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13-103768• City of Federal Way Community & Econ. Dev. Services 33325 8th Ave S Federal Way, WA 98003 Ph: (253) 835-2607 Fax: (253) 835-2609 Project Name: TOTAL WINE Project Address: 32095 PACIFIC HWY S Project Description: Installation of new rooftop units 0 Mechanical Permit #: 13 -103768 -00 -ME Inspection Request Line: (253) 835-3050 Parcel Number: 150050 0110 Owner Agnlicant Contractor HARSCH INVESTMENT PROPS LLC AIR SYSTEMS ENGINEERING INC AIR SYSTEMS ENGINEERING INC PO BOX 2708 (GENERAL) (GENERAL) PORTLAND OR 97208 3602 S PINE ST AIRSYE*229KN (2/1/14) TACOMA WA 98409 3602 S PINE ST TACOMA WA 98409 Additional Permit Information Is this an Online or O.T.C. application?.................No Air Handling Units ......................... 2 Fans................................................ 2 Gas Pipe Outlets ............................. 6 Mechanical Fixtures Compressors / Heat Pumps............ 1 Furnaces ......................................... 1 Roof Top Units .............................. 5 Ducting........................................... 2 GasPiping ...................................... 1 CONDITIONS: Any portion of mechnical equipment that extends above the roofline must be painted to match the building. I hereby certify that the the occupancy and the Owner or agent: PERMIT EXPIRES Sunday, May 4, 2014 Permit Issued on Tuesday, November 5, 2013 will be in FINALED correct and that the construction on the above described property and Tce with the laws, rules and regulations of the State of Washington City ' of Federal Way. ? Date: �� T THIS CARD IS TOMAIN ON-SITE FeOF deral Way Construction In ection Record INSPECTION REQUE TS: (253) 835-3050 PERMIT #: 13 -103768 -00 -ME Address: 32095 PACIFIC HWY S Project: HARSCH INVESTMENT PROPS LL- FEDERAL WAY, WA 98003 Scheduled inspections may be failed if this card is not on-site. DO NOT LOSE THIS CARD. Inspections are listed as close to sequential order as possible (read left to right, top to bottom). Please schedule inspections as appropriate. Work must not be covered until it is approved. Check with your inspector if you are unsure about any of the inspections or the inspection sequence. On-going inspections are logged on the back of this card. Mechanical Rough -in (4165) Gas Piping (4125) Final - Mechanical (4065) Approved Approved to release test Approved Date _ J=; Date ' ` y Date' 0 Rough Electrical Final Electrical Right of Way Approved Approved Approved By Date By Date By Date JWCEIVED 0 CITY OF AUG 2 7 2013 PERMIT APPLICATION Federal Way CITY OF FEDERAL WAY I2%CDS PERMIT NUMBER _ C) -7 -7 V I I TARGET DATE SITE ADDRESS SUITE/UNIT # PROJECT VALUAR C ZONING ASSESSOR'S TAX/PARCEL# TYPE OF PERMIT ❑ BUILDING ❑ PLUMBING X MECHANICAL ❑ DEMOLITION ❑ ENGINEERING ❑ FIRE PREVENTION NAME OF PROJECT __Fn c- , l L J't ne _ PROJECT DESCRIPTION Detailed description of work to be included on this permit only PROPERTY OWNER CONTRACTOR APPLICANT PROJECT CONTACT (The individual to receive and respond to all correspondence concerning this application) PROJECT FINANCING Required value of $5,000 or more (RCW 19.27.095) NAME NAM P; ���CONT1 CONTRACTOR'S NAME A l ( /^ u A�? 5 MAILING ADDRESS V CITY Y,, , ` ma_ NAME` 11\ /~Vi-`�/ J�II\Jl NAME MAILING ADDRESS, CITY, STATE, ZIP STATE ZIP �A o ni 1pnIATION DATE / 1 / ) $ If\TA 6q E-MAIL FAXs3.3�� FEDERAL WAY BUSINESS LICENSE # Q OWNER -FINANCED PHONE I certify under penalty of perjury that I am the property owner or authorized agent of the property owner. I certify that to the best of my knowledge, the information submitted in support of this permit application is true and correct. I certify that I will comply with all applicable City of Federal Way regulations pertaining to the work authorized by the issuance of a permit. I understand that the issuance of this permit does not remove the owner's responsibility for compliance with local, state, or federal laws regulating construction or environmental laws. I further agree to hold harmless the City of Federal Way as to any claim (including costs, expenses, and attorneys' fees incurred in the investigation and defense of such claim), which may be made by any person, including the undersigned, and filed against the city, but only where such claim arises out of the reliance of the city, including its officers and employees, upon the accuracy of the information supplied to the city as a part of this application. �j SIGNATURE: DATE ✓ ��/ �/ PRINT NAME: 1 Bulletin #100 - January 1, 2013 Page 1 of 3 M k:AHandouts\Pennit Application PRIMARY PHONE / 5T E-MAIL O TATE Z P ONE P; ���CONT1 CONTRACTOR'S NAME A l ( /^ u A�? 5 MAILING ADDRESS V CITY Y,, , ` ma_ NAME` 11\ /~Vi-`�/ J�II\Jl NAME MAILING ADDRESS, CITY, STATE, ZIP STATE ZIP �A o ni 1pnIATION DATE / 1 / ) $ If\TA 6q E-MAIL FAXs3.3�� FEDERAL WAY BUSINESS LICENSE # Q OWNER -FINANCED PHONE I certify under penalty of perjury that I am the property owner or authorized agent of the property owner. I certify that to the best of my knowledge, the information submitted in support of this permit application is true and correct. I certify that I will comply with all applicable City of Federal Way regulations pertaining to the work authorized by the issuance of a permit. I understand that the issuance of this permit does not remove the owner's responsibility for compliance with local, state, or federal laws regulating construction or environmental laws. I further agree to hold harmless the City of Federal Way as to any claim (including costs, expenses, and attorneys' fees incurred in the investigation and defense of such claim), which may be made by any person, including the undersigned, and filed against the city, but only where such claim arises out of the reliance of the city, including its officers and employees, upon the accuracy of the information supplied to the city as a part of this application. �j SIGNATURE: DATE ✓ ��/ �/ PRINT NAME: 1 Bulletin #100 - January 1, 2013 Page 1 of 3 M k:AHandouts\Pennit Application MECHANICAL PERMIT dicate how many o each typo AIR HANDLING UNITS AIR CONDITIONER BOILERS COMPRESSORS DUCTING 0 • VALUE OF MECHANICAL WORK $ ?Lt 701 clud exi. tina fixtures to remain. ' vxM a to be installed or relocated as part of this project. Do not in CRITICAL AREAS ON PROPERTY? FANS GAS PIPE OUTLETS PLUMBING PERMIT # of Stories FIREPLACE INSERTS HOODS (commercial) EXISTING/ PREVIOUS USE FURNACES ijNn'r17� HOT WATER TANKS Indicate how man o each e o mture to be installed or relocated as GAS LOG SETS REFRIGERATION SYST 1 TOILETS GAS PIPING p4T6c^}� WOODSTOVES RAINWATER SYSTEMS URINALS GENERAL INFORMATION CRITICAL AREAS ON PROPERTY? WATER PURVEYOR VALUE OF PLUMBING WORK PLUMBING PERMIT # of Stories Additional Information NEW BUILDING EXISTING/ PREVIOUS USE LOT SIZE (In Square Feet) EXISTING FIRE SPRINKLER SYSTEM? Indicate how man o each e o mture to be installed or relocated as art o this project. Do not include existin ixtures to remain. BATHTUBS (or Tub/shower Combo) LAVS (Hand Sinks) TOILETS WATER PIPING DISHWASHERS RAINWATER SYSTEMS URINALS OTHER (Describe) DRAINS SHOWERS VACUUM BREAKERS TOTAL BUILDING DRINKING FOUNTAINS SINKS (Kitchen/unity) WATER HEATERS (Electric)HOSE BIBBS SUMPS WASHING MACHINES TOTAL FIXTURES GENERAL INFORMATION CRITICAL AREAS ON PROPERTY? WATER PURVEYOR SEWER PURVEYOR VALUE OF EXISTING IMPROVEMENTS # of Stories Additional Information NEW BUILDING EXISTING/ PREVIOUS USE LOT SIZE (In Square Feet) EXISTING FIRE SPRINKLER SYSTEM? PROPOSED FIRE SUPPRESSION SYSTEM? ADDITION L-1 , Q � 9 ❑ Yes ❑ No ::i Yes ❑ No RESIDENTIAL - NEW OR ADDITION AREA DESCRIPTION (in square feet) EXISTING PROPOSED TOTAL FOR OFFICE USE BASEMENT FIRST FLOOR (or Mobile Home) ._............................................_........... __..............._.... _...... .................................................. .._................. SECOND FLOOR ........ ..............._..._.......... _....................... _....................._...................................................._......_._......... . COVERED ENTRY ..................................... .........................................................................................._.........._..........._..-�__..._...... DECK GARAGE ❑ CARPORT F1OTHER (describe) ... ........ _._....__._._...._._.......... ....... ....... .._..._....._.................... _....... _... . Area Totals EXISTING PROPOSED TOTAL **NEW HOMES ONLY** ESTIMATED SELLING PRICE $ # OF BEDROOMS COMMERCIAL - NEWADDIT.ION AREA DESCRIPTION Area in Square Feet Occupancy Group(s) Construction Type # of Stories Additional Information NEW BUILDING ADDITION eA� , V1q t—J" q ;� _IMPROVEMENTS V COMMERCIAL - REMODEL/TE111INANTT/ AREA DESCRIPTION Area in Square Feet Occupancy Group(s) Construction Type # of Stories Additional Information TOTAL BUILDING TENANT AREA ONLY PROJECT AREA ONLY Bulletin #100 — January 1, 2013 Page 2 of 3 kAHandouts\Permit Application • Structural Engineers 13 180 Nickerson Street Suite 302 Seattle, WA 98109 INC. 208.285.4512 (V) 208.285.0818 (F) #13115 Pile Calculations Total Wine Celebration Square Pacific Highway South Federal Way, WA 98003 Design Criteria: IBC Geotechnical: GEOENGINEERS 8410 154th Avenue NE Redmond, WA 98052 Ph: 425.861.6021 Fax: Client: McDowell NW 18905 84th Ave S Kent, WA 98032 Ph: 425.251.8570 425.861.6050 Fax: 425.656.5939 180 Nickerson St. C T Suite 302 I N C. Seattle, WA I Date: LJ c'f NST �3 X 109 Project: (2006)6) 285-9512 �AV.1 FAX: Client: ' `C Page Number: (206) 285-0618 411 J[f Y4-IYf AI CIIa)IIICCf3 a L {jL} a QJ, 31` t J[f Y4-IYf AI CIIa)IIICCf3 180 Nickerson St. C TE N G I N E E , Suite 302 INC. I 6 98109 Seattle, WA Project: `s Date: (206) 285-4512 r� FAX: Client: Page Number: (206) 285-0618 R = 5 Psi N P)e k WL = s P,57 DN 3c, DA 16 C4AA-11 ,, K A-. �- Lv kD. Ql L. k- 7. - -:51 V)C-W 417 ):L . - Ce, = o. -- �— Y-oc� � Structural Engineers Structural Engineers C T 180 Nickerson St. Suite 302 INC. r� Project: Date: L A '-Zr/3 Seattle, WA 98109 (206) 285-4512 FAX: Client: Page Number: (206) 285-0618 Structural Engineers C T 180 Nickerson St. Suite 302 1 2 / 11N C.' Project:Date: f^ �G Seattle, WA 98109 ' U�I (206) (20G) 285-4512 Client: 1 Page Number: g PAX: (206) 285-0618 I W P) L -Zs l� Structural Engineers U�I l� Structural Engineers T PROJECT: TOTAL WINE PAGE: long pile CLIENT: MCDOWELL DESIGN BY: TRE JOB NO.: 13115 DATE: REVIEW BY: Drilled Cast -in-place Pile Desiqn Based on ACI 318-05 DESIGN CRITERIA 1. SEND TO GEOTECHNICAL ENGINEER THE BASE FORCES OF COLUMNS AND THE PERMISSIBLE DEFLECTION AT TOP PILE, (PERMISSIBLE DEFLECTION 0.25 In SUGGESTED) 2. ASSUME FIX HEAD CONDITION IF Ldh & Lhk COMPLY WITH THE TENSION DEVELOPMENT. OTHERWISE PINNED AT TOP, 3. FROM SOIL REPORT, DETERMINE PILE PATTERN, LENGTH, AND MAX SECTION FORCES OF SINGLE PILE, P,,, MD, & VD. 4. PILE CAPS SHALL BE INTERCONNECTED BY TIES WITH SDS/10 TIMES AXIAL CAPACITY OF VERT COLUMN LOADING, (IBC 1808,2,23,1) / 1 1 = :))m„ P J PILE PATTERN INPUT DATA & DESIGN SUMMARY CONCRETE STRENGTH f,, = 5 ksi VERT. REBAR YIELD STRESS fy = 60 ksi PILE DIAMETER D = 16 in PILE LENGTH L = 25 . ft FACTORED AXIAL LOAD PB = 100 k FACTORED MOMENT LOAD MB = 66.7 ft -k FACTORED SHEAR LOAD VD = 20 k PILE VERT. REINF. 6 # 6 LATERAL REINF. OPTION (O=Spirals, 1=Ties) 0 Spirals LATERAL REINFORCEMENT # 3 @ 3 in o.c. ( 1.5 in o.c. at each end.) ( Ldf, = 7 in & THE PILE DESIGN IS ADEQUATE. IANALYSIS CHECK PILE LIMITATIONS fc, = 5 ksi > D = 16 in > Lhk = 12 in ) 2.5 ksi [Satisfactory] MAX( L / 30 , 12 in) [Satisfactory] (IBC 1810.1.1) (IBC 1810.3.2) U.ut uL BOTT OF FILE CAP OR BOTT OF GRADE BM 6CLR PIRAL OR TIES VERT. BARS SECTIO O ECK FLEXURAL & AXIAL CAPACITY 0.85 fC 0.003 2(0.85f ) so= Ec = 571f' Es = 29000ksi EC • U Eo tporab z0.85f 2 ccfor0<E <sc — — — c vso EO 0.85fc , foi' sc>Eo I c rssEs , for ss <sy fs=1 fy for ES>Ey STRAIN DIAGRAM FORCE DIAGRAM 700 600 500 400 Pn (k) 300 200 100 0 -100 -200 • � Mn (ft -k) 0 (cont'd) Pmax =0.85 � [ 0.85 fc' (A9 - Ast) + fy Am] = 596 kips., (at max axial load, ACI 318-05, Sec. 10.3.6.1) where Pn (kips) 0 Mn (ft -kips) AT COMPRESSION ONLY 596 0 AT MAXIMUM LOAD 596 37 AT 0 % TENSION 411 89 AT 25 % TENSION 332 97 AT 50 % TENSION 267 98 AT s t = 0.002 172 94 AT BALANCED CONDITION 168 94 AT s t = 0.005 39 83 !0 AT FLEXURE ONLY 0 63 AT TENSION ONLY -143 0 Pmax =0.85 � [ 0.85 fc' (A9 - Ast) + fy Am] = 596 kips., (at max axial load, ACI 318-05, Sec. 10.3.6.1) where p = 0.70 (ACI 318-05, Sec.9.3.2.2) > Pu [Satisfactory] Ag = 201 in'. Asl = 2.64 in. a = CA 6 in (at balanced strain condition, ACI 10.3.2) 0.7 + ( Et - 0.002 ) (200 13), for Spiral � _ = 0.705 (ACI 318-05, Fig. R9.3.2) 0.65 + ( Et - 0.002 ) (250 13), for Ties where Cb = d Ec / (Ec + £s) = 7 in Et = 0.002069 Ec = 0.003 d = 12.3 in, (ACI 7.7.1) R1 = 0.8 ( ACI 318-05, Sec. 10.2.7.3) Mn = 0.9 Mn = 63 ft -kips @ Pn = 0, (ACI 318-05, Sec. 9.3.2) ,& Et,max = 0.004, (ACI 318-05, Sec. 10.3.5) 41 Mn = 88 ft -kips @ Pu = 100 kips > Mu [Satisfactory] Pmax = 0.08 (ACI 318-05, Section 10.9) Pprovd = 0.013 Penin = 0.005 (IBC, Section 1810.1.2.2) [Satisfactory] ECK SHEAR CAPACITY i1i Vn = i1i (Vs + Vc) = 39 kips, (ACI 318-05 Sec. 11.1.1) > Vu [Satisfactory] where ¢ = 0.75 (ACI 318-05 Sec. 9.3.2.3) A0 = 118 int. Av = 0,22 inZ. fy = 40 ksl Vc = 2 (fc )o.sA0 = 16.7 kips, (ACI 318-05 Sec. 11.3.1) Vs = MIN (d fyAv / s, 4Vc) = 35.9 kips, (ACI 318-05 Sec. 11.5.7.2 & 11.5.7.9) smax = 3 (ACI 318-05, Section 7.10.4.3) sprovd = 3 in Smin = 1 (ACI 318-05, Section 7.10.4.3) [Satisfactory] (DETERMINE FIX HEAD CONDITION P, .. 0.020,. dej, l L� =MAX r] � gdb 6 in = 10 db = 7 in PF.owdre V J C (ACI 318-05 12.5.2) Lhk = 12 in, (ACI 318-05, Fig. R12.5) where db = 0.75 in P required / P provided = 0.8 ( A s,regd i A s.p,vd , ACI 318, 12.2.5) IIFB = 1.0 (1.2 for epoxy -coated. ACI 318-05 12.2.4) % = 1.0 (normal weight) q = 0.7 (#11 or smaller, cover > 2.5" & side >2.0", ACI 318-05 12.5.3) Lm 4dn for b3 to #8 5d,, for #9 to #11 12d ACI 318-05, Fig. R12.5 0 E C T PROJECT: TOTAL WINE PAGE : short pile CLIENT: MCDOWELL DESIGN BY: TRE JOB NO.: 13115 DATE: REVIEW BY: Drilled Cast -in-place Pile Desiqn Based on ACI 318-05 DESIGN CRITERIA 1. SEND TO GEOTECHNICAL ENGINEER THE BASE FORCES OF COLUMNS AND THE PERMISSIBLE DEFLECTION AT TOP PILE. (PERMISSIBLE DEFLECTION 0.25 In SUGGESTED) 2. ASSUME FIX HEAD CONDITION IF Ldh & Lhk COMPLY WITH THE TENSION DEVELOPMENT. OTHERWISE PINNED AT TOP, 3. FROM SOIL REPORT, DETERMINE PILE PATTERN, LENGTH, AND MAX SECTION FORCES OF SINGLE PILE, PM, M,,, & VM. 4. PILE CAPS SHALL BE INTERCONNECTED BY TIES WITH SD1/10 TIMES AXIAL CAPACITY OF VERT COLUMN LOADING. (IBC 1808.2.23.1) f \ 1 \ ( ( Z PILE PATTERN INPUT DATA & DESIGN SUMMARY CONCRETE STRENGTH f� = 5 ksi VERT. REBAR YIELD STRESS fy = 60 ksi PILE DIAMETER D = 16 in PILE LENGTH L = 15 Ift FACTORED AXIAL LOAD PB = 100 k FACTORED MOMENT LOAD MD = 66.7 ft -k FACTORED SHEAR LOAD V„ = 20 k PILE VERT. REINF. 6 # 6 LATERAL REINF. OPTION (O=Spirals, 1=Ties) 0 Spirals LATERAL REINFORCEMENT # 3 Q 3 in o.c. ( 1.5 in o.c. at each end.) ( Ldh = 7 in & THE PILE DESIGN IS ADEQUATE. IANALYSIS CHECK PILE LIMITATIONS fc, = 5 ksi > D = 16 in > Lhk = 12 in ) 2.5 ksi [Satisfactory] MAX( L / 30 , 12 in) [Satisfactory] (IBC 1810.1.1) (IBC 1810.3.2) GRADE BUM ROTI Of FILE CAP OR WIT OF CRADE SM qCLR PIRAL OR TIES VERT. BARS SECTION O ECK FLEXURAL & AXIAL CAPACITY O.B5 fc' 0.003 r r 2(0.85fc ) so = EC E,=57f, ES = 29000krr v C c l ( i —-------- = E t O.85fc 2I 90 CO > .for 0<ECGEo fc= o \ 0-85.fc .for ec z co porah lic (,,SES , for ESSEy �.0 fs={f'y > .far ES>Ey STRAIN DIAGRAM FORCE DIAGRAM 0 E (cont'd) 700 Boo Q Pn (kips) Mn (ib 500 AT COMPRESSION ONLY 596 0 AT MAXIMUM LOAD 596 37 400 AT 0 % TENSION 411 89 Pn (k) 300 AT 25 % TENSION 332 97 AT 50 % TENSION 267 98 200 - AT e t = 0.002 172 94 100 AT BALANCED CONDITION 16B 94 AT e = 0.005 39 83 0 _ t 11 20 60 80 100 120 AT FLEXURE ONLY 0 63 -100 AT TENSION ONLY -143 0 -200 $ Mn (ft -k) Pmax =0.85 [ 0.85 fo' (A9 - Ast) + fy Ast] = 596 kips., (at max axial load, ACI 31 B-05, Sec. 10.3.6.1) where = 0.70 (ACI 318-05, Sec.9.3.2.2) > Pu [Satisfactory] A9 = 201 int. Ast = 2.64 in'. a= CA = 6 in (at balanced strain condition, ACI 10.3.2) 0.7 + ( Et - 0.002 ) (200 / 3), for Spiral = 0.705 (ACI 318-05, Fig. R9.3.2) 0.65 + ( Et - 0.002 ) (250 13), for Ties where Cb = d Cc / (£c + £s) = 7 in £t = 0.002069 £c = 0.003 d = 12.3 In, (ACI 7.7.1) 01 = 0.8 (ACI 318-05, Sec. 10.2.7.3 ) tp Mn = 0.9 Mn = 63 ft -kips @ Pn = 0, (ACI 318-05, Sec. 9.3.2) ,& £t,maz = 0.004, (ACI 318-05, Sec. 10.3.5) Mn = 88 ft -kips @ Pu = 100 kips > Mu [Satisfactory] Pmax = 0.08 (ACI 318-05, Section 10.9) Pprovd = 0.013 Pmin = 0.005 (IBC, Section 1810.1.2.2) [Satisfactory] CHECK SHEAR CAPACITY Vr, = (Vs + Vc) = 39 kips, (ACI 318-05 Sec. 11.1.1) > Vu [Satisfactory] where = 0.75 (ACI 318-05 Sec. 9.3.2.3) A0 = 118 in'. Av = 0.22 int. fy = 40 ksi V. = 2 (fc' )o 5Ao = 16.7 kips, (ACI 318-05 Sec. 11.3.1) Vs = MIN (d fyAv / s, 4Vc) = 35.9 kips, (ACI 318-05 Sec. 11.5.7.2 & 11.5.7.9) smax = 3 (ACI 318-05, Section 7.10.4.3) sprovd = 3 in smin = 1 (ACI 318-05, Section 7.10.4.3) [Satisfactory] DETERMINE FIX HEAD CONDITION 4d, for #3 to #8 5d, for #9 to #11 e l Lae =MAX % P'""r`° 002 �//`��Adf'' 8de , 6 inJ = 10 db = 7 in Poro.MrM V I r (ACI 318-05 12.5.2) Lhp = 12 in, (ACI 31B-05, Fig. R12.5) where dp = 0.75 in P required / P provided = 0.8 ( A s,regd / A s,provd , ACI 318, 12.2.5) y,e = 1.0 (1.2 for epoxy -coated, ACI 318-05 12.2.4) = 1.0 (normal weight) ri = 0.7 (#11 or smaller, cover > 2.5" & side >2.0", ACI 318-05 12.5.3) Z12.5 max (L/3, 10 ft) >_ Flexural length" >_ length from rational analysis# SDC C All site classes [1810.1.2.1 ] @3s !min (6", J I —>_ 4bars p >_ 0.0025 >_ amou from ration I analysis > %"O @ s 5 16" >_ max (U2, 10 ft) >_ Flexural length`" length from rational analysis" distance to first point of zero lateral deflection [1808.1 ] a rational analysis includes nonlinear inertial Interaction [1808.2.23.1.2] SDC D,E,F Site classes A, B, C, D [1810.1.2.2] ps >_ 0,06f'c/f t >_ 43 for D s X20" 3D #4 for D > 20" ZZ @ s <_ min (D/4, 6db, so [4" to 6"]) > 4 bars p > 0.005 >_ amount from rational analysis" >_ 43 for D 5 20" 44 for D > 20" @ s 5 min (D/2, 12db, 12") Z SDC D,E,F Site classes E, F [1808.2.23.2.11 p ? 0.12f', /f t 7D >_ 43 for D 5 ALO" #4 for D > 20" ZZ @ s <_ min (D/4, 6db, so [4" to 6"]) >_ 4 bars P > 0.005 > amount from rational analysis' 93 for D 5 20" 44 for D > 20" @ s 5 min (D/2, 12db, 12") EZZ ps >_ 0.12f'�/f >_ #3 for D 50" #4for D>20" @ s 5 min (D/4, 6db, 7D so [4" to 6"]) p >_ 0.005 "---[exception 2] Soft Interface " distance to point where 0.4M�r> Mu Cast -in-place concrete (using 2006 IBC with supplement) 0 i E e rn N w - >C w X rn rn _ N N rn N rn N rn N m� o ^� 0 a to E3 HOOKS TIED ACROSS ALL CAGES 24x1 #8 X 30' LONG CENTERS 17x 1 #8 X 20' SHORT CENTERS 4x6 #6 MK 6101 V'S@4.5X 15 9 16x6 #6 MK 6102 V'S@3.5X15 d ooaoa - 4x6 #6 MK 6103 V'S@2.5X15 6 #6 MK 6104 V'S@6.0X10 2x6 #6 MK 6105 V'S@5.5X10 w w u ca w 14x6 #6 MK 6106 V'SQ3.5X10 o BOTTOM 15FT ALL x15 CAGES 24x 1 #3 MK 3101 iYP@ALL 15 m BOTTOM 10FT ALL x10 CAGES 17x1 3 MK 3102 TYP@ALL 10 CONFORMS TO DES'uN CONGER- 0 0 IA GI CONFORMS TO DESIGN CONCEP- WITH I e � u REVISIONS n5 SHO';V'J 2 N❑ NON -CONFORMING - REVISE AND RESU MIT i TKS SHOP DRAW NC, NAS SEEN RE'iIEWED FOR -::F:NNERAL CDN NCE A J • Tdal Fif"N THE DESIGN CCNCEP`: ONLY ANO DDES NOT: RELIEVE T: ' i 1h d did FAERICATOR VENDOR ,F RESFON IKLI':Y FOR CONFORf C^,E. 'ITN THE -- H F burs DESIGN OR;ati'INOS AN:. SFEOIFICATTONS ALL OE !h ION HAV PF.`:URiTY c ;;VER THIS SNDF RAiVING. T x=sem d Um fp t bdk 3'r: Tode R. Eaton ,;te: June ? 2013 o u -CT ENGINEERING INC 0 o X Hooks A Ec G option BAR NARK EYANPLE SIZE NARK 1 6 -II -13 FOR APPROVAL 0 o NO. DATE REVISION pESCRtPTiON 4302 tr ADDISON CONSTRUCTION SUPPLY, INC. ` DWG ND ._ 6201 SOUTH ADAMS ARSREYUTtD S TACOMA. WA. 98409 PHONE: (253) 474-0711 / FAX. (253) 475-7120 0 -areasrrc � � -cublot0 _rrrAcia CONTR. MCDQWt1.L NW nr. -MTzmc FAM ur. cwt Fx JOB TOTAL WINE - #A rAtx 0 0 Cr� LOC. FEDERAL WAY. WA V. ; E, -CIN VAT ' i nti-mTr,� DWG. DESCR. r, PILE REINFORCING x41 ST, z`i>.AmTT DALE 6-11-13 JOB N0, 10839 DWG. N0. zr. -mrt - T t 7 -RP L K,TfDI -rte ORAYM MARK SCALE NTS �� 1 LV. i _LDWVAY GRADE 60 ASTM A615 &V. .3>mr"A m {� lot LAP 1 TURN j3 SPIRALS IF NEEDED June 10, 2013 McDowell Northwest, Inc. Various Projects Page 2 of 10 Mix Design: Description: All Plants: Specified Use: 0 0 5GO0149 5000 PSI Auger Cast Grout See Footnote " Auger Cast 1 ® CONFORMS TO DESIGN CONCEPT ❑ CONFORMS TO DESIGN CONCEPT WITH REVISIONS AS SHOWN ❑ NON -CONFORMING - REVISE AND RESUBMIT THIS SHOP ORAIYIN', HAS BEEN REVIEWED FOR GENERAL CONFORMANCE WIN ':HE DESIGN CONCEPT ON_" A1;D DOES NOT RELIEVE THE FABR CATOR;VENDOA DF RESFONDIBI TY FOR CONF'DRKABICE WITH TKE DESIGN DR-,ri'INGS .AND SPECIFICATIONS ALL OF MHICH HAVE PRIORITY 0 R T.u.IS SHOP OR.AW'IH6. By. Tadd A. Eaton Date: Jure 11, 2013 CT ENGINEERING INC S.S.D. Weights per Cubic Yard Portland Cement, Type Ull ' Fly Ash 2 Fine Aggregate, Concrete Sand 3 Retarder, Type B 4 Water 5 Slump 940 Ib 75 lb 11.94 cu. ft.* As req. oz 568 Ib 901 ± ,l„ ' Conforms to ASTM C-150 2 Conforms to ASTM 0-618 3 WSDOT Approved Pit ° Delvo, BASF Admixtures, Inc. s Potable, Well, and/or Recycled Multiply by the unit weight on the last page to determine the actual batch weight a technical service by Cadman, Inc. Cadman, Inc. 7554 1851h Avenue NE ,Suite 100 PO Box, 97038 Redmond, WA 98073-9738 425.867.1234 425.861.4046 fax www.cadman.com • 0 ✓'^ F4 �". ra c ACI Statistical Repoli 5GO0149 5000 PSI AUGER CAST I Number of 28D Tests 25 CoV 28 Day Strength 15.7 % Average 28D Strength 7230 ACI Running Average of 3 Criteria YES Min Rec. 28D Strength 7150 ACI 318 Standard Deviation Criteria YES Specified Strength 5000 Standard Deviation 1135.5 Air Percent Slump 7D STR 28D STR 7D STR 28D STR psi psi in psi psi Max 10.00 0210 Min 5,00 4900 Count 0 4 0 25 Mean 7.25 7230 SD 2.06 1102.4 Cov% 28.44 15.7 Mix: 5000149 5000 PSI AUGER CAST 25556 Period: 12/29/2011 to 10/02/2012 05104/2012 25350 Date Ticket Air % Slump in 7D STR 28D STR psi psi 10102/2012 50312 10.00 6870 09/28/2012 49858 6850 09112/2012 46128 6140 05109/2012 25949 9140 05/07/2012 25690 7530 05105/2012 25556 8020 05104/2012 25350 7460 05/03/2012 25167 7180 05/02/2012 24932 7.00 7680 05101/2012 24747 7580 04/3012012 24623 8040 04/2812012 24599 7330 04/27/2012 24362 700 9210 04/2612012 24139 5.00 8220 04/25/2012 24027 8160 0111212012 14029 5770 01/05/2012 13239 4900 01/05/2012 13240 6830 01104/2012 13141 5860 01103/2012 13045 7270 01103/2012 13082 5760 12/30/2011 12970 7960 12/30/2011 12973 6860 12,29/2011 12871 85-0 1212912011 12945 5680 6110/2013 5:23:15 PM ACI Statistical Report 1 of 1 June 10, 2013 McDowell Northwest, Inc. Various Projects Page 9 of 10 0 AGGREGATE UNIT WEIGHTS BY PLANT— POUNDS PER CUBIC FOOT LIGHTWEIGHT AGGREGATE UNIT WEIGHT VARIES AND IS MEASURED AT PLACEMENT. 107 LBS/FT3 MAY BE USED AS AN AVERAGE. Sky River (30) 1 %2" 168.48 D351 /4 168.48 D3511D336 %" 167.86 D351ID336 B.S. 165.36 D336 Redmond (50) 1'/" 168.48 A460 /4 168.48 A460 %" 167.86 A460 B,S. 165.36 A460ID336 Seattle (54) 1 %2" 172.22 X125 3/ 7' 172.22 X125 %" 173.47 x125 B.S. 167.23 cA7 Mill Creek (31) 3/ 168.48 D351 % 167.86 D351 B.S. 165.36 D336 Issaquah (51) Black Diamond (40) 1'/2" 168.48 A511 3/" 168.48 A511 %" 167.86 A511 B.S. 164.11 A511 1/4" 168.48 Alas OR 172.22 X125 %" 167.86 A189 OR 17147X125 B.S. 164.11 Alas OR 167.23 cA7 Bellevue (53) 1'/2" 168.48 A46CIA511 3/" 168.48 A4601A511 %" 167.86 A46GIA511 B.S. 165.36 A460ID336 OR 164.11 A511 `Multiply the volume of the specified material on the previous page by the unit weight of that material for the plant of delivery in order to determine the total weight for that material at that plant. a technical service by Cadman, Inc. E • RE: TOTAL WINE AND MORE — Federal Way, WA Seb J. Ficcadenti FWCSE Job No.: Al2-383 Michael A. Waggoner Thomas A. Castle Mark E. Schroeder Dear Mr. Rubio: Vincent DeVita Ahmad S. Kamrany Principal George Y. Sun We have reviewed the shop drawings submitted for the vertical auger cast piles by Roger C. Lee Mario Giampa McDowell Northwest (dated June 11, 2013) and the calculations from CT Kirsten L l Gary E. Landingendingham Engineering (dated June 10, 2013). The calculations were submitted with an Chad W.M.M. Sakai addendum (dated June 7, 2013), by GeoEngineers, to the original geotechnical Eric J. Freund Jeffrey S. Kersh report used for the initial foundation design of the project. The report appears to Bnan L. Crowell YalinaR. Steiner indicate that sufficient lateral capacity can be to resist the lateral loading ty Ann C. Towle p provided p 9 Rex M. Mananquil that the building is subjected to due to the requirements of the building code. The lateral loading is resisted by vertical piles only. The originally recommended BRui ry nuChoa Alexander V. Rayski battered piles are no longer taken into account. William T. Waggoner Jenny Mananquil Kristoffer K. Nicolaisen Charles H. Hamilton We have no objections to the design proposed by the above referenced documents. Davids Payne nn Kristen Robichaux Eric Bennett Andrew C. Weaver Juan F. Garcia Steve L. Watson Very truly yours, Sc ttw B,�ey FICCADENTI WAGGONER and CASTLE Structural Engineers Mark E. Schroeder, S.E. Corporate Office Principal 16969 Von Karman Ave. Suite 240 Irvine, CA 92606 Tel: (949) 474-0502 Fax: (949) 474-1801 Northern California Office 3100 Oak Rd. Suite 390 Walnut Creek, CA 94597 Tel: (925) 280-0098 Fax: (925) 280-0096 Nevada Office 235 E. Warm Springs Rd. Suite 104 Las Vegas, NV 89119 Tel: (702) 617-4045 Fax: (702) 617-4047 • GEOENGINEERS 8410 154th Avenue NE Redmond, Washington 98052 425.861.6000 June 7, 2013 Harsch Investment Properties, LLC 1121 SW Salmon Street Suite 400 Portland, Oregon 97205 Attention: Brian Williams Subject: Addendum Letter Report No. 2 Total Wine Store at Celebration Square Federal Way, Washington File No. 5512-004-07 INTRODUCTION This addendum report presents the results of our additional geotechnical engineering analyses in support of the augercast pile design for the proposed Total Wine Store at Celebration Square development project in Federal Way, Washington. This report supplements our recommendations for the project, the results of which are presented in our reports titled "Geotechnical Data Report, Celebration Center Redevelopment Project, Federal Way, Washington" dated June 1, 2004, "Geotechnical Engineering Services - Civil/Earthwork, Celebration Center Redevelopment, Federal Way, Washington" dated June 29, 2004, and "Addendum Letter Report, Total Wine Store at Celebration Square, Federal Way, Washington" dated May 14, 2013. Our understanding of the project is based on our discussions with Walter Rubio with ACM Architects, the project architect, and Todd Eaton with CT Engineering, the project structural engineer responsible for the augercast pile design for this project. We understand that the redevelopment plan for the project remains unchanged but the planned augercast piles for the Total Wine Store will need to be designed for an approximate lateral pile load of 20 kips, and an axial load of 100 kips. LATERAL PILE ANALYSIS We completed lateral load analyses of the piles using the computer program LPILE developed by Ensoft, Inc. We completed analyses for single piles with free -head and fixed -head static conditions and the vertical and lateral loads applied at the top of the pile provided by CT Engineering. The axial load on the piles is about 100 kips and the lateral pile load at the top of the pile is approximately 20 kips. S Harsch Investment Properties, LLC June 7, 2013 Page 2 Based on the soil profile we completed LPILE analyses for two different pile lengths, 15 feet and 25 feet long. The results of the lateral load analyses are presented in Figures 1 through 6. Figures 1 through 3 show the lateral deflection, shear force and bending moment versus depth plots for the 15 feet long pile, respectively. Figures 4 through 6 show the lateral deflection, shear force and bending moment versus depth plots for the 25 feet long pile, respectively. ►!�f'[iy�_i11111M We have prepared this addendum letter report for use by Harsch Investment Properties, LLC and other members of the design team for use in the proposed Total Wine Store at Celebration Square development. Within the limitations of scope, schedule and budget, our services have been executed in accordance with generally accepted geotechnical practices in this area at the time the report was prepared. No warranty or other conditions, express or implied, should be understood. This addendum letter report is subject to the same limitations presented in Appendix C titled "Report Limitations and Guidelines for Use" presented in our June 1, 2004 report and should be consulted for additional information pertaining to use of this report addendum. We trust this letter provides you with the information you require at this time. Please contact us should you have any questions regarding our recommendations. Sincer *GeonInc. E Associate HPD:KHC:nld Attachments: Figure 1. Lateral Deflection vs. Depth - 15 feet long pile Figure 2. Shear Force vs. Depth - 15 feet long pile Figure 3. Bending Moment vs. Depth - 15 feet long pile Figure 4. Lateral Deflection vs. Depth - 25 feet long pile Figure 5. Shear Force vs. Depth - 25 feet long pile Figure 6. Bending Mornent vs. Depth - 25 feet long pile Disclaimer: Any electronic form, facsimile or hard copy of the original document (email, text, table, and/or figure), if provided, and any attachments are only a copy ofthe original document The original document is stored by GeoEngineers, Inc. and will serve as the official document of record. Copyright© 2013 by GeoEngineers, Inc. All rights reserved. File No. 55]2.004 07 GMENGINEER Lateral neMction (In) -0.01 0 0.01 0.02 0.03 0 0.04 0.05 0.06 0.07 0.08 0.09 0.1 �T p I I I i I D S I 1 1 Er__I______L 1 .G31rn"" i I 1 i 1 1 ,E3 1 I I I I I 1 I I 1 I I --1-----J-----J------L-----1-----J-----J------ I I I I I I I I I I I I I I 1 I I I I I I I I 1 I I I 1 I I I I I 1 1 I I I I I I 1 ___---L_____L_____ J_____J___--_ 1 1 I 1 1 I 1 I 1 I I I I 1 I I I I I I I I I I I I I I I I I 1 I I I I 1 I 1 1 I 1 1 1 1 1 1 1 1 1 I 1 1 I 1 1 1 I 1 t 1 I I 1 I I I 1 I 1 1 1 I 1 1 1 t I 1 I I I I I 17 T I I 1 I I 1 I 1 I I S I y. I I I I I I I I I I r---L_r ____ y-----I------r-----r-----y-----'-__---r-----r--_--1-----y------ C I� I I I I I 1 I I 1 I I I I I I 1 I I 1 I p I I 1 I I 1 1 I 1 1 1 I I 1 1 I I I 1 I g1 1 I 1 1 I 1 I I 1 ESE i I I I I I 1 I I I i 1 I 1 I I I I I I t I I 1 I I I I I I ---4 �l 1 I I I 1 1 I I I I I I I I I I I I I I 1 CI 1 I I I I I 1 I 1 1 I cy--- b '-----------'------'------ ----- ------1------I ----- ----- '------'- ' 1 I 1 1 1 1 I I 1 I I----- - I I I I I I 1 I I I I Qi'1 I I I I 1 I I I I 1 U1 1 I I 1 1 I I 1 I I CIT I I I 1 I I 1 1 I I kr ----'-----J ------ ------ L ----- 1 ----- J ------ ------ L ----- 1 ----- J ------ ------ L'FI I I 1 I I 1 I I I I I 1 1 I I I 1 I 1 1 QI 1 I I I I t 1 1 I I 1 1 I I I 1 1 1 1 1 ql I I I I I 1 I 1 1 I I 1 1 I I I I I I I 1 I I I 1 I I I I I I I I I I I I I I I I 1 1 I I I I I I I I I I 1 1 I I I I I I I I I I I 1 I I I I I 1 1 I I I 1 1 1 I I 1 I I 1 1 1 I I 1 I 1 1 I I 1 1 I 1 1 1 I I 1 1 1 1 I 1 1 I I I I I I 1 I I 1 I I 1 I I I I I 1 1 I I 1 1 I I I I I 1 I I 1 I I I I I I V 1 1 I I I I I I I P 7 Fixed Head I I 1 I 1 I I I I a Free Head 1p I I I I 1 1 1 1 1 Lateral Deflection vs. Depth - 15 feet long pile Total Wine Store at Celebration Square Federal Way, Washington GEoENGINEERSFigure 1 m Sh"r Vorrrilip%) -8 -6 -4 -2 0 2 4 6 8 10 12 14 16 18 20 z� 1 1 I 1 I 1 I 1 I I 1 I I 1 1 1 I I 1 I I I I I I I I I I 1 I 1 I I I I 1 I 1 I 1 1 1 I I I I I 1 Ir ---- I I I 1 _O"' I -�-�-----,-----�----r---- r----�----�-----,-----r----r----r----�----�-,b---rte--- 1 I I I I I I 1 1 I 1 1 0" I I I I I I I I I I I I .Q`- I f l I I I I 1 1 I I I I ..Et I r 1 I ------I-----I-----I F ---- I 1 I ---- Ig'i' I I �_ I I I 1 ^'-J---------L----L----1----1fT---J---•'--1-----L----a'r=---1----J----J-----�'---- ------ J__.____L___________J_____L____ --I I _-_-L_1J 1 1 1 I I I I II I I I I Irk 1 I 1 I 1 I 1 1 I I I 1 I -- I 1 I I 1 I I I ID 13 Q I I I I $ I I 1 1 1 I 1 I I I 1 1 I ----------------- I I I 1 1 I I I I 1 I 1 1 IT I I I 1 I I 1 1 1 1 C7 I 1 1 # I 1 1 I I I I I I 1 I 1 I ail I I 1 I I I 1 I I I a l 1 I fi t I I 1 1 I I 1 I 1 I 131 1 1 .. I 1 I 1 1 I I 1 I I 1 r.__r____t____Y____y_____1_____r____r____t____y____y_____r____ I I I I I I 1 I I I 1 I I P 12 1 1 I i I 1 1 1 I 1 1 1 I I 1 I I I I I I I I I I YYF I 1 1 I 1 1 1 1 I 1 1 (711 1 __��1 v 1 1 I 1 1 -_I 1 1 1 1 1 1 I I 11 °X1 I I i I I 1 I I I I �'---------------- --- ---- -----1---- ----*---- r ---- -------------1----- I 1 1 �� I I I � I 1 I 1 I I I 1 1 I I 1 I I I 1 I I I 1 '- ----------L----L--1----1----J-----1-----1L----L----1----J----J-----L'---- I I I I .74 1 I I I 1 1 I 1 I I I I I Q I I 1 I I I 1 I I I 1 I I 1 L<J I i 1 I 1 I I 1 I NI----- L____ L____ 1____ J____J----- L___- 1 I I 1 1 Y 1 CI I I I 1 I I I I I 1 I 1 I e4 4 1 I I I I 1 I 1 I 1 1 I 1 13 I I I I 1 1 1 I I I I I I I 1 I I I I 1 I I 1 1 I I n m 1 1 1 1 1 1 1 1 1 1 1 I I- I I I I I I I I I Fixed Head 1 I 1 I S I I I I I I 1 I 0 Free Head I I I 1 1 1 I 1 I I 1 I Shear Force vs. Depth - 15 feet long pile Total Wine Store at Celebration Square Federal Way, Washington GEoENGINEERSFigure 2 0 O Y O d 2 d n N C W d J fD ULD 'o .ti d tZ i m w a O 0 0 N 0 w Bending Niomrnt {tn-kipsj -600 Sw -440 -340 -200 -100 0 100 200 340 400 500 4 .R........ I �aw1 1 I 1 I 1 "El._ I 1 1 r>-.... 1 I I 1 I 1[3 1 I 'n'l------j ----- j------ j------ j -- w I I ------I- 1 I ----A---_-_ I 1 I I I I 1 1 I 1 I t I I 1 �"1� I I I I 4 1^------L-----J------J------1------L------L--- �------J------1------L----El- I 1 1 I I 1 I I 1 1 I I 1 I 1 I 1 rs 1 1 1 i 1 1 1 I I 1 I i 1 I I I I I I '6. I 1 1 -___-__L_____J______J____--1---_-_L______L______I�--_-J______1__----L___C3 �- I I I I I 1 I 1 v I I I P I_ I 1 I F 1 I I 1 I I I T I I I 1 I 1 1 I I I 4' 1 I 1 1 I I I T 1 I Fye I -----I 1 1 I I I I I 1 1 I I I I 1 1 1 Y, I !7 I I p I 1 I 1 I 1 1 I I I I 1 I I 1 I I I 1 I I 1 I I 1 1 1 1 t I I I -1 1 1 I I 1 I 1 I I I 1 A4' I 1 I I dx I I I I I 10 p 1 I I I I I ------1-------1------------ ------ r------1� -- ------ j------ -------, ------ 1 I 1 Q'�- I I 1 1 I I I 1 I i I I 1 t I I 1 I I Q P 1 I 1 1 `.------ IL -----J-1 -----j ------ 1 ------ L----- ----- �------�------ 1 ------ L------ Q � I 1 I I t I I 1 1 r I 1 I I I 1 I I I I I 1 I I I I I I I 1 1 i 14------L_____J_---_-J___-__1______L_-__ I I I I I 4 1 1 I I I I I 1 1 13, 1 I I 1 I I 1 1 1 Ib I I 1 1 I I 1 1 1 [a, I t I I I I 1 I I I 1 1 I 1 1 1 1 1 I I 1 1 1 1 I I I 1 I 1 I 1 1 1 I I I I 1 1 1 1 1 I I 1 I I 1 1 1 I 1 1 I I 1 I - - - - I 1 I I 1 I 1 I I I I I 1 I I I I I I I I I 1 I I t 7 Fixed Head I I I I I I I I o Free Head yy I I I I I 1 I 1 Bending Moment vs. Depth - 15 feet long pile Total Wine Store at Celebration Square Federal Way, Washington GEoENGINEERSFigure 3 • Lateral Deflection tin) • -0.1 -0.05 0 0.09 0.1 0.15 0.2 0.25 0.3 0.35 0.4 0.45 0.5 .0- I I ra I__________1_____J______L__,Fj.._L_____1_____J______I______ 1 I I I I I 1 I 1 I Q I I I I I 1 I I 1 I I I I I 1 I I ,p _____Jg__L_____1_____J______L_____L_____1_____J______I______ p' I I I I I I 1 I i I p l I I I 1 I 1 I I 1 1 Mi 1 1 I 1 1 I 1 1 1 -- — — I 1 I 1 i I I 1 I I I I 1 I I 1 I 4? I I 1 I 1 I I 1 I 1 ICr I I I I I I I 1 I 1 Em I 1 1 1 I I I 1 I i L 1 07I I I 1 I I I I 1 1 �1G 1 1 I I 1 1 I I I I Q_____L__________J______I__-_—_ I Q¢ I I I 1 1 1 I I 1 I 0 I I I I I I I I I 1 a`II 1 1 I I 1 1 1 I I I ❑y1 1 I I I I 1 1 1 I I lii 1 I I 1 I 1 I I 1 I I I I I I 1 I 1 I ____------ I------ ----- J------ L__—__L___--1_____J------ 1------ I I I I I I i I 1 I I 1 I 1 I I 1 I I I I I I I I I 1 I 1 I I I I I I 1 I I 1 I I I I I I I I 1 I I I I I I I I I I I I 1 I 1 1 I I I 1 I I T_____ ------ I______r._____T,______r_____r_____T----- ,______I______ I ItI 1 I I 1 I I I I 1 It I 1 I 1 1 I I I I I I 1 1 I I 1 I I 1 I I I I 1 1 I I I I 1 1 I I I 1 I I I 1 1 1 I I I 1 I 1 I I 1 1 I 1 1 1 I 1 I I I I I I I I I I I I i I 1 I I 1 I 1 I I I I I I I I I I 1 I 1 1 1 I I I 1 I 1 1 1 I I I I 1 I I I I I I I 1 I 1 I I I I I I I I I I 1 I 1 I a I I I I I I I I I 1 I 1 I I 1 1 1 I 1 I I I 1 I 1 1 1 I 1 1 I I 1 I 1 1 1 I I I I I I I 1 I 1 I I I I I 1 1 1 1 I I 1 1 I I I I 1 I I I 1 I I I I 1 1 I I 1 I I rl I I 1 I I I I I I I I I I I I I I I I I I 1 1 I I I I I I I I I I I I I I 1 I I t I 1 I I I I I I I 1 I I I I I I I I I 1 1 I I I I 1 I I I 1 1 I I I 1 1 I 1 1 ------------ ____,______--------- _-_-l--_ 1 I 1 I I I 1 I I F7 iyued i-lced I I I I I 1 I 1 I 1 1 1 I 1 1 I 1 1 O Fm c ad Lateral Deflection vs. Depth - 25 feet long pile Total Wine Store at Celebration Square Federal Way, Washington GEOENGINEERS Figure 4 M ;D CD0 0 • Shear Furca WFK) -15 _10 -5 q 5 10 15 ?D I I 1 1 1 I 1 I 1 I I I 1 i C? 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I I I I I I 1 1 1 I I I I 1 I 1 I I I 1 I I I I I 1 I I I I I 1 I I I I I 1 I I I 1 I 1 I 1 1 I d I I I I I I '�' I"l. d I3C:i Flee Ffcad 0 0 Bending Moment flit -kips) c -3010 -600 -400 200 0 200 400 690 800 �{--_-____I____ I I I 1 I 1 I I I 1 - I I 1 { I 1 1 I 1 { 1 I 1 1 I I I b 1 1 1 1 I 1 1 1 I I 1 1 1 r --___ _,,_05 I 1 I 1 I 1 I� I II I []' I I p 1 I I I I 1 1 1 7 I 1 I S`I I I 1 I I I -------- 14Q I 1 I I I I I I I 1 I I 1 I I I 1 I I I I 1 I I I I I I I I G1 "ttfl 1 1 1 I I I I I Lh 1 I I I I I I I o I 1 I I 1 I I I I C I I I I I I I I I m I I I I I I I I 1 G I 1 I I i I I I 1 1 I I I 1 1 1 1 1 m I I I I 1 I 1 I Q.kl 1 I I I 1 1 1 I J I 1 I I I I I I i I I I 1 I 1 I I 1 1 I I I 1 1 I I I I I I 1 1 I I I I 1 1 1 I 1 I I I 1 I 1 I I I 1 I 1 I I I I I 1 I 1---------------L----___ L_______ J -------- I I I I i I I I ------- ---------------- r 1 I I I 1 I I 1 I I I 1 1 I 1 1 1 I I 1 I I 1 I I I 1 i I I I I I 1 I 1 I I I I I 1 I 1 I I I I R.A[a tkMIt6 Head I 1 1 I 1 I I fl 1 I I I I I I Bending Moment vs. Depth - 25 feet long pile Total Wine Store at Celebration Square Federal Way, Washington GEOENGINEERSFigure 6 • Allowable Passive Resistance = 350 pcf (assumes compacted fill around pile caps and includes a FS = 2.0) Floor Slabs (Building I -North). It is our opinion that floor slabs, if used in this part of the renovation, may be supported on -grade. The slabs should be underlain by a minimum of 4 inches of imported, clean crushed rock (base material) placed over in situ soils that have been properly prepared and compacted. The slab base material should contain less than 3 percent fines by dry weight and at least 70 percent of the material should be larger than the #4 sieve. All imported material should be reviewed by GeoEngineers prior to acceptance by the owner. 5.2.5 UBC Site Coefficients We understand that the buildings for this project will be designed using the latest UBC requirements. The Puget Sound region is seismically active and lies within Seismic Risk Zone 3 with a Seismic Zone Factor (Z) of 0.30 as classified by the 1997 edition of the UBC. This factor generally corresponds to a ground acceleration on rock of about 0.3g, where g is the gravitational constant. The site is underlain by variable thicknesses of fill. We have conservatively assumed that the ground motions will be controlled by those areas with thick fill zones. Based on this assumption the site is best classified as Soil Profile Type SD, as defined in the Uniform Building Code. This profile type consists of stiff soil with an average Standard Penetration Test blow count betw of 0 to 100 feet of 15 to 50 blows per foot. The seismic coefficients appropriate for oil Profile Type SD an Seismic Zone 3 are as follows: Ca = 0.36 and C,,=0.54. 5.3 SITE PREPARATION AND EARTHWORK 5.3.1 Preparation of Existing Site Soils The existing soils at the project site generally contain a moderate amount of fines (silt) and are moisture -sensitive. Operation of equipment on the existing soils will be difficult and likely more expensive if earthwork is completed during wet weather. Disturbance of the shallow subgrade soils should be expected if site preparation work is completed during periods of wet weather. If possible, it will be preferable to schedule site preparation and earthwork activities during extended periods of dry weather when the soils will (1) be less susceptible to disturbance and (2) provide better support for construction equipment. Generally, the best earthwork period for these types of soils is July through September. 5.3.2 Structural Fill All fill, whether existing on-site soil or imported soil, which will support floor slabs, pavement areas or foundations, or be placed in utility trenches should meet the criteria for structural fill presented below. The suitability of soil for use as structural fill depends on its gradation and moisture content. The existing fill soil and medium dense to very dense native soil encountered in our borings is expected to be suitable for structural fill in areas, provided the work is accomplished during the normally dry season (July through September) and that the soil can be properly moisture conditioned. However, for wet weather construction, we believe that it will be necessary to import granular material with a lesser fines content to achieve adequate compaction (see below) for support of pavement areas, floor slabs and structures. G e o E n g i n e e r s 11 File No. 5512-004-00\060104 b0/OL/S0 JAS:OHN OMO VOOb00Z199\OVO\00\400Z1SS\:d\,iV3S In U w m a � w z O U vo O N O w N T 0 0 U N N w0 �o w m ro a M� O Z N a fr N J a< mo a0 a°+ mm .41 w :3 O UO ON Uw O� UN F C7 a zo z� 3\ zo �S 3di 0 00 oz =O„ 0 o m0 m mo 0 a«`� Z U 5 m z =m a °, w U °r v 133dlS H10Z£ Hinos v« "s o 2 c c a N p� m N 0 LU N3 W OQQ a d3 'U ca Z 3d W oa O o O w l7 v _v a � va a co w m E O Z ' GD 0 °diad C LL L _J :D_ a+ O J J FrLU OZ m a �cv act Z2ydoa � aU-o °`LDo r n N m°�Ev° N O yi v NH ON .. O W CO O u O O J d U N_ dp a� o� aooCL a Q=va-a O 0.- cl x C7 CO r m E Eat; Z of �N= fn m Q o � °L3 o p o F _J Q _ moy°°tea m O N Z FFM J Q to z:) I N C E r Z N °c m mQDD v.4� Jaodcrn nine ° a E ° W C� _ 0. Z m N N C✓ y p 0 p 0 U. V � U y U O�yOj N.� N Ow N V N" J d N U 7 a rr.N 000 NO U 13381S HlP'J HlnOS �N d 0 Z b0/OL/S0 JAS:OHN OMO VOOb00Z199\OVO\00\400Z1SS\:d\,iV3S