% 54 2 11/5/02 12/3/02 28 6.00 28.27 146555 5180 A 1730 54 3 11/5/02 12/3/02 28 6.00 28.27 144910 5130 A 171% 54 4 11/5/02 H Break Types - (Cn) Cone, (CSp) Cone Split, (CSh) Cone Shear, (Sh) Shear, (Co) Columnar Reviewed by: Distribution PATRICK SULLIVAN xii r,5t �I G eiE�means nauseous �a17 INSPECTION CARD Building ER -1 Plumbing 19 Mechanicals THE BUILDING PERMIT &I THE APPROVED PLANS MUST BE ON SITE Permit # UNDATION DO NOT POUR CONCRETE PRIOR TO APPROVAL FRAMING if 1st & 2nd are j4th INSULATION L walls EMM Fth SHEETR0CK l ®� 16th All of the above BUILDING must be approved CCC FINAL prior to final UIE FIRE Vie/, Ok 0'f,< `, '0',1°K �Z7-0,4 ALL FINAL INSPECTIONS COMPLETED DO NOT OCCUPY BUILDING WITH OUT BUILDING DEPARTMENT APPROVAL OCCUPANCY VIOLATION IS A MISDEMEANOR -SECTION 305(d) tU I-Ivcx� l ve i LA -)o rr-K ov eia x-iolrD Ol< 6 K (v F1 - O -;�!D v CIL coop. keNss �,,,.,9AA %sem' 3 b D 1'-51' M /oo psr r ��.� AINEs C4VvAe ft-vt440 ra Scope of work: Address: ac; r Owner: _I'j Contractor: BREMERTON BUILDING DEPARTMENT Inspection Report Permit Number: FOUNDATION (-);� -Ola.3 a Inspection card/approved plans on site Setbacks Footings: required steel placement Walls: required steel placement Footings: required width & depth Walls: required size Bearing soil (soils analysis if applicable) Special inspector (when applicable) COMMENTS: , FOOTINGS APPROVED: WALLS APPROVED: FRAMING - - -- ----- Electrical approved - – Plumbing & mechanical approved Crawl space access (min. 18 x 24) Floor joists and beams/proper clearance to earth Positive connections posts & beams Foundation vents Posts properly supported Anchor bolts: nuts & washers in place Mudsill: treated material Floor joists: size —& span Beams/girders: size & span Notching & drilling: joists & beams, studs Smoke detectors: all required locations Exhaust fans: where required Exhaust fans insulated: unconditioned space Whole house fan, outside air intakes each bedroom Fans terminating directly outside Range hood Dryer exhaust vent Fireplace combustion air All vent terminations: windows & property line Windows: meets egress requirements Windows: proper U valve I Windows: safety glazed where required Ceiling heights Stairs: headroom clearance Stairs: rise & run; proper width Fire blocking: stairs, soffits, lowered ceilings Fire blocking wall to ceiling, furred walls every 10' Fire blocking: tubs/showers Fire blocking: lids in void spaces, shafts Sheet rock backing Fire blocking: stuff holes top & bottom plates Wall bracing Rafters size/notching Trusses: specs, bracing Attic access Attic ventilation Wall & roof sheathing Shear nailing Building dried in COMMENTS: APPROVED: ENERGY CODE COMPLIANCF Insulation: proper R valve Insulation: proper fastening Insulation: vapor barrier Bottom plates caulked to floors Penetrations caulked as required Electrical boxes Basketed or caulked 6 mil black poly in crawl space COMMENTS: UNDER FLOOR/FOUNDATION INSULA 10 P OVED: WALL INSULATION APPROVED: FILING INSULATION APPROVED: MFCFIANI(:AI Appliance location and access, proper support Appliance clearance to combustibles Venting: clearance to combustibles Venting: size & support Vent termination Combustion air Ducts: size & support Gas pipe under test Gas pipe size & support _ Gas pipe: within 6" or underground -coated Gas pipe: underground min. 12" below grade Gas shutoff within T of appliance Gas logs: safety shut-off Wood stoves EPA certified Wood stoves & fireplaces: proper health Gas logs: damper permanently open Wood stoves & fireplaces: Tight -fitting doors Manufacturer's specs on site Chimney liner: when required Chimney: separate flues when required COMMENTS: / e,V / -o L /.2k.c,r o 1/4,c, `y &A C >eD GAS PIPING APPROVED: _& /9_"0-Z X-0 FURNACE APPROVED: OTHER APPLIANCES APPROVED: DWV & water piping under test DWV: proper sizing DWV & water piping proper support Vent termination Water supply: proper sizing Water heater: gate valve on cold water supe Water heater relief valve drain to outside R-10 pad under water heater when required Grease traps/interceptors: where required COMMENTS: (A/_ I/ PLUMBING GROUNDWORK APPROVED: PLUMBING SHEETROCK Proper fastening nails - 7" o.c. horiz. Plane Proper fastening screws 12" o.c. horiz. Plane (1/211) Proper fastening: screws - 16" o.c. vert. Plane (1/2" Proper fastening screws - 12" o.c. horiz. plan (5/8") Proper fastening screws - 16" o.c. vent. Plane (5/8") Area & occupancy separation walls Usable space under stairs (5/8" required) Corridors COMMENTS: SHEETROCK APPROVED: // FINAL Energy code requirements met, exhaust fans Garage/dwelling door self closing solid core Handrails & guardrails, as required Exit signs when required Occupant load posted when applicable Wood siding to earth separation (6") Randon monitor when required COMMENTS: /lam L /-a r-Ihl A i A /r -n. I DWV: proper grade DWV: proper drainage fittings where re DWV: required cleanouts All fixtures vented properly Shut-off valves on all fixtures Vacuum breakers: where required Water heater: seismic strap Water -piping insulated as required Proper indirect Wtes: where required PLUMBING ROUGH -IN red Nails 8" o.c. vertical plane Screws - 12" o.c. horiz. plane (1/2') 24" o.c. framing Screws - 12" o.c. vert. plane (1/2") 24" o.c. framing Screws - 12" o.c. horiz. plane (5/8') 24" o.c. framing Screws - 12" o.c. vert. Plane (5/8") 24" o.c. framing Draftstops where required Waterboard where required (not on ceiling) Plumbing & mechanical Smoke detectors where required Fire ratings maintained Emergency lighting when required Building weathertight - Buildinq address posted 'leis itc'4I-lot,