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HomeMy WebLinkAbout17117 59TH AVE NE_014404_2026 INSPECTION REPORT ¢�ZN G?'O_ Permit No.: - l Lot #: Q' Address: I S % Contractor: 9s, ,S0 Owner- Date: ��, APPROVAL ❑ PARTIAL APPROVAL ❑ VIOLATION ❑ CORRECTION REQUESTED ❑ Corrections listed below MUST BE MADE before work can be approveo ❑ Please contact inspector. ❑ Was not able to perform inspection. ❑ CALL 435-0674 FOR RE-INSPECTION - 24 hour notice required. L r. Inspector: /' Date: PE OF INS CTION REQUESTED ❑ Under-floor ❑ Framing ❑ Gas Piping ❑ Footing ❑ Drywall, Nailing ❑ Consultation ❑ Foundation ❑ Shear Nailing ❑ Groundwork ❑ Mechanical ❑ Grid ❑ Struct. Slab ❑ Wood Stove ❑ Rough-in I X Final ❑ Masonry ❑ Drainage ❑ Insulation ❑ Other: INSPECTION REPORT 1;4 Permit No.: Lot#: Address: ?Contractor: --O Owner:� Dater APPROVAL ❑ PARTIAL APPROVAL ❑ VIOLATION ❑ CORRECTION REQUESTED ❑ Corrections listed below MUST BE MADE before work can be approveG ❑ Please contact inspector. ❑ Was not able to perform inspection. ❑ CALL 435-0674 FOR RE-INSPECTION - 24 hour notice required. v v IF Inspector: Date-01' _ TYPE OF INSPECTION REQUESTED ❑ Under-floor ❑ Framing ❑ Gas Piping ❑ Footing ❑ Drywall, Nailing ❑ Consultation ❑ Foundation ❑ Shear Nailing ❑ Groundwork ❑ Mechanical ❑ Grid ❑ Struct. Slab ❑ Wood Stove ❑ Rough-in ❑ Final ❑ Masonry ❑ Drainage ❑ Insulation ❑ Other: INSPECTION REPORT y1N G r Permit No.: 6 r.4�L- ot#: 11 4 0 Q' Address: V/ -7 5 ' ►' • Contractor: _ Z Owner: S O INC'� Date: ❑ APPROVAL ❑ PARTIAL APPROVAL ❑ VIOLATION .CORRECTION REQUESTED ❑ Corrections listed below MUST BE MADE before work can be approvea ❑ Please contact inspector. ❑ Was not able to perform inspection. ❑ CALL 435.0674 FOR RE-INSPECTION - 24 hour notice required. ` ec" Inspector: Date: � - - TYPE OF INSPECTION REQUESTED ❑ Under-floor ❑ Framing ❑ Gas Piping ❑ Footing ❑ Drywall, Nailing ❑ Consultation ❑ Foundation ❑ Shear Nailing ❑ Groundwork ❑ Mechanical ❑ Grid ❑ Struct. Slab ❑ Wood Stove ❑ Rough-in Q— A-Final ❑ Masonry ❑ Drainage 1 ❑ Insulation ❑ Other: INSPECTION REPORT -417lr +tiIN G TO Permit No.: dt-qvb7 Lot#: Q' Address: Contractor: -y �O Owner.L/-c cy,cJ O�s��✓y�,i.t�C TPA._ INGTCDate: /— /o -- 0 7— ❑ APPROVAL ❑ PARTIAL APPROVAL ❑ VIOLATION ❑ CORRECTION REQUESTED ❑ Corrections listed below MUST BE MADE before work can be approved. ❑ Please contact inspector. ❑ Was not able to perform inspection. ❑ CALL 435-0674 FOR RE-INSPECTION - 24 hour notice required. AA1 �l�u./`• 3 �i/�,-� �4 itch 0.4.0 L:G �i4S S�'�✓iL-i�y ro 177 �liJiG L =c s pLc�i/�ic l7o.cl.S 7 za Inspector: Date: '"�o -a Z-..- TYPE OF SPECTION REQUESTED ❑ Under-floor ❑ Framing ❑ Gas Piping ❑ Footing ❑ Drywall, Nailing ❑ Consultation ❑ Foundation ❑ Shear Nailing ❑ Groundwork ❑ Mechanical ❑ Grid ❑ Struct. Slab ❑ Wood Stove ❑ Rough-in ❑ Final ❑ Masonry ❑ Drainage ❑ Insulation ❑ Other: — INSPECTION REPORT N 4�,1 G?'0 Permit No.: 6`"7 � Lot #: Address: l 7 //7 Contractor: C 9s, ,S4 Owner: �IN�' Date: 5O-7-01 APPROVAL ❑ PARTIAL APPROVAL b VIOLATION ❑ CORRECTION REQUESTED ❑ Corrections listed below MUST BE MADE before work can be approves, ❑ Please contact inspector. ❑ Was not able to perform inspection. ❑ CALL 435-0674 FOR RE-INSPECTION - 24 hour notice required. i Inspector: -� - Date: iz YPE OF IN ECTION REQUESTED ❑ Under-floor ❑ Framing ❑ Gas Piping ❑ Footing ❑ Drywall, Nailing ❑ Consultation ❑ Foundation ❑ Shear Nailing ❑ Groundwork ❑ Mechanical —�i�Grid pie*24kU ❑ Struct. Slab ❑ Wood Stove ❑ Rough-in ❑ Final ❑ Masonry ❑ Drainage ❑ Insulation ❑ Other: INSPECTION REPORT Permit No.: 4�6 1 Lot #: 1;4 Address: 1-Contractor: O Owner: ' � Date: 1" D ❑ APPROVAL PARTIAL APPROVAL ❑ VIOLATION ❑ CORRECTION REQUESTED ❑ Corrections listed below MUST BE MADE before work can be approve ❑ Please contact inspector. ❑ Was not able to perform inspection. ❑ CALL 435-0674 FOR RE-INSPECTION - 24 hour notice required. JI 1. 1 2 MY2 NCLI I i T-d Yk Inspector: Date: _C PE OF INSP CTION REQUESTED ❑ Under-floor ❑ Framing ❑ Gas Piping ❑ Footing ❑ Drywall, Nailing ❑ Consultation ❑ Foundation ❑ Shear Nailing ❑ Groundwork ❑ Mechanical ❑ Grid ❑ Struct. Slab ❑ Wood Stove ❑ Rough-in ❑ Final ❑ Masonry ❑ Drainage ❑ Insulation ❑ Other: INSPECTION REPORT ¢titN G ro Permit No.: - `+` �+ Lot #: Address: :_--1"1 1 Contractor: zL� 9s, ,S4 Owner: IN C' Date: ❑ APPROVALPARTIAL APPROVAL ❑ VIOLATION ❑ CORRECTION REQUESTED ❑ Corrections listed below MUST BE MADE before work can be approveG ❑ Please contact inspector. ❑ Was not able to perform inspection. ❑ CALL 435-0674 FOR RE-INSPECTION - 24 hour notice required. ri Inspector: Date: PE OF INSPE ION REQUESTED ❑ Under-floor ❑ Framing ❑ Gas Piping ❑ Footing ❑ Drywall, Nailing ❑ Consultation ❑ Foundation ❑ Shear Nailing ❑ Groundwork ❑ Mechanical ❑ Grid ❑ Struct. Slab ❑ Wood Stove ❑ Rough-in ❑ Final ❑ Masonry ❑ Drainage ❑ Insulation ❑ Other: INSPECTION REPORT 4ytN Gr0 Permit No.: DC- Lot#: Q' Address: 1 -7 U-7 St Contractor: C -�s �O Owner: SIN O Date: ❑ APPROVAL ❑ PARTIAL APPROVAL ❑ VIOLATION ❑ CORRECTION REQUESTED ❑ Corrections listed below MUST BE MADE before work can be approved. ❑ Please contact inspector. ❑ Was not able to perform inspection. ❑ CALL 435-0674 FOR RE-INSPECTION -24 hour notice required. 1' V (1e- ICE C Z �` boles Inspector: ` Date: / TYPE OF INSPECTION REQUESTED ❑ Under-floor ❑ Framing ❑ Gas Piping ❑ Footing ❑ Drywall, Nailing ❑ Consultation ❑ Foundation ❑ Shear Nailing ❑ Groundwork ❑ Mechanical ❑ Grid ❑ Struct. Slab ❑ Wood Stove ❑ Final ❑ Masonry ❑ Drainage ❑ I sulation ❑ Other: ���.a Sin� � INSPECTION REPORT ti1N G?' Permit No.: `�`�b T Lot It: Q' o� Address: 7 L i_7 - Contractor: C_ �Ii i>S7 11> Owner: �I N G Date: 1 'APPROVAL El PARTIAL APPROVAL ❑'"VIOLATION ❑ CORRECTION REQUESTED ❑ Corrections listed below MUST BE MADE before work can be approved. ❑ Please contactrtnspector. ❑ Was not able to perform inspection. ❑ CALL 435-0674 FOR RE-INSPECTION - 24 hour notice required. IL i 1/t Ir V tIV I 3 Inspector: Date` TYPE OF INSPECTION REQUESTED ❑ Under-floor ❑ Framing ❑ Gas Piping ❑ Footing J Drywall, Nailing ❑ Consultation ❑ Foundation ���—��r Nailing ❑ Groundwork ❑ Mechanical 4`� ❑ Grid ❑ Struct. Slab ❑ Wood Stove,,,G�0_❑ Rough-in ❑ Final ❑ Masonry ❑ Drainage ❑ Insulation 0 Other: INSPECTION REPORT 1 4ti1N G To Permit No.: , / - ��. V Lot #: Q' Address: -7117 5 `l XI s • / „ � Z Contractor: �s� O,SO Owner: Gr`u1U �' St I N Date: /® ❑ APPROVAL -S' -�RTIAL APPROVAL ❑ VIOLATION ❑ CORRECTION REQUESTED ❑ Corrections listed below MUST BE MADE before work can be approveu ❑ Please contact inspector. ❑ Was not able to perform inspection. ❑ CALL 435-0674 FOR RE-INSPECTION - 24 hour notice required. Yw Jl Inspector: -- Date: TYPE OF INSPECTION REQUESTED ❑ Under-floor ❑ Framing ❑ Gas Piping ❑ Footing ❑ Drywall, Nailing ❑ Consultation ❑ Foundation Shear Nailing ❑ Groundwork ❑ Mechanical ❑ Grid ❑ Struct. Slab ❑ Wood Stove ❑ Rough-in ❑ Final ❑ Masonry ❑ Drainage ❑ Insulation ❑ Other: VC(, D,� ak" PV � -r( v6Lt�d?9 INSPECTION REPORT 4titN G f� Permit No.:b — Lot: F" Address: �1\�� �`�� Z Contractor: -�s Owner: �W`�l�•s�- . �I N G 1 Date: ❑ APPROVAL ❑ PARTIAL APPROVAL ❑ VIOLATION ❑ CORRECTION REQUESTED ❑ Corrections listed below MUST BE MADE before work can be approved. ❑ Please contact inspector. ❑ Was not able to perform inspection. ❑ CALL 435-0674 FOR RE-INSPECTION -24 hour notice required. ✓ �� vl-LML born, V t ' d Inspector: Date: C� PE OF INSPECTION REQUESTED ❑ Under-floor ❑ Framing ❑ Gas Piping ❑ Footing ❑ Drywall, Nailing ❑ Consultation ❑ Foundation ❑ Shear Nailing ❑ Groundwork ❑ Mechanical ❑ Grid ❑ Struct. Slab ❑ Wood Stove ❑ Rough-in ❑ Final ❑ Masonry ❑ Drainage ❑ Insulation ❑ Other: INSPECTION REPORT 4ti1N G TQ Permit No.: Lot 4: Q' Address: ( I� Contractor: 4 Owner: 9s11 j N O� Date: APPROVAL ❑ PARTIAL APPROVAL ❑ VIOLATION ❑ CORRECTION REQUESTED ❑ Corrections listed below MUST BE MADE before work can be approved ❑ Please contact inspector. ❑ Was not able to perform inspection. ❑ CALL 435-0674 FOR RE-INSPECTION -24 hour notice required. Inspector. % Date: TYPE OF INSPECTION REQUESTED ❑ Under-floor SY�k ❑ Framing ❑ Gas Piping ❑ Footing IZ� -Drywall, Nailing ❑ Consultation ❑ Foundation ❑ Shear Nailing ❑ Groundwork ❑ Mechanical ❑ Grid ❑ Struct. Slab ❑ Wood Stove ❑ Rough-in ❑ Final ❑ Masonry ❑ Drainage ❑ Insulation ❑ Other: c� INSPECTION REPORT ¢y1N G TO Permit No.. l' Lot#: Address: ? Z Contractor: �O Owner: 4IN O Date: APPROVAL ❑ PARTIAL APPROVAL ❑ VIOLATION ❑ CORRECTION REQUESTED ❑ Corrections listed below MUST BE MADE before work can be approved ❑ Please contact inspector. ❑ Was not able to perform inspection. ❑ CALL 435-0674 FOR RE-INSPECTION - 24 hour notice required. I gT tip+ 4 1 / I n Inspector: 1 Date: :�l E OF INSPECTION REQUESTED ❑ Under-floor ❑ Framing ❑ Gas Piping ❑ Footing Li&Drywall, Nailing ❑ Consultation ❑ Foundation Nail in ❑ Groundwork ❑ Mechanical ❑ r c&-5i �.�J^�• ❑ Struct. Slab ❑ Wood Stove ❑ Rough-in i/ ❑ Final ❑ Masonry ' ! ❑ Drainage ❑ Insulation ❑ Other: (/ INSPECTION REPORT ¢y1N G?'O Permit No.: 01- 41 Uil Lot #: Q' Address: / 2117 — S Contractor: rOWA 9s �O Owner: A4-1 y7 5- 7GG y�C S k1 N Date: q _' 7 0/ " ❑''RAPPROVAL ❑ PARTIAL APPROVAL VIOLATION ❑ CORRECTION REQUESTED ❑ Corrections listed below MUST BE MADE before work can be approveG ❑ Please contact inspector. ❑ Was not able to perform inspection. ❑ CALL 435-0674 FOR RE-INSPECTION - 24 hour notice required. Atl I aO TtEL i 1.9 V Inspector: TYPE OF INSPECTION REQUESTED ❑ Under-floor ❑ Framing ❑ Gas Piping ❑ Footing " P!l' Drywall, Nailing ❑ Consultation ❑ Foundation ❑ Groundwork ❑ Mechanical ❑ Grid ❑ Struct. Slab ❑ Wood Stove ❑ Rough-in ❑ Final ❑ Masonry ❑ Drai?age ❑ Insulation ❑ Other: ! ` . Y INSPECTION REPORT ti1N G '` O Permit No. 4�, , Lot#: Q' Address: / I j Jl (Q;q Z Contractor: , O Owner: 9s�IN G� Date: ❑ APPROVAL PARTIAL APPROVAL ❑ VIOLATION ❑'CORRECTION REQUESTED ❑ Corrections listed below MUST BE MADE before work can be approved. ❑ Please contact inspector. ❑ Was not able to perform inspection. ❑ CALL 435-0674 O R�-INSPECTION - 24 hour notice re uired. GJ i Date: Inspector: TYPE OF INSPECTION REQUESTED ❑ Under-floor ❑ Framing ❑ Gas Piping ❑ Footing ❑ Drywall, Nailing ❑ Consultation ❑ Foundation ❑ Shear Nailing ❑ Groundwork ❑ Mechanical ❑ Grid ❑ Struct. Slab ❑ Wood Stove X Rough-in ❑ Final ❑ Masonry ❑ Drainage ❑ Insulation ❑ Other: INSPECTION REPORT g' ¢y1N Gr0 Permit No.: 1-4461 Lot#: Q" Address: sq� Contractor: 9s �0 Owner: IN C' Date: APPROVAL PARTIAL APPROVAL ❑ VIOLATION AC3 CORRECTION REQUESTED ❑ Corrections listed below MUST BE MADE before work can be approved ❑ Please contact inspector. ❑ Was not able to perform inspection. ❑ CALL 435-0674 FOR RE-INSPECTION - 24 hour notice required. i GC I'IL4 / Inspector: Date: TYPE OF INSPECTION REQUESTED ❑ Under-floor gaming ❑ Gas Piping ❑ Footing c� Drywall, Nailing ❑ Consultation ❑ Foundation " Shear Nailing ❑ Groundwork ❑ Mechanical ��`❑ Grid ❑ Struct. Slab ❑ Wood Stove ❑ Rough-in ❑ Final ❑ Masonry ❑ Drainage ❑ Insulation Other:_� ,� INSPECTION REPORT y1N GT Permit No.L I-q4" ► Lot it: Q' Address: 1-7 11-7 � Z Contractor: C*- CM IN O Owner: C ITS 9s�j N G Date: r XAPPROVAL ❑ PARTIAL APPROVAL ❑ VIOLATION ❑ CORRECTION REQUESTED ❑ Corrections listed below MUST BE MADE before work can be approves, ❑ Please contact inspector. ❑ Was not able to perform inspection. ❑ CALL 435-0674 FOR RE-INSPECTION -24 hour n%icce required. ti. I r I 16D P& t C - Inspector: Date: ' ' TYPE OF INSPECTION REQUESTED ❑ Under-floor ❑ Framing. ❑ Gas Piping ❑ Footing -9> tt, Nailing ❑ Consultation ❑ Foundation >tShear Nailing ❑ Groundwork ❑ Mechanical ❑ Grid ❑ Struct. Slab ❑ Wood Stove ❑ Rough-in ❑ Final ❑ Masonry ❑ Drainage ❑ Insulation ❑ Other: t�s: t - INSPECTION REPORT �vv N G1' Permit No.: Lo-f#: O� Address: Z Contractor: - �S 9s �O Owner: n rj 't k 4I N O Date: 1 b l PPROVAL ❑ PARTIAL APPROVAL ❑ IOLATION ❑ CORRECTION REQUESTED ❑ Corrections listed below MUST BE MADE before work can be approved. ❑ Please contact inspector. ❑ Was not able to perform inspection. J CALL 435-0674 FOR RE-INSPECTION - 24 hour notice required. Inspector: Date: T OF INSPECTI REQUESTED ❑ Under-floor ❑ Framing ❑ Gas Piping ❑ Footing ❑ Drywall, Nailing ❑ Consultation ❑ Foundation ❑ Shear Nailing ❑ Groundwork ❑ Mechanical ❑ Grid ❑ Struct. Slab ❑ Wood Stove ❑ Rough-in ❑ Final ❑ Masonry l ❑ Drainage ❑ Insulation 0 Other: VA-6- a-41 INSPECTION REPORT ¢ti1N G?'O Permit No.: Q Lot #: Address: A#'— Contractor: aZ5- 766 - � � Owner:` 41N C'N Date: ❑ APPROVAL PARTIAL APPROVAL ❑ VIOLATION ❑ ORRECTION REQUESTED ❑ Corrections listed below MUST BE MADE before work can be approveG ❑ Please contact inspector. ❑ Was not able to perform inspection. ❑ CALL 435-0674 FOR RE-INSPECTION - 24 hour notice required. --� — 44 II Inspector: Date: TY OF INSPECTION REQUESTED ❑ Under-floor %'*_fl�raming ❑ Gas Piping ❑ Footing ❑ Drywall, Nailing ❑ Consultation ❑ Foundation ❑ Shear Nailing ❑ Groundwork ❑ Mechanical ❑ Grid ❑ Struct. Slab ❑ Wood Stove ❑ Rough-in ❑ Final ❑ Masonry ❑ Drainage ❑ Insulation ❑ Other: INSPECTION REPORT �.IN G1' Permit No.. [—q q oq Lot #: O Address: � Z Contract r: Owner. IN Date: _�CD �� \ KPPROVAL ❑ PARTIAL APPROVAL IOLATION ❑ CORRECTION REQUESTED ❑ Corrections listed below MUST BE MADE before work can be approved. ❑ Please contact inspector. ❑ Was not able to perform inspection. ❑ CALL 435-0674 FOR RE-INSPECTION - 24 hour notice required. Inspector. Date: TYPE OF INSPECTION REQUESTED ❑ Under-floor ❑ Framing ❑ Gas Piping ❑ Footing ❑ Drywall, Nailing ❑ Consultation ❑ Foundation ❑ Shear Nailing ❑ Groundwork ❑ Mechanical ❑ Grid ❑ Struct. Slab ❑ Wood Stove ❑ Rough-in ❑ Final ❑ Masonry • a Drainage ❑ Insulation ` ❑ Other: INSPECTION REPORT �-5� --�Q?�� 4tiIN G rO Permit No.:�-N Lot #: Address: -1 - 5 Z Contractor: Owner: I �"Yl hip I N O Date: J ❑ APPROVAL ❑ PARTIAL APPROVAL ❑ VIOLATION ❑ CORRECTION REQUESTED ❑ Corrections listed below MUST BE MADE before work can be approved. ❑ Please contact inspector. ❑ Was not able to perform inspection. ❑ CALL 435-0674 FOR RE-INSPECTION - 24 hour notice required. Inspector: Date: TYPE OF INSPECTION REQUESTED ❑ Under-floor ❑ Framing ❑ Gas Piping ❑ Footing ❑ Drywall, Nailing ❑ Consultation ❑ Foundation ❑ Shear Nailing 4 Groundwork ❑ Mechanical ❑ Grid ❑ Struct. Slab ❑ Wood Stove ❑ Rough-in ❑ Final ❑ Masonry ❑ Drainage ❑ Insulation ❑ Other: INSPECTION REPORT y1N G?'O Permit No.: J V Lot #: Q" Address: 1 -7 Contractor: :1"kZ4 Jy e- Owner: J/J S� IN Date. ❑ APPROVAL ❑ PARTIAL APPROVAL ❑ VIOLATION -ORRECTION REQUESTED ❑ Corrections listed below MUST BE MADE before work can be approved. ❑ Please contact inspector. ❑ Was not able to perform inspection. ❑ CALL 435-0674 FOR RE-INSPECTION -24 hour notice required. Inspector: �� Date: TYPE OF INSPECTION REQUESTED ❑ Under-floor ❑ Framing ❑ Gas Piping ❑ Footing ❑ Drywall, Nailing ❑ Consultation ❑ Foundation ❑ Shear Nailing Rr Groundwork ❑ Mechanical ❑ Grid ❑ Struct. Slab ❑ Wood Stove ❑ Rough-in ❑ Final ❑ Masonry ❑ Drainage ❑ Insulation ❑ Other: PNSPECTION REPORT S '. �,4,✓I (�7N GT Permit No.: Lot #: Address: 1 7 l 1 -7 5 7� A-kc Contractor: �ke-j !(1�o Owner: 5— � �jI N Date: r7 ; /-L ❑ APPROVAL ❑ PARTIAL APPROVAL ❑ VIOLATION ❑ CORRECTION REQUESTED ❑ Corrections listed below MUST BE MADE before work can be approved. ❑ Please contact inspector. ❑ Was not able to perform inspection. ❑ CALL 435-0674 FOR RE-INSPECTION - 24 hour notice required. l Inspector: Date: TYPE OF INSPECTION REQUESTED ❑ Under-floor ❑ Framing ❑ Gas Piping ❑ Footing ❑ Drywall, Nailing ❑ Consultation ❑ Foundation ❑ Shear Nailing groundwork ❑ Mechanical ❑ Grid ❑ Struct. Slab ❑ Wood Stove ❑ Rough-in ❑ Final ❑ Masonry ❑ Drainage ❑ Insulation ❑ Other: INSPECTION REPORT '40 G r0 Permit No.: 6" Lot#: Q" Address: //_Z Contractor�CG�C.lSK- G,S4 Owner: Date: ❑ APPROVAL ❑ PARTIAL APPROVAL ❑ VIOLATION ❑ CORRECTION REQUESTED ❑ Corrections listed below MUST BE MADE before work can be approved. ❑ Please contact inspector. ❑ Was not ableAo perform inspection. ❑ CALL 435-067 FOR RE SPECTION -24 hour notice required. G G�� Inspector: Date: TYPE OF INSPECTION REQUESTED ❑ Under-floor ❑ Framing ❑ Gas Piping ❑ Footing ❑ Drywall, Nailing ❑ Consultation ❑ Foundation ❑ Shear Nailing ❑ Groundwork ❑ Mechanical O Grid ❑ Struct. Slab ❑ Wood Stove XRs ytAl ❑ Final ❑ Masonry ❑ Drainage U ❑ Insulation ❑ Other: 8s fcI- A�K INSPECTION REPORT -- 4;1_613A 7 4titN G TD Permit No.: 64,1_� Lot #: Q Address: P7//7 S e- Contractor: � Owner: Date: "a1� A,APPROVAL El PARTIAL APPROVAL ❑ VIOLATION ❑ CORRECTION REQUESTED ❑ Corrections listed below MUST BE MADE before work can be approved. ❑ Please contact inspector. ❑ Was not able to perform inspection. ❑ CALL 435-0674 FOR RE-INSPECTION - 24 hour notice required. jltx 1 - 1-2, Inspector: 0 Date: ' TYPE OF INSPECTION REQUESTED ❑ Under-floor ❑ Framing ❑ Gas Piping ❑ Footing ❑ Drywall, Nailing ❑ Consultation Foundation ❑ Shear Nailing ❑ Groundwork ❑ Mechanical ❑ Grid ❑ Struct. Slab ❑ Wood Stove ❑ Rough-in ❑ Final ❑ Masonry ❑ Drainage ❑ Insulation ❑ Other: INSPECTION REPORT 91/3 ,4k" sly r Permit No.: O1_Lj� 4 Lot #: 1;4 Address:Contractor �SW. Owner: v YeenS Date: S l 5 D i ❑ APPROVAL _PARTIAL APPROVAL ❑ VIOLATION ❑ CORRECTION REQUESTED ❑ Corrections listed below MUST BE MADE before work can be approved. ❑ Please contact inspector. ❑ Was not able to perform inspection. ❑ CALL 435-0674 FOR RE-INSPECTION -24 hour notice required. Inspector: Date: S�j TY INSPECTION REQUESTED ❑ Under-floor ❑ Framing ❑ Gas Piping ❑ Footing ❑ Drywall, Nailing ❑ Consultation ❑ Foundation ❑ Shear Nailing ❑ Groundwork ❑ Mechanical ❑ Grid ❑ Struct. Slab ❑ Wood Stove ❑ Rough-in ❑ Final ❑ Masonry ❑ Drainage ❑ Insulation ❑ Other: INSPECTION REPORT ¢tiZN G J, Permit No.: -`7 Lot #: e' y Address: 1 72 /V� Contractor: (f6l_ 11> 9s, ,SO Owner: v C Pl�S IN Date: ❑ APPROVAL PARTIAL APPROVAL ❑ VIOLATION ❑ CORRECTION REQUESTED ❑ Corrections listed below MUST BE MADE before work can be approved. ❑ Please contact inspector. ❑ Was not able to perform inspection. ❑ CALL 435-0674 FOR RE-INSPECTION - 24 hour notice required. - l Inspector: Date: YPE OF INSPECTION REQUESTED ❑ Under-floor ❑ Framing ❑ Gas Piping X Footing ❑ Drywall, Nailing ❑ Consultation ❑ _Foundation ❑ Shear Nailing ❑ Groundwork ❑ Mechanical ❑ Grid ❑ Struct. Slab ❑ Wood Stove ❑ Rough-in ❑ Final ❑ Masonry ❑ Drainage ❑ Insulation ❑ Other: -aC , 5i :41AM;SEACON ;4253:�?73720 _ IN --7 - - F I -W I I ' � I i I I ------ -- ---- ---- br iCd2M2QB ® ----- --�-------- doo f - - - - I OEP I i I MQd 19 I � I ell, I 1 ' I � 4ANGLE ALONG BWA LL � i a LI- - J rv-,b) VMS IL i - � J ■ 1 y — . 1 ' ♦ I ' I� 1 ■ ' ' .�J T 1 1 `■ I — — �rF!� I I �I ■ I ' Y� 1 ■ — ' 1 I I ■ _—_ OIL" r — 1irw ■ O F4d ' ,1 I ir , 1 I 1 — I I.b%T-M TI •� I 0 J I• II 1 , � u 'q r. ■ ' �"" !Y 1�1�-� .III ■1i1 I! (�ptpt*■tpii l ' l I . i 1 �j f ��f 1 .\ 1; RION 1ow f� '• � !�' Illlillll r �. Cm MM�ii�� 2 , ■L�3 v..'� � ittntnnn aii I' -PAC TI 94 I lam' T - I Pr I` I 1 iL AIDS rr� r_.�1� I • •� I ■ 1 CND . run zooms 1 i rr Ll Jj Ff r —` t ' vim-1 rJl]iiillll3dL r _ _ Ad I � I ■ I _ I oJ�yf I r+ _ , r ' O GEO SERVICES, INC. Engineers,Geologists and WABO Special Inspectors 741 Marine Drive•Bellingham,WA 98225•Phone 360.733.7318•Fax 36o.733.7418•e.mail geotest@nas.com GROUT STRENGTH TEST REPORT PROJECT: Crown Distributing JOB#: T1083 ADDRESS: 17117 59th Ave,Arlington REPORT#: M1 CLIENT: Crown Distributing DATE MOLDED: 7-5-01 CONTRACTOR: SeaCon DATE RECEIVED: 7-6-01 SUPPLIER: Smokey Point Concrete PAGE: e PERMIT#: 404 PLACEMENT LOCATION: Under tilt up wall panels at 4 line and C to F line i, Field Data: MIX# 7 sack fine grout MIX PROPORTIONS: Truck/Ticket# 67/109890 Slump 10 in. Water -lbs. Strength Required 4000 @ 28 days Air Content -% Cement -lbs. Quantity Represented -5 cy Unit Weight -pcf Fly Ash -lbs. Air Temperature 53 OF Coarse Agg. - lbs. Mix Temperature 60 OF Water Added Fine Agg. -lbs. Time Batched 6:45 AM on Job 5 gals. WRA -oz./cwt Time Sampled 7:25 AM Water Air Entr. -oz./cwt Requested By Contractor Other:w/c - Lab Data: SPECIMEN LAB EST AGE DATE TOTAL LOAD •9110REMARKS # # (DAYS) TESTED (LBS.) 1 3951 7 7-12 12,410 3100 2 3952 28 8-2 15,360 3840 3 3953 28 8-2 15,200 3780 Reinforcement Inspection: No N/A: Not Applicable Specimen Size: 2"x 2"x 2"Cube Conforms: - N/T: Not Tested Test Reference: UBC Std.21-18/ASTM C1019 Attachments: - Inspector: DW Comments: The above grout is specified to be non-shrink type. No non-shrink additive was batched in the grout placed today. Copies: Client City of Arlington . i`. 'r Submitted By: SeaCon Grant Richardson Technical Director Morvan This report shall not be reproduced except in full,without the written approval of Geo\Test services,Inc. The above test results relate only to the sample(or location)tested. I 1 � •�. � I � I _ I • I � _ _ I _ r GED SERVICES, INC. Engineers,Geologists and WABO Special Inspectors 741 Marine Drive•Bellingham,WA 98225•Phone 360.733.7318•Fax 360.733.7418•e.mail geotest@nas.com CONCRETE STRENGTH TEST REPORT PROJECT: Crown Distributing JOB M T1083 ADDRESS: 17117 59th Ave.,Arlington REPORT#: C17 CLIENT: Crown Distributing DATE MOLDED: 8-17-01 CONTRACTOR: Sea-Con/Bray Brothers DATE RECEIVED: 8-20-01 SUPPLIER: Skagit Ready Mix PAGE: 1 of 3 PERMIT#: 74O4 LOCATION OF POUR: Exterior loading dock apron slab on grade. C� SAMPLE LOCATION: 4th 10 cubic yard load placed at east end Field Data: MIX# 5.5 sack V Agg w/WRA and AE MIX PROPORTIONS (1 cubic and Truck/Ticket# 66/111466 Slump 4.5 in. Water 223 lbs. Strength Required 2500 psi @ 28 days Air Content 4.8% Cement 514 lbs. Quantity Represented 446 cy Unit Weight pcf Fly Ash -lbs. Air Temperature 60 OF Coarse Agg. 1856 lbs. Mix Temperature 63 OF Water Added Fine Agg. 1348 lbs. Time Batched 5:45 AM on Job 10 gals. NR-WRA 4.5 oz./cwt Time Sampled 6:31 AM Water HR-WRA -oz./cwt Requested By Contractor Air Entr. 0.9 oz./cwt Polarset: -oz./cwt. Lab Data: SPECIMEN LAB TEST AGE DATE TOTAL LOAD • REMARKS # # (DAYS) TESTED (LBS.) will 1 4879 7 8-24 95,785 3390 2 4880 28 9-14 3 4881 28 9-14 Reinforcement Inspection: Yes N/A: Not Applicable Specimen Size: 6"x 12" Cylinder Conforms: Yes NTT: Not Tested Test Reference: ASTM C31, C39 Attachments: Yes Inspector: DW Comments: Reinforcing steel was found to conform and was supported on 3"concrete dobies. Concrete was placed via 42 meter pump and a laser vibrator screed was used for consolidation. Copies: Client City of Arlington Sea-Con Submitted By-2L���� Grant Richardson Technical Director %w.n.�'Z.P.NWT..O*C—D..I.TlOnC,—a.o- &gCnThis report shall not be reproduced except in full,without the written approval of GeoTest Services,Inc. The above test results relate only to the sample(or location)tested Copyright 0 1993 GTS i � - .� . , . . f.='=',1� r II .. ,. � _ -.• i �..-. � '1 _ •�� • � • r I � � 1' GEOTEST SERVICES, INC. 741 MARINE DRIVE BELLINGHAM, WA 98226 PHONE: (360) 733-7318 FAX: (360) 733-7418 CONCRETE STRENGTH TEST REPORT ° CONTINUATION PROJECT: Crown Distributing JOB#: T1083 CLIENT: Crown Distributing REPORT#: C17 CONTRACTOR:Sea-Con/Bray Brothers PAGE: 2 of 3 Field Data: Truck/Ticket# 61/111486 Slump 3.5 in. Air Temperature 63 OF Air Content 4.3 % Mix Temperature 66°F Unit Weight pcf Time Batched 8:10 AM Water Added on Job -gals. Time Sampled 9:40 AM Water Requested By - Lab Data: SPECIMEN LAB EST AGE DATE TOTAL LOAD M REMARKS # # (DAYS) TESTED (LBS.) is 4 3856 7 8-24 104,485 3700 5 3857 28 9-14 6 3858 28 9-14 SC' � Sample Location:160 cubic yards placed 10 cubic yards load. Comments: Sample taken at the pump hopper. Field Data: Truck/Ticket# 61/111512 Slump 5.5 in. Air Temperature 66 OF Air Content 5.0% Mix Temperature 69 OF Unit Weight pcf Time Batched 12:30 PM Water Added on Job 10 gals. Time Sampled 12:55 PM Water Requested By Contractor Lab Data: SPECIMEN LAB TEST AGE DATE ITOTALLOAD • REMARKS # # (DAYS) TESTED 7 4885 7 8-24 100,815 3570 8 4886 28 9-14 9 4887 28 9-14 Sample Location: 300 cubic yards placed 10 cubic yard load. Comments: Sampled at pump hopper. ..'. P,y..t.T.,*oc, .pax-Tioesc,—Di.mam,.cnThls report shall not be reproduced except in full,without the written approval of GeoTesl Services,Inc. The above test results relate only to the sample(or location)tested Copyright 0 1993 GTS t — 1 .i— — � — . . ._ � � --. _ .►.. - -1. .M 1 u _ .� . .�1 L• . �1 �L � I ► r� _i .1Z � � . ti _ �'L Y'h � •. .nip ti�� Zli.l(' ;• GEOTEST SERVICES, INC. 741 MARINE DRIVE BELLINGHAM, WA 98226 PHONE: (360) 733-7318 FAX: (360) 733-7418 CONCRETE STRENGTH TEST REPORT • CONTINUATION PROJECT: Crown Distributing JOB#: T0344 CLIENT: Crown Distributing REPORT M C17 CONTRACTOR:Sea-Con/Bray Brothers PAGE: 3 of 3 Field Data: Truck/Ticket# 28/111528 Slump 5.0 in. Air Temperature 69 OF Air Content 4.9% Mix Temperature 73 OF Unit Weight pcf Time Batched 3:02 PM Water Added on Job 18 gals. Time Sampled 3:36 PM Water Requested By Contractor Lab Data: SPECIMEN LAB TEST AGE DATE TOTAL LOAD • REMARKS # # (DAYS) TESTED (LBS.) kliclingi 10 4888 7 8-24 100,700 3560 11 4889 28 9-14 12 4890 28 9-14 Sample Location: 410 cubic yards placed 10 cubic yard load. Comments: Field Data: Truck/Ticket# - Slump -in. Air Temperature -OF Air Content % Mix Temperature -OF Unit Weight pcf Time Batched Water Added on Job gals. Time Sampled Water Requested By Lab Data: SPECIMEN LAB TEST AGE DATE TOTAL LOAD • REMARKS # # (DAYS) TESTED (LBS.) Sample Location: Comments: kW.d.T-Pr4l T..V.MC,—a.L.TIO03-cram DIWW Vcr7This report shall not be reproduced except in full,without the written approval of GeoTest Services,Inc. The above test results relate only to the sample(or location)tested Copyright 0 1993 GTS y I I I 1 I nJ►• •±{� . I 1 IY 1 1 III 4- VI• _ • 1 GEO "ItT SERVICES, INC. Engineers,Geologists and WABO Special Inspectors 741 Marine Drive•Bellingham,WA 98225•Phone 360.733.7318•Fax 360.733.7418•e.mail geotest@nas.com 7 CONCRETE STRENGTH TEST REPORT PROJECT: Crown Distributing JOB#: T1083 ADDRESS: 17117 59th Ave.,Arlington REPORT M C17 CLIENT: Crown Distributing DATE MOLDED: 8-17-01 CONTRACTOR: Sea-Con/Bray Brothers DATE RECEIVED: 8-20- SUPPLIER: Skagit Ready Mix PAGE: of 3 PERMIT#: 01-4404 LOCATION OF POUR: Exterior loading dock apron slab on grade. SAMPLE LOCATION: 4th 10 cubic yard load placed at east end Field Data: MIX# 5.5 sack%"Agg w/WRA and AE MIX PROPORTIONS 1 cubic yard): Truck/Ticket# 66/111466 Slump 4.5 in. Water 223 lbs. Strength Required 2500 psi @ 28 days Air Content 4.8 % Cement 514 lbs. Quantity Represented 446 cy Unit Weight pcf Fly Ash -lbs. Air Temperature 60 OF Coarse Agg. 1856 lbs. Mix Temperature 63 OF Water Added Fine Agg. 1348 lbs. Time Batched 5:45 AM on Job 10 gals. NR-WRA 4.5 oz./cwt Time Sampled 6:31 AM Water HR-WRA -oz./cwt Requested By Contractor Air Entr. 0.9 oz./cwt Polarset: -oz./cwt. Lab Data: SPECIMEN LAB TEST AGE DATE TOTAL LOAD • REMARKS # # (DAYS) TESTED (LBS.) 1 4879 7 8-24 95,785 3390 2 4880 28 9-14 114,850 4060 3 4881 28 9-14 118,530 4190 Reinforcement Inspection: Yes N/A: Not Applicable Specimen Size: 6"x 12"Cylinder Conforms: Yes N/T: Not Tested Test Reference: ASTM C31, C39 Attachments: Yes Inspector: DW Comments: Reinforcing steel was found to conform and was supported on 3"concrete dobies. Concrete was placed via 42 meter pump and a laser vibrator screed was used for consolidation. Copies: Client City of Arlington Sea-Con Submitted By.X iwo Grant Richardson Technical Director wmm.rw.P, .T.o�lc,„ a.r-TiOU-c,�a..iwwoci7This report shall not be reproduced except in full,without the written approval of GeoTesl Services,Inc. The above lest results relate only to the sample(or location)tested Copyright©1993 GTS �•., - - - u GEOTEST SERVICES, INC. 741 MARINE DRIVE BELLINGHAM, WA 98226 PHONE: (360) 733-7318 FAX: (360) 733-7418 CONCRETE STRENGTH TEST REPORT • CONTINUATION PROJECT: Crown Distributing JOB#: T1083 CLIENT: Crown Distributing REPORT#: C17 CONTRACTOR:Sea-Con/Bray Brothers PAGE: 2 of 3 Field Data: Truck/Ticket# 61/111486 Slump 3.5 in. Air Temperature 63 OF Air Content 4.3% Mix Temperature 66 OF Unit Weight pcf Time Batched 8:10 AM Water Added on Job -gals. Time Sampled 9:40 AM Water Requested By - Lab Data: SPECIMEN LAB TEST AGE! DATE TOTAL LOAD • REMARKS # # (DAYS) TESTED (LBS.) 4 3856 7 8-24 104,485 3700 5 3857 28 9-14 125,230 4430 6 3858 28 9-14 129,185 4570 Sample Location:160 cubic yards placed 10 cubic yards load. Comments: Sample taken at the pump hopper. Field Data: Truck/Ticket# 61/1 1 1 51 2 Slump 5.5 in. Air Temperature 66 OF Air Content 5.0% Mix Temperature 69 OF Unit Weight pcf Time Batched 12:30 PM Water Added on Job 10 gals. Time Sampled 12:55 PM Water Requested By Contractor Lab Data: SPECIMEN LAB TEST AGE DATE TOTAL LOAD •WNREMARKS # # (DAYS) TESTED (LBS.) 7 4885 7 8-24 100,815 3570 8 4886 28 9-14 113,240 4010 9 4887 28 9-14 110,980 3930 Sample Location: 300 cubic yards placed 10 cubic yard load. Comments: Sampled at pump hopper. wean«�e-R,*WT«*Vq Crw a.I-TtoB}Cry a.abamngci7Thls report shall not be reproduced except in full,without the written approval of GeoTest Services,Inc. The above test results relate only to the sample(or location)tested Copyright 01993 GTS .. � � . . .� I I I I ' GEOTEST SERVICES, INC. 741 MARINE DRIVE BELLINGHAM, WA 98226 PHONE: (360) 733-7318 FAX: (360) 733-7418 CONCRETE STRENGTH TEST REPORT • CONTINUATION PROJECT: Crown Distributing JOB#: T0344 CLIENT: Crown Distributing REPORT#: C17 CONTRACTOR:Sea-Con/Bray Brothers PAGE: 3 of 3 Field Data: Truck/Ticket# 28/111528 Slump 5.0 in. Air Temperature 69 OF Air Content 4.9% Mix Temperature 73 OF Unit Weight pcf Time Batched 3:02 PM Water Added on Job 18 gals. Time Sampled 3:36 PM Water Requested By Contractor Lab Data: SPECIMEN LAB TEST AGE DATE ITOTALLOAD • REMARKS # # (DAYS) TESTED (LBS.) 10 4888 7 8-24 100,700 3560 11 4889 28 9-14 121,810 4310 12 4890 28 9-14 125,200 4430 Sample Location: 410 cubic yards placed 10 cubic yard load. Comments: Field Data: Truck/Ticket# - Slump -in. Air Temperature -OF Air Content % Mix Temperature -OF Unit Weight pcf Time Batched Water Added on Job gals. Time Sampled Water Requested By Lab Data: SPECIMEN LAB TEST AGE DATE TOTAL LOAD • REMARKS # # (DAYS) TESTED (LBS.) Sample Location: Comments: u�n.mw-P, .r..wgc,�„ a..rioa}ao« a.o,au.,cirThis report shall not be reproduced except in full,without the written approval of GeoTest Services,Inc. The above lest results relate only to the sample(or location)tested Copyright 01993 GTS i �. _ . . Jf GEO SERVICES, INC. Engineers,Geologists and WABO Special Inspectors 741 Marine Drive• Bellingham, WA 98225•Phone 360.733.7318•Fax 360.733.7418•e.mail geotest@nas.com CONCRETE STRENGTH TEST REPORT PROJECT: Crown Distributing JOB#: T1083 ADDRESS: 17117 59th Ave.,Arlington REPORT#: C16 CLIENT: Crown Distributing DATE MOLDED: 8-16-01 CONTRACTOR: Sea-Con/Bray Brothers DATE RECEIVED: 8-17-01 SUPPLIER: Smokey Point PAGE: 1 of 1 PERMIT#: 01-4404 LOCATION OF POUR: 2nd floor mezzanine slab on deck-EA to A line and 1 to 4 line. A to C line and 4 to 13 line SAMPLE LOCATION: 1st truck 10 cubic yard load @ E2 line Field Data: MIX# 5 1/2 sack wl 1 sack fly ash and WRA 3/8 A99. MIX PROPORTIONS 1 cubic yard): Truck/Ticket# 71/111431 Slump 6.0 in. Water 215 lbs. Strength Required 2500 psi @ 28 days Air Content -% Cement 465 lbs. Quantity Represented 95 cy Unit Weight pcf Fly Ash 94 lbs. Air Temperature 60 OF Coarse Agg. 1754 lbs. Mix Temperature 64 OF Water Added Fine Agg. 1476 lbs. Time Batched 6:38 AM on Job 25 gals. NR-WRA 7.0 oz./cwt Time Sampled 7:20 AM Water HR-WRA -oz./cwt Requested By Contractor Air Entr. -oz./cwt Polarset: - oz./cwt. Lab Data: SPECIMEN LAB TEST AGE DATE � TOTALLOAD • REMARKS # # (DAYS) TESTED (LBS.) 1 4848 7 8-23 85,890 3040 2 4849 28 9-13 3 4850 28 9-13 Reinforcement Inspection: ANo N/A: Not Applicable Specimen Size: 6"x 12"Cylinder Conforms: N/T: Not Tested Test Reference: ASTM C31, C39 Attachments: Inspector: DW Comments: Perimeter reinforcing and welded wire were in place. Concrete placed via 28 meter pump and hand rodded into place. Copies: Client City of Arlington Sea-Con Submitted By: Grant Richardson Technical Director w�m.nw-rq.ar..e�aa.-rioasc,a a.nu,ceThls report shall not be reproduced except in full,without the written approval of GeoTest Services,Inc. The above lest results relate only to the sample(or location)tested Copyright 0 1993 GTS I I .—• — _ ►; 1• —•J PI ell I — _ I I a .:�t • GEO I 21 -ST SERVICES, INC. Engineers,Geologists and WABO Special Inspectors 741 Marine Drive•Bellingham, WA 98225•Phone 360.733.7318•Fax 360.733.7418•e.mail geotest@nas.com CONCRETE STRENGTH TEST REPORT PROJECT: Crown Distributing JOB#: T1083 ADDRESS: 17117 59th Ave.,Arlington REPORT#: C16 CLIENT: Crown Distributing DATE MOLDED: 8-16-01 CONTRACTOR: Sea-Con/Bray Brothers DATE RECEIVED: 8-17-01 SUPPLIER: Smokey Point PAGE: 1 of 1 PERMIT#: 01-4404 LOCATION OF POUR: 2nd floor mezzanine slab on deck-EA to A line and 1 to 4 line. A to C line and 4 to 13 line SAMPLE LOCATION: 1st truck 10 cubic yard load @ E2 line Field Data: MIX# 5 1/2 sack w/1 sack fly ash and WRA 3/8 Agg. MIX PROPORTIONS (1 cubic yard): Truck/Ticket# 71/111431 Slump 6.0 in. Water 215 lbs. Strength Required 2500 psi @ 28 days Air Content -% Cement 465 lbs. Quantity Represented 95 cy Unit Weight pcf Fly Ash 94 lbs. Air Temperature 60 OF Coarse Agg. 1754 lbs. Mix Temperature 64 OF Water Added Fine Agg. 1476 lbs. Time Batched 6:38 AM on Job 25 gals. NR-WRA 7.0 oz./cwt Time Sampled 7:20 AM Water HR-WRA -oz./cwt Requested By Contractor Air Entr. -oz./cwt Polarset: -oz./cwt. Lab Data: SPECIMEN LAB TEST AGE DATE TOTAL LOAD COMPRESSIVE REMARKS # # (DAYS) TESTED (LBS.) 1 4848 7 8-23 85,890 3040 2 4849 28 9-13 116,990 4140 3 4850 28 9-13 117,490 4160 Reinforcement Inspection: ANo N/A: Not Applicable Specimen Size: 6"x 12"Cylinder Conforms: N/T: Not Tested Test Reference: ASTM C31, C39 Attachments: Inspector: DW Comments: Perimeter reinforcing and welded wire were in place. Concrete placed via 28 meter pump and hand rodded into place. SEP 001 CITY i►(;uwt� UK Copies: Client City of Arlington Sea-Con Submitted By: Grant Richardson Technical Director anon.&m-NO.WT..w,MCI—d.1-TIOnC wm oa.mwwvcieThis report shall not be reproduced except in full,without the written approval of GeoTesl Services,Inc The above lest results relate only to the sample(or location)tested Copyright©1993 GTS i STRUCTURAL STEEL ROJECT: Crown Distributing JOB#: T1083 INSPECTION REPORT ADDRESS: 17117 59th Ave, Arlington REPORT#: W5 GEOTEST SERVICES, INC. CLIENT: Crown Distributing DATE: 8-15-01 741 Marine Drive Bel eaon Bellingham,WA g CONTRACTOR: SC /KW Welding PAGE: 1 of 1 Bel phone: (360) 3-741 18 WEATHER: Cloudy 63' PERMIT#: 04-44�4_� fax (360)733-7418 INSPECTOR: DW Type of Inspection: Visual Weld Items Inspected Location Reference Comments Drawing 2nd floor mezzanine decking 1 to 4 and EA to A line JD1 Powers West 2nd floor mezzanine decking A to C line and 1 to 8 line JD1 Powers West 2nd floor mezzanine decking 8 to 13 line and A to C line JD1 Powers West Weld head shear studs 13 line and A.5 to B line Detail F on S6.1 Weld head shear studs A line and 1 to 2 and 3 to 4 line Detail F on S6.1 i The above items were conformin nonconformin ❑ W Reference Fabrication Welders Comments -Welders Name/Cent No. E Inspection Code Code Certification L AWS D1.1 AWS ❑ WABO Previously Verified to be WABO acceptable. D AWS DU AISC ❑ AWS-SMAW gl I AWS D1.4 I AWS-FCAW N UBC �1 G AISC ❑ Procedures ❑ B Size Type Torque Method Comments O I ASTM A307 ❑ Turn-of-Nut ❑ L li ASTM A325 ❑ Cal.Torque Wrench ❑ T I ASTM A490 ❑ Load Indicatinq ❑ N AISC ❑ G UBC ❑ Comments: The above welds were visually found to conform to the approved criteria. The A-325 type N connections are in process at this time and change from bolted to welded beam to beam connections require engineer approval. Copies: Crown Distributing SeaCon City of Arlington �� / Submitted bv:'e ,- T/�?�f � wn.u�%D .. u TmdngIC.. D1,L•TID&3-C Dl,tdbld�wcaThls report shall not be reproduced except In full,without the written approval of GeoTest Services,Inc. + r I I - _ f30/2001 18:15 206-9337BB9 5EACON HL PAGE 01 son Tel 425-80-0721 Fay 425-895-0751 ,rV,•!�':v :i•4ri'yw'1f' ^�.'�:+?4j�+^.',u:1Y ��?+:t r2 �'dpW:` i.��,.ry�'07`G,n.:.�-y.�^i& �..�gTaY.. ;,i.� ,,. � Jnrl �,-A S4. �y � '"4i �'i�y}y •nn. .s�`c,.� ;n�\.m �•.ft �•� �:n.f^S./' t7-.:i� ?�' .�p'a:.�7��MN. ��..Zy MY'. ".�{!�,_:!' i�'t�,s�"'' P. 1 �;�p � �� i.�hµ•J a.nt']1.�77� .ap;w'•t'•c it Qt g .t ... :i: •K` p:•..�Z t'A '-.y1.I:C rp �; yY:�':Ce"e .�i t•. M'�'e (rw . 1 R�'.+f,iSS��=' �: }t'll?;(;•.�I:. �:"t-��1r r���"' �iQ���'iX.'t i �yi��''YC' t II't!n�: 3•r� �1l•:: .2� �^ �� "�� .;� �+ i 1 ,< w }w �.�. � �l.?D"i;,• r ^��.��IiY.!�''r'r�1�^ ?�,,'•�t'i�'� f�,re.;..,-3U.'^ �Y d'�" )�i 1�� f�l�:I�� 9!: .� � �I• �,. Fb{i�v� U:: OFIr�'a•�.�iti4 �+�Y�415�-..tu}.t t�.�3� ,ttit!:..%i'.`�.�'�..r":1aW'?.tnJ.' G55.1�'.�4w9.:�...��!j: .I�'•::G�L f• �.:':'�^`.�rH ' �il� trf,��'G"+:�^ A.4 To: Greg Public Works Fax: 360.0 5-M6 From: Butch Data: 9.1?NC 1 I � Re: Croam Dist. f) i Papal -- cc: Patrick SEA-Corr f i CMTrn []Far Rieview [Please Comment _ []Pk!E!Reply ❑Ple=Recycle Norse: Greg, Here is the new drawing for the F.D.C.that we need approved.C1x jobsite fax i3364.474-0694 h: yy .li I •i R:rl��ll:.�r: 1J �h-'Q:•'^�•.�� y�, +�,y^,,qJ'f fir! • !! t�1 ••^''i.: }.., D� Hr!%� .N;•�Cutiili' i:J}fJ��'.�1.•�i^ ��p+��^;a�:�aGyl�rf"^j^�i�•�' lYl��.'i • • • • • • r t • • • • • • rr '�j •..Nd• r'. ..,I..Y { a 7A4d.Ju1.!!J.'•..i..'��'�rlk{.ww�i.�.F •'IiJISi��✓�x:,�.,•��;_+r'�. ��;;;t.::•�:1t2tua.��E:iiwltGG�l�3 - i ,. 'PJ/26@1 18: 15 266-9337689 rSEACON HL _ g PAGE 02 a� 1 •:i G. L- o� a Q 1 ,) w 0-(A , M M M M ss !1 w U z � CL � � u OL A � Q LJ 4 r I Its U co ....� ! V � � �i, I. �P, !y�—•7p} i:C:�c4`,� � I � P �) �V1 ', , b w Mil IERI m i 8 I •T�, I SS S6 Q — •--- - - - - - - - ¢Ucr- o La �aEno •` 4 LL-U; La z 0Q� 'r OLo Al IR - ------------ t• �� a . '1"L STEEL INSPECTION REPORT f'�oJEcr: GEOTEST Crown Distributing SERVICES ADDRESS: 17117 59t JOB#: T1083 741 Marine Drive ' INC. CLIENT; h Ale,Arliington REPORT M W3 Bellingham, Wq Crown Distributing phone: (360)733_7318 CONTRACTOR: uttng DATE: 8-6 thru 8-8-01 fax (360)733.7418 WEATHER: SeaCon/Kw Welding PAGE: 1 of 1 Sunny 670 T e of Ins PERMIT#: 01-4404 ection: Visual --- ------- Weld INSPECTOR• DW Items Inspected Roof Joist Roof Deckin Location Reference Roof Dec 1 to 4 and E,4 to A line Comments eckin Drawing Roof Joist E 4 to A line and 1 to S7.1 Detail A, B C to A line and 4 Itne JD2 Powers West 4 to 13 line and4 to 13 line line JD2 S4.1 S7.1 Details A and B The above items were conformin nonconformin W Reference E Ins ection Co Fabrication L AWS D1.1 de Code Welders AWS D1 3 AWS ❑ Certification Comments -Welders Name/Cert No. 1 AWS AISC ❑ WABO N UBC D1 4 ❑ AWS-SMgI/y We Ja min V. Woody: #WOO860065 ' AISC AWS-FCAW ❑ slley D. Wright: #WR1028940 ❑ M14=h4--ai J.Atwood: #ATW620164 Size Procedures ❑ 'AllwABI Cards good through 2002 T e ASTM A307 ❑ Tor ue Method ASTM A325 Turn-of-Nut Comments ❑ Cal. Tor � ASTN►A490 ❑ Torque Wrench 4 AISC Load Indicating UBC ❑ L7 �ments: The at 1 to shear tranz channel t 4 line. Deck was welded ype was installed button inchin per Pow were found to per thetnre required zones 1 throe s vV E'st decking drawing at EA line and A confor he g h 11- All I puddle welds,top seam welds mezzanine oist and deck are in process at this time. Crown Distributing SeaCon City of Arlington eoc„N„ Thls report shall _ not be reproduced exceptS s In tnout the brnitted b wagmn ��e«r«is written a� — '"`«'" � Koval of GeoTest Services,Inc. GEO SERVICES, INC. Engineers,Geologists and WABO Special Inspectors 741 Marine Drive•Bellingham, WA 98225•Phone 360.733.7318•Fax 360.733.7418•e.mail geotest@nas.com /-1 I O` FIELD DENSITY/MOISTURE TEST REPORT ♦ SOILS ASTM D2922/D3017 PROJECT: Crown Distributing JOB#: T1083 ADDRESS: Arlington,WA. REPORT M S17 CLIENT: Crown Distributing TEST DATE: 7-17-01 CONTRACTOR: Sea-Con/Colacurcio Brothers Construction PAGE#: 1 of 1 INSPECTOR: CC PERMIT: - COMPACTION OF : Structural fill,apron slab sub grade Field Data: TEST LOCATION DEPTH/ FIELD IN-PLACE LAB COMPACTION COMPACTION # ELEV. MOISTURE DENSITY SAMPLE % % (ft.) (%) (Pcf) # ATTAINED REQUIRE 1 --25' S of building, --50'W of E end —SG 5.8 131.1 2589 97 95 2 -•20' S of building, —90'W of E end —SG 6.2 134.2 2589 99 95 3 --50' S of building, --40' E of W end --SG 6.8 131.6 2589 97 95 4 —15' S of building, --75' E of W end —SG 9.1 128.0 2589 95 95 Lab Moisture-Density Data: Lab Soil Max.Dry Optimum Retained M-D Sample Type Source Density Moisture on#4 Test Method # ( c (%) (%) 2589 Gravel vv/Sand East Vallev 135.5 7.0 51 ASTM D1557 C Comments: All fill in place prior to testing visit. All test locations are approximate. SG= sub grade. Copies: Client Sea-Con City of Arlington Submitted By: Grant Richardson Technical Director sn� This report shall not be reproduced except in full,without the written approval of GeoTest Services,Inc. The above lest results relate only to the sample(or location)tested ,�:.. I � �.• j GE& SERVICES, INC. Engineers,Geologists and WABO Special Inspectors 741 Marine Drive• Bellingham,WA 98225•Phone 360.733.7318•Fax 360.733.7418•e.mail geotest@nas.com CONCRETE STRENGTH TEST REPORT PROJECT: Crown Distributing JOB#: T1083 ADDRESS: 17117 59th Ave.,Arlington REPORT#: C14 CLIENT: Crown Distributing DATE MOLDED: 6-30-01 CONTRACTOR: Sea-Con/Bray Brothers DATE RECEIVED: 2-01 SUPPLIER: Smokey Point PAGE: _ - PERMIT#: 01-4404 LOCATION OF POUR: Interior slab on grade between grid lines-A-C and-4-13. SAMPLE LOCATION: -Grid location (B.5,2), 10 cubic yard load, 10 cubic yard cumulative. Sampled at pump truck hopper Field Data: MIX# 5'/2 sack,'/:Fly MIX PROPORTIONS(1 cubic yard): Truck/Ticket# 60/109783 Slump 5'Y2 in. Water -236 lbs. Strength Required 4000 psi @ 28 days Air Content -% Cement 523 lbs. Quantity Represented -cy Unit Weight pcf Fly Ash 47 lbs. Air Temperature 65 OF Coarse Agg. 1909 lbs. Mix Temperature 66 OF Water Added Fine Agg. 1390 lbs. Time Batched 7:38 AM on Job -gals. NR-W RA -oz./cwt Time Sampled 8:15 AM Water HR-WRA -oz./cwt Requested By Air Entr. -oz./cwt Polarset: -oz./cwt. Lab Data: SPECIMEN LAB TEST AGE DATE TOTAL LOAD • REMARKS # # (DAYS) TESTED (LBS.) 1 3902 7 7-7 100,860 3570 2 3903 28 7-28 132,045 4670 3 3904 28 7-28 133,190 4710 4 3905 H Reinforcement Inspection: [�N Yes N/A: Not Applicable Specimen Size: 6"x 12" Cylinder Conforms: es N/T: Not Tested Test Reference: ASTM C31,C39 Attachments: o Inspector: CC Comments: Welded wire in place, hand picked into slab. Concrete placed via pump truck. No mechanical consolidation. Hand screeded. Power troweled. AUG 9 2001 Copies: Client City of Arlington Sea-Con Submitted By: Grant Richardson Technical Director c:W.P,.*WT..UNAC,—a.i.TI0e3.c,—DI.41b.&VC71 This report shall not be reproduced except In full,without the written approval of GeoTest Services,Inc. The above lest results relate only to the sample(or location)tested Copyright 0 1993 GTS .; :.r 1 - �« - i • - i i �� a � , r_. _ � _ _ �!! INSPECTION GEOTEST SERVICES, INC. REPORT 741 Marine Drive,Bellingham,WA 98225 Phone: 360.733.7318 Fax: 360.733.7418 PROJECT: Crown Distributing JOB#: T1083 ADDRESS: 17117 59th Ave.,Arlington REPORT#: C15 CLIENT: Crown Distributing DATE: 7-19-01 CONTRACTOR: Sea-Con/Colacurcio Brothers PAGE#: 1 of 1 WEATHER: Overcast PERMIT#: 01-4404 INSPECTOR:CC Inspection Of: Reinforcement, retaining wall GeoTest was on site to observe reinforcement in a retaining wall on grid line B.8 between —14 and 19.2. No detail was available to reference specified reinforcement. Observed #4 dowels at 18" on center and two #4 horizontal at —12" on center. GeoTest will return when requested. Copies: Client City of Arlington Sea-Con Submitted By: 1.. _Z �_. Grant Richardson Technical Director kubu�ra t-T..mq%cr a.1-TiOnC, oiwwuvcre,.omThis report shall not be reproduced except in full,without the written approval of GeoTest Services,Inc. The above lest results relate only to the sample(or location)tested Copyright 0 1993 GTS sue; r. -� 1 _ �, 1: .�. .� � - z: GEO 'S. T SERVICES, INC. Engineers,Geologists and WABO Special Inspectors 741 Marine Drive• Bellingham,WA 98225•Phone 360.733.7318•Fax 360.733.7418•e.mail geotest@nas.com CONCRETE STRENGTH TEST REPORT PROJECT: Crown Distributing JOB#: T1083 ADDRESS: 17117 59th Ave.,Arlington REPORT#: C12 CLIENT: Crown Distributing DATE MOLDED: 6-20-01 CONTRACTOR: Sea-Con/Bray Brothers DATE RECEIV .-6-21-01" 1 SUPPLIER: Smokey Point PAGE: f 1 PERMIT M 01-4404 LOCATION OF POUR: Footings on grid line 1 from D to A line. Line A from 1 to 13 line and line 13 om A to C,exc t radius portion between lines 4-8. Also interior pad footings. SAMPLE LOCATION: Sampled at—(C, 1)middle 10 cubic yard load at pump hopper Field Data: MIX# 5 sack,AEA MIX PROPORTIONS 1 cubic yard): Truck/Ticket# 71/109345 Slump 4.5 in. Water - lbs. Strength Required 2500 psi @ 28 days Air Content 4.5% Cement -lbs. Quantity Represented -cy Unit Weight pcf Fly Ash -lbs. Air Temperature 74 OF Coarse Agg. -lbs. Mix Temperature 68 °F Water Added Fine Agg. -lbs. Time Batched —2:25 PM on Job -gals. NR-WRA -oz./cwt Time Sampled 3:10 PM Water HR-WRA -oz./cwt Requested By Air Entr. -oz./cwt Polarset: -oz./cwt. Lab Data: SPECIMEN LAB TEST AGE DATE TOTAL LOAD • REMARKS # # (DAYS) TESTED (LBS.) 1 3832 7 6-27 86,020 3040 2 3833 28 7-18 103,515 3660 3 3834 28 7-18 102,935 3640 Reinforcement Inspection: Yes N/A: Not Applicable Specimen Size: 6"x 12"Cylinder Conforms: Yes N/T: Not Tested Test Reference: ASTM C31, C39 Attachments: No Inspector: CC Comments: Reinforcement conforms to specifications. Concrete placed via 28 meter pump and mechanically consolidated. No batch information provided for load tested. RIle.Cev px.%A. ?.0 Copies: Client OF P01-1 tjG-TON City of Arlington Sea-Con Submitted By: Grant Richardson �t' \ Technical Director C:W-Pr,*I@TmbNlCia 01.1•TlDnCi~Dl,blbu*VC12 This report shall not be reproduced except in full,without the written approval of GeoTesl Services,Inc. The above test results relate only to the sample(or location)tested Copyright 0 1993 GTS •I i �uTl'1���• .'i :y y ICI [.y�i. - 1 1`__ �:� �ii •T�«� �. T I"Iit 1 1' IN 4 Nr �It•r•3N-'� ,�••-•I•.1 � 1�.11.1'�. 1, • I _ I I I _ •�I� 1 � •• _I u l I' 1 1 4 - 1 • 1 I I , . ? a t � SERVICES, INC. Engineers,Geologists and WABO Special Inspectors 741 Marine Drive•Bellingham, WA 98225•Phone 360.733.7318•Fax 360.733.7418•e.mail geotest@nas.com CONCRETE STRENGTH TEST REPORT PROJECT: Crown Distributing JOB#: T1083 ADDRESS: 17117 59th Ave.,Arlington REPORT#: C13 CLIENT: Crown Distributing DATE MOLDED: 6-22-01 CONTRACTOR: Sea-Con/Bray Brothers DATE RECEIVED: 6-25-01 SUPPLIER: Smokey Point PAGE: 1 of 2 PERMIT#: 01-4404 LOCATION OF POUR: Slab on grade between lines E-4 and A and 1 and 4. Also plinths on line G from 2.6 to 15. SAMPLE LOCATION: —Grid locations (D,2). Middle 10 cubic yard load,—60 cubic yard cumulative. Sampled at pump truck hopper. Field Data: MIX# 5 Y2 sack, Fly MIX PROPORTIONS 0 cubic vard): Truck/Ticket# 71/109447 Slump 7.5 in. Water - lbs. Strength Required 2500 psi @ 28 days Air Content -% Cement -lbs. Quantity Represented 130 cy Unit Weight pcf Fly Ash -lbs. Air Temperature 50 OF Coarse Agg. -lbs. Mix Temperature 65 OF Water Added Fine Agg. -lbs. Time Batched 8:20 AM on Job -gals. NR-W RA -oz./cwt Time Sampled 8:55 AM Water HR-WRA -oz./cwt Requested By Air Entr. -oz./cwt Polarset: -oz./cwt. Lab Data: SPECIMEN LAB EST AGE DATE TOTAL LOAD • REMARKS # # �(DAYS) TESTED (LBS.) 1 3852 7 6-29 84,135 2980 2 3853 28 7-20 127,135 4500 3 3854 28 7-20 127,635 4510 4 3855 H Reinforcement Inspection: 7Yes N/A: Not Applicable Specimen Size: 6"x 12"Cylinder Conforms: N/T: Not Tested Test Reference: ASTM C31, C39 Attachments: inspector: CC Comments: Concrete placed via 55 meter pump truck. Mechanical consolidation on plinths only. No water added on site to set 1, contractor notified, as typical, that slump exceeded 5". Copies: Client City of Arlington Sea-Con Submitted By: Grant Richardson Technical Director C16Pral¢I,TwUngICr DlrL-TlOM-Cr DimtlbudngcU This report shall not be reproduced except in full,without the written approval of GeoTest Services,Inc. The above test results relale only to the sample(or location)tested Copyright 0 1993 GTS ..� I 1 i .. - I, i _ J GEOTEST SERVICES, INC. 741 MARINE DRIVE BELLINGHAM, WA 98226 PHONE: (360) 733-7318 FAX: (360) 733-7418 CONCRETE STRENGTH TEST REPORT ° CONTINUATION PROJECT: Crown Distributing JOB#: T0344 CLIENT: Crown Distributing REPORT#: C13 CONTRACTOR:Sea-Con/Bray Brothers PAGE: 2 of 2 Field Data: _ Truck/Ticket# 71/109459 Slump 5.5 in. Air Temperature 56 OF Air Content -% Mix Temperature 66 OF Unit Weight pcf Time Batched —8:00 AM Water Added on Job 5 gals. Time Sampled 9:55 AM Water Requested By Contractor Lab Data: SPECIMEN LAB TEST AGE DATE TOTAL LOAD M REMARKS # # (DAYS) TESTED (LBS.) 5 3856 7 6-29 90,145 3190 6 3857 28 7-20 144,530 I5110 7 3858 28 7-20 142,400 5040 8 3859 H Sample Location:--Grid location (C, 3). Comments: _ Field Data: Truck/Ticket# - Slump -in. Air Temperature -OF Air Content -% Mix Temperature -OF Unit Weight pcf Time Batched Water Added on Job -gals. Time Sampled Water Requested By - Lab Data: SPECIMEN LAB TEST AGE DATE TOTAL LOAD • REMARKS # # (DAYS) TESTED (LBS.) Sample Location: Comments: QvbplgpeM1 T.&OC m O1.I41083-Q n D1.Vk.*VC13 This report shall not be reproduced except in full,without the written approval of GeoTesl Services,Inc. The above lest results relate only to the sample(or location)tested Copyright 0 1993 GTS f I I I ... _ � - , . 1I I I I � . .� GEO SERVICES, INC. Engineers,Geologists and WABO Special Inspectors 2 4 Z001 741 Marine Drive• Bellingham, WA 98225•Phone 360.733.7318• Fax 360.733.7418•e.mail geotest�Uccom CONCRETE STRENGTH TEST REPORT PROJECT: Crown Distributing JOB#: T1083 ADDRESS: 17117 59th Ave.,Arlington REPORT#: C9 CLIENT: Crown Distributing DATE MOLDED: 6-13-01 CONTRACTOR: Sea-Con/Bray Brothers DATE RECEIVED: 6-14-01 SUPPLIER: Smokey Point PAGE: 1 of 2 PERMIT#: 01-4404 LOCATION OF POUR: Tilt-up panels SAMPLE LOCATION: -Middle 10 cubic yard load,sampled from truck chute,at panel T-40. Field Data: MIX# 6 sack,AEA l MIX PROPORTIONS(1 cubic yard): Truck/Ticket# 66/109004 Slump 4.0 in. Water -250 lbs. Strength Required 4000 psi @ 28 days Air Content 4.3 % Cement 570 lbs. Quantity Represented 320 cy Unit Weight pcf Fly Ash -lbs. Air Temperature 54 OF Coarse Agg. 1874 lbs. Mix Temperature 63 OF Water Added Fine Agg. 1244 lbs. Time Batched 7:24 AM on Job -gals. NR-WRA -oz./cwt Time Sampled 8:00 AM Water HR-WRA -oz./cwt Requested By Air Entr. 0.9 oz./cwt Polarset: -oz./cwt. Lab Data: SPECIMEN LAB TEST AGE DATE TOTAL LOAD • REMARKS # # (DAYS) TESTED (LBS.) 1 3755 7 6-20 100,475 3550 2 3756 28 7-11 123,670 4370 3 3757 28 7-11 128,930 4560 4 3758 12 6-25 103,410 3660 Reinforcement Inspection: Yes N/A: Not Applicable Specimen Size: 6"x 12"Cylinder Conforms: Yes NIT: Not Tested Test Reference: ASTM C31, C39 Attachments: Yes Inspector: CC Comments: Discrepancies with reinforcing steel from 6-12-01 were resolved. All reinforcement appeared to be secure and in place including panels scheduled for 6-14-01 which will complete the tilt up panels. As a formality, the change order from the engineer for added steel in T-22, 23 and 24, is yet to be stamped and signed. Work in place reflects drawing from 6-8-01 from engineer. Concrete placed via 38 meter pump truck and mechanically consolidated. Hand screeded and power troweled. Copies: Client City of Arlington Sea-Con Submitted By� , r— Grant Richardson Technical Director % me.r,O=WTaUN%C,w a.i-Troaac,a DisOia,mpco•This report shall not be reproduced except in full,without the written approval of GeoTest Services,Inc. The above test results relate only to the sample(or location)tested copyright 0 1993 GTS I I GEOTEST SERVICES, INC. 741 MARINE DRIVE BELLINGHAM, WA 98226 PHONE: (360) 733-7318 FAX: (360) 733-7418 CONCRETE STRENGTH TEST REPORT • CONTINUATION PROJECT: Crown Distributing JOB#: T0344 CLIENT: Crown Distributing REPORT#: C9 CONTRACTOR:Sea-Con/Bray Brothers PAGE: 2 of 3 Field Data: Truck/Ticket# 64/109026 Slump 6.0 in. Air Temperature 58 OF Air Content 4.6% Mix Temperature 66 OF Unit Weight pcf Time Batched -9:00 AM Water Added on Job 10 gals. Time Sampled 9:45 AM Water Requested By Driver Lab Data: SPECIMEN LAB TEST AGE DATE TOTAL LOAD • REMARKS # _# _ (DAYS) TESTED (LBS.) WIN 5 Y 3759 7 6-20 T 77,420 2740 6 3760 28 7-11 122,710 4340 7 3761 28 7-11 122,990 4350 8 3762 12 6-25 116,255 4110 Sample Location:Sampled at pump hopper, middle 10 cubic yard load Comments: 100 cubic yards cummulative at panel T-34 Field Data: Truck/Ticket# 61/109050 Slump Air Temperature 66 OF Air Content 4.5% Mix Temperature 71 OF Unit Weight pcf Time Batched -11:00 AM Water Added on Job 10 gals. Time Sampled 11:45 AM Water Requested By Driver Lab Data: SPECIMEN LAB TEST AGE DATE TOTAL LOAD • REMARKS # # (DAYS) TESTED (LBS.) 9 3763 7 6-20 81,520 2880 10 3764 28 7-11 124,410 4400 11 3765 28 7-11 122,990 4350 12 3766 12 6-25 95,735 3390 sample Location: Panel T17, -middle 10 cubic yard load Comments: 230 cubic yards cummulative, sampled at pump hopper. I%Mod wkW.R4wW Tw�cran DI,I.TlO9 Cfw w.urou&vcooThls report shall not be reproduced except in full,without the written approval of GeoTest Services,Inc. The above lest results relate only to the sample(or location)tested Copyright 0 1993 GTS I I `� I GEO SERVICES, INC. Engineers,Geologists and WABO Special Inspectors 741 Matine Dtive•Bellingham, WA 98225•Phone 360.733.7318•Fax 360.733.7418 e.mail geotest@nas.com CONCRETE STRENGTH TEST REPORT PROJECT: Crown Distributing JOB#: T1083 ADDRESS: 17117 59th Ave.,Arlington REPORT#: C10 CLIENT: Crown Distributing DATE MOLDED: 6-14-01 CONTRACTOR: Sea-Con/Bray Brothers DATE RECEIVED: 6-15-01 SUPPLIER: Smokey Point PAGE: 1 of 2 PERMIT#: 01-4404 LOCATION OF POUR: Tilt-up panels:T-12 to T-16,T-18 to T-22,T-25 to T-33 and T-43 to T-46. SAMPLE LOCATION: Panel T-32,—middle 10 cubic yard load, 10 cubic yards cummulative,sampled at pump hopper. Field Data: MIX# 6 sack,AEA MIX PROPORTIONS 1 cubic yard): Truck/Ticket# 68/109093 Slump 6.5 in. Water 250 lbs. Strength Required 4000 psi @ 28 days Air Content 5.2 % Cement 566 lbs. Quantity Represented 340 cy Unit Weight pcf Fly Ash -lbs. Air Temperature 58 OF Coarse Agg. 1881 lbs. Mix Temperature 64 OF Water Added Fine Agg. 1253 lbs. Time Batched 8:59 AM on Job 10 gals. NR-WRA -oz./cwt Time Sampled 9:45 AM Water HR-WRA -oz./cwt Requested By Contractor Air Entr. 0.9 oz./cwt Polarset: - oz./cwt. Lab Data: SPECIMEN LAB TEST AGE DATE TOTAL LOAD • - REMARKS # # (DAYS) TESTED (LBS.) 1 3778 7 6-21 92,935 3290 2 3779 28 7-12 119,490 4230 3 3780 28 7-12 120,840 4270 4 3781 13 6-26 109,220 3860 Reinforcement Inspection: Yes N/A: Not Applicable Specimen Size: 6"x 12"Cylinder Conforms: Yes N/T: Not Tested Test Reference: ASTM C31, C39 Attachments: Yes Inspector: CC Comments: Concrete placed via 55 meter pump. Mechanically consolidated. Hand screeded. Copies: Client City of Arlington / Sea-Con Submitted By: Grant Richardson Technical Director .a*l.T.*V1Cl Dial-Tloesc,a Di,bic,wpcioThls report shall not be reproduced except in full,without the written approval of GeoTest Services,Inc. The above lest results relate only to the sample(or location)tested Copyright 0 1993 GTS i I GEOTEST SERVICES, INC. 741 MARINE DRIVE BELLINGHAM, WA 98226 PHONE: (360) 733-7318 FAX: (360) 733-7418 CONCRETE STRENGTH TEST REPORT • CONTINUATION PROJECT: Crown Distributing JOB#: T0344 CLIENT: Crown Distributing REPORT#: C10 CONTRACTOR:Sea-Con/Bray Brothers PAGE: 2 of 2 Field Data: Truck/Ticket# 72/109108 Slump 5.0 in. Air Temperature 54 OF Air Content 4.5% Mix Temperature 68 OF Unit Weight pcf Time Batched -10:15 AM Water Added on Job -gals. Time Sampled 11:00 AM Water Requested By - Lab Data: SPECIMEN LAB EST AGE DATE TOTAL LOAD • REMARKS # # (DAYS) TESTED (LBS.) 5 3782 7 6-21 95,595 3380 6 3783 28 7-12 116,260 4110 7 3784 28 7-12 120,525 4260 8 3785 H Sample Location:Panel T-28, -middle 10 cubic yards cumulative. Comments: Sampled at pump hopper. Field Data: Truck/Ticket# 70/109122 Slump 5.0 in. Air Temperature 65 OF Air Content 4.4% Mix Temperature 71 OF Unit Weight pcf Time Batched -11:00 AM Water Added on Job -gals. Time Sampled 12:15 PM 1 Water Requested By - Lab Data: SPECIMEN LAB TEST AGE DATE TOTAL LOAD • REMARKS # # (DAYS) TESTED (LBS.) 9 3786 7 6-21 83,085 2940 10 3787 28 7-12 114,065 4030 11 3788 28 7-12 117,265 4150 12 3789 H Sample Location: Panel T12,10 cubic yard load, 200 cubic yards cumulative. Comments: Sampled at pump hopper. 1%4w,.�n.r,q.I.T.w%C,—M.I.TIoesc, Di.mwwpcioThls report shall not be reproduced except in Full,without the written approval of GeoTest Services,Inc. The above test results relate only to the sample(or location)tested Copyright 0 1993 GTS � n• I I i SERVICES, INC. Engineers,Geologists and WABO Special Inspectors 741 Marine Drive• Bellingham, WA 98225•Phone 360.733.7318•Fax 360.733.7418•e.mail geotest@nas.com CONCRETE STRENGTH TEST REPORT PROJECT: Crown Distributing JOB#: T1083 ADDRESS: 17117 59th Ave.,Arlington REPORT#: C11 CLIENT: Crown Distributing DATE MOLDED: 6-18-01 CONTRACTOR: Sea-Con/Bray Brothers DATE RECEIVED: 6-19-01 SUPPLIER: Smokey Point PAGE: 1 of 1 PERMIT#: 01-4404 LOCATION OF POUR: Plinths on grid line G at lines: 22,21,20, 19, 18, 17, 16 and retaining wall south of(G,22). SAMPLE LOCATION: —Grid location(G,21),—middle 6 cubic yard load at truck chute. Field Data: MIX# 5 sack,AEA MIX PROPORTIONS(1 cubic yard): Truck/Ticket# 27/109260 Slump 5.5 in. Water 228 lbs. Strength Required 2500 psi @ 28 days Air Content 7.2 % Cement 467 lbs. Quantity Represented 6 cy Unit Weight pcf Fly Ash -lbs. Air Temperature 77 OF Coarse Agg. 1873 lbs. Mix Temperature 68 OF Water Added Fine Agg. 1350 lbs. Time Batched 12:08 PM on Job —3 gals. NR-WRA -oz./cwt Time Sampled 1:00 PM Water HR-WRA -oz./cwt Requested By Contractor Air Entr. 1.07 oz./cwt Polarset: -oz./cwt. Lab Data: SPECIMEN LAB TEST AGE DATE � TOTALLOAD • - REMARKS # # (DAYS) TESTED (LBS.) 1 3800 7 6-25 62,185 2200 2 3801 28 7-16 80,995 2860 3 3802 28 7-16 76,675 2710 Reinforcement Inspection: Yes N/A: Not Applicable Specimen Size: 6"x 12"Cylinder Conforms: Yes N/T: Not Tested Test Reference: ASTM C31, C39 Attachments: No Inspector: CC Comments: Reinforcement appeared to be secure and in place as specified. Concrete placed via truck chute and mechanically consolidated. Copies: Client City of Arlington Sea-Con Submitted By: 'oL"'-1/ Grant Richardson Technical Director %Ww wme.nq=WTwUNkc,,..,a.I.Tiauc,~EN.urouUwCiiThis report shall not be reproduced except in full,without the written approval of GeoTest Services,Inc. The above test results relate only to the sample(or location)tested Copyright 0 1993 GTS r' 1 SERVICES, INC. Engineers,Geologists and WABO Special Inspectors 741 Marine Drive•Bellingham,WA 98225•Phone 360.733.7318•Fax 360.733.7418•e.mail geotest@nas.com GROUT STRENGTH TEST REPORT PROJECT: Crown Distributing JOB#: T1083 ADDRESS: 17117 59th Ave,Arlington REPORT#: M1 CLIENT: Crown Distributing DATE MOLDED: 7-5-01 CONTRACTOR: SeaCon DATE RECEIVED: 7-6-01 SUPPLIER: Smokey Point Concrete PAGE: 1 of 1 PERMIT#: 01-4404 PLACEMENT LOCATION: Under tilt up wall panels at 4 line and C to F line Field Data: MIX# 7 sack fine grout MIX PROPORTIONS: Truck/Ticket# 67/109890 Slump 10 in. Water -lbs. Strength Required 4000 @ 28 days Air Content -% Cement - lbs. Quantity Represented —5 cy Unit Weight - pcf Fly Ash -lbs. Air Temperature 53°F Coarse Agg. - lbs. Mix Temperature 60 OF Water Added Fine Agg. -lbs. Time Batched 6:45 AM on Job 5 gals. WRA -oz./cwt Time Sampled 7:25 AM Water Air Entr. -oz./cwt Requested By Contractor Other:w/c - Lab Data: SPECIMEN LAB TEST AGE DATE TOTAL LOAD • REMARKS # # (DAYS) TESTED (LBS.) 1 3951 7 7-12 12,410 3100 2 3952 28 8-2 3 3953 28 8-2 Reinforcement Inspection: No N/A: Not Applicable Specimen Size: 2"x 2"x 2"Cube Conforms: - N/T: Not Tested Test Reference: UBC Sid. 21-18/ASTM C1019 Attachments: - Inspector: DW Comments: The above grout is specified to be non-shrink type. No non-shrink additive was batched in the grout placed today. Copies: Client �/ City of Arlington SeaCon Submitted By/ ,�,..,� Grant Richardson Technical Director mip.i This report shall not be reproduced except in full,without the written approval of Geo\Test Services,Inc. The above lest results relate only to the sample(or location)tested i i _, STRUCTURAL STEEL PROJECT: Crown Distributing JOB#: T1083 INSPECTION REPORT ADDRESS: 17117 59th Ave,Arlington REPORT#: W3 GEOTEST SERVICES, INC. CLIENT: Crown Distributing DATE: 7-6-01 741 Marine Drive Bel on Bellingham,WA g CONTRACTOR: SeaC /KW Welding PAGE: 1 of 1 Bel phone: (360)733-7318 WEATHER: Sunny 70' PERMIT#: 01-4404 fax (360)733-7418 INSPECTOR: DW Type of Inspection: Visual Weld and drilled epoxy anchor bolts Items Inspected Location Reference Comments Drawing Panel to Panel connections C line and 4 to 22 line S9.1 Detail A Panel to Panel connections 4 line and EA to C line S9.1 Detail B Panel to Panel connections G line and 1 to 22 line S9.1 Detail A Panel to Panel at corner C and 4 line S9.1 Detail C Panel to Panel at corner EA and 4 line S9.1 Detail D Panel to Panel connection 1 line and D.5 to G line S9.1 Detail B Panel to Panel at corner EA line and 1 line S9.1 Detail E Anchor Bolts 4 line to 8 line and A to C line 8' Embedment%1' All thread The above items were conformingy nonconforming ❑ Exceptions noted below W Reference Fabrication Welders Comments-Welders Name/Cert No. E Inspection Code Code Certification L AWS D1.1 ❑ AWS ❑ WABO Previously verified to be WABO acceptable D AWS DU ❑ AISC ❑ AWS-SMAW ❑ 1 AWS D1.4 ❑ AWS-FCAW ❑ N UBC ❑ G AISC ❑ Procedures B Size Type Torque Method Comments O ASTM A307 ❑ Turn-of-Nut ❑ L ASTM A325 ❑ Cal.Torque Wrench ❑ It T I ASTM A490 ❑ Load Indicating ❑ N AISC ❑ G UBC ❑ Comments: Panel to panel connections at 12 line and 8 line and B.5 to C line three connections (Type A and 2 quantity and Type B on S9.1 1 quantity)were rejected for insufficient throut. Weld size too small unequal leg profile. Contractor has been informed and will make connections. The drilled and epoxied anchor bolts were all drilled to a depth of 7". Hilti Hy-150 epoxy was used all holes were cleaned with brush and vacuum. Copies: Crown Distributing SeaCon City of Arlington oe Submitted b a1elh.rkwr.elKl.T.ennglc,ewo-01.1..T1guc.owe a.o-lwnegwmThls report shall not be reproduced except In full,without the written approval of Geolrest Services,Inc. CWWIghl�1993 GwT-Services,Inc STRUCTURAL STEEL PROJECT: Crown Distributing JOB#: T1083 INSPECTION REPORT ADDRESS: 17117 59th Ave,Arlington REPORT#: W2 GEOTEST SERVICES, INC. CLIENT: Crown Distributing DATE: 7-2-01 Marine Drive Be eaon Bellingham,WA g CONTRACTOR: SC /KW Welding PAGE: 1 of 1 Be phone: (360)733-7318 WEATHER: Sunny 751 PERMIT#: 01-4404 fax (360)733-7418 INSPECTOR: DW Type of Inspection: Visual Weld and drilled anchor bolts Items Inspected Location Reference Comments Drawing 3/4"x 12'Anchor bolts 2 line and A to C.6 line See Below Drilled to min. 7" embedment 3/4"x 12'Anchor bolts 2.6 line and C.6 to EA line See Below _ 3/4"x 12'Anchor bolts A line and 1 to 4 line See Below _ 3/4"x 12'Anchor bolts 1 line and A to D line See Below Panel to footing connection C line and 14 to 22 line S5.1 Detail#D The above items were conforming,97 nonconforming ❑ W Reference Fabrication Welders Comments -Welders Name/Cert No. Inspection Code Code Certification EAWS D1.1 �3 AWS ❑ WABO eA Previously verified to be WABO acceptable D AWS D1.3 /❑ AISC ❑ AWS-SMAW ;b I AWS D1.4 ❑ AWS-FCAW ❑ N UBC )r4b _ G AISC ❑ Procedures ❑ B Size Type Torque Method Comments O ASTM A307 ❑ Turn-of-Nut ❑ L ASTM A325 ❑ Cal.Torque Wrench ❑ T ASTM A490 ❑ Load Indicating ❑ N AISC ❑ __ G UBC ❑ Comments: Engineer of record has verbally accepted change to drilled and epoxied anchor bolts. Written documentation to follow. The epoxy used was Hilti Hit Hy 150. All holes were brushed and vacuumed out clean. The above single pass fillet welds were visually found to conform. Copies: Crown Distributing SeaCon City of Arlington Submitted bv: M.a.,ear q..%T..dr4C—a.I•TIU3-C. EMMMdM.wo:Thls report shall not be reproduced except In full,without the written approval of GeoTest Services,Inc. CWw1010 INN G-Twt Sohn.,tree • ` � �`• I 1 GED SERVICES, INC. Engineers,Geologists and WABO Special Inspectors 741 Marine Drive•Bellingham, WA 98225•Phone 360.733.7318•Fax 360.733.7418•e.mail geotest@nas.com CONCRETE STRENGTH TEST REPORT PROJECT: Crown Distributing JOB M T1083 ADDRESS: 17117 59th Ave.,Arlington REPORT#: C14 CLIENT: Crown Distributing DATE MOLDED: 6-30-01 CONTRACTOR: Sea-Con/Bray Brothers DATE RECEIVED: 7-2-01 SUPPLIER: Smokey Point PAGE: 1 of 1 PERMIT#: 01-4404 LOCATION OF POUR: Interior slab on grade between grid lines--A-C and--4-13. SAMPLE LOCATION: —Grid location (B.5,2), 10 cubic yard load, 10 cubic yard cumulative. Sampled at pump truck hopper Field Data: MIX# 51/2 sack, '/s Fly MIX PROPORTIONS 1 cubic yard): Truck/Ticket# 60/109783 Slump 5'Y2 in. Water —236 lbs. Strength Required 4000 psi @ 28 days Air Content -% Cement 523 lbs. Quantity Represented -cy Unit Weight pcf Fly Ash 47 lbs. Air Temperature 65 OF Coarse Agg. 1909 lbs. Mix Temperature 66 OF Water Added Fine Agg. 1390 lbs. Time Batched 7:38 AM on Job -gals. NR-WRA -oz./cwt Time Sampled 8:15 AM Water HR-WRA -oz./Cwt Requested By - Air Entr. -oz./Cwt Polarset: -oz./cwt. Lab Data: SPECIMEN LAB TEST AGE DATE TOTAL LOAD • REMARKS fl # # (DAYS) TESTED (LBS.) 1 3902 7 7-7 100,860 3570 2 3903 28 7-28 3 3904 28 7-28 4 3905 H Reinforcement Inspection: Yes N/A: Not Applicable Specimen Size: 6"x 12"Cylinder Conforms: Yes N/T: Not Tested Test Reference: ASTM C31, C39 Attachments: No Inspector: CC Comments: Welded wire in place, hand picked into slab. Concrete placed via pump truck. No mechanical consolidation. Hand screeded. Power troweled. Copies: Client City of Arlington Sea-Con Submitted By.-ZJL�� Grant Richardson Technical Director %N.h«mm v,gml,T«mptc,a a.,-TIOM c,o..,,a.mwunci4This report shall not be reproduced except in full,Without the written approval of GeoTest Services,Inc. The above lest results relate only to the sample(or location)tested Copyright 0 1993 GTS i STRUCTURAL STEEL PROJECT: Crown Distributing JOB#: T1083 INSPECTION REPORT ADDRESS: 17117 59th Ave,Arlington REPORT#: W1 GEOTEST SERVICES, INC. CLIENT: Crown Distributing DATE: 6-29-01 741 Marine Drive Bellingham,WA 9 CONTRACTOR: SeaCon/KW Welding PAGE: 1 of 1 Be phone: (360)733-7318 WEATHER: Sunny 70' PERMIT#: 01-4404 fax (360)733-7418 INSPECTOR: DW Type of Inspection: Visual Weld Items Inspected Location Reference Comments Drawing_ Tilt up panel to footing G line at 1 thru 22 line Detail D on S5.1 Tilt up panel to footing 1 line at F to G line I Detail D on 1 S5.1 Tilt up panel to footing 4 line at C to EA line Detail D on S5.1 The above items were conformin nonconforming ❑ W Reference Fabrication Welders Comments-Welders Name/Cert No. Inspection Code Code Certification � AWS D1.1 P AWS ❑ WABO )* Jeremy A. Ofstad: 01/JUL/01 #8625850FS D AWS D1.3 ❑ AISC ❑ AWS-SMAW c9 Keith W. Dulaney: 01/APR/02 #DUL 988684 1 AWS D1.4 ❑ AWS-FCAW ❑ N UBC G AISC ❑ Procedures ❑ Prequalified -E7018 Electrode B Size Type Torque Method Comments O ASTM A307 ❑ Turn-of-Nut ❑ L ASTM A325 ❑ Cal.Torque Wrench ❑ T l ASTM A490 ❑ Load Indicating ❑ N AISC ❑ G UBC ❑ Comments: The above welds were visually found to conform to the approved criteria. The remaining panel to footing connections are in process at this time. Copies: Crown Distributing SeaCon City of Arlington •, Submitted by: %w.w.,en-0,q..s T..e„r%C. DI@L.TIoesc�oh,mbuftwoiThls report shall not be reproduced except In full,without the written approval of GeoTest Services,Inc. CmYrIghl 6 190 anTrl S.,As I- I I GED SERVICES, INC. Z'_* Engineers,Geologists and WABO Special Inspectors V 741 Marine Drive•Bellingham,WA 98225•Phone 360.733.7318•Fax 360.733.7418•e.mail geotest@nas.com CONCRETE STRENGTH TEST REPORT PROJECT: Crown Distributing JOB#: T1083 ADDRESS: 17117 59th Ave.,Arlington REPORT#: C13 CLIENT: Crown Distributing DATE MOLDED: 6-22-01 CONTRACTOR: Sea-Con/Bray Brothers DATE RECEIVED: 6-25-01 SUPPLIER: Smokey Point PAGE: 1 of 2 PERMIT#: 014404 LOCATION OF POUR: Slab on grade between lines E-4 and A and 1 and 4. Also plinths on line G from 2.6 to 15. SAMPLE LOCATION: --Grid locations (D,2). Middle 10 cubic yard load,—60 cubic yard cumulative. Sampled at pump truck hopper. Field Data: MIX# 5%sack, Fly MIX PROPORTIONS 1 cubic yard): Truck/Ticket# 71/109447 Slump 7.5 in. Water - lbs. Strength Required 2500 psi @ 28 days Air Content -% Cement -lbs. Quantity Represented 130 cy Unit Weight pcf Fly Ash -lbs. Air Temperature 50 OF Coarse Agg. -lbs. Mix Temperature 65 OF Water Added Fine Agg. -lbs. Time Batched 8:20 AM on Job -gals. NR-WRA -oz./cwt Time Sampled 8:55 AM Water HR-WRA -oz./cwt Requested By Air Entr. -oz./cwt Polarset: -oz./cwt. Lab Data: SPECIMEN LAB TEST AGE DATE TOTAL LOAD REMARKS # # (DAYS) TESTED (LBS.) INgftellwEll 1 3852 7 6-29 84,135 2980 2 3853 28 7-20 3 3854 28 7-20 4 3855 H Reinforcement Inspection: Yes N/A: Not Applicable Specimen Size: 6"x 12"Cylinder Conforms: Yes N/T: Not Tested Test Reference: ASTM C31, C39 Attachments: Yes Inspector: CC Comments: Concrete placed via 55 meter pump truck. Mechanical consolidation on plinths only. No water added on site to set 1, contractor notified, as typical, that slump exceeded 5". ok JUL 21 CITY 0 ARL NGT®N Copies: Client City of Arlington Sea-Con Submitted By-XLX6,�Z�_l Grant Richardson Technical Director whom%cn-v,q.tuT..&OC—Di.t-TIOMC—a.mwmvcroThis report shall not be reproduced except in full,without the written approval of GeoTest Services,Inc. The above lest results relate only to the sample(or location)tested Copyright 0 1993 GTS I t 1 �1 r _ � . ;• y . � GEOTEST SERVICES, INC. 741 MARINE DRIVE BELLINGHAM, WA 98226 PHONE: (360) 733-7318 FAX: (360) 733-7418 CONCRETE STRENGTH TEST REPORT • CONTINUATION PROJECT: Crown Distributing JOB#: T0344 CLIENT: Crown Distributing REPORT#: C13 CONTRACTOR:Sea-Con/Bray Brothers PAGE: 2 of 2 Field Data: Truck/Ticket# 71/109459 Slump 5.5 in. Air Temperature 56 OF Air Content -% Mix Temperature 66 OF Unit Weight pcf Time Batched --8:00 AM Water Added on Job 5 gals. Time Sampled 9:55 AM Water Requested By Contractor Lab Data: SPECIMEN LAB TEST AGE DATE � TOTALLOAD • *21 10 REMARKS # # (DAYS) TESTED (LBS.) 5 3856 7 6-29 90,145 3190 6 3857 28 7-20 7 3858 28 7-20 8 3859 H Sample Location:--Grid location (C, 3). Comments: _ Field Data: Truck/Ticket# - Slump -in. Air Temperature -OF Air Content _% Mix Temperature -OF Unit Weight pcf Time Batched Water Added on Job -gals. Time Sampled Water Requested By - Lab Data: SPECIMEN LAB TEST AGE DATE TOTAL LOAD • REMARKS # # (DAYS) TESTED (LBS.) Sample Location: Comments: wow,.m�,q.a.TM&VkCf.,,a.i-Tiauc M,a.Hm*vci3This report shall not be reproduced except in full,without the written approval of GeoTesl Services,Inc. The above lest results relate only to the sample(or location)tested Copyright 0 1993 GTS i . .r GEO ST SERVICES, INC. l Engineers,Geologists and WABO Special Inspectors 741 Marine Drive• Bellingham, WA 98225•Phone 360.733.7318• Fax 360.7.6.7418•e.mail geotest@nas.com CONCRETE STRENGTH TEST REPORT PROJECT: Crown Distributing JOB#: T1083 ADDRESS: 17117 59th Ave.,Arlington REPORT#: C6 CLIENT: Crown Distributing DATE MOLDED: 5-24-01 CONTRACTOR: Sea-Con/Bray Brothers DATE RECEIVED: 5-25-01 SUPPLIER: Smokey Point PAGE: 1 of 3 PERMIT#: 01-4404 LOCATION OF POUR: Interior slab on grade, between grid lines : (A.6-C,8-12)(C-G,4-12)and(F-G, 1-4) SAMPLE LOCATION: Set one at-grid location (B-5,9) sample for truck chute, 11 cubic yard load, 33 cubic yards cumulative Field Data: MIX# 6 sack . MIX PROPORTIONS(1 cubic vard): Truck/Ticket# 71/108298 Slump 6 in. Water —277 lbs. Strength Required 2500 psi @ 28 days Air Content -% Cement 562 lbs. Quantity Represented 418 cy Unit Weight pcf Fly Ash -lbs. Air Temperature 47 OF Coarse Agg. 1875 lbs. Mix Temperature 66 OF Water Added Fine Agg. 1397 lbs. Time Batched —4:00 AM on Job -gals. NR-WRA -oz./cwt Time Sampled 4:30 AM Water HR-WRA -oz./cwt Requested By - Air Entr. -oz./cwt Polarset: -oz./cwt. Lab Data: SPECIMEN LAB TEST AGE' DATE TOTAL LOAD • REMARKS # # (DAYS) TESTED (LBS.) 1 3598 7 5-31 117,775 4170 2 3599 28 6-21 145,900 5160 3 3600 28 6-21 143,610 5080 Reinforcement Inspection: Yes N/A: Not Applicable Specimen Size: 6"x 12"Cylinder Conforms: Yes NIT: Not Tested Test Reference: ASTM C31,C39 Attachments: No Inspector: CC Comments: Concrete placed via truck chute. Laser screeded and power troweled. Plans to cover slab with paper to slow hydration process. Sand sub grade wetted prior to placement Copies: Client City of Arlington Sea-Con Submitted By: Yz��Grant Richardson Technical Director NVA ut. %D.R.W•T..UNIC, Dl.t.Tioasc.—a.tibu"coeThis report shall not be reproduced except in full,without the written approval of GeoTesl Services,Inc. The above lest results relate only to the sample(or location)tested Copyright©1993 GTS i i i i GEOTEST SERVICES, INC. f 741 MARINE DRIVE BELLINGHAM, WA 98226 PHONE: (360) 733-7318 FAX: (360) 733-7418 CONCRETE STRENGTH TEST REPORT • CONTINUATION PROJECT: Crown Distributing JOB#: T0344 CLIENT: Crown Distributing REPORT#: C6 CONTRACTOR:Sea-Con/Bray Brothers PAGE: 2 of 3 Field Data: Truck/Ticket# 61/108304 Slump 3.0 in. Air Temperature 49 IF Air Content % Mix Temperature 66 OF Unit Weight pcf Time Batched -4:40 AM Water Added on Job gals. Time Sampled 5:10 AM Water Requested By Lab Data: SPEC TEST AGE DATE TOTAL LOAD •Plow REMARKS # # (DAYS) TESTED (LBS.) 4 3601 7 5-31 127,715 4520 5 3602 28 6-21 150,145 5310 6 3603 28 6-21 150,020 5300 Sample Location:.-Grid location (C.5, 9) Comments: Field Data: Truck/Ticket# 67/108312 Slump 3.25 in. Air Temperature 49 OF Air Content % Mix Temperature 67 OF Unit Weight pcf Time Batched -5:50 AM Water Added on Job gals. Time Sampled 6:20 AM Water Requested By Lab Data: SPECIMEN LAB TEST AGE DATE TOTAL LOAD • REMARKS # # (DAYS) TESTED (LBS.) 7 3604 7 5-31 127,990 4530 8 3605 28 6-21 153,250 5420 9 3606 28 6-21 156,730 5540 Sample Location: --Grid location (D, 11). Comments: .gwUT«m,g%C Dal T10nC Di.ww"coeThis report shall not be reproduced except in full,without the written approval of GeoTest Services,Inc. The above test results relate only to the sample(or location)tested Copyright O 1993 GTS i I ,. ., _ , . . � .. .�. i GEOTEST SERVICES, INC. 741 MARINE DRIVE BELLINGHAM, WA 98226 PHONE: (360) 733-7318 FAX: (360) 733-7418 CONCRETE STRENGTH TEST REPORT • CONTINUATION PROJECT: Crown Distributing JOB#: T0344 CLIENT: Crown Distributing REPORT#: C6 CONTRACTOR:Sea-Con/Bray Brothers PAGE: 3 of 3 Field Data: _ Truck/Ticket# 72/108324 Slump 3.5 in. Air Temperature 57 OF Air Content % Mix Temperature 68 OF Unit Weight pcf Time Batched —7:20 AM Water Added on Job gals. Time Sampled 7:50 AM Water Requested By Lab Data: SPECIMEN LAB TEST AGE DATE TOTAL LOAD r43107 REMARKS # # (DAYS) TESTED (LBS.) 10 3607 7 5-31 121,97511 3608 28 6-21 150,095 12 3609 28 6-21 147,000 5200 Sample Location: —Grid location (E, 5) Comments: Field Data: Truck/Ticket# 67/- Slump 3.5 in. Air Temperature 58 OF Air Content % Mix Temperature 71 OF Unit Weight pcf Time Batched —8:50 AM Water Added on Job gals. Time Sampled 9:20 AM Water Requested By Lab Data: SPECIMEN LAB TEST AGE DATE TOTAL LOAD • REMARKS # # (DAYS) TESTED (LBS.) 13 3610 7 5-31 121,620 4300 14 3611 28 6-21 151,120 5340 15 3612 28 6-21 154,610 5470 Sample Location: —Grid location (F, 10) Comments: %VA*-W.r.4.n.T..0�C—D1.1-TIO5ia—a.mwm,ocOaThis report shall not be reproduced except in full,without the written approval of GeoTest Services,Inc. The above test results relate only to the sample(or location)tested Copyright 0 1993 GTS i GEO SERVICES, INC. Engineers,Geologists and WABO Special Inspectors 741 Marine Drive• Bellingham, WA 98225•Phone 360.733.7318• Fax 360.733.7418•e.mail geotest@nas.com CONCRETE STRENGTH TEST REPORT PROJECT: Crown Distributing JOB#: T1083 ADDRESS: 17117 59th Ave.,Arlington REPORT#: C10 CLIENT: Crown Distributing DATE MOLDED: 6-14-01 CONTRACTOR: Sea-Con/Bray Brothers DATE RECEIVED: 6-15-01 SUPPLIER: Smokey Point PAGE: 1 of 2 PERMIT#: 01-4404 LOCATION OF POUR: Tilt-up panels:T-12 to T-16,T-18 to T-22,T-25 to T-33 and T-43 to T-46. SAMPLE LOCATION: Panel T-32, middle 10 cubic yard load, 10 cubic yards cummulative, sampled at pump hopper. Field Data: MIX# 6 sack,AEA MIX PROPORTIONS (1 cubic yard): Truck/Ticket# 68/109093 Slump 6.5 in. Water 250 lbs. Strength Required 4000 psi @ 28 days Air Content 5.2% Cement 566 lbs. Quantity Represented 340 cy Unit Weight pcf Fly Ash -lbs. Air Temperature 58 OF Coarse Agg. 1881 lbs. Mix Temperature 64 OF Water Added Fine Agg. 1253 lbs. Time Batched 8:59 AM on Job 10 gals. NR-WRA -oz./cwt Time Sampled 9:45 AM Water HR-WRA -oz./cwt Requested By Contractor Air Entr. 0.9 oz./cwt Polarset: -oz./cwt. Lab Data: SPECIMEN LAB TEST AGE DATE TOTAL LOAD • REMARKS # # (DAYS) TESTED (LBS.) 1 3778 7 6-21 92,935 3290 2 3779 28 7-12 3 3780 28 7-12 4 3781 13 6-26 109,220 3860 Reinforcement Inspection: Yes N/A: Not Applicable Specimen Size: 6"x 12"Cylinder Conforms: Yes N/T: Not Tested Test Reference: ASTM C31, C39 Attachments: Yes Inspector: CC Comments: Concrete placed via 55 meter pump. Mechanically consolidated. Hand screeded. Copies: Client City of Arlington Sea-Con Submitted By- Grant Richardson Technical Director w.wm.%ee-a,q.ct.T..uOc,—a.L-T+oeaa—oi.tvmmvc+oThls report shall not be reproduced except In full,without the written approval of GeoTest Services,Inc. The above test results relate only to the sample(or location)tested Copyright 0 1993 GTS v 1 �*/. � I GEOTEST SERVICES, INC. 741 MARINE DRIVE BELLINGHAM, WA 98226 PHONE: (360) 733-7318 FAX: (360) 733-7418 CONCRETE STRENGTH TEST REPORT CONTINUATION PROJECT: Crown Distributing JOB M T0344 CLIENT: Crown Distributing REPORT#: C10 CONTRACTOR:Sea-Con/Bray Brothers PAGE: 2 of 2 Field Data: Truck/Ticket# 72/1 99108 Slump 5.0 in. Air Temperature 54 OF Air Content 4.5% Mix Temperature 68 OF Unit Weight pcf Time Batched -10:15 AM Water Added on Job -gals. Time Sampled 11:00 AM Water Requested By - Lab Data: SPECIMEN LAB TEST AGE DATE TOTAL LOAD • REMARKS # # (DAYS) TESTED (LBS.) 5 3782 7 6-21 95,595 3380 6 3783 28 7-12 7 3784 28 7-12 8 3785 H Sample Location:Panel T-28, middle 10 cubic yards cumulative. Comments: Sampled at pump hopper. Field Data: Truck/Ticket# 70/109122 Slump 5.0 in. Air Temperature 65 OF Air Content 4.4% Mix Temperature 71 OF Unit Weight pcf Time Batched -11:00 AM Water Added on Job -gals. Time Sampled 12:15 PM Water Requested By - Lab Data: SPECI TEST AGE DATE TOTAL LOAD • • - REMARKS # # (DAYS) TESTED (LBS.) 9 3786 7 6-21 83,085 2940 10 3787 28 7-12 11 3788 28 7-12 12 3789 H Sample Location: Panel T12,10 cubic yard load, 200 cubic yards cumulative. Comments: Sampled at pump hopper. %vbm.�w-r,p r.T.WV%C�a.L-TIoesa�owbft cioThls report shall not be reproduced except in full,without the written approval of GeoTesl Services,Inc. The above lest results relate only to the sample(or location)tested Copyright ©1993 GTS w i J SERVICES, INC. Engineers,Geologists and WA80 Special Inspectors 741 Marine Drive•Bellingham, WA 98225•Phone 360.733.7318• Fax 360.733.7418•e.mail geotest@nas.com CONCRETE STRENGTH TEST REPORT PROJECT: Crown Distributing JOB#: T1083 ADDRESS: 17117 59th Ave.,Arlington REPORT#: C11 CLIENT: Crown Distributing DATE MOLDED: 6-18-01 CONTRACTOR: Sea-Con/Bray Brothers DATE RECEIVED: 6-19-01 SUPPLIER: Smokey Point PAGE: 1 of 1 PERMIT#: 01-4404 LOCATION OF POUR: Plinths on grid line G at lines: 22,21,20, 19, 18,17, 16 and retaining wall south of(G,22). SAMPLE LOCATION: —Grid location (G,21), middle 6 cubic yard load at truck chute. Field Data: MIX# 5 sack,AEA MIX PROPORTIONS(1 cubic yard): Truck/Ticket# 27/109260 Slump 5.5 in. Water 228 lbs. Strength Required 2500 psi @ 28 days Air Content 7.2% Cement 467 lbs. Quantity Represented 6 cy Unit Weight pcf Fly Ash -lbs. Air Temperature 77 OF Coarse Agg. 1873 lbs. Mix Temperature 68 OF Water Added Fine Agg. 1350 lbs. Time Batched 12:08 PM on Job —3 gals. NR-WRA -oz./cwt Time Sampled 1:00 PM Water HR-WRA -oz./cwt Requested By Contractor Air Entr. 1.07 oz./cwt Polarset: - oz./cwt. Lab Data: SPECIMEN LAB TEST AGE DATE TOTAL LOA100 REMARKS # # (DAYS) TESTED (LBS.) 1 3800 7 6-25 62,185 2200 2 3801 28 7-16 3 3802 28 7-16 Reinforcement Inspection: Yes N/A: Not Applicable Specimen Size: 6"x 12"Cylinder Conforms: Yes N/T: Not Tested Test Reference: ASTM C31, C39 Attachments: No Inspector: CC Comments: Reinforcement appeared to be secure and in place as specified. Concrete placed via truck chute and mechanically consolidated. Copies: Client City of Arlington Sea-Con Submitted By: Grant Richardson Technical Director wbm.mo-wq.m rwu�c ox aa-rmesc,a a.o-wu,cnThls report shall not be reproduced except in full,without the written approval of GeoTest Services,Inc. The above test results relate only to the sample(or iocauan)tested.Copyright©1993 GTS s ..1 GE& SERVICES, INC. Engineers,Geologists and WABO Special Inspectors 741 Marine Drive-Bellingham, WA 98225•Phone 360.733.7318-Fax 360.733.7418•e.mail geotest@nas.com CONCRETE STRENGTH TEST REPORT PROJECT: Crown Distributing JOB#: T1083 ADDRESS: 17117 59th Ave.,Arlington REPORT#: C12 CLIENT: Crown Distributing DATE MOLDED: 6-20-01 CONTRACTOR: Sea-Con/Bray Brothers DATE RECEIVED: 6-21-01 SUPPLIER: Smokey Point PAGE: 1 of 1 PERMIT#: 01-4404 LOCATION OF POUR: Footings on grid line 1 from D to A line. Line A from 1 to 13 line and line 13 from A to C,except radius portion between lines 4-8. Also interior pad footings. SAMPLE LOCATION: Sampled at-(C, 1) middle 10 cubic yard load at pump hopper Field Data: MIX# 5 sack ,AEA MIX PROPORTIONS 1 cubic yard Truck/Ticket# 71/109345 Slump 4.5 in. Water - lbs. Strength Required 2500 psi @ 28 days Air Content 4.5% Cement -lbs. Quantity Represented -cy Unit Weight pcf Fly Ash -lbs. Air Temperature 74 OF Coarse Agg. -lbs. Mix Temperature 68 OF Water Added Fine Agg. - lbs. Time Batched -2:25 PM on Job gals. NR-WRA -oz./cwt Time Sampled 3:10 PM Water HR-WRA -oz./cwt Requested By Air Entr. -oz./cwt Polarset: -oz./cwt. Lab Data: SPECIMEN LAB TEST AGE DATE TOTAL LOAD Kelglog REMARKS # # (DAYS) TESTED (LBS.) 1 3832 7 6-27 86,020 3040 2 3833 28 7-18 3 3834 28 7-18 Reinforcement Inspection: Yes N/A: Not Applicable Specimen Size: 6"x 12"Cylinder Conforms: Yes N/T: Not Tested Test Reference: ASTM C31, C39 Attachments: No Inspector: CC Comments: Reinforcement conforms to specifications. Concrete placed via 28 meter pump and mechanically consolidated. No batch information provided for load tested. Copies: Client City of Arlington �7'�Z2A. Sea-Con Submitted By: Grant Richardson Technical Director ma. ,-v,.*WT.U.MC .,,a.1-Tioeac,—d.niWU�,cizThis report shall not be reproduced except in full,without the written approval of GeoTest Services,Inc. The above lest results relate only to the sample(or location)tested Copyright 0 1993 GTS Y GEO ;r!T RECEIVE® SERVICES, INC. JUN 12 2001 Engineers,Geologists and WABO Special Inspectors 741 Marine Drive• Bellingham, WA 98225•Phone 360.Z33.23bPFAx4L6N3333T411�email geotest@nas.com CONCRETE STRENGTH TEST REPORT PROJECT: Crown Distributing JOB M T1083 ADDRESS: 17117 59th Ave.,Arlington REPORT#: C6 CLIENT: Crown Distributing DATE MOLDED: 5-24-01 CONTRACTOR: Sea-Con/Bray Brothers DATE RECEIVED: 5-25-01 SUPPLIER: Smokey Point PAGE: 1 of 3 PERMIT#: 01-4404 LOCATION OF POUR: Interior slab on grade, between grid lines : (A.6-C,8-12) (C-G,4-12)and (F-G, 1-4) SAMPLE LOCATION: Set one at--grid location (B-5,9) sample for truck chute, 11 cubic yard load,33 cubic yards cumulative Field Data: MIX# 6 sack MIX PROPORTIONS(1 cubic yard): Truck/Ticket# 71/108298 Slump 6 in. Water --277 lbs. Strength Required 2500 psi @ 28 days Air Content -% Cement 562 lbs. Quantity Represented 418 cy Unit Weight pcf Fly Ash -lbs. Air Temperature 47 OF Coarse Agg. 1875 lbs. Mix Temperature 66 OF Water Added Fine Agg. 1397 lbs. Time Batched --4:00 AM on Job gals. NR-WRA -oz./cwt Time Sampled 4:30 AM Water HR-WRA -oz./cwt Requested By Air Entr. -oz./cwt Polarset: -oz./cwt. Lab Data: SPECIMEN LAB EST AGE DATE TOTAL LOAD • REMARKS # # (DAYS) TESTED (LB -1 1 3598 7 5-31 117,775 4170 2 3599 1 28 6-21 3 3600 28 6-21 Reinforcement Inspection: %No N/A: Not Applicable Specimen Size: 6"x 12"Cylinder Conforms: N/T: Not Tested Test Reference: ASTM C31, C39 Attachments: Inspector: CC Comments: Concrete placed via truck chute. Laser screeded and power troweled. Plans to cover slab with paper to slow hydration process. Sand sub grade wetted prior to placement Copies: Client City of Arlington - '✓ ��rc Sea-Con Submitted By: Grant Richardson Technical Director lW*wke-v,.l.n.T..d,q Cc a.1-Ttoesc,o oi.droumgooeThls report shall not be reproduced except in full,without the written approval of GeoTest Services,Inc. The above test results relate only to the sample(or location)tested Copyright 0 1993 GTS �� . . i � r . , _ � VEOTEST SERVICES, INC. 741 MARINE DRIVE BELLINGHAM, WA 98226 l -T PHONE: (360) 733-7318 FAX: (360) 733-7418 v CONCRETE STRENGTH TEST REPORT • CONTINUATION PROJECT: Crown Distributing JOB#: T0344 CLIENT: Crown Distributing REPORT#: C6 CONTRACTOR:Sea-Con/Bray Brothers PAGE: 2 of 3 Field Data: Truck/Ticket# 61/108304 Slump 3.0 in. Air Temperature 49 OF Air Content % Mix Temperature 66 OF Unit Weight pcf Time Batched -4:40 AM Water Added on Job gals. Time Sampled 5:10 AM Water Requested By Lab Data: SPECIMEN LAB TEST AGE DATE TOTAL LOAD • REMARKS # # (DAYS) TESTED (LBS.) 4 3601 7 5-31 127,715 4520 5 3602 28 6-21 6 3603 28 6-21 Sample Location:-Grid location (C.5, 9) Comments: Field Data: Truck/Ticket# 67/108312 Slump 3.25 in. Air Temperature 49 OF Air Content % Mix Temperature 67 OF Unit Weight pcf Time Batched -5:50 AM Water Added on Job gals. Time Sampled 6:20 AM Water Requested By Lab Data: SPECIMEN LAB TEST AGE DATE TOTAL LOAD • REMARKS # # (DAYS) TESTED (LBS.) 7 3604 7 5-31 127,990 4530 8 3605 28 6-21 9 3606 28 6-21 Sample Location: -Grid location (D, 11). Comments: 1u10thWkT-R,*WTwe,g%Cr IM-Tiaesc,a,.,[N,b nm gco6This report shall not be reproduced except in full,without the written approval of GeoTest Services,Inc. The above lest results relate only to the sample(or location)tested Copyright 0 1993 GTS i . . t 1 II �1 h .�f �y.f. ► _ �� I`����I lrlJAj�,l I I Y y. • An ►' 1 rTmI I a ;1; F vEOTEST SERVICES, INC. 741 MARINE DRIVE BELLINGHAM, WA 98226 PHONE: (360) 733-7318 FAX: (360) 733-7418 CONCRETE STRENGTH TEST REPORT • CONTINUATION PROJECT: Crown Distributing JOB#: T0344 CLIENT: Crown Distributing REPORT#: C6 CONTRACTOR:Sea-Con/Bray Brothers PAGE: 3 of 3 Field Data: Truck/Ticket# 72/108324 Slump 3.5 in. Air Temperature 57 OF Air Content % Mix Temperature 68 OF Unit Weight pcf Time Batched -7:20 AM Water Added on Job gals. Time Sampled 7:50 AM Water Requested By Lab Data: SPECIMEN LAB TEST AGE DATE jTOTALLOAD • REMARKS # # (DAYS) TESTED (LBS.) 111,4:40111:111 owl 10 3607 7 5-31 121,975 4310 11 3608 28 6-21 12 3609 28 6-21 Sample Location: -Grid location (E, 5) Comments: Field Data: Truck/Ticket# 67/- Slump 3.5 in. Air Temperature 58 OF Air Content % Mix Temperature 71 OF Unit Weight pcf Time Batched -8:50 AM Water Added on Job gals. Time Sampled 9:20 AM Water Requested By Lab Data: SPECIMEN LAB TEST AGE DATE TOTAL LOAD • REMARKS # # (DAYS) TESTED (LBS.) 13 3610 7 5-31 121,620 4300 14 3611 28 6-21 15 3612 28 6-21 Sample Location: -Grid location (F, 10) Comments: w$.O-ko-F,q.UT.wq�c,—an•Tioe3-c,a,,ouo- vwcoeThis report shall not be reproduced except in full,without the written approval of GeoTesl Services,Inc. The above lest results relate only to the sample(or location)tested Copyright 0 1993 GTS ., I � � •,�� I - 1 5 1 /: � _ - GEO 6 SERVICES, INC. ;� - Engineers,Geologists and WABO Special Inspectors 741 Marine Drive•Bellingham, WA 98225•Phone 360.733.7318•Fax 360.733.7418•e.mail geotest@nas.com CONCRETE STRENGTH TEST REPORT PROJECT: Crown Distributing JOB#: T1083 ADDRESS: 17117 59th Ave.,Arlington REPORT#: C4 CLIENT: Crown Distributing DATE MOLDED: 5-17-01 CONTRACTOR: Sea-Con/Bray Brothers DATE RECEIVED: 5-18-01 SUPPLIER: Smokey Point PAGE: 1 of 3 PERMIT#: 01-4404 LOCATION OF POUR: Interior slab on grade between grid lines—13-22 SAMPLE LOCATION: --Grid location (C,20)sample middle 12 cubic yard load,24 cubic yard cummulative,from truck chute. Field Data: MIX# 6 sack MIX PROPORTIONS 1 cubic yard): Truck/Ticket# 71/- Slump 5'/4 in. Water 253 lbs. Strength Required 2500 psi @ 28 days Air Content -% Cement 560 lbs. Quantity Represented 484 cy Unit Weight pcf Fly Ash -lbs. Air Temperature 44 OF Coarse Agg. 1897 lbs. Mix Temperature 56 OF Water Added Fine Agg. 1401 lbs. Time Batched 3:39 AM on Job 5 gals. NR-WRA -oz./cwt Time Sampled 4:30 AM Water HR-WRA -oz./cwt Requested By Finishers Air Entr. -oz./cwt Polarset: -oz./cwt. Lab Data: SPECIMEN LAB TEST AGE DATE TOTAL LOAD • REMARKS # # (DAYS) TESTED (LBS.) 1 3538 7 5-24 112,170 3970 2 3539 28 6-14 143,525 5080 3 3540 28 6-14 148,305 5250 Reinforcement Inspection: MNo N/A: Not Applicable Specimen Size: 6"x 12"Cylinder Conforms: N/T: Not Tested Test Reference: ASTM C31, C39 Attachments: Inspector: CC Comments: Concrete placed via truck chute, reinforcing steel placed on dobies prior to coverage. Laser screeded. Recommended pump placement of second slab section. Special inspection not required. Quality control by request. ,D 1 t. i 2 9 2001 Copies: Client ( Y�""-----tf , City of Arlington --- .�FA Pj �;i d Sea-Con tted By: Grant Richardson Technical Director wpm.��o-v,yw,.Tm&kMC�a.L-Tiaesc,�a.o- caThis report shall not be reproduced except in full,without the written approval of GeoTest Services,Inc. The above lest results relate only to the sample(or location)tested Copyright 0 1993 GTS �,. .• � � !S � �� 1 �' �. ram' GEOTEST SERVICES, INC. 741 MARINE DRIVE BELLINGHAM, WA 98226 PHONE: (360) 733-7318 FAX: (360) 733-7418 CONCRETE STRENGTH TEST REPORT • CONTINUATION PROJECT: Crown Distributing JOB#: T1083 CLIENT: Crown Distributing REPORT#: C4 CONTRACTOR:Sea-Con/Bray Brothers PAGE: 2 of 3 Field Data: _ Truck/Ticket# 65/- Slump 4%in. Air Temperature 52 OF Air Content % Mix Temperature 62 OF Unit Weight pcf Time Batched 5:00 AM Water Added on Job gals. Time Sampled 5:45 AM Water Requested By Lab Data: SPECIMEN LAB TEST AGE DATE TOTAL LOAD •1011MWREMARKS # # (DAYS) TESTED (LBS.) 4 3541 7 5-24 119,265 4220 5 3542 28 6-14 151,205 5350 6 3543 28 6-14 152,265 5390 Sample Location:--196 cubic yard cumulative, sampled from truck chute, 12 cubic yard load. --Grid location (D, 16). Comments: Field Data: Truck/Ticket# 64/- Slump 4% in. Air Temperature 52 OF Air Content % Mix Temperature 62 OF Unit Weight pcf Time Batched 8:03 AM Water Added on Job gals. Time Sampled 8:35 AM Water Requested By Lab Data: SPECIMEN LAB TEST AGE DATE TOTAL LOAD ST . . REMARKS # # (DAYS) TESTED (LBS.) IN 7 3544 7 5-24 111,9160 3960 8 3545 28 6-14 147,980 5230 9 3546 28 6-14 150,035 5310 Sample Location: —Grid location (D, 18), sampled at truck, 408 cubic yards cumulative, 12 cubic yard load. Comments: %Wogwkn-cq,.T.*q, C�a.t.TIO&VC .,a..WrogcaThls report shall not be reproduced except in full,without the wrillen approval of GeoTest Services,Inc. The above lest results relate only to the sample(or location)tested Copyright 0 1993 GTS • i i � < � . 1 J GEOTEST SERVICES, INC. 741 MARINE DRIVE BELLINGHAM, WA 98226 PHONE: (360) 733-7318 FAX: (360) 733-7418 CONCRETE STRENGTH TEST REPORT • CONTINUATION PROJECT: Crown Distributing JOB#: T1083 CLIENT: Crown Distributing REPORT M C4 CONTRACTOR:Sea-Con/Bray Brothers PAGE: 3 of 3 Field Data: Truck/Ticket# 61/- Slump 4 Y2 in. Air Temperature 52 OF Air Content % Mix Temperature 62 OF Unit Weight pcf Time Batched 9:13 AM Water Added on Job gals. Time Sampled 9:50 AM Water Requested By Lab Data: SPECIMEN LAB TEST AGE DATE TOTAL LOAD M REMARKS # # (DAYS) TESTED (LBS.) 10 3547 7 5-24 114,780 4060 11 3548 28 6-14 143,480 I5070 12 3549 28 6-14 145,730 5150 Sample Location: —Grid location (D, 10) --484 cubic yards cumulative, Middle 12 cubic yard load, sampled from truck. Comments: Field Data: Truck/Ticket# - Slump -in. Air Temperature -OF Air Content % Mix Temperature -OF Unit Weight pcf Time Batched Water Added on Job gals. Time Sampled Water Requested By Lab Data: SPECIMEN LAB TEST AGE DATE TOTAL LOAD • REMARKS # # (DAYS) TESTED (LBS.) Sample Location: Comments: %VA.#-�&Pr.I.NW T..rya—an•TIoescl—a.mwmycaThls report shall not be reproduced except in full,without the written approval of GeoTesl Services,Inc. The above test results relate only to the sample(or location)tested Copyright©1993 GTS �1• 1 1I l 1 SERVICES, INC. Engineers,Geologists and WABO Special Inspectors 741 Marine Drive•Bellingham,WA 98225•Phone 360.733.7318•Fax 360.733.7418•e.mail geotest@nas.com CONCRETE STRENGTH TEST REPORT PROJECT: Crown Distributing JOB#: T1083 ADDRESS: 17117 59th Ave.,Arlington REPORT#: C5 CLIENT: Crown Distributing DATE MOLDED: 5-17-01 CONTRACTOR: Sea-Con/Bray Brothers DATE RECEIVED: 5-21-01 SUPPLIER: Smokey Point PAGE: 1 of 1 PERMIT#: 01-4404 LOCATION OF POUR: Elevator walls SAMPLE LOCATION: —Middle 4 cubic yard load,truck chute,west side of elevator walls. Field Data: MIX# 6 sack w/Air MIX PROPORTIONS(1 cubic yard): Truck/Ticket# 68/108110 Slump 4 1/z in. Water - lbs. Strength Required 2500 psi @ 28 days Air Content -% Cement -lbs. Quantity Represented 4 cy Unit Weight pcf Fly Ash -lbs. Air Temperature 58 OF Coarse Agg. -lbs. Mix Temperature 66 OF Water Added Fine Agg. -lbs. Time Batched —12:30 PM on Job 5 gals. NR-WRA -oz./cwt Time Sampled 1:00 PM Water HR-WRA -oz./cwt Requested By Contractor Air Entr. -oz./cwt Polarset: -oz./cwt. Lab Data: SPECIMEN LAB TEST AGE DATE TOTAL LOAD • REMARKS # # (DAYS) TESTED (LBS.) 1 3571 7 5-25 74,230 2630 2 3572 28 6-15 103,585 3660 3 3573 28 6-15 102,945 3640 Reinforcement Inspection: Zes N/A: Not Applicable Specimen Size: 6"x 12"Cylinder Conforms: N/T: Not Tested Test Reference: ASTM C31, C39 Attachments: Inspector: CC Comments: Reinforcement secure and in place as specified. Concrete placed via truck chute and mechanically consolidated. Batch ticket not supplied for actual batch weights. Copies: Client City of Arlington Sea-Con Submitted By: y����� Grant Richardson Technical Director w.bn.Mm.v W. T..u*cr, Di,L.TFoaia�a.mbw�cosThis report shall not be reproduced except in full,without the written approval of GeoTesl Services,Inc. The above lest results relate only to the sample(or location)tested Copyright 0 1993 GTS 3 � .:: .. SERVICES, INC. Engineers,Geologists and WABO Special Inspectors 741 Marine Drive• Bellingham, WA 98225•Phone 360.733.7318•Fax 360.733.7418•e.mail geotest@nas.com CONCRETE STRENGTH TEST REPORT PROJECT: Crown Distributing JOB#: T1083 ADDRESS: 17117 59th Ave.,Arlington REPORT#: C9 CLIENT: Crown Distributing DATE MOLDED: 6-13-01 CONTRACTOR: Sea-Con/Bray Brothers DATE RECEIVED: 6.14-01 SUPPLIER: Smokey Point PAGE: 1 of 2 PERMIT#: 01-4404 LOCATION OF POUR: Tilt-up panels SAMPLE LOCATION: Middle 10 cubic yard load,sampled from truck chute,at panel T-40. Field Data: MIX# 6 sack,AEA MIX PROPORTIONS(1 cubic yard): Truck/Ticket# 66/109004 Slump 4.0 in. Water --250 lbs. Strength Required 4000 psi @ 28 days Air Content 4.3 % Cement 570 lbs. Quantity Represented 320 cy Unit Weight pcf Fly Ash -lbs. Air Temperature 54 OF Coarse Agg 1874 lbs. Mix Temperature 63 OF Water Added Fine Agg. 1244 lbs. Time Batched 7:24 AM on Job -gals. NR-WRA -oz./cwt Time Sampled 8:00 AM Water HR-WRA -oz./cwt Requested By Air Entr. 0.9 oz./cwt Polarset: -oz./cwt. Lab Data: SPECIMEN LAB TEST AGE DATE � TOTALLOAD • REMARKS # # (DAYS) TESTED (LBS.) Z. 1 3755 7 6-20 100,475 3550 2 3756 28 7-11 3 3757 28 7-11 4 3758 12 6-25 103,410 3660 Reinforcement Inspection: Yes N/A: Not Applicable Specimen Size: 6"x 12"Cylinder Conforms: Yes N/T: Not Tested Test Reference: ASTM C31, C39 Attachments: Yes Inspector: CC Comments: Discrepancies with reinforcing steel from 6-12-01 were resolved. All reinforcement appeared to be secure and in place including panels scheduled for 6-14-01 which will complete the tilt up panels. As a formality, the change order from the engineer for added steel in T-22, 23 and 24, is yet to be stamped and signed. Work in place reflects drawing from 6-8-01 from engineer. Concrete placed via 38 meter pump truck and mechanically consolidated. Hand screeded and power troweled. Copies: Client City of Arlington Sea-Con Submitted By. Grant Richardson Technical Director kai,m.-.�aRq.I.T..wVXc—a.1•Tioe�c,—oumwuvcoeThis report shall not be reproduced except in full,without the written approval of GeoTest Services,Inc. The above lest results relate only to the sample(or location)tested Copyright 0 1993 GTS r GEOTEST SERVICES, INC. 741 MARINE DRIVE BELLINGHAM, WA 98226 PHONE: (360) 733-7318 FAX: (360) 733-7418 CONCRETE STRENGTH TEST REPORT • CONTINUATION PROJECT: Crown Distributing JOB#: T0344 CLIENT: Crown Distributing REPORT#: C9 CONTRACTOR:Sea-Con/Bray Brothers PAGE: 2 of 3 Field Data: Truck/Ticket# 64/109026 Slump 6.0 in. Air Temperature 58 OF Air Content 4.6% Mix Temperature 66°F Unit Weight pcf Time Batched —9:00 AM Water Added on Job 10 gals. Time Sampled 9:45 AM Water Requested By Driver Lab Data: SPECIMEN LAB TEST AGE DATE TOTAL LOAD • - REMARKS # # (DAYS) TESTED (LBS.) 5 3759 7 6-20 77,420 2740 6 3760 28 7-11 7 3761 28 7-11 8 3762 12 6-25 116,255 4110 Sample Location:Sampled at pump hopper, —middle 10 cubic yard load Comments: 100 cubic yards cummulative at panel T-34 Field Data: Truck/Ticket# 61/109050 Slump 6.0 in. Air Temperature 66 OF Air Content 4.5% Mix Temperature 71 OF Unit Weight pcf Time Batched —11:00 AM Water Added on Job 10 gals. Time Sampled 11:45 AM Water Requested By Driver Lab Data: SPECIMEN LAB TEST AGE DATE TOTAL LOAD m REMARKS # # (DAYS) TESTED (LBS.) 9 3763 7 6-20 81,520 2880 10 3764 28 7-11 11 3765 28 7-11 12 3766 12 6-25 95,735 3390 Sample Location: Panel T17, —middle 10 cubic yard load Comments: 230 cubic yards cummulative, sampled at pump hopper. %van.,*.R4at.Tm*iMCr D1,L.T,oesc,�a.mwagcoeThis report shall not be reproduced except in full,without the written approval of GeoTest Services,Inc. The above lest results relate only to the sample(or location)tested Copyright 0 1993 GTS INSPECTION GEOTEST SERVICES, INC. REPORT 741 Marine Drive,Bellingham,WA 98225 Phone: 360.733.7318 Fax: 360.733.7418 PROJECT: Crown Distributing JOB#: T1083 ADDRESS: 17117 59th Ave.,Arlington REPORT M 11 CLIENT: Crown Distributing DATE: 6-18-01 CONTRACTOR: Sea-Con/Colacurcio Brothers PAGE M 1 of 1 WEATHER: Clear, Sunny PERMIT#: 01-4404 INSPECTOR:CC Inspection of: Pond Liner GeoTest was on site to observe the pond liner after completion of field seam welding. Job specifications call for a minimum of 30 ML PVC plastic liner material. Use of welded seams is allowed in specification. All seams appeared to be secure and welded. Liner material appears to meet the 30 ML thickness requirement. GeoTest will return when requested. Copies: Client City of Arlington Sea-Con Submitted [3y; Grant Richardson Technical Director ku�m-Pl*. T-&VW—a.1.TIoeic,—Dl..u*gioi. This report shall not be reproduced except in full,without the written approval of GeoTest Services,Inc. The above test results relate only to the sample(or location)tested Copyright 01993 GTS GEO SERVICES, INC. Engineers,Geologists and WABO Special Inspectors 741 Marine Drive■ Bellingham, WA 98225■Phone 360.733.7318■Fax 360.733.7418■e.mail geotest@nas.com CONCRETE STRENGTH TEST REPORT PROJECT: Crown Distributing JOB#: T1083 ADDRESS: 17117 59th Ave.,Arlington REPORT#: C3 CLIENT: Crown Distributing DATE MOLDED: 5-15-01 CONTRACTOR: Sea-Con/Bray DATE RECEIVED: 5-16-01 SUPPLIER: Smokey Point Ready Mix PAGE: 1 of 1 PERMIT#: 01- 404 LOCATION OF POUR: Footings and plinths between grid line 6-12 and D-F. Exterior footings; (G,1)to(G,22), 1 line from G --E.5,4 line from EA-E.5, (E.4,1)to(E.4,4). Also elevator pad at(A.2,4). SAMPLE LOCATION: —Middle 10 cubic yard load,sampled from truck,30 cubic yards cumulative. Field Data: MIX# 5 sack, AEA MIX PROPORTIONS(1 cubicyard): Truck/Ticket# 63/107874 Slump 1.5 in. Water 198.6 lbs. Strength Required 2500 psi @ 28 days Air Content -% Cement 469.5 lbs. Quantity Represented 101 cy Unit Weight pcf Fly Ash -lbs. Air Temperature 54 OF Coarse Agg. 1836 lbs. Mix Temperature 66 OF Water Added Fine Agg. 1379 lbs. Time Batched 9:10 AM on Job -gals. NR-WRA -oz./cwt Time Sampled 10:10 AM Water HR-WRA oz./cwt Requested By - Air Entr. 0.77 oz./cwt W/C= Lab Data: I SPECIMEN LAB TEST AGE DATE TOTAL LOAD • REMARKS # # (DAYS) TESTED (LBS.) 1 3523 7 5-22 91,470 3240 2 3524 28 6-12 116,375 4120 3 3525 28 6-12 115,110 4070 Reinforcement Inspection: Yes N/A: Not Applicable Specimen Size: 6"x 12"Cylinder Conforms: Yes N/T: Not Tested Test Reference: ASTM C31, C39 Attachments: No Inspector: CC Comments: Reinforcement secure and in place as specified. Concrete placed via truck. Mechanically consolidated and hand screeded. Copies: Client City of Arlington Sea-Con Submitted Grant Richardson Technical Director 1",I.t"...."a.P.I .T.*OC—EN.I.TI053-C,—DI.WW&VM3This report shall not be reproduced except in full,without the written approval of GeoTest Services,Inc. The above test results relate only to the sample(or location)tested Copyright 0 1993 GTS -,t,fi (- CEO SERVICES, INC. O1 Engineers,Geologists and WABO Special Inspectors 741 Marine Drive•Bellingham, WA 98225•Phone 360.733.7318•Fax 360.733.7418•e.mail geotest@nas.com CONCRETE STRENGTH TEST REPORT PROJECT: Crown Distributing JOB#: T1083 ADDRESS: 17117 59th Ave.,Arlington REPORT#: C2 CLIENT: Crown Distributing DATE MOLDED: 5-10-01 CONTRACTOR: Sea-Con/Bray DATE RECEIVED: 5-11-01 SUPPLIER: Smokey Point Ready Mix PAGE: 1 of 1 PERMIT#: 01-4404 LOCATION OF POUR: North and east side exterior footing and interior pad footings between grid lines 14 and 22. SAMPLE LOCATION: —Grid location (E,22)sampled 10 cubic yard load from truck chute,—middle load Field Data: MIX# 5sack, AEA MIX PROPORTIONS (1 cubicyard): Truck/Ticket# - Slump 5.75 in. Water 233.4 lbs. Strength Required 2500 psi @ 28 days Air Content -% Cement 482 lbs. Quantity Represented 130 cy Unit Weight pcf Fly Ash -lbs. Air Temperature 54 OF Coarse Agg. 1842 lbs. Mix Temperature 62 OF Water Added Fine Agg. 1378 lbs. Time Batched 7:54 AM on Job -gals. NR-WRA -oz./cwt Time Sampled 9:10 AM Water HR-WRA oz./cwt Requested By - Air Entr. 0.75 oz./cwt W/C= Lab Data: SPECIMEN LAB EST AGE DATE TOTAL LOAD • - REMARKS # # (DAYS) I TESTED (LBS.) 1 3468 7 5-17 96,090 3400 2 3469 28 6-7 118,420 4190 3 3470 28 6-7 119,195 4220 Reinforcement Inspection: Yes N/A: Not Applicable Specimen Size: 6"x 12"Cylinder Conforms: es NIT: Not Tested Test Reference: ASTM C31, C39 Attachments: No Inspector: CC Comments: Concrete placed via truck chute, mechanically consolidated and hand screeded. RECEIVED JUN 21 2001 CITY OF ARLINGTON Copies: Client City of Arlington Sea-Con Submitted By Grant Richardson Technical Director %VA.0,km-r,,Iwl,T«"%C,w Dl,t-Tioe c,�a.mwmpco2This report shall not be reproduced except in full,without the written approval of GeoTesl Services,Inc. The above lest results relate only to the sample(or location)tested Copyright 0 1993 GTS IF INSPECTION GEOTEST SERVICES, INC. REPORT 741 Marine Drive, Bellingham,WA 98225 Phone: 360.733.7318 Fax: 360.733.7418 PROJECT: Crown Distributing JOB#: T1083 ADDRESS: 17117 59th Ave.,Arlington REPORT#: C7 CLIENT: Crown Distributing DATE: 6-8-01 CONTRACTOR: Sea-Con/Bray Brothers PAGE#: 1 of 1 WEATHER: Sunny/Dry PERMIT#: 01-4623 INSPECTOR: CC Inspection of: Tilt up panels, reinforcement GeoTest was on site to inspect reinforcement in panels T1-T11, T34-T42 and panels T17, T23, T47 and T48. Panels are scheduled for concrete on 6-13-01. Placement of reinforcement was still in progress at time of inspection. All work in place at time of inspection appears to conform to specifications. Final inspection of complete reinforcement will take place prior to concrete placement. GeoTest will return when requested. Copies: Client City of Arlington Sea Con Submitted By: Grant Richardson Technical Director %pan,%ca.Pro*t.T.UngkC,.. Dle(.Tiaeicro,,,,a.mwmpconoWThis report shall not be reproduced except in full,without the written approval of GeoTest Services,Inc. The above lest results relate only to the sample(or location)tested Copyright 0 1993 GTS r err INSPECTION GEOTEST SERVICES, INC. REPORT 741 Marine Drive,Bellingham,WA 98225 Phone: 360.733.7318 Fax: 360.733.7418 PROJECT: Crown Distributing JOB#: T1083 ADDRESS: 17117 59th Ave.,Arlington REPORT#: C8 CLIENT: Crown Distributing DATE: 6-12-01 CONTRACTOR: Sea-Con PAGE M 1 of 1 WEATHER: Rain PERMIT#: 01-4623 INSPECTOR:CC Inspection of: Reinforcing steel, tilt up panels GeoTest was on site to perform a follow up inspection for tilt-up panels scheduled for concrete placement on 6-13-01. The following discrepancies will be checked on 6-13-01 prior to concrete placement to verify compliance. Diagonal steel is required at corners of all openings unless noted otherwise. Panels T-23, T-1 and T-2 need to be addressed. There are still clearance issues in the pilasters located in panels T-10, T-12 and T-13. The steel contractor was made aware of this on the previous inspection visit while panels were still in progress and is capable of correcting. GeoTest will return prior to concrete placement. Copies: Client City of Arlington Sea Con Submitted By: Grant Richardson Technical Director %VA&h,k�P,q d.Tm*OC�a.i-Tloavc�Di,b"*gcae,.wThls report shall not be reproduced except In full,without the written approval of GeoTest Services,Inc. The above test results relate only to the sample(or location)tested Copyright 0 1993 GTS GEO -,-7 SERVICES, INC. Engineers,Geologists and WABO Special Inspectors 741 Marine Drive• Bellingham,WA 98225•Phone 360.733.7318•Fax 360.733.7418•e.mail geotest@nas.com CONCRETE STRENGTH TEST REPORT PROJECT: Crown Distributing JOB#: T1083 ADDRESS: 17117 59th Ave.,Arlington REPORT#: C3 CLIENT: Crown Distributing DATE MOLDED: 5-15-01 CONTRACTOR: Sea-Con/Bray DATE RECEIVED: 5-16-01 SUPPLIER: Smokey Point Ready Mix PAGE: 1 of 1 PERMIT#: 01-4404 LOCATION OF POUR: Footings and plinths between grid line 6-12 and D-F. Exterior footings; (G,1)to(G,22), 1 line from G -—E.5,4 line from EA-E.5, (E.4,1)to(E.4,4). Also elevator pad at(A.2,4). SAMPLE LOCATION: --Middle 10 cubic yard load,sampled from truck,30 cubic yards cumulative. Field Data: MIX# 5 sack AEA MIX PROPORTIONS(1 cubic yard): Truck/Ticket# 63/107874 Slump 1.5 in. Water 198.6 lbs. Strength Required 2500 psi @ 28 days Air Content -% Cement 469.5 lbs. Quantity Represented 101 cy Unit Weight pcf Fly Ash -lbs. Air Temperature 54 OF Coarse Agg. 1836 lbs. Mix Temperature 66 OF Water Added Fine Agg. 1379 lbs. Time Batched 9:10 AM on Job -gals. NR-WRA -oz./cwt Time Sampled 10:10 AM Water HR-WRA oz./cwt Requested By Air Entr. 0.77 oz./cwt W/C= Lab Data: SPECIMEN LAB TEST AGE DATE � TOTALLOAD • REMARKS # # (DAYS) TESTED (LBS.) 1 3523 7 5-22 91,470 3240 2 3524 28 6-12 3 3525 28 6-12 Reinforcement Inspection: MNo N/A: Not Applicable Specimen Size: 6"x 12"Cylinder Conforms: N/T: Not Tested Test Reference: ASTM C31, C39 Attachments: Inspector: CC Comments: Reinforcement secure and in place as specified. Concrete placed via truck. Mechanically consolidated and hand screeded. Copies: Client City of Arlington Sea-Con Submitted By: Grant Richardson Technical Director %VA,Ome t-Pmiw[,T.Uw, Cia DI,i-Tioasc,w DI,um uNco3This report shall not be reproduced except in full,without the written approval of GeoTesl Services,Inc. The above lest results relate only to the sample(or location)tested-Copyright©1993 GTS i i, I� _ _ , ,_ , GEO R- T SERVICES, INC. Engineers,Geologists and WABO Special Inspectors 741 Marine Drive•Bellingham, WA 98225•Phone 360.733.7318•Fax 360.733.7418•e.mail geotest@nas.com CONCRETE STRENGTH TEST REPORT PROJECT: Crown Distributing JOB#: T1083 ADDRESS: 17117 59th Ave.,Arlington REPORT#: C4 CLIENT: Crown Distributing DATE MOLDED: 5-17-01 CONTRACTOR: Sea-Con/Bray Brothers DATE RECEIVED: 5-18-01 SUPPLIER: Smokey Point PAGE: 1 of 3 PERMIT#: 01-4404 LOCATION OF POUR: Interior slab on grade between grid lines—13-22 SAMPLE LOCATION: —Grid location (C,20)sample middle 12 cubic yard load,24 cubic yard cummulative,from truck chute. Field Data: MIX# 6 sack MIX PROPORTIONS (1 cubic yard): Truck/Ticket# 71/- Slump 5'/< in. Water 253 lbs. Strength Required 2500 psi @ 28 days Air Content -% Cement 560 lbs. Quantity Represented 484 cy Unit Weight pcf Fly Ash -lbs. Air Temperature 44 OF Coarse Agg. 1897 lbs. Mix Temperature 56 OF Water Added Fine Agg. 1401 lbs. Time Batched 3:39 AM on Job 5 gals. NR-WRA -oz./cwt Time Sampled 4:30 AM Water HR-WRA -oz./Cwt Requested By Finishers Air Entr. -oz./cwt Polarset: - oz./cwt. Lab Data: SPECIMEN LAB TEST AGE DATE TOTAL LOAD • REMARKS # # (DAYS) TESTED (LBS.) 1 3538 7 5-24 112,170 3970 2 3539 28 6-14 3 3540 28 6-14 Reinforcement Inspection: Yes N/A: Not Applicable Specimen Size: 6"x 12"Cylinder Conforms: Yes N/T: Not Tested Test Reference: ASTM C31, C39 Attachments: No inspector: CC Comments: Concrete placed via truck chute, reinforcing steel placed on dobies prior to coverage. Laser screeded. Recommended pump placement of second slab section. Special inspection not required. Quality control by request. Copies: Client City of Arlington Sea-Con Submitted By: Grant Richnrdson Technical Director vnn.rw-rq.�rau�c,• a.-riaeic, a.o-ro.u�caThis report shall not be reproduced except in full,without the written approval of GeoTest Services,Inc. The above lest results relate only to the sample(or location)tested Copyright 0 1993 GTS i ��� I � � � _ ./ AOTEST SERVICES, INC. 741 MARINE DRIVE BELLINGHAM, WA 98226 PHONE: (360) 733-7318 FAX: (360) 733-7418 CONCRETE STRENGTH TEST REPORT • CONTINUATION PROJECT: Crown Distributing JOB#: T1083 CLIENT: Crown Distributing REPORT#: C4 CONTRACTOR:Sea-Con/Bray Brothers PAGE: 2 of 3 Field Data: Truck/Ticket# 65/- Slump 4 1/4 in. Air Temperature 52 OF Air Content % Mix Temperature 62 OF Unit Weight pcf Time Batched 5:00 AM Water Added on Job gals. Time Sampled 5:45 AM Water Requested By Lab Data: SPECIMEN LAB TEST AGE DATE TOTAL LOAD 74220 REMARKS # # (DAYS) TESTED (LBS.) 4 3541 7 5-24 119,265 5 3542 28 6-14 6 3543 28 6-14 Sample Location:-196 cubic yard cumulative, sampled from truck chute, 12 cubic yard load. Grid location (D, 16). Comments: Field Data: Truck/Ticket# 64/- Slump 4 % in. Air Temperature 52 OF Air Content Mix Temperature 62 OF Unit Weight pcf Time Batched 8:03 AM Water Added on Job gals. Time Sampled 8:35 AM Water Requested By Lab Data: SPECIMEN LAB TEST AGE DATE TOTAL LOAD I;OMPRESSIVE REMARKS - # # (DAYS) TESTED (LBS.) 7 3544 7 5-24 111,960 3960 8 3545 28 6-14 9 3546 28 6-14 Sample Location: —Grid location (D, 18), sampled at truck, 408 cubic yards cumulative, 12 cubic yard load. Comments: wnan.ma-vgrurru�c- a.i.rtaesawma.mwwgcwThis report shall not be reproduced except in Full,without the written approval of GeoTest Services,Inc. The above lest results relate only to the sample(or location)tested Copyright 0 1993 GTS i :. a jEOTEST SERVICES, INC. 741 MARINE DRIVE BELLINGHAM, WA 98226 PHONE: (360) 733-7318 FAX: (360) 733-7418 CONCRETE STRENGTH TEST REPORT • CONTINUATION PROJECT: Crown Distributing JOB#: T1083 CLIENT: Crown Distributing REPORT#: C4 CONTRACTOR:Sea-Con/Bray Brothers PAGE: 3 of 3 Field Data: Truck/Ticket# 61/- Slump 4 Y2 in. Air Temperature 52 OF Air Content % Mix Temperature 62 OF Unit Weight pcf Time Batched 9:13 AM Water Added on Job gals. Time Sampled 9:50 AM Water Requested By Lab Data: SPECIMEN LAB EST AGE DATE TOTAL LOAD REMARKS # # (DAYS) TESTED (LBS.) 10 3547 7 1 5-24 114,780 4060 11 3548 28 6-14 12 3549 28 6-14 Sample Location: —Grid location (D, 10) —484 cubic yards cumulative, Middle 12 cubic yard load, sampled from truck. Comments: Field Data: Truck/Ticket# - Slump -in. Air Temperature -OF Air Content % Mix Temperature -OF Unit Weight pcf Time Batched Water Added on Job gals. Time Sampled Water Requested By Lab Data: SPECIMEN LAB BEST AGE DATE TOTAL LOAD REMARKS # # (DAYS) TESTED (LBS.) Sample Location: Comments: Avdn.me Aq+.TndrnMcrm Di,t-Tine3t,w [NoMb.uNco4This report shall not be reproduced except in full,without the written approval of GeoTest Services,Inc. The above test results relate only to the sample(or location)tested Copyright 0 1993 GTS I Y, SERVICES, INC. Engineers,Geologists and WABO Special Inspectors 741 Marine Drive•Bellingham, WA 98225•Phone 360.733.7318•Fax 360.733.7418•e.mail geotest@nas.com CONCRETE STRENGTH TEST REPORT PROJECT: Crown Distributing JOB#: T1083 ADDRESS: 17117 59th Ave.,Arlington REPORT#: C5 CLIENT: Crown Distributing DATE MOLDED: 5-17-01 CONTRACTOR: Sea-Con/Bray Brothers DATE RECEIVED: 5-21-01 SUPPLIER: Smokey Point PAGE: 1 of 1 PERMIT#: 01-4404 LOCATION OF POUR: Elevator walls SAMPLE LOCATION: -Middle 4 cubic yard load,truck chute,west side of elevator walls. Field Data: MIX# 6 sack w/Air i MIX PROPORTIONS (1 cubic yard): Truck/Ticket# 68/108110 Slump 4'Y2 in. Water - lbs. Strength Required 2500 psi @ 28 days Air Content -% Cement -lbs. Quantity Represented 4 cy Unit Weight pcf Fly Ash -lbs. Air Temperature 58 OF Coarse Agg. -lbs. Mix Temperature 66 OF Water Added Fine Agg. -lbs. Time Batched -12:30 PM on Job 5 gals. NR-WRA -oz./cwt Time Sampled 1:00 PM Water HR-WRA -oz./cwt Requested By Contractor Air Entr. -oz./cwt Polarset: -oz./cwt. Lab Data: SPECIMEN LAB TEST AGE DATE TOTAL LOAD REMARKS # # (DAYS) TESTED (LBS.) 1 3571 7 5-25 74,230 "2630 2 3572 28 6-15 3 3573 28 6-15 Reinforcement Inspection: Yes N/A: Not Applicable Specimen Size: 6"x 12"Cylinder Conforms: Yes NIT: Not Tested Test Reference: ASTM C31, C39 Attachments: No Inspector: CC Comments: Reinforcement secure and in place as specified. Concrete placed via truck chute and mechanically consolidated. Batch ticket not supplied for actual batch weights. Copies: Client City of Arlington Sea-Con Submitted By. Grant Richardson Technical Director wwe.mn-Rq..�r..ugc. a.i-rioesaa„a.nro wocasThis report shall not be reproduced except In full,without the written approval of GeoTesl Services,Inc. The above test results relate only to the sample(or location)tested Copyright 0 1993 GTS SERVICES, INC. Engineers,Geologists and WABO Special Inspectors 741 Marine Drive-Bellingham,WA 98225-Phone 360.733.7318-Fax 360.733.7418-e.mail geotest@nas.com TEST REPORT MOISTURE-DENSITY RELATIONS 0 SOILS PROJECT: Crown Distributing JOB NO: T1083 ADDRESS: Arlington, WA. REPORT NO: S15 CLIENT: Crown Distributing TEST DATE: 5-8-01 CONTRACTOR: Sea Con / Colacurcio Brothers Construction PAGE NO: 1 of 1 SAMPLE SOURCE: East Valley Sand and Gravel SAMPLE DATE: 5-8-01 SAMPLE LOCATION: On-Site SAMPLED BY: CC LAB SAMPLE SOIL USCS PLUS PLUS TEST MAXIMUM OPTIMUM NO. TYPE SYMBOL 3/4"% #4% METHOD DRY DENSITY MOISTURE 2589 Gravel w/ Sand GP 26 51 ASTM D1557C 135.5 PCf 7.0% MOISTURE-DENSITY CURVE SIEVE ANALYSIS 150 ' ISIEVE PASSING SPEC. i SIZE % - \ I 4" 100 145 � Saturation i ' 1 1/2" 88 Curve - 3/4" 74 ~ILL --�\ - - - 1/2" 66 _ — 3/8" 60 140 — +1+ — I1 1 #4 1 49 a. #10 36 rn - - - _ - -- #20 24 Z - - -- - - \. - - - #40 13 0 135 #60 7 - - - - - II -- - - #100 4 -I� #200 2.3 Cn _ _I 0 130 i *SPFGIFIrATION- >- - Structural Fill -Parking o Subgrade -- — — — Dry Sieve: ASTM C136 125 Wet Sieve: ASTM C117 I 120 ' 2 4 6 8 10 12 14 MOISTURE CONTENT ❑ PERCENT OF DRY WEIGHT Comments: Copies: Client Sea-Con City of Arlington Submitted By: Grant Richardson Technical Director This report shall not be reproduced except In full,without the written approval of GeoTest Services,Inc. The above lest results relate only to the sample(or location)tested. 0 QED a SERVICES, INC. Engineers,Geologists and WABO Special Inspectors 741 Marine Drive•Bellingham, WA 98225•Phone 360.733.7318•Fax 360.733.7418•e.mail geotest@nas.com FIELD DENSITY/MOISTURE TEST REPORT ♦ SOILS ASTM D2922/D3017 PROJECT: Crown Distributing JOB M T1083 ADDRESS: Arlington,WA. REPORT M S16 CLIENT: Crown Distributing TEST DATE: 5-10-01 CONTRACTOR: Sea-Con/Colacurcio Brothers Construction PAGE#: 1 of 1 INSPECTOR: CC PERMIT: COMPACTION OF : Structural fill, parking sub grade. Field Data: TEST LOCATION DEPTH/ FIELD IN-PLACE LAB COMPACTION COMPACTION # ELEV. MOISTURE DENSITY SAMPLE % % (ft.) N (Pcf) # ATTAINED REQUIRED 1 —50' N of N side BP, —center E to W SG 5.3 129.3 2589 95 95 2 —50' NE of NW corner BP SG 5.6 127.6 2589 97 95 3 —30'W of W side BP, —center N to S SG 6.0 135.1 2589 100 95 4 —60'SW of SW corner BP SG 5.0 128.0 2589 95 95 5 —30' S of S side BP, —center E to W SG 6.0 129.6 2589 96 95 6 —30'S of SE corner, BP SG 6.0 128.9 2589 95 95 Lab Moisture-Density Data: Lab Soil Max.Dry Optimum Retained M-D Sample Type Source Density Moisture on#4 Test Method # CQ %) 2589 Gravel w/Sand East Valley 135.5 7.0 51 ASTM D1557 C Comments: BP=building pad, SG=sub grade. Test locations are approximate. All tests attained required compaction. Copies: Client Sea-Con City of Arlington Submitted By: Grant Richardson Technical Director sis� This report shall not be reproduced except in full,without the written approval of GeoTesl Services,Inc. The above lest results relate only to the sample(or location)tested 1GE6 SERVICES, INC. Engineers,Geologists and WABO Special Inspectors 741 Marine Drive•Bellingham, WA 98225•Phone 360.7,33.7318• Fax 360.733,7418.e.mail geotest@nas.com CONCRETE .STRENGTH TEST REPORT PROJECT: Crown Distributing JOB #: T1083 ADDRESS: 17117 59th Ave.,Arlington REPORT#: C2 CLIENT: Crown Distributing DATE MOLDED: 5-10-01 CONTRACTOR: Sea-Con/Bray DATE RECEIVED: 5-11-01 SUPPLIER: Smokey Point Ready Mix PAGE: 1 of 1 PERMIT#: 01-4404 LOCATION OF POUR: North and east side exterior footing and interior pad footings between grid lines 14 and 22. SAMPLE LOCATION: —Grid location (E, 22) sampled 10 cubic yard load from truck chute,-middle load Field Data: MIX# 5 sack, AEA MIX PROPORTIONS(1 cubic yard): Truck/Ticket# - Slump 5.75 in. Water 233.4 lbs. Strength Required 2500 psi @ 28 days Air Content -% Cement 482 lbs. Quantity Represented 130 cy Unit Weight pcf Fly Ash -lbs. Air Temperature 54 OF Coarse Agg. 1842 lbs. Mix Temperature 62 OF Water Added Fine Agg. 1378 lbs. Time Batched 7:54 AM on Job gals. NR-WRA - oz./cwt Time Sampled 9:10 AM Water HR-WRA oz./cwt Requested By - Air Entr. 0.75 oz./cwt W/C= Lab Data: SPECIMEN LAB EST AGE DATE TOTAL LOAD • - REMARKS # 1 # (DAYS) TESTED 1 3468 7 5-17 96,090 3400 2 3469 28 6-7 3 3470 28 6-7 Reinforcement Inspection: Yes N/A: Not Applicable Specimen Size: 6"x 12"Cylinder Conforms: yes N/T: Not Tested Test Reference: ASTM C31, C39 Attachments: No Inspector: CC Comments: Concrete placed via truck chute, mechanically consolidated and hand screeded. RECEIVED JUN 11 2001 CITY OFARLINGTON Copies: Client City of Arlington Sea-Con Submitted By Grant Richardson Technical Director %wbu,«ke-P,Owt@TnOglc,wm a.i-Tiassc,�a.mwunpcnzThis report shall not be reproduced except in full,without the written approval of GeoTesl Services,Inc. The above test results relate only to the sample(or location)tested Copyright 0 1993 GTS 0 m � � C d O ry W lG• N C7 S � N 3 G D a ao N 8 N N N N 7 A e� O N W \J O O 1 J MW C\) Q W 1. N N a tlufr Dpgft���f 1 I" p yr �� ttTTt 71r"� INSPECTION GEOTEST SERVICES, INC. REPORT 741 Marine Drive, Bellingham,WA 98225 Phone: 360.733.7318 Fax: 360.733.7418 PROJECT: Crown Distributing JOB#: T1083 ADDRESS: 17117 59th Ave.,Arlington REPORT#: C1 CLIENT: Crown Distributing DATE: 5-8-01 CONTRACTOR: Sea-Con/Bray Brothers PAGE M WEATHER: Overcast PERMIT 01-4404 INSPEC R:CC Inspection of: Reinforcing steel GeoTest was on site this date to inspect reinforcing steel, secure and in place, ready for concrete placement. Footings and plinths to be placed monolithically appear to be ready for placement at the following grid locations: On C line from line 5-22. On 22 line from C - —F.5. On 8 line from A.6 - C and 12 line from A.6 - C. All interior F6.5 style footings between grid lines 14-21. GeoTest will return when requested to inspect additional completed work prior to concrete placement in areas not described above. RECEIVED MAY 212001 CITY OF ARLII�GTOU_ Copies: Client City of Arlington Submitted By: — Gr nt"Richardson Technical Director %W m kW.P,y"WT.*VreC,�a.i-Tioe3-a�a.niauuncoi,. tThis report shall not be reproduced except in full,without the written approval of GeoTest Services,Inc. The above test results relate only to the sample(or location)tested Copyright 0 1993 GTS t� �•t I i •AL ITC���� s 01 ! -.o- E T SERVICES, INC. Engineers,Geologists and WABO Special Inspectors 741 Marine Drive a Bellingham, WA 98225•Phone 360.733.7318•Fax 360.733.7418•e.mail geotest@nas.com FIELD DENSITY/MOISTURE TEST REPORT ♦ SOILS ASTM D2922/D3017 PROJECT: Crown Distributing JOB#: T1083 ADDRESS: Arlington, WA. REPORT#: S11 CLIENT: Crown Distributing TEST DATE: 5-4-01 CONTRACTOR: Sea-Con/Colacurcio Brothers Construction PAGE#: 1 of 1 INSPECTOR: CC PERMIT: - COMPACTION OF : Structural fill, parking and footings sub grade Field Data: TEST LOCATION DEPTH/ FIELD IN-PLACE LAB COMPACTION COMPACTION # ELEV. MOISTURE DENSITY SAMPLE % % (ft.) N (Pcf) # 1 Retest#6 from report dated 4-25-01 —-2' SG 16.0 110.8 2567 96 95 2 Retest#7 from report dated 4-25-01 ---1' SG 12.6 109.6 2567 95 95 3 Retest#9 from report dated 4-25-01 —-2' SG 10.6 113.8 2567 98 95 4 -Grid location (C, 22) FG 5.2 128.0 2314 95 95 5 —Grid location (D.1, 22) FG 5.7 130.2 2314 96 95 6 --Grid location (F, 21) FG 14.3 129.3 2314 95 95 7 —Grid location (F, 17) FG 7.8 129.1 2314 95 95 8 —Grid location (D, 6.1) FG 7.9 131.6 2314 97 95 9 --Grid location (D, 15) FG 10.1 130.2 2314 96 95 10 —Grid location (D, 21) FG 9.4 132.8 2314 98 95 Lab Moisture-Density Data: Lab Soil Max.Dry Optimum Retained M-D Sample Type Source Density Moisture on#4 Test Method # ( cf) (%) (%) 2567 Sand w/Gravel Sand w/Gravel 116.0 13.0 13 ASTM D1557 A 2314 Siltv Sand w/Gravel CSR-Arlington 135.5 6.5 40 ASTM D1557C Comments: SG= sub grade. FG=footing grade. Tests 4-10 were per Sea-Con contractor within footings where forms were in place. All test locations are approximate. Copies: Client Sea-Con Submitted By: Grant Richardson Technical Director s11—P This report shall not be reproduced except in full,without the written approval of GeoTesl Services,Inc. The above test results relate only to the sample(or location)tested . :r �r� J `� - . .. . • '. . . _ � �,� . _ - -� . . i� �: - ' r, .� � � � i I : .� 1 � I 1 t - - '' GEO .41RT SERVICES, INC. Engineers,Geologists and WABO Special Inspectors 741 Marine Drive•Bellingham, WA 98225•Phone 360.733.7318• Fax 360.733.7418•e.mail geotest@nas.com FIELD DENSITY/MOISTURE TEST REPORT ♦ SOILS ASTM D2922/D3017 PROJECT: Crown Distributing JOB#: T1083 ADDRESS: Arlington,WA. REPORT M S12 CLIENT: Crown Distributing TEST DATE: 5-7-01 CONTRACTOR: Sea-Con/Colacurcio Brothers Construction PAGE#: 1 of 1 INSPECTOR: CC PERMIT: - COMPACTION OF : Structural fill, parking area subgrade. Field Data: TEST LOCATION DEPTH/ I FIELD IN-PLACE LAB COMPACTION l COMPACTION # ELEV. MOISTURE DENSITY SAMPLE % I % (ft.) (%) (Pcf) # 1 —15'W of Bldg pad, —60' N of SW -•-1' SG 7.9 124.2 2588 98 95 corner 2 —40'W of NW corner, Bldg pad ---6"SG 7.8 123.6 2588 97 95 3 --30'W of SW corner, Bldg pad —-1' SG 7.5 122.3 2588 96 95 4 —30' E of Bldg pad, —115' S —-6"SG 6.7 120.1 2388 95 1 95 5 —30' E of Bldg pad, —100'S —-6"SG 7.1 120.8 2388 95 95 i Lab Moisture-Density Data: Lab Soil I Max.Dry Optimum Retained M-D Sample Type Source Density Moisture on#4 Test Method # ( cf) 2588 Sand w/Gravel East Valley 127.0 7.5 24 ASTM D1557 Comments: SG= sub grade. All test locations are approximate. Observed placement of—8" lifts, graded with D6R Cat and compacted with Cat CS-563 single drum roller. Copies: Client Sea-Con Submitted By: j,� Grant Richardson Technical Director s12 -P This report shall not be reproduced except in full,without the written approval of GeoTest Services,Inc. The above lest resulls relate only to the sample(or location)tested i i • .,, :, . - � _ 1 __ • � .. _ i ��� _ i L i i � i +� � !.� i " GEO SERVICES, INC. Engineers,Geologists and WABO Special Inspectors 741 Marine Drive• Bellingham, INA 98225•Phone 360.733.7318•Fax 360.733.7418•e.mail geotest@nas.com TEST REPORT MOISTURE-DENSITY RELATIONS ❑ SOILS PROJECT: Crown Distributing JOB NO: T1083 ADDRESS: Arlington, WA. REPORT NO: S13 CLIENT: Crown Distributing TEST DATE: 5-4-01 CONTRACTOR: Sea Con / Colact.trcio Brothers Construction PAGE NO: 1 of 1 SAMPLE SOURCE: East Valley Sand and Gravel SAMPLE DATE: 5-4-01 SAMPLE LOCATION: East Valley Sand and Gravel SAMPLED BY: CC LAB SAMPLE SOIL USCS PLUS PLUS TEST MAXIMUM OPTIMUM NO. TYPE SYMBOL 3/4"% #4/• METHOD DRY DENSITY MOISTURE 2588 Sand w/ Gravel SP 5 24 ASTM D1557B 127.0 PCf 8.0% MOISTURE-DENSITY CURVE SIEVE ANALYSIS 140 SIEVE PASSING SPEC. 1 SIZE % " Saturation 2-1/2" 100 i - Curve 1-1/2" gg 135 3/4" 95 I- 1/2" 89 IILL-- 3/8" 86 — — — — — — — — — #4 76 130 #10 64 W a #20 50 - #40 35 z r - - #60 22 O 125 #100 12 1L - -- #200 t — — - - - � - 6.5 Cn W 120 *SPECIFICATION- Structural Fill -Parking o _ - Subgrade i Dry Sieve: ASTM C136 115 Wet Sieve: ASTM C117 Tj -- ( — 110 ' 4 6 8 10 12 14 16 MOISTURE CONTENT ❑ PERCENT OF DRY WEIGHT Comments: Copies: Client Sea-Con City of Arlington Submitted By: ve"_'�62z'; Z Grant Richardson Technical Director This report shall not be reproduced except in full,without the written approval of GeoTesl Services,Inc. The above lest results relate only to the sample(or location)tested. r; • :,�: .: _ 1 �, _ �_ L � � ' 1 1, 1 I 1 1 � � � 1 •". 1 ` _ a �.��. GEO T SERVICES, INC. Engineers,Geologists and WABO Special Inspectors 741 Marine Drive•Bellingham, WA 98225•Phone 360.733.7318• Fax 360.733.7418•e.mail geotest@nas.com FIELD DENSITY/MOISTURE TEST REPORT ♦ SOILS ASTM D2922/133017 PROJECT: Crown Distributing JOB M T1083 ADDRESS: Arlington,WA. REPORT#: S14 CLIENT: Crown Distributing TEST DATE: 5-8-01 CONTRACTOR: Sea-Con/Colacurcio Brothers Construction PAGE M 1 of 2 INSPECTOR: CC PERMIT: - COMPACTION OF : Structural fill, parking area sub grade and electrical trench back fill. Field Data: TEST LOCATION DEPTH/ FIELD IN-PLACE LAB COMPACTION COMPACTION # ELEV. MOISTURE DENSITY SAMPLE % % (ft.) N (pcf) # 1 Electrical Trench at--Grid (E.41 3) SG 9.5 128.0 2314 95 95 2 Electrical Trench at--Grid (G, 3) SG 9.5 129.4 2314 96 95 3 Electrical Trench at—Grid (C.8, 5) SG 8.3 129.3 2314 95 95 4 Electrical Trench at—Grid (C.8, 8) SG 8.4 128.2 2314 95 95 5 Electrical Trench at—Grid (C.8, 12) SG 7.2 128.7 2314 95 95 6 Electrical Trench at--Grid (C.8, 16) SG 7.0 131.4 2314 97 95 7 Electrical Trench at--Grid (C.8, 18) 1 SG 7.1 129.1 2314 95 95 8 Electrical Trench at—Grid (C.8, 21) SG 7.9 130.6 2314 96 95 9 Electrical Trench at—Grid (E.2, 20.5) SG 6.9 129.6 2314 96 95 10 Electrical Trench at--Grid (F.2, 20.5) SG 7.2 128.1 2314 95 95 11 Parking SG, —60'W of SE corner, — -1' SG 10.4 128.0 2314 95 95 --15'S of S, building pad 12 Parking SG, --80'W of SE corner, ---1' SG 11.6 129.3 2314 95 95 --30' S of S, building pad Lab Moisture-Densitv Data: Lab Soil Max.Dry Optimum Retained M-D Sample Type Source Density Moisture on#4 Test Method # ( cf) (%) (%) 2314 Silty Sand w/Gravel CSR 135.5 6.5 40 ASTM D1557 C Comments: SG= sub grade. Test locations are approximate. Parking area fill observed on this date being placed in —8" lifts, graded with cat D6R and compacted with a Cat CS-563 single drum roller. Copies: Client Sea-Con Submitted By: Grant Richardson Technical Director s14� This report shall not be reproduced except In full,without the written approval of GeoTesl Services,Inc. The above lest results relate only to the sample(or location)tested I .2 - r'- -•�r' :: '�! • 4:- I , SOILS OBSERVATION REPORT • CONTINUATION PROJECT:Crown Distributing JOB#: T1083 CLIENT: Crown Distributing REPORT#:S14 DATE: 5-8-01 PAGE#: 2 of 2 Field Data: TEST LOCATION DEPTH/ FIELD IN-PLACE LAB COMPACTION COMPACTION # ELEV. MOISTURE DENSITY SAMPLE % % (ft.) (%) (W) # r ■ 13 Parking SG, --10' N of S edge parking, --SG 5.1 129.4 2314 96 95 --Center E to W 14 Parking SG, —20' N of S edge parking, —SG 5.1 128.7 2314 95 95 S of SE corner building pad 15 (Parking SG, —30' NW of SE corner, —SG 6.4 131.6 2314 97 95 parking edge 16 Parking SG, —50' N of N end, building —-1' SG 5.7 130.2 2314 96 95 ad, —50' E of NW building pad 17 Parking SG, —40' N of N end, building ---1' SG 7.8 129.3 2314 95 95 ad, —150' E of NW, building pad sip This report shall not be reproduced except in full,without the written approval of GeoTest Services,Inc. The above lest results relate only to the sample(or location)tested ;,., y I M . I , I 1 r 1 � 1 � _ � C • � 1 o LETTER OF N TRANSMITTAL 165 NE Juniper Street,Suite 100 • Issaquah,Washington DATE JOB NO. Telephone (425)837-9720 • Fascimile (425)837-1585 3/26/01 1006 ATTENTION TO: City of Arlington Dave Anderson RE 238 N. Olympic Ave. Crown Distributing Arlington,WA 98223 PHONE: 360 435 0724 GENTLEMEN: WE ARE SENDING YOU ® Attached ® under separate cover via Overnight the following items: ❑ Shop Drawings ❑ Prints ❑ Plans 13 Samples Specifications ❑ Copy of letter ❑ Change Order ❑ COPIES DATE NO. DESCRIPTION 6 Metallic Building Plans with revisions THESE ARE TRANSMITTED as checked below: ® For approval ❑ Approved as submitted ❑ Resubmit copies for approval ® For your use ❑ Approved as noted ❑ Submit copies for distribution ® As requested ❑ Returned for corrections ❑ Return__ connected prints ® For review and comment ❑ ❑ FOR BIDS DUE PRINTS RETURNED AFTER LOAN TO US REMARKS Dave, These plans show the redlined corrections we have made since the 1/5/01 submission. Metallic is revising their drawings to reflect the changes. Call me with any questions. COPY TO file SIGNED: Patrick McQueen If enclosures are not as noted,kindly notify its at once. o LETTER OF 110 NN1 TRANSMITTAL 5 CO11 165 NE Juniper Street,Suite 100 • Issaquah,Washington DATE: JOB NO. Telephone (425)837-9720 • Fascimile (425)837-1585 3/15/01 1006 ATTENTION TO: City of Arlington Dave Anderson RE 238 North Olympic Ave. Crown Distributing Arlington,WA 98223 01-4404 PHONE: 360 435 0724 GENTLEMEN: WE ARE SENDING YOU ® Attached ® under separate cover via hand delivery the following items: ❑ Shop Drawings ❑ Prints ❑ Plans Samples ❑ Specifications ❑ Copy of letter ❑ Change Order ❑ COPIES DATE NO. DESCRIPTION 1 3/15/01 SEA CON Letter 6 Energy Code forms 6 Arch. Plans with letter -qq Cq6 Struc. Plans with calcs and letter R E C E r V MAR 16 2001 CITY OF ARLINGTON THESE ARE TRANSMITTED as checked below: ® For approval ❑ Approved as submitted ❑ Resubmit copies for approval ❑ For your use ❑ Approved as noted ❑ Submit copies for distribution ® As requested ❑ Returned for corrections ❑ Return corrected prints ® For review and comment ❑ ❑ FOR BIDS DUE ❑ PRINTS RETURNED AFTER LOAN TO US REMARKS Dave, Please call to discuss my letter. Thanks COPY TO file SIGNED: Patrick McQueen If enclosures tire not as noted,kindly noti ft its at once. -�. -A. � '! 4 ' 1 1 m \ m 1 n a ;a m Z m < z o � y -� z m m D co '.0 °' o C = 0- c a' P o Z U7 1p x1 G7 3) � C7 00 00 Z W . V1 Z • 1 m m c m o z o pH m O --i m `1 r- m r- 0 z m r n eo m � ° LD cn • M m m z ~ D Er) Orn n m t n Z = o m z I-, rn U1 En m -PIN T cr) r Z r 0 i a BtiILDING PERMIT APPLICATION CHFCKLIST A COMPLETED APPLICATION CONTAINING THE FOLLOWING: O Owner's name, Address, City, Zip, Phone# 4 Architect's name, Address, Phone (if over 4,000 square feet) a Contractor's name, Address, City, Zip, Phone, License# a Class of work 4 Valuation 0- Description of work Proposed use O Legal Description/TAX ID#form property tax RESIDENTIAL SINGLE MULTI-FANIILY, COMMERCIAL & FAMILY& DUPLEX INDUSTRIAL 2 copies of site plan 6 copies of site 1 2 copies of Architectural drawing 6 copies of Structural&Architectural drawings 2 copies of WSEC Energy 6 copies of WSEC Energy Calculations or Calculations or City of Arlington City of Arlington form form 2 copies of storm drainage design 6 copies of Storm Drainage Design 1 copy of current contractor's license ` 6 copies of Structural Calculations V - ite Utilit es SLTA-Checkhst (if building is over 4,000 sf) These items must be submitted with the application. Failure to submit these items will result in having your application returned to you as incomplete. There are no exceptions unless they are approved by the Building Official. building\forms\perchkls U.". . OF ARLINGTON BUILDING DEPA,,TMENT (360) 435-0724 FAX: (360) 435-3906 OBTAINING A BUILDING PERMIT BUILDING PERMITS ARE REQUIRED BEFORE CONSTRUCTION IF YOUR PROJECT INVOLVES 1) Any new structure that exceeds 120 square feet in area. 2) Remodeling involving structural alterations or changes in use. 3) Re-roofing a existing residence or commercial building. 4) Any fence exceeding 6 feet in height. 5) Placement of mobile home. A COMPLETED BUILDING APPLICATION MUST INCLUDE: 1) A completed building permit application form including a full description of the work to be performed. 2) Assessor's parcel number or legal description. 3) Evidence of an approved sewage disposal system if city sewer is not available within 300 feet. 4) An address if needed. 5) Three complete sets of architectural and structural drawings. 6) Three copies of structural calculations if applicable to your project. 'n Energy code compliance(Washington State Energy Code). 8) Storm drainage design including temporary erosion/sedimentation control if applicable. 9) Environmental checklist if your project exceeds 4,000 square feet or four multifamily units. 10)Payment of a plan review fee based on the valuation of your project. 11)State law requires all plans over 4,000 square feet to be stamped by a professional architect or engineer. A COMPLETE SET OF PLANS CONSISTS OF THE FOLLOWING: 1) SITE PLAN Indicate all property dimensions. Indicate distances between proposed and existing structures. Show distances from proposed and existing structures to property lines.Indicate sues of all structures. Indicate direction of North. Indicate location of water supply and sewer or septic system including drain fields. Indicate location of storm drains and footing drains around all structures. Indicate slope with direction arrow. For other than mildly sloping lots provide topographic contour lines on the site plan.Topographic datum to be USGS. List nearest vertical benchmark. 2) BUILDING PLANS, DRAWING AND SPECIFICATIONS Drawn at a scale of = 1 The use of our departmental checklist will assist you with your design. FLOOR PLANS: Show the arrangement of partitions and rooms; location of plumbing fixtures,appliances, windows(show sizes and openings),doors, chimneys and the sue,directions and spacing of structural beams, headrafters, ceiling joists or trusses. If trusses are to be used, supply manufacturer's name and engineering. FOUNDATION PLANS: Show the size and shape of the foundation wall; the size and location of beams,posts, footings, air vents or windows, access hole or stairway and the size, directions and spacing for floor joists. CROSS SECTION: Show the method of framing, roof pitch,roof braces,amount of overhang,ceiling heights,bearing partitions,posts, beams, foundation, finish grade and excavation. Show sizes and types of all materials.If applicable,show cross section of stairs showing rise, run, landing and headroom. ELEVATIONS: Main elevation drawn at V4" = 1 others,height at "= 1 or larger. Show type', sizes and spacing of all exterior materials, windows and other details. SPECIFICATIONS: a) Specify grades and sizes of all lumber material; studs,joists,posts beams,girders,plywood,roofing,siding,framing connections,column bases,tie straps, beam connectors,etc. b) Show(R)value of insulation to be used in residence,for all ceiling, walls, and floors.Show compliance with glazing requirements of the State Energy Code. c) Commercial buildings require water supply for fire fighting(fire flow)as defined by Uniform fire Code Sec. 10.301 and may require fire extinguishing equipment.These items may have a substantial impact on the project. 3) ON-SITE AND OFF-BYTE DRAWINGS SHALL INCLUDE 1) Fire Protection(Hydrants) 7) Easements 2) Storm Drainage Design 8) Estimate Construction Costs 3) Water/Sewer Lines&Profiles 9) 2.5% Plan Review fee of estimated construction costs 4) Paving requirements including detail cuts 10) Topography Elevations 5) Parking Requirements 11) TECSP Details&Requirements 6) Landscaping Submitted plans shall be clear in detail and include the name, addess and phone number of the person who prepared them CONTACT PUBLIC WORKS regarding on-site & off-site requirements& inspections 435-3811 CONTACT THE FIRE DEPT. regarding on-site & off-site requirements& inspections 435-3818 building/forms/abtainbp CITY OF ARLINGTON CONSTRUCTION PERMIT ❑ COMBINATION BUILDING ❑ MECHANICAL ❑ PLUMBING ❑ SIGN r� PERMIT NO. j OWNER pp1;Cgn MAIL ADDRESS CITY ZI/ PHONE ie-7 ARCIIIT CT ORUESIGNER MAIL U ESS 61CITY z10 PIION ' Zo .r k--1-0 98D3 Z 2 53 85 Z 74) GENERAL CU RACTUR MAtI ADORESS CITY ZIP HO f LICENSE u 17 i P-e� /ss.q Q v.4 h� 98 vz7 �ZS�B� s6A cork lzk MLCIFANICAL CONTRACTOR MAIL ADDRESS CITY ZIP PHONE LICENSE �2U5?-{Sour 0 ve-I�vl��- Am- Po Z-7613 ��� �-2, 5W-Z-5 (2oG)36-7-7-Sou TIJGr7sY i0,f PLUMBIN6 CONTRACTOR MAIL ADDRESS CITY ZIP PHONE LICENSE 3 CLASS OF WORK 9)0 NI.W ❑AUDITION ❑ALTERATION ❑REPAIR ❑DEMOLI IION ❑BUILDING RELOCATION cc VALUAI ION OF WORK w 11 ul DLSCRIBL WORK �'! NE W i —o i 72/ m PROPUSI U USL OF BUILDING I HEREBY CERTIFY THAT I HAVE READ AND EXAMINED THIS APPLICA- Illi �1C I G)� TION AND KNOW THE SAME TO BE TRUE AND CORRECT ALL PROVI- Z LLUALDEKRIPIIUNOI PROPF. TY(StK)WN FRLOWURATTACH FOUR COPIFS)l 6t5; (DO l oa SIONS OF LAWS AND ORDINANCES GOVERNING THIS TYPE OF WORK o 1 -J LOI R UCK OF "INWILL BE COMPLIED WITH WHETHER SPECIFIED HERIN OR NOT.THE a GRANTING OF A PERMIT DOES NOT PRESUME TO GIVE AUTHORITYTO w VIOLATE OR CANCEL THE PROVISIONS OF ANY OTHER STATE OR ru LOCAL LAW REGULATING CONSTRUCTION OFTHE PERFORMANCE OF J TAX IO NUMBER OM PROPERTY TAX STATEMENT I O5-7-7 Qom, d�a Q I CONSTRUCTION. PERMIT EXPIRES I YEAR FROM DATE OF ISSUANCE. FIT SIGNATURE OF CONT RACI Olt OP.AUl.0,W AG T DATE V JOB AUDRLSS r /72 x s o (OPI'ICE USE ONLY) PLUMBING ECIIANICAL NO. TYPIT OP PIXTURR PUB :'s PIXTURPS NO. TYPB OP EOUIPMITTT PUB s's FIXTURES -- -•----- — IR COND.UNITS-H.P. BA. !od0.11t•• UTRIOERATION UNITS-II.P.BA. Wdo.11d" )OILERS-II.P.ISA. ado.l 7ASAS FIRED A.C.UNfrS-TONNAGE QA. adlr.Iidla"•' FORCED AIR SYSTEMS-B.T.U. MRA Patrick J. McQueen NALL IIENMRS—D.T.U. M Project Manager 1NIT HBATERS—D.T.U. M CONSTRUCTION MANAGEMENT-GENERAL CONTRACTOR IVAPORATIVQ COO MS 165 NE Juniper Street, Suite 100 MOTIRIS DRYERS Issaquah,Washington 98027 VENTILATION PAN Tel-415/837.9720 Fax-425/837.1585 RANGBIIOOD COMMERCIAL pmcqueen@seattleconstruction.com NIM HANDLING UNIT- CPM Washington License No-SEACOL'12R7 ;rova BTALPIRUPLACDlCHIMNBY INK SERVICU—BAR,M-C. WATER ABATER AS PIPING •tuo to S-f5.0().•ddnL-t.7S •B9ulomerx 11•t must be orovlded SUBTOTAL SUBTOTAL PERMIT PERMIT TOTAL PEE TOTAL FEE SIDI.Y ART)SLII)ACK SIRLI.ISLIBACK REAR YARD SEIBACK PLAN CIIECKNUMBER PLAN CHECK FEE 01_0� O/ FEE RE EIPTNO. USI /UNI LOT AREA VACANT SITE — — &"�-q(15P ❑YES ONO FEES VA UATION FEE I YPL 01 CONS OCCUPANCY GROUP NO.Of DWELLING UNITS PLAN CHECKING 413 Sent By: Higa Burkholder Associates, LLC; 425 252 9561 ; Jan-23-02 12:06; Page 1/3 *- n HIGA- BURKHOLDER ASSOC1ATES, LLC LAND USE RLANNINO / CIVIL ENOINEERINIM FAX TRANSMITTAL �J DATE: TO: �aoe- Andarsa COWANY/AGENCY �� f FAX I:0.: q35' FROM: Cl RE: r� 1Intr1L- ► n�1'tms d tD ��0. C��n fzi NUMBER OF PAGES INCLUDING THIS SHEET: ✓q ..�/Q N C '9 ED ltk 0 �002 OFAA4NG Tp41 +� CUOHAAUIIAD. , H .71 L - ■ - I I I _ F - - 1- F e 1 1 � � 1 ti Sent By: Hige Burkholder Associates, LLC; 425 252 9551 ; Jan-23-02 12:07; Page 2113 S'ab'i i;0 PW LAND USE PAGE $181 aa.-,.�nesa�..e_c:.wr.■aaasszaaawaa� $; .....-,_ r✓ �;G;!•,'Yc-'• � :, ANONOMI9H COUNTY � Lwwl. ,► !s fl: �. PLANNIN0 A DEVELOPMENT eaRvICE6 (4251 3M33i 1 C REG.RLCEI/T:N7-70T3 _._. .,,1°�:T`,F,. o�wa ..q4i`•.�:%�. •'J Lp CASH19ROO ocdwo Apr 25 2001 ?�4oe . Date P?Wed,#Q25/2001 10.23:3$ ! 4$ a■rsanw.eo,wae�■u.■aar■ _ .. ° !I! :v■�_0■==7.nwc ... 36024ranyton(hoer 335 m.00 9ubT4tW 325,712.00 sales Tak 00.00 NC-Estes Tax 30.00 S ELOPER 08LiGA >*TS TOTAL CILIE SZS,rl�.vo f OF IwACTs To ....... ,..... ---. (STE113 116b.33,1 Xvw eECRIVED FROM ''rows Dietrtbutln0 Co 1�JN4TON K :HECK 526,7lz3,D0 d �+, �oNr� o V TOTAL TaI em - —325,7oS.Qo F rOTMy kwUy dvs= is the t;ubject we "L CHANGE OLIg $0.00 'a Snohomish CoOmty ode(SCC)Title 268, `J.'J■alS'ia�wwwyia@aCC3i BCS � i • C%..SCSa a I • f ed Ordi=w No-9M 39.wfttivo 7uly 13, Tiny 24, 1995,and by j UWdjpd OrdiMee No. pace of a developing pr pmy upon its road in Traaapor don Sur ices Area(T-SA) 4W upon fLUMment of be hollowing conditico tam lttlpltst Fee: [2 .55.0101 All developments w, of tht Tad systan by j a road systeut imp V �D Q � Trattaction Cade; .. to FDS Time Trsmpartatlrm Dtmmxd IMLmI g= j Psyymettt: (26B.S5.030(7) Fund No.JWA' � FaynraIIc(Yf Im tbo&vO diM by paid 00t to recordins and shall be w1mirist ad in acawrdettev with SActian 168.SS.1l0 5C+C. • I ilopttttJgri 11nr1 Ann,fua t Plrl f :Htltat,Di vift otPublic Works ai .�F Sent By: Higa Burkholder Associates, LLC; 425 252 9551 ; Jan-23-02 12:07; Page 313 47536F ' SIC34 a) PW LAND USE PAGE 01/01. ��'. '-- tom•:::..:r�tw.��� ..�� r, .t. �.....�. .__ RZCORDOF DEVELOPER OBLIGA NS FOR NMGATION OF IMPACTS TO COVM'Y ROAD SYSTEM(36b.33.1 )(c)) M Number roN ii Nate CA P '•Vlff EP 4;the+teve*nient momad aboyo is the pvpeny legally docrib id is the subject Cate WMSRW,tale CaUMy Cid&dty adopted in 1979 a&ohomislt County Code(SCC)Titk 26p• .- �Ibo ltved'Chd�nanae;rod. -' • WHBREAS,Tit1s 26 iSCC was revised by Amended Ordinance No.95•(39,effective 3uly 13, 10".Em*gattoy O dhxwe No.95.065,effective July 24, 1995,oW by 4 imendad Ordilmca No. W67-0,e0bctiye�Onber l0, i995;and 'W AB,11t1cZH,ACC indenfted tat h the impact of a developing Party-upon its road 't ystam must be mli Batt d by the dovdloW aaad. ,AS,dieptopcdy to be developed is located in Trinspmtgdon Sir iou Area MA) :WAREA,S,40 alp OVo of the devek MW is bared upon Nfiftent of he following condition ADM$yst W.Caprdty Rsg&W11§Ata,Road System b*aet Fa: [2 .55.0101 All developments dbsU thitigaLe t#s it hapbct upm tits tbmcs capso4 of the read system by yang a road ayteem Its Typo otDsvelOpmiat: '. . $iced#Dewe),cpmt�t fiber oirTro: b A;"F0 � PDS TnttuotkM God& W _ ita[ Ya3togaatretheib: (26H.55.060) A VA DOT li"Wraunta: [252.55.7n PDS Thmn —� V80portatlea 1140n a hfaaaaamot Ftrymeat: [263.55.030(7) Fund Na, i PAymcnt of tans aboys shall be paid ydor to recording and abell be u1mWet md in amordnee with section 2W.55.110 SCC. LAW DcvslopMont AuaOA AsAft.for PPW'i-Heba,Dirwitot:ofP%Mo Wart II r- I - - - 1 IL; J _ : I I I■I 111 QIII III � - I II ` I 11I I 1 - 7 - ��I !1�� b J _ _- "L ��• nfl--..IL r _ r T -L--E- - _ _ - _ _� I I I I I - i I 1 1■ I � .4 ■ � I ♦ 7 rl Y I I I I - � I ■ /-� �q r�---fir I T10_ r_ rmmg_ I 1 AM -T T-� - m-ITT I r" ��1 - _ -- - - 1. -�_ - T- ■fl L --.Cff — — I GEO �:aST SERVICES, INC. Engineers, Geologists and WABO Special Inspectors � 741 Marine Drive• Bellingham, WA 98225•Phone 360.733.7318• Fax 360.733.7418•e.mail info@gebt&9nrao8 1 Mount Vernon office•Phone 360.848.7794 or 1.888.251.5276 C/ SPECIAL INSPECTION SUMMARY PROJECT: Crown Distributing G\T JOB NO: T1083 ADDRESS: 17117-59th Ave.,Arlington DATE 1 12/02 CLIENT: Crown Distributing PERMIT NO: 01-4404 CONTRACTOR: Seacon `-- This letter summarizes our testing and inspection services for the Crown Distributing project located in Arlington, Washington. GeoTest's field services took place from April 9, 2001 through October 16, 2001. Our tests and inspections included the following scope of work: TEST/INSPECTION ITEM REFERENCE ♦ Reinforced Concrete Reports C 1 through C 17 ♦ Structural Steel Reports W 1 through W6 ♦ Masonry Report M1 ♦ Earthwork Reports S 1 through S 18 ♦ Asphalt Reports Al through A6 All work requiring special inspection for the building has been completed. To the best of our knowledge the inspected work is in conformance with the approved project plans, specifications, and applicable workmanship provisions of the 1997 Uniform Building Code. All required laboratory tests performed by GeoTest have exceeded the minimum test requirements. This is GeoTest's final testing and inspection submittal for the Crown Distributing project. If we can be of further assistance, please contact the undersigned. Copies: Client Ir City of Arlington Seacon Submitted by: Grant Richardson Technical Director . I.NIS)10Y.1MIIIwI(:.w.lAw ENV-SUM ' 1994 Washington State Nonresidential Energy Code Compliance Form Envelope Summary Climate Zone 1 ENV-SUM Project Name Crown Distribution - Cooler Date Project Address 172nd & 59th Arlington, Wa 03/15/2001 Applicant Name Seattle Construction Applicant Address Applicane Phone Project Description New Building Addition Alteration Change of Use x Compliance Option Prescriptive Component Performance Systems Analysis x Space Heat Type Electric Resistance All Other Glazing Area Total Glazing Area div by Gross Ext Wall Area times 100 equals %of Glazing Calculation 1 0 21384 100 1 0.0% Concrete/Masonry Option Check Box if using this option. Envelope Requirements(enter values as applicable) Minimum Insulation R-Values Fully Heated/Cooled Space Roofs over Attic All Other Roofs Double layer R-19& R-19 w/thermal blocks R-30 Opaque Walls R-19 insulated panels&pin on panels R-19 Below Grade Walls Floors Over Unconditioned Space Slabs on Grade 2" extruded polystyrene under slab R-10 Radiant Floors Maximum U-Factors Personnel Doors Overhead Doors Vertical Glazing Overhead Glazing Maximum SHGC Vertical/Overhead Glazing Notes: 2" rigid insulation under perimeter RECEIVED MAR 16 2001 CITY of ARLINGTON ,,�� � a.r>• .. iyi e: `ry a �"'n-�( a � yr' � ���r �L' • 1994 Washington Stale Nonresidential Energy Code Compliance Form Envelope UA Calculations Climate Zone 1 ENV-UA Project Name ICrown Distribution - Cooler Space Heat Type Electric Resistance All Other x Glazing Area 0% Concrete/Masonry Option Yes No Building Component Proposed UA Target UA U-factor x Area(A) =UA(U x A) U-factor x Area(A) =UA(U x A) Vertical Glazing U= Plan ID: 0.0 0.0 U= Plan ID: 0.0 Glazing% Elec Resist. Other Heating U= Plan ID: 0.0 0-15% 0.40 0.90 U= Plan ID: 0.0 15-20% 0.40 0,75 U= Plan ID: 0.0 20-30% not allowed 0.60 U= Plan ID: 0.0 30-40% not allowed 0.50 Overhead Glazing U= Plan ID: 0.0 0.0 U= Plan ID: 0.0 Glazing% Elec Resist. Other Heating U= Plan ID: 0.0 0-15% 0.80 1.45 U= Plan ID: 0.0 15-20% 0.80 1.40 U= Plan ID: 0.0 20-30% not allowed 1.30 U= Plan ID: 0.0 30-40% not allowed 1.25 Opaque Doors U= Plan ID: 0.0 0.0 U= Plan ID: 0.0 Elec Resist. Other Heating U= Plan ID: 0.0 0.60 0.60 Roofs over Attics R= Plan ID: 0.0 0.00 R= Plan ID: 0.0 Elec Resist. Other Heating R= Plan ID: 0.0 0.031 0.036 All Other Roofs R=38 Plan ID:100'x 296' 29600 1302.4 0.05 29600 1480.0 R= Plan ID: 0.0 Elec Resist. Other Heating R= Plan ID: 0.0 0.034 0.050 Opaque Walls R=19 Plan ID:27'x 792' 0.10 21384 2138.4 0.14 21384 2993B R= Plan I D: 0.0 Elec Resist. Other Heating R= Plan ID: 0.0 0.062 0.140 Below Grade Walls R= Plan ID: 0.0 0.0 R= Plan ID: 0.0 Floors over Uncond Space R= Plan ID: 0.0 0.0 R= Plan ID: 0.0 Elec Resist. Other Heating R= Plan ID: 0.0 0.029 0056 Slabs on Grade R=10 Plan ID: 0.54 1740 939.6 0.54 1740 939.6 R= Plan ID: 0.0 Elec Resist. Other Heating R= Plan ID: 0.0 F=.54 F-.54 Totals 52724 4380.40 ITotals 52724 5413.36 For Compliance: Proposed Total Area shall equal Target Total Area AND Proposed Total UA shall not exceed Target Total UA �� 3i ENV-SUM 1994 Washington State Nonresidential Energy Code Compliance Form Envelope Summary Climate Zone 1 ENV-SUM Project Name Crown Distribution -Office Date Project Address 172nd & 59th Arlington, Wa 03/15/2001 Applicant Name Seattle Construction Applicant Address Applicane Phone Project Description New Building Addition Alteration Change of Use x Compliance Option Prescriptive Component Performance Systems Analysis x Space Heat Type Electric Resistance All Other Glazing Area Total Glazing Area div by Gross Ext Wall Area times 100 equals %of Glazing Calculation 3083 12380 100 24.9% Concrete/Masonry Option I Check Box if using this option. Envelope Requirements(enter values as applicable) Minimum Insulation R-Values Fully Heated/Cooled Space Roofs over Attic All Other Roofs Double layer R-19&R-10 w/thermal blocks R-30 Opaque Walls R-19 batts in metal studs R-19 Below Grade Walls Floors Over Unconditioned Space Slabs on Grade 2" extruded polystyrene under slab R-10 Radiant Floors Maximum U-Factors Personnel Doors 0.6 Overhead Doors Vertical Glazing 0.6 Overhead Glazing Maximum SHGC Vertical/Overhead Glazing Notes: 1994 Washington State Nonresidential Energy Code Compliance Form Envelope UA Calculations Climate Zone 1 ENV-UA Project Name JCrown Distribution - Office Space Heat Type Electric Resistance All Other x Glazing Area 25% Concrete/Masonry Option Yes No Building Component Proposed UA Target UA U-factor x Area(A) =UA i t 1 x A) U-factor x Area(A) =UA(U x A) Vertical Glazing U=.60 Plan ID:3062 sf 0.60 3062 1837.2 0.60 3062 1837.2 U= Plan ID: 0.0 Glazing% Elec Resist. Other Heating U= Plan ID: 0.0 0-15% 0.40 0.90 U= Plan ID: 0.0 15-20% 0.40 0.75 U= Plan ID: 0.0 20-30% not allowed 0.60 U= Plan ID: 0.0 30-40% not allowed 0.50 Overhead Glazing U= Plan ID: 0.0 0.0 U= Plan ID: 0.0 Glazing% Elec Resist. Other Heating U= Plan ID: 0.0 0-15% 0.80 1.45 U= Plan ID: 0.0 15-20% 0.80 1.40 U= Plan ID: 0.0 20-30% not allowed 1.30 U= Plan ID: 0.0 30-40% not allowed 1.25 Opaque Doors U=.60 Plan ID: 1 @3068 0.60 21 12.6 0.60 21 12.6 U= Plan ID: 0.0 Elec Resist. Other Heating U= Plan ID: 0.0 0.60 0.60 Roofs over Attics R= Plan ID: 0.0 0.00 R= Plan ID: 0.0 Elec Resist. Other Heating R= Plan ID: 0.0 0.031 0.036 All Other Roofs R=30 Plan ID:55'x 294' 0.047 16170 760.0 0.05 16170 608.5 R= Plan ID: 0.0 Elec Resist. Other Heating R= Plan ID: 0.0 0.034 0.050 Opaque Walls R=19 Plan ID:27'x 458.5' 0.10 12380 1238.0 0.14 12380 1733.2 R= Plan ID: 0.0 Elec Resist. Other Heating R= Plan ID: 0.0 0,062 0.140 Below Grade Walls R= Plan ID: 00 0.0 R= Plan ID: 00 Floors over Uncond Space R= Plan ID: 0.0 0.0 R= Plan ID: 0.0 Elec Resist. Other Heating R= Plan ID: 0.0 0.029 0.056 Slabs on Grade R=10 Plan ID: 0.54 917 495.2 0.54 917 495.2 R= Plan ID: 0-0 Elec Resist. Other Heating R= Plan ID: 0.0 F=.54 F=.54 Totals 32550 4342.97 Totals 1 32550 4886.68 For Compliance: Proposed Total Area shall equal Target Total Area AND Proposed Total UA shall not exceed Target Total UA ENV-SUM 1994 Washington State Nonresidential Energy Code Compliance Form Envelope Summary Climate Zone 1 ENV-SUM Project Name Crown Distribution - Office Date Project Address 172nd & 59th Arlington, Wa 03/15/2001 Applicant Name Seattle Construction Applicant Address Applicane Phone Project Description New Building Addition Alteration Change of Use x Compliance Option Prescriptive Component Performance Systems Analysis x Space Heat Type Electric Resistance All Other Glazing Area Total Glazing Area div by Gross Ext Wall Aree times 100 equals %of Glazing Calculation F 3083 12380 100 1 24.9% Concrete/Masonry Option I Check Box if using this option. Envelope Requirements(enter values as applicable) Minimum Insulation R-Values Fully Heated/Cooled Space Roofs over Attic All Other Roofs Double layer Fl-19& 171-10 w/thermal blocks R-30 Opaque Walls R-19 batts in metal studs R-19 Below Grade Walls Floors Over Unconditioned Space Slabs on Grade 2" extruded polystyrene under slab R-10 Radiant Floors Maximum U-Factors Personnel Doors 0.6 Overhead Doors Vertical Glazing 0.6 Overhead Glazing Maximum SHGC Vertical/Overhead Glazing Notes: 1994 Washington State Nonresidential Energy Code Compliance Form Envelope UA Calculations Climate Zone 1 ENV-UA Project Name JCrown Distribution - Office Space Heat Type Electric Resistance All Other X Glazing Area 25% Concrete/Masonry Option Yes 0 No Building Component Proposed UA Target UA 1-1-factor x Area(A) =UA(U x A) U-factor x Area(A) =UA(U x A) Vertical Glazing A U=.60 Plan ID:3062 sf 0.60 3062 1837.2 0.60 3062 1837.2 U= Plan ID: 0.0 Glazing% Elec Resist. Other Heating U= Plan ID: 0.0 0-15% 0.40 0.90 U= Plan ID: 0.0 15-20% 0.40 0.75 U= Plan ID: 0.0 20-30% not allowed 0.60 U= Plan ID: 0.0 30-40% not allowed 0.50 Overhead Glazing U= Plan ID: 0.0 0.0 U= Plan ID: 0.0 Glazing% Elec Resist. Other Heating U= Plan ID: 0.0 0-15% 0.80 1.45 U= Plan ID: 0.0 15-20% 0.80 1.40 U= Plan ID: 0.0 20-30% not allowed 1.30 U= Plan ID. 0.0 30-40% not allowed 1.25 Opaque Doors U=.60 Plan ID: 1 @3068 0.60 21 12.6 0.60 21 12.6 U= Plan ID: 0.0 Elec Resist. Other Heating U= Plan ID: 0.0 0.60 0.60 Roofs over Attics R= Plan ID: 0.0 0.00 R= Plan ID: 0.0 Elec Resist. Other Heating R= Plan ID: 0.0 0.031 0.036 All Other Roofs R=30 Plan ID:55'x 294' 0.047 16170 760.0 0.05 16170 808.5 R= Plan ID: 0.0 Elec Resist. Other Heating R= Plan ID: 0.0 0.034 0.050 Opaque Walls R=19 Plan ID:27'x 458.5' 0.10 12380 1238.0 0.14 12380 1733.2 R= Plan ID: 0.0 Elec Resist. Other Heating R= Plan ID: 0.0 0.062 0.140 Below Grade Walls R= Plan ID: 0.0 0.0 R= Plan ID: 0.0 Floors over Uncond Space R= Plan ID: 0.0 0.0 R= Plan ID: 0.0 ElecResist. Other Heating R= Plan ID: 0.0 0.029 0.056 Slabs on Grade - R=10 Plan ID: 0.54 917 495,2 0.54 917 495.2 R= Plan ID: 0.0 Elec Resist. Other Heating R= Plan ID: 0.0 F=.54 F=,54 Totals 32550 4342.97 Totals 1 32550 1 4886.68 For Compliance: Proposed Total Area shall equal Target Total Area AND Proposed Total UA shall not exceed Target Total UA ENV-SUM 1994 Washington State Nonresidential Energy Code Compliance Form Envelope Summary Climate Zone 1 ENV-SUM Project Name Crown Distribution - Office Date Project Address 172nd & 59th Arlinqton, Wa 03/15/2001 Applicant Name Seattle Construction Applicant Address Applicane Phone Project Description New Building Addition Alteration Change of Use x Compliance Option Prescriptive Component Performance Systems Analysis x Space Heat Type Electric Resistance All Other Glazing Area Total Glazing Area div by Gross Ext Wall Arec times 100 equals %of Glazin Calculation F 3083 12380 100 24.90/( Concrete/Masonry Option I Check Box if using this option. Envelope Requirements(enter values as applicable) Minimum Insulation R-Values Fully Heated/Cooled Space Roofs over Attic All Other Roofs Double layer R-19& R-10 w/thermal blocks R-30 Opaque Walls R-19 batts in metal studs R-19 Below Grade Walls Floors Over Unconditioned Space Slabs on Grade 2" extruded polystyrene under slab R-10 Radiant Floors Maximum U-Factors Personnel Doors 0.6 Overhead Doors Vertical Glazing 0.6 Overhead Glazing Maximum SHGC Vertical/Overhead Glazing Notes: 1994 Washington State Nonresidential Energy Code Compliance Form Envelope UA Calculations Climate Zone 1 ENV-UA Project Name JCrown Distribution - Office Space Heat Type Electric Resistance All Other x Glazing Area 25% Concrete/Masonry Option Yes Q No 0 Building Component Proposed UA Target UA U-factor x Area(A) =UA(U x A) U-factor x Area(A) =UA(U x A) Vertical Glazing U=.60 Plan ID:3062 sf 0.60 3062 1837.2 0.60 3062 1837.2 U= Plan ID: 0.0 Glazing% Elec Resist. Other Heating U= Plan ID: 0.0 0-15% 0.40 0.90 U= Plan ID: 0.0 15-20% 0.40 0.75 U= Plan ID: 0.0 20-30% not allowed 0.60 U= Plan ID: 00 30-40% not allowed 0.50 Overhead Glazing U= Plan ID: 0.0 0.0 U= Plan ID: 0.0 Glazing% Elec Resist. Other Heating U= Plan ID: 0.0 0-15% 0.80 1.45 U= Plan ID: 0.0 15-20% 0.B0 1.40 U= Plan ID: 0.0 20-30% not allowed 1.30 U= Plan ID: 0.0 30-40% not allowed 1.25 Opaque Doors U=.60 Plan ID: 1 @3068 ^ 21 12.6 0.60 21 12.6 U= Plan I D: 0.0 Elec Resist. Other Heating U= Plan ID: 0.0 0.60 0.60 Roofs over Attics R= Plan ID: 0.0 0.00 R= Plan ID: 0.0 Elec Resist. Other Heating R= Plan ID: 00 0.031 0.036 All Other Roofs R=30 Plan ID:55'x 294' 0.047 16170 760.0 0.05 16170 808.5 R= Plan ID: 0.0 Elec Resist. Other Heating R= Plan ID: 0.0 0.034 0.050 Opaque Walls R=19 Plan I D:27'x 458.5' 0.10 12380 1238.0 0.14 12380 17332 R= Plan ID: 0.0 Elec Resist. Other Heating R= Plan ID: 00 0.062 0.140 Below Grade Walls R= Plan ID: 0.0 00 R= Plan ID: 0.0 Floors over Uncond Space _ R= Plan ID: 0.0 0.0 R= Plan ID: 0.0 Elec Resist. Other HeaI r. R= Plan ID: 0.0 0 029 0 oe,:; Slabs on Grade R=10 Plan ID: 0.54 917 495.2 0.54 917 4952 R= Plan ID: 0,0 Elec Resist. Other Heating R= Plan ID: 0.0 F=.54 F=.54 Totals 32550 4342.97 Totals 32550 1 4886.68 For Compliance: Proposed Total Area shall equal Target Total Area AND Proposed Total UA shall not exceed Target Total UA ENV-SUM 1994 Washington State Nonresidential Energy Code Compliance Form Envelope Summary Climate Zone 1 ENV-SUM Project Name Crown Distribution - Office Date Project Address 172nd & 59th Arlington, Wa 03/15/2001 Applicant Name Seattle Construction Applicant Address Applicane Phone Project Description New Building Addition Alteration Change of Use x Compliance Option Prescriptive Component Performance Systems Analysis x Space Heat Type Electric Resistance All Other Glazing Area Total Glazing Area div by Gross Ext Wall Area times 100 equals %of Glazing Calculation F 3083 12380 100 1 24.9% Concrete/Masonry Option Check Box if using this option. Envelope Requirements(enter values as applicable) Minimum Insulation R-Values Fully Heated/Cooled Space Roofs over Attic All Other Roofs Double layer R-19& R-10 w/thermal blocks R-30 Opaque Walls R-19 batts in metal studs R-19 Below Grade Walls Floors Over Unconditioned Space Slabs on Grade 2" extruded polystyrene under slab R-10 Radiant Floors Maximum U-Factors Personnel Doors 0.6 Overhead Doors Vertical Glazing 0.6 Overhead Glazing Maximum SHGC Vertical/Overhead Glazing Notes: I 1994 Washington State Nonresidential Energy Code Compliance Form Envelope UA Calculations Climate Zone 1 ENV-UA Project Name JCrown Distribution -Office Space Heat Type Electric Resistance All Other x Glazing Area 25% Concrete/Masonry Option Yes No Building Component Proposed UA Target UA U-factor x Area(A) =UA(U x A) U-factor x Area(A) =UA(U x A) Vertical Glazing Ali. U=.60 Plan ID:3062 sf 0.60 3062 18372 0.60 3062 1837.2 U= Plan ID: 0.0 Glazing% Elec Resist. Other Heating U= Plan ID: 0.0 0-15% 0.40 0.90 U= Plan ID: 0.0 15-20% 0.40 0.75 U= Plan ID: 0.0 20-30% not allowed 0.60 U= Plan ID: 0.0 30-40% not allowed 0.50 Overhead Glazing U= Plan ID: 0.0 0.0 U= Plan ID: 0.0 Glazing% Elec Resist. Other Heating U= Plan ID: 0.0 0-15% 0.80 1.45 U= Plan ID: 0.0 15-20% 0.80 1.40 U= Plan ID: 0.0 20-30% not allowed 1.30 U= Plan ID: 0.0 30-40% not allowed 1.25 Opaque Doors U=.60 Plan ID: 1 @3068 0.60 21 12.6 0.60 21 12.6 U= Plan ID: 0.0 Elec Resist. Other Heating U= Plan ID: 0.0 0.60 0.60 Roofs over Attics R= Plan ID: 0.0 0.00 R= Plan ID: 0.0 Elec Resist. Other Heating R= Plan ID: 0.0 0.031 0.036 All Other Roofs R=30 Plan I D:55'x 294' 0,047 16170 760.0 0.05 16170 808.5 R= Plan ID: 0.0 Elec Resist. Other Heating R= Plan ID: 0.0 0.034 0.050 Opaque Walls R=19 Plan I D:27'x 458.5' 0.10 12380 1238.0 0.14 12380 1733.2 R= Plan ID: 0.0 Elec Resist. Other Heating R= Plan ID: 0.0 0.062 0.140 Below Grade Walls R= Plan ID: 0.0 0.0 R= Plan ID: 0.0 Floors over Uncond Space Ztr r R= Plan ID: 0.0 0.0 R= Plan ID: 0,0 Elec Resist. Other Heating R= Plan ID: 0.0 0.029 0.056 Slabs on Grade R=10 Plan ID: 0.54 917 495.2 0.54 917 495.2 R= Plan ID: 0.0 Elec Resist. Other Heating R= Plan ID: 0.0 F=.54 F=.54 Totals 32550 4342.97 Totals 1 32550 r 4886.68 For Compliance: Proposed Total Area shall equal Target Total Area AND Proposed Total UA shall not exceed Target Total UA ENV-SUM 1994 Washington State Nonresidential Energy Code Compliance Form Envelope Summary Climate Zone 1 ENV-SUM Project Name Crown Distribution - Office Date Project Address 172nd& 59th Arlington, Wa 03/15/2001 Applicant Name Seattle Construction Applicant Address Applicane Phone Project Description New Building Addition Alteration Change of Use x Compliance Option Prescriptive Component Performance Systems Analysis x Space Heat Type Electric Resistance All Other Glazing Area Total Glazing Area div by Gross Ext Wall Aree times 100 equals %of Glazing Calculation 3083 12380 100 Concrete/Masonry Option Check Box if using this option. Envelope Requirements(enter values as applicable) Minimum Insulation R-Values Fully Heated/Cooled Space Roofs over Attic All Other Roofs Double layer R-19&R-10 w/thermal blocks R-30 Opaque Walls R-19 batts in metal studs R-19 Below Grade Walls Floors Over Unconditioned Space Slabs on Grade 2" extruded polystyrene under slab R-10 Radiant Floors Maximum U-Factors Personnel Doors 0.6 Overhead Doors Vertical Glazing 0.6 Overhead Glazing Maximum SHGC Vertical/Overhead Glazing Notes: i 1994 Washington State Nonresidential Energy Code Compliance Form Envelope UA Calculations Climate Zone 1 ENV-UA Project Name ICrown Distribution - Office Space Heat Type Electric Resistance All Other I X Glazing Area 25% Concrete/Masonry Option Yes No Building Component Proposed UA Target UA U-factor x Area(A) =UA(U x A) U-factor x Area(A) =UA(U x A) Vertical Glazing U=.60 Plan ID:3062 sf 0.60 3062 1837.2 0,60 3062 1837,2 U= Plan ID: 0.0 Glazing% Elec Resist. Other Heating U= Plan ID: 0.0 0-15% 0.40 0.90 U= Plan ID: 0.0 15-20% 0A0 0.75 U= Plan ID: 0.0 20-30% not allowed 0.60 U= Plan ID: 0.0 30-40°/ not allowed 0.50 Overhead Glazing U= Plan ID: 0.0 0.0 U= Plan ID: 0.0 Glazing% Elec Resist. Other Heating U= Plan ID: 0.0 0-15% 0.80 1,45 U= Plan ID: 0.0 15-20% 0.80 1.40 U= Plan ID: 0.0 20-30% not allowed 1.30 U= Plan ID: 0.0 30-40% not allowed 1.25 Opaque Doors U=.60 Plan ID: 1 @3068 060 21 12.6 060 21 12.6 U= Plan ID: 0.0 Elec Resist. Other Heating U= Plan ID: 0.0 0.60 0.60 Roofs over Attics R= Plan ID: 00 0.00 R= Plan ID: 0.0 Elec Resist. Other Heating R= Plan ID: 0.0 0.031 0.036 All Other Roofs R=30 Plan ID:55'x 294' 0.047 16170 760.0 0.05 16170 808.5 R= Plan ID: 0.0 Elec Resist. Other Heating R= Plan ID: 0.0 0.034 0.050 Opaque Walls R=19 Plan I D:27'x 458.5' 0.10 12380 1238.0 0.14 12380 1733,2 R= Plan ID: 0.0 Elec Resist. Other Heating R= Plan ID: 0.0 0.062 0.140 Below Grade Walls R= Plan ID: 00 0.0 R= Plan ID: 0.0 Floors over Uncond Space R= Plan ID: 0.0 0.0 R= Plan ID: 0.0 Elec Resist. Other Heating R= Plan ID: 0.0 0 029 0.056 Slabs on Grade R=10 Plan ID: 0.54 917 495.2 0.54 917 495.2 R= Plan ID: 0.0 Elec Resist. Other Heating R= Plan ID: 0.0 F=.54 F=.54 Totals 32550 4342.97 Totals 32550 4886.68 For Compliance: Proposed Total Area shall equal Target Total Area AND Proposed Total UA shall not exceed Target Total UA f ENV-SUM 1994 Washington State Nonresidential Energy Code Compliance Form Envelope Summary Climate Zone 1 ENV-SUM Project Name Crown Distribution - Cooler Date Project Address 172nd & 59th Arlinqton, Wa 03/15/2001 Applicant Name Seattle Construction Applicant Address Applicane Phone Project Description New Building Addition Alteration Change of Use x Compliance Option Prescriptive Component Performance Systems Analysis x Space Heat Type Electric Resistance All Other Glazing Area Total Glazing Area div by Gross Ext Wall Arec' times 100 equals %of Glazing Calculation 0 21384 100 0.07% Concrete/Masonry Option Check Box if using this option. Envelope Requirements(enter values as applicable) Minimum Insulation R-Values Fully Heated/Cooled Space Roofs over Attic All Other Roofs Double layer R-19&R-19 w/thermal blocks R-30 Opaque Walls R-19 insulated panels&pin on panels R-19 Below Grade Walls Floors Over Unconditioned Space Slabs on Grade 2" extruded polystyrene under slab R-10 Radiant Floors Maximum U-Factors Personnel Doors Overhead Doors Vertical Glazing Overhead Glazing Maximum SHGC Vertical/Overhead Glazing Notes: 2" rigid insulation under perimeter s r 1994 Washington State Nonresidential Energy Code Compliance Form Envelope UA Calculations Climate Zone 1 ENV-UA Project Name lCrown Distribution - Cooler Space Heat Type Electric Resistance All Other x Glazing Area 0% Concrete/Masonry Option Yes No Building Component Proposed UA Target UA U-factor x Area(A) =UA(U x A) U-factor x Area(A) =UA(U x A) Vertical Glazing U= Plan ID: 0.0 0.0 U= Plan ID: 0.0 Glazing% Elec Resist. Other Heating U= Plan ID: 0.0 0-15% 0.40 0.90 U= Plan ID: 0.0 15-20% 0.40 0.75 U= Plan ID: 0.0 20-30% not allowed 0.60 U= Plan ID: 0.0 30-40% not allowed 0.50 Overhead Glazing U= Plan ID: 0.0 0.0 U= Plan ID: 0.0 Glazing% Elec Resist_ Other Heating U= Plan ID: 0.0 0-15% 0.80 1.45 U= Plan ID: 0.0 15-20% 0.80 1.40 U= Plan ID: 0.0 20-30% not allowed 1.30 U= Plan ID: 0.0 30-40% not allowed 125 Opaque Doors U= Plan ID: 0.0 0.0 U= Plan I D: 0.0 Elec Resist. Other Heating U= Plan ID: 0.0 0.60 0.60 Roofs over Attics R= Plan ID: 0.0 0.00 R= Plan ID: 0.0 Elec Resist. Other Heating R= Plan ID: 0.0 0.031 0.036 All Other Roofs R=38 Plan ID:100'x 296' 0.044 29600 1302.4 0.05 29600 1480.0 R= Plan I D: 0.0 Elec Resist. Other Heating R= Plan ID: 0.0 0.034 0.050 Opaque Walls R=19 Plan ID:27'x 792' 0.10 21384 2138.4 0.14 21384 29938 R= Plan ID: 0.0 Elec Resist, Other Heating R= Plan ID: 0.0 0.062 0.140 Below Grade Walls R= Plan ID: 00 0.0 R= Plan ID: 0.0 Floors over Uncond Space R= Plan ID: 0.0 0.0 R= Plan ID: 0.0 Elec Resist. Other Heating R= Plan ID: 0.0 0.029 0.056 Slabs on Grade R=10 Plan ID: 0.54 1740 939.6 0.54 1740 939.6 = Plan ID: 0.0 Elec Resist. Other Heating R= Plan ID: 0.0 F=.54 F=.54 Totals 52724 4380.40 Totals 52724 5413.36 For Compliance: Proposed Total Area shall equal Target Total Area AND Proposed Total UA shall not exceed Target Total UA ' ENV-SUM 1994 Washington State Nonresidential Energy Code Compliance Form Envelope Summary Climate Zone 1 ENV-SUM Project Name Crown Distribution -Cooler Date Project Address 172nd & 59th Arlington, Wa 03/15/2001 Applicant Name Seattle Construction Applicant Address Applicane Phone Project Description New Building Addition Alteration Change of Use x Compliance Option Prescriptive Component Performance Systems Analysis X Space Heat Type Electric Resistance All Other Glazing Area Total Glazing Area div by Gross Ext Wall Arei times 100 equals %of Glazing Calculation 0 21384 100 1 0.0% Concrete/Masonry Option Check Box if using this option. Envelope Requirements(enter values as applicable) Minimum Insulation R-Values Fully Heated/Cooled Space Roofs over Attic All Other Roofs Double layer R-19&R-19 w/thermal blocks R-30 Opaque Walls R-19 insulated panels&pin on panels R-19 Below Grade Walls Floors Over Unconditioned Space Slabs on Grade 2" extruded polystyrene under slab R-10 Radiant Floors Maximum U-Factors Personnel Doors Overhead Doors Vertical Glazing Overhead Glazing Maximum SHGC Vertical/Overhead Glazing Notes: 2" rigid insulation under perimeter 1994 Washington State Nonresidential Energy Code Compliance Form Envelope UA Calculations Climate Zone 1 ENV-UA Project Name lCrown Distribution - Cooler Space Heat Type Electric Resistance All Other X Glazing Area 0% Concrete/Masonry Option Yes No Building Component Proposed UA Target UA U-factor x Area(A) =UA(U x A) U-factor x Area(A) =UA(U x A) Vertical Glazing U= Plan ID: 0.0 0.0 U= Plan ID: 0.0 Glazing% Elec Resist, Other Heating U= Plan ID: 0.0 0-15% 0.40 0.90 U= Plan ID: 0.0 15-20% 0.40 0.75 U= Plan ID: 0.0 20-30% not allowed 0.60 U= Plan ID: 0.0 30-40% not allowed 0.50 Overhead Glazing U= Plan ID: 0.0 0.0 U= Plan ID: 0.0 Glazing% Elec Resist. Other Heating U= Plan ID: 0.0 0-15% 0.80 1.45 U= Plan ID: 0.0 15-20% 0.80 1.40 U= Plan ID: 0.0 20-30% not allowed 1.30 U= Plan ID: 0.0 30-40% not allowed 1.25 Opaque Doors U= Plan ID: 0.0 0.0 U= Plan ID: 0.0 Elec Resist. Other Healing U= Plan ID: 0.0 0.60 0.60 Roofs over Attics R= Plan ID: 0.0 0.00 R= Plan ID: 0.0 Elec Resist. Other Heating R= Plan ID: 0.0 0.031 0.036 All Other Roofs R=38 Plan ID:100'x 296' 4 29600 1302.4 0.06 29600 1480.0 R= Plan ID: 0.0 Elec Resist. Other Heating R= Plan ID: 0.0 0.034 0.050 Opaque Walls R=19 Plan ID:27'x 792' 0.10 21384 2138.4 0.14 21384 2993.8 R= Plan ID: 0.0 Elec Resist. Other Heating R= Plan ID: 0.0 0.062 0.140 Below Grade Walls R= Plan ID: 0.0 0.0 R= Plan ID: 0.0 Floors over Uncond Space R= Plan ID: 0.0 0.0 R= Plan ID: 0.0 Elec Resist. Other Heating R= Plan ID: 0.0 0.029 0.056 Slabs on Grade R=10 Plan ID: 939.6 0.54 1740 939.6 R= Plan ID: 0.0 Elec Resist. Other Heating R= Plan ID: 0.0 F=.54 F=.54 Totals 52724 4380.40 1Totals L52724 5413.36 For Compliance: Proposed Total Area shall equal Target Total Area AND Proposed Total UA shall not exceed Target Total UA ENV-SUM 1994 Washington State Nonresidential Energy Code Compliance Form Envelope Summary Climate Zone 1 ENV-SUM Project Name Crown Distribution - Cooler Date Project Address 172nd & 59th Arlington, Wa 03/15/2001 Applicant Name Seattle Construction Applicant Address Applicane Phone Project Description New Building Addition Alteration Change of Use x Compliance Option Prescriptive Component Performance Systems Analysis x Space Heat Type Electric Resistance All Other Glazing Area Total Glazing Area div by Gross Ext Wall Aree times 100 equals %of Glazing Calculation 0 21384 100 0.0% Concrete/Masonry Option Check Box if using this option. Envelope Requirements(enter values as applicable) Minimum Insulation R-Values Fully Heated/Cooled Space Roofs over Attic All Other Roofs Double layer R-19& R-19 w/thermal blocks R-30 Opaque Walls R-19 insulated panels&pin on panels R-19 Below Grade Walls Floors Over Unconditioned Space Slabs on Grade 2" extruded polystyrene under slab R-10 Radiant Floors Maximum U-Factors Personnel Doors Overhead Doors Vertical Glazing Overhead Glazing Maximum SHGC Vertical/Overhead Glazing Notes: 2" rigid insulation under perimeter 1 1994 Washington State Nonresidential Energy Code Compliance Form Envelope UA Calculations Climate Zone 1 ENV-UA Project Name JCrown Distribution -Cooler Space Heat Type Electric Resistance All Other x Glazing Area 0% Concrete/Masonry Option Yes 0 No 0 Building Component Proposed UA Target UA 1-1-factor x Area(A) =UA(U x A) U-factor x Area(A) =UA(U x A) Vertical Glazing U= Plan ID: 0.0 0.0 U= Plan ID: 0.0 Glazing% Elec Resist. Other Heating U= Plan ID: 0.0 0-15% 0.40 0.90 U= Plan ID: 0.0 15-20% 0.40 0.75 U= Plan ID: 0.0 20-30% not allowed 0.60 U= Plan ID: 0.0 30-40% not allowed 0.50 Overhead Glazing U= Plan ID: 0.0 0.0 U= Plan ID: 0.0 Glazing% Elec Resist. Other Heating U= Plan ID: 0.0 0-15% 0.80 1.45 U= Plan ID: 0.0 15-20% 0.80 1.40 U= Plan ID: 0.0 20-30% not allowed 1.30 U= Plan ID: OD 30-40% not allowed 1.25 Opaque Doors U= Plan ID: 0.0 0.0 U= Plan ID: 0.0 Elec Resist. Other Heating U= Plan ID: 0.0 0.60 0.60 Roofs over Attics R= Plan ID: 0.0 0.00 R= Plan ID: 0.0 Elec Resist. Other Heating R= Plan ID: 0.0 0.031 0.036 All Other Roofs R=38 Plan ID:100'x 296' 0.044 29600 1302.4 0.05 29600 1480.0 R= Plan ID: 00 Elec Resist. Other Heating R= Plan ID: 00 0.034 0.050 Opaque Walls - R=19 Plan ID:27'x 792' 0.10 21384 2138.4 0.14 21384 2993.8 R= Plan ID: 0.0 Elec Resist. Other Heating R= Plan ID: 0.0 0.062 0.140 Below Grade Walls R= Plan ID: 00 0.0 R= Plan ID: 00 Floors over Uncond Space R= Plan ID: 00 0.0 R= Plan ID: 00 Elec Resist. Other Heating R= Plan ID: 00 0 029 0.056 Slabs on Grade R=10 Plan ID: 0.54 1740 939.6 0.54 1740 939.6 R= Plan ID: 0.0 Elec Resist. Other Heating R= Plan ID: 0.0 F=.54 F=.54 Totals 52724 4380.40 Totals 52724 5413.36 For Compliance: Proposed Total Area shall equal Target Total Area AND Proposed Total UA shall not exceed Target Total UA ENV-SUM 1994 Washington State Nonresidential Energy Code Compliance Form Envelope Summary Climate Zone 1 ENV-SUM Project Name Crown Distribution - Cooler Date Project Address 172nd & 59th Arlington, Wa 03/15/2001 Applicant Name Seattle Construction Applicant Address Applicane Phone Project Description New Building Addition Alteration Change of Use x Compliance Option Prescriptive Component Performance Systems Analysis x Space Heat Type Electric Resistance All Other Glazing Area Total Glazing Area div by Gross Ext Wall Area times 100 equals %of Glazing Calculation 0 21384 100 1 0.0% Concrete/Masonry Option Check Box if using this option. Envelope Requirements(enter values as applicable) Minimum Insulation R-Values Fully Heated/Cooled Space Roofs over Attic All Other Roofs Double layer R-19& R-19 w/thermal blocks R-30 Opaque Walls R-19 insulated panels&pin on panels R-19 Below Grade Walls Floors Over Unconditioned Space Slabs on Grade 2" extruded polystyrene under slab R-10 Radiant Floors Maximum U-Factors Personnel Doors Overhead Doors Vertical Glazing Overhead Glazing Maximum SHGC Vertical/Overhead Glazing Notes: 2" rigid insulation under perimeter 1994 Washington State Nonresidential Energy Code Compliance Form Envelope UA Calculations Climate Zone 1 ENV-UA Project Name lCrown Distribution - Cooler Space Heat Type Electric Resistance All Other X Glazing Area 0% Concrete/Masonry Option Yes No Building Component Proposed UA Target UA U-factor x Area(A) =UA(U x A) U-factor x Area(A) =UA(U x A) Vertical Glazing U= Plan ID: 0.0 0.0 U= Plan ID: 0.0 Glazing% Elec Resist. Other Heating U= Plan ID: 0.0 0-15% 0.40 0.90 U= Plan ID: 0,0 15-20% 0.40 0.75 U= Plan ID: 0.0 20-30% not allowed 0.60 U= Plan ID: 0.0 30-40% not allowed 0.50 Overhead Glazing _ 'A- U= Plan ID: 0.0 0.0 U= Plan ID: 0.0 Glazing% Elec Resist. Other Heating U= Plan ID: 0.0 0-15% 0.80 1.45 U= Plan ID: 0.0 15-20% 0.80 1.40 U= Plan ID: 0.0 20-30% not allowed 1.30 U= Plan ID: 0.0 30-40% not allowed 1.25 Opaque Doors U= Plan ID: 0.0 0.0 U= Plan ID: 0.0 Elec Resist. Other Heating U= Plan I D: 0.0 0.60 0.60 Roofs over Attics R= Plan ID: 0.0 0.00 R= Plan ID: 0.0 Elec Resist. Other Heating R= Plan ID: 0.0 0.031 0.036 All Other Roofs R=38 Plan ID:100'x 296' 0.044 29600 1302.4 0,05 29600 1480,0 R= Plan ID: 0.0 Elec Resist. Other Heating R= Plan ID: 0.0 0.034 0.050 Opaque Walls R=19 Plan ID:27'x 792' 0.10 21384 2138.4 0.14 21384 2993.8 R= Plan ID: 0.0 Elec Resist. Other Heating R= Plan ID: 0.0 0.062 0.140 Below Grade Walls R= Plan ID: 0.0 0.0 R= Plan ID: 0.0 Floors over Uncond Space R= Plan ID: 0.0 0.0 R= Plan ID: 0.0 Elec Resist. Other Heating R= Plan ID: 00 0.029 0.056 Slabs on Grade R=10 Plan ID: 0.54 1740 939.6 0.54 1740 939.6 R= Plan ID: 0.0 Elec Resist. Other Heating R= Plan ID: 0.0 F=.54 F=.54 Totals 52724 4380.40 Totals 52724 5413.36 For Compliance: Proposed Total Area shall equal Target Total Area AND Proposed Total UA shall not exceed Target Total UA ENV-SUM 1994 Washington State Nonresidential Energy Code Compliance Form Envelope Summary Climate Zone 1 ENV-SUM Project Name Crown Distribution - Cooler Date Project Address 172nd & 59th Arlinqton, Wa 03/15/2001 Applicant Name Seattle Construction Applicant Address Applicane Phone Project Description New Building Addition Alteration Change of Use x Compliance Option Prescriptive Component Performance Systems Analysis x Space Heat Type Electric Resistance All Other Glazing Area Total Glazing Area div by Gross Ext Wall Arec' times 100 equals %of Glazing Calculation F 0 21384 100 0.0% Concrete/Masonry Option I Check Box if using this option. Envelope Requirements(enter values as applicable) Minimum Insulation R-Values Fully Heated/Cooled Space Roofs over Attic All Other Roofs Double layer R-19&R-19 w/thermal blocks R-30 Opaque Walls R-19 insulated panels&pin on panels R-19 Below Grade Walls Floors Over Unconditioned Space Slabs on Grade 2" extruded polystyrene under slab R-10 Radiant Floors Maximum U-Factors Personnel Doors Overhead Doors Vertical Glazing Overhead Glazing Maximum SHGC Vertical/Overhead Glazing Notes: 2" rigid insulation under perimeter 1994 Washington Stale Nonresidential Energy Code Compliance Form Envelope UA Calculations Climate Zone 1 ENV-UA Project Name JCrown Distribution - Cooler Space Heat Type Electric Resistance All Other X Glazing Area 0% Concrete/Masonry Option Yes No 0 Building Component Proposed UA Target UA U-factor x Area(A) =UA(U x A) U-factor x Area(A) =UA(U x A) Vertical Glazing U= Plan ID: 0.0 0.0 U= Plan ID: 0.0 Glazing% Elec Resist. Other Heating U= Plan ID: 0.0 0-15% 0.40 0.90 U= Plan ID: 0.0 15-20% 0.40 0.75 U= Plan ID: 0.0 20-30% not allowed 0.60 U= Plan ID. 0.0 30-40% not allowed 0.50 Overhead Glazing U= Plan ID: 0.0 0.0 U= Plan ID: 0.0 Glazing% Elec Resist. Other Heating U= Plan ID: 0.0 0-15% 0.80 1.45 U= Plan ID: 0.0 15-20% 0.80 1.40 U= Plan ID: 00 20-30% not allowed 1.30 U= Plan ID: 0.0 30-40% not allowed 1.25 Opaque Doors U92i66 U= Plan ID: 00 0.0 U= Plan ID: 0,0 Elec Resist. Other Heating U= Plan ID: 0.0 0.60 0.60 Roofs over Attics R= Plan ID: 0.0 0.00 R= Plan ID: 0.0 Elec Resist. Other Heating R= Plan ID: 0.0 0.031 0.036 All Other Roofs R=38 Plan ID:100'x 296' 0.044 29600 1302.4 0.05 29600 1480.0 R= Plan ID: 0.0 Elec Resist. Other Heating R= Plan ID: 0.0 0.034 0.050 Opaque Walls R=19 Plan I D:27'x 792' 0.10 21384 2138.4 0.14 21384 2993.8 R= Plan ID: 0.0 Elec Resist. Other Heating R= Plan ID: 0.0 0.062 0.140 Below Grade Walls - R= Plan ID: 00 0.0 R= Plan ID: 0.0 Floors over Uncond Space R= Plan ID: 0.0 0.0 R= Plan ID: 0.0 Elec Resist. Other Heating R= Plan ID: 0.0 0.029 0.056 Slabs on Grade R=10 Plan ID: 0.54 1740 939.6 0.54 1740 939.6 R= Plan ID: 0.0 Elec Resist. Other Heating R= Plan ID: 0.0 F=.54 F=.54 Totals 52724 4380.40 Totals 1 52724 1 5413.36 For Compliance: Proposed Total Area shall equal Target Total Area AND Proposed Total UA shall not exceed Target Total UA G�b(,UIV ��ST2��vTiov� w > ARLINGTON Z AIRPORT a 03 ARLINGTON z kn a 172ND ST NE 112N0 531 531 W Y O � SPOINTY PROJECT w EDGECOMB SITE Z w Z Q > Ln Q 5 Z � cn > � c of 152ND ST NE Q SI SCO STIMSON'S CROSSING VICINITY MAP SCALE: 1"=2000' LEGAL DESCRIPTION PACIFIC NORTHWEST TITLE COMPANY SUBDIVISION GUARANTEE DATED JANUARY 14, 2000, ORDER NO. 101407-1. THE WEST HALF OF THE WEST HALF OF THE NORTHWEST QUARTER OF THE NORTHEAST QUARTER OF SECTION 27, TOWNSHIP 31 NORTH, RANGE 5 EAST, W.M., IN SNOHOMISH COUNTY, EXCEPT ROAD. RECEIVEL TAX ACCOUNT #S JAN 5 2001 31052700100100 31052700100200 CITY OF A iLINGTON 31052700100201 1 _ CWA CONSULTANTS STRUCTURAL ENGINEERING BUILDING CODE CONSULTANTS 22421 N.E.20th Street,Sammamish,WA 98074 (425)836-2833 FAX: (425) 836-3707 E-Mail: chuckw@gte.net August 5, 2001 Crown Distributing —01-44404 1997 Uniform Building Codes RECHECK — Metal Building David W. Anderson Building Official City of Arlington 238 N. Olympic Avenue Arlington, WA 98223 Dear Mr. Anderson; We have completed our review of the revised plans for Crown Distributing Office/Warehouse Building. The plans have been reviewed for compliance to the 1997 Uniform Building Codes. The plans are approved and are being returned with our indication of review on them. Please note the changes to the plans as stated below: 1. Per our discussion, a 2-hour area separation wall is required along Line E-4. The wall must be continuous from the foundation to the underside of the metal roof decking. All doors openings at the lower level must be listed 1-1/2 hour assemblies. Sincerely; Chuck Williams SE CWA Consultants CC: Campbell/Nixon Architects Fax (253) 854-2475 CWA CONSULTANTS STRUCTURAL ENGINEERING BUILDING CODE CONSULTANTS 22421 N.E.20th Street,Sammamish,WA 98074 (425) 836-2833 FAX: (425)836-3707 E-Mail: chuckw@gte.net August 5, 2001 Crown Distributing —01-44404 1997 Uniform Mechanical Code Mechanical Review David W. Anderson Building Official City of Arlington 238 N. Olympic Avenue Arlington, WA 98223 Dear Mr. Anderson; We have completed our review of the mechanical plans for Crown Distributing Office/Warehouse Building. The plans have been reviewed for compliance to the 1997 Uniform Mechanical Code. The plans are approved and are being returned with our indication of review on them. Sincerely; Chuck Williams SE CWA Consultants i RECEIVED SYSTEMtMM.P MAIMARY V (-UU I System: 1st flr-reception Block Load 3.05 Location:Mt Vernon, Washington CITY OF ARLINGT01� November 06,2000 Prepared by:Puget Sound Ref. Page: 1 TABLE 1.SIZING DATA(COOLING) Total Coil Load 101,187 BTU/hr Load Occurs June 15:00 Sensible Coil Load 77,987 BTU/hr Outdoor Db/Wb 82.0/69.0 F Total Zone Sensible 70,756 BTU/hr Coil Conditions: Supply Temperature 55.0 F Entering Db/Wb 80.4/66.3 F Supply Air(Actual) 2,850 CFM Leaving Db/Wb 55.0/54.4 F Supply Air(Standard) 2,848 CFM Apparatus Dewpoint 53.7 F Ventilation Air 941 CFM Bypass Factor 0.050 Direct Exhaust Air 0 CFM Resulting Zone RH 47.7 % Reheat Required 0 BTU/hr Total Coil Load 8.43 Ton Floor Area 3,528 sgft Sensible Coil Load 6.50 Ton Overall U-Value 0.283 BTU/hr/sgft/F SQFT/I'on 418.40 Vent Air 0.27 CFM/sgft Cooling 28.68 BTU/hr/sqft Vent Air 2000 C71N/Percnn C001i1a 0_Rf CFM/�h TABLE 2.SIZING DATA(HEATING) 1Y Heating Coil Load 121,603 BTU/hr Heating 34.47 BTU/hr/sqft Ventilation Load 56,871 BTU/hr Heating 0.81 CF vVsgft Total Zone Load 64,732 BTU/hr Floor Area 3,528 sgft Ventilation Airflow 941 CFM Overall U-Value 0.283 Supply Airflow 2,850 CFM Vent Air 0.27 CFM/sgft Vent Air 20.00 CFM/Person TABLE 3.INPUT DATA(WEATHER) Location Mt Vernon,Washington Data Source User Defined Summer Dry-Bulb 83.0 F Latitude 48.8 Degree Coincident Wet-Bulb 69.0 F Elevation 14.0 ft Daily Range 19.0 F SJearneccf! 1 Q$ �YiLtcrl?r�-Bulb 16.0 F TABLE 4. INPUT(HVAC SYSTEM) System Name 1st flr-reception THERMOSTAT SETPOINTS System Type Clg and Warm Air Ht Cooling(Occ.) 78.0 F System Start 6:00 Cooling(Unocc.) 80.0 F Duration 12 hrs Heating 72.0 F SIZING SPECIFICATIONS RETURN AIR PLENUM No Supply 55.0 F FAN Ventilation 20.00 CFM/person Configuration Blow-Thru Exhaust 0.00 CFM Static Pressure 1.50 in.wg. FACTORS Coil Bypass 0.050 Safety(Sens) 5 % Safety(Latent) 5 % Heating Safety 10 % TABLE 5. TOP TEN COOLING COIL LOADS Time Sensible Ton Total Ton Time Sensible Ton Total Ton 1) June 15:00 6.50 8.43 6) June 14:00 6.36 8.28 2) June 16:00 6.47 8.40 7) July 14:00 6.36 8.19 3) July 15:00 6.51 8.35 8) July 17:00 6.33 8.16 4) July 16:00 6.48 8.32 9) August 15:00 6.16 7.97 5) June 17:00 6.35 8.28 10) June 13.00 6.05 7.96 SYSTEM SIZING SUMMARY System: 1st flr-reception Block Load 3.05 Location:Mt Vernon, Washington November 06,2000 Prepared by:Puget Sound Ref. Page:2 TABLE 6. ZONE SIZING DATA Max.Cooling Design Airflow Max.Heating Design Flow Sensible Rate Load Rate Zone Name (BTU/hr) (CFM) Design Time (BTU/hr) (CFM) 1st flr-reception etc 70,980 2,859 June 16:00 64,732 - Total: 2,859 Total: .00 SYSTEM SIZING SUMMARY System:pickleball Block Load 3.05 Location:Mt Vernon, Washington November 06,2000 Prepared by:Puget Sound Ref. Page: 1 TABLE 1.SIZING DATA(COOLING) Total Coil Load 68,764 BTU/hr Load Occurs June 16:00 Sensible Coil Load 39,643 BTU/hr Outdoor Db/Wb 81.4/68.8 F Total Zone Sensible 35,109 BTU/hr Coil Conditions: Supply Temperature 55.0 F Entering Db/Wb 81.0n0.1 F Supply Air(Actual) 1,414 CFM Leaving Db/Wb 55.0/54.6 F Supply Air(Standard) 1,413 CFM Apparatus Dewpoint 53.6 F Ventilation Air 800 CFM Bypass Factor 0.050 Direct Exhaust Air 0 CFM Resulting Zone RH 71.7 % Reheat Required 0 BTU/hr Total Coil Load 5.73 Ton Floor Area 2,423 sqft Sensible Coil Load 3.30 Ton Overall U-Value 0.057 BTU/hr/sgft/F SQFTfron 422.83 Vent Air 0.33 CFM/sqft Cooling 28.38 BTU/hr/sqft 0_tlfl ('FMlP-raon L_:ouli�lE _ _ O.Sti_CF�1/soft TABLE 2.SIZING DATA(HEATING) Heating Coil Load 63,996 BTU/hr Heating 26.41 BTU/br/sqft Ventilation Load 48,360 BTU/hr Heating 0.58 CFM/sqft Total Zane Load 15,637 BTU/hr Floor Area 2,423 sqft Ventilation Airflow 800 CFM Overall U-Value 0.057 Supply Airflow 1,414 CFM Vent Air 0.33 CFM/sqft Vent Air 20.00 CFM/Person TABLE 3.INPUT DATA(WEATHER) Location Mt Vernon,Washington Data Source User Defined Summer Dry-Bulb 83.0 F Latitude 48.8 Degree Coincident Wet-Bulb 69.0 F Elevation 14.0 ft Daily Range 19.0 F 5 \Pinter Drn�-Bulb_ _ 16.0. 1- TABLE 4. INPUT(HVAC SYSTEM) System Name pickleball THERMOSTAT SETPOINTS System Type Clg and Warm Air Ht Cooling(Occ.) 78.0 F System Start 6:00 Cooling(Unocc.) 80.0 F Duration 12 hrs Heating 72.0 F SIZING SPECIFICATIONS RETURN AIR PLENUM No Supply 55.0 F FAN Ventilation 20.00 CFM/person Configuration Blow-Thru Exhaust 0.00 CFM Static Pressure 1.50 in.wg. FACTORS Coil Bypass 0.050 Safety(Sens) 5 % Safety(Latent) 5 % Heating Safety 10 % TABLE 5. TOP TEN COOLING COIL LOADS Time Sensible Ton Total Ton Time Sensible Ton Total Ton 1) June 16:00 3.30 5.73 6) July 17.00 3.29 5.65 2) June 15:00 3.31 5.72 7) June 14:00 3.23 5.61 3) July 16:00 3.36 5.71 8) August 16:00 3.29 5.60 4) July 15:00 3.37 5.71 9) July 14:00 3.29 5.60 5) June 17:00 3.23 5.66 10) August 15:00 3.30 5.59 SYSTEM SIZING SUMMARY System:pickleball Block Load 3.05 Location:Mt Vernon, Washington November 06,2000 Prepared by:Puget Sound Ref. Page:2 [TABLE 6. ZONE SIZING DATA Max.Cooling Design Airflow Max.Heating Design Flow Sensible Rate Load Rate Zone Name (BTU/hr) (CFM) Design Time (BTU/hr) (CFM) PICKLEBALL COURT 35,338 1,423 June 17:00 15,637 - Total: 1,423 Total: .00 I � :� SYSTEM SIZING SUMMARY System: 1st flr-NW Block Load 3.05 Location:Mt Vernon, Washington November 06,2000 Prepared by:Puget Sound Ref. Page: 1 TABLE 1.SIZING DATA(COOLING) Total Coil Load 99,663 BTU/hr Load Occurs June 17:00 Sensible Coil Load 83,920 BTU/hr Outdoor Db/Wb 80.1/6&4 F Total Zone Sensible 79,150 BTU/hr Coil Conditions: Supply Temperature 55.0 F Entering Db/Wb 79.4/65.0 F Supply Air(Actual) 3,188 CFM Leaving Db/Wb 55.0/54.3 F Supply Air(Standard) 3,186 CFM Apparatus Dewpoint 53.7 F Ventilation Air 541 CFM Bypass Factor 0.050 Direct Exhaust Air 0 CFM Resulting Zone RH 46. % Reheat Required 0 BTU/hr Total Coil Load &31 Ton Floor Area 3,892 sqft Sensible Coil Load 6.99 Ton Overall U-Value 0.206 BTU/hr/sgft/F SQFT/I'on 468.62 Vent Air 0.14 CFM/sqft Cooling 25.61 BTU/hr/sqft Vent Air 20.00 CPM/Ptrsnn CoolinL TABLE 2.SIZING DATA(HEATING) Heating Coil Load 75,860 BTU/hr Heating 19.49 BTU/hr/sqft Ventilation Load 32,676 BTU/hr Heating 0.82 CFM/sqft Total Zone Load 43,184 BTU/hr Floor Area 3,892 sqft Ventilation Airflow 541 CFM Overall U-Value 0.206 Supply Airflow 3,188 CFM Vent Air 0.14 CFM/sqft Vent Air 20.00 CFM/Person TABLE 3.INPUT DATA(WEATHER) Location Mt Vernon,Washington Data Source User Defined Summer Dry-Bulb 83.0 F Latitude 48.8 Degree Coincident Wet-Bulb 69.0 F Elevation 14.0 ft Daily Range 19.0 F Almasnherir Clearness 9 1.05 Winter D1n-Bulb 16.01' TABLE 4. INPUT(HVAC SYSTEM) System Name 1st flr-NW THERMOSTAT SETPOINTS System Type Clg and Warm Air Ht Cooling(Oce.) 78.0 F System Start 6:00 Cooling(Unocc.) 80.0 F Duration 12 hrs Heating 72.0 F SIZING SPECIFICATIONS RETURN AIR PLENUM No Supply 55.0 F FAN Ventilation 20.00 CFM/person Configuration Blow-Thru Exhaust 0.00 CFM Static Pressure 1.50 in.wg. FACTORS Coil Bypass 0.050 Safety(Sens) 5 % Safety(Latent) 5 % Heating Safety 10 % TABLE 5. TOP TEN COOLING COIL LOADS Time Sensible Ton Total Ton Time Sensible Ton Total Ton 1) June 17:00 6.99 &31 6) August 16:00 6.81 8.06 2) July 17:00 7.03 8.28 7) June 15:00 6.65 7.96 3) June 16:00 6.89 8.20 8) July 15:00 6.71 7.95 4) July 16:00 6.95 8.19 9) August 15:00 6.59 7.83 5) August 17:00 6.84 8.09 10) May 17:00 6.65 7.73 SYSTEM SIZING SUMMARY System: 1st fir-NW Block Load 3.05 Location:Mt Vernon, Washington November 06,2000 Prepared by:Puget Sound Ref. Page:2 TABLE 6. ZONE SIZING DATA Max.Cooling Design Airflow Max.Heating Design Flow Sensible Rate Load Rate Zone Name (BTU/hr) (CFM) Design Time (BTU/hr) (CFM) Ist floor NW offices 79,150 3,188 June 17:00 43,184 - Total: 3,188 Total: .00 SYSTEM SIZING SUMMARY System: 1st flr-Sales Block Load 3.05 Location:Mt Vernon, Washington November 03,2000 Prepared by:Puget Sound Ref. Page: 1 TABLE 1.SIZING DATA(COOLING) Total Coil Load 47,016 BTU/hr Load Occurs July 15:00 Sensible Coil Load 39,248 BTU/hr Outdoor Db/Wb 83.0/69.0 F Total Zone Sensible 35,838 BTU/hr Coil Conditions: Supply Temperature 55.0 F Entering Db/Wb 80.2/65.4 F Supply Air(Actual) 1,443 CFM Leaving Db/Wb 55.0/54.3 F Supply Air(Standard) 1,443 CFM Apparatus Dewpoint 53.7 F Ventilation Air 334 CFM Bypass Factor 0.050 Direct Exhaust Air 0 CFM Resulting Zone RH 45.8 % Reheat Required 0 BTU/hr Total Coil Load 3.92 Ton Floor Area 2,408 sqft Sensible Coil Load 3.27 Ton Overall U-Value 0.000 BTU/hr/sgrt/F SQFT/Ton 614.60 Vent Air 0.14 CFM/sqft Cooling 19.52 BTU/hr/sqft Vent A r 20110 [TM1i/_Moo Cooline 0.G0_CPlllsoft TABLE 2.SIZING DATA(HEATING) Heating Coil Load 22,364 BTU/hr Heating 9.29 BTU/hr/sqft Ventilation Load 20,217 BTU/hr Heating 0.60 CFM/sqft Total Zone Load 2,147 BTU/hr Floor Area 2,408 sqft Ventilation Airflow 334 CFM Overall U-Value 0.000 Supply Airflow 1,443 CFM Vent Air 0.14 CFM/sqft Vent Air 20.00 CFM/Person TABLE 3.INPUT DATA(WEATHER) Location Mt Vernon,Washington Data Source User Defined Summer Dry-Bulb 83.0 F Latitude 48.8 Degree Coincident Wet-Bulb 69.0 F Elevation 14.0 It Daily Range 19.0 F !Pinter Dn'-Bulb TABLE 4. INPUT(HVAC SYSTEM) System Name 1st flr-Sales THERMOSTAT SETPOINTS System Type Clg and Warm Air Ht Cooling(Occ.) 78.0 F System Start 6:00 Cooling(Unocc.) 80.0 F Duration 18 hrs Heating 72.0 F SIZING SPECIFICATIONS RETURN AIR PLENUM No Supply 55.0 F FAN Ventilation 20.00 CFM/person Configuration Blow-Thru Exhaust 0.00 CFM Static Pressure 1.50 in.wg. FACTORS Coil Bypass 0.050 Safety(Sens) 5 % Safety(Latent) 5 % Heating Safety 10 % TABLE 5. TOP TEN COOLING COIL LOADS A Time Sensible Ton Total Ton Time Sensible Ton Total Ton 1) July 15:00 3.27 3.92 6) June 16:00 3.24 3.92 2) August 15:00 3.27 3.92 7) July 17:00 3.25 3.89 3) June 15:00 3.24 3.92 8) August 17:00 3.25 3.89 4) July 16:00 3.27 3.92 9) June 17:00 3.22 3.89 5) August 16:00 3.27 3.92 10) July 14:00 3.24 3.88 SYSTEM SIZING SUMMARY System: 1st flr-Sales Block Load 3.05 Location:Mt Vernon, Washington November 03,2000 Prepared by:Puget Sound Ref. Page:2 TABLE 6. ZONE SIZING DATA Max.Cooling Design Airflow Max.Heating Design Flow Sensible Rate Load Rate Zone Name (BTU/hr) (CFM) Design Time (BTU/hr) (CFM) Sales Area 37,077 1,493 January 23:00 2,147 - Total: 1,493 Total: .00 I SYSTEM SIZING SUMMARY System: 1st flr-SW Block Load 3.05 Location:Mt Vernon, Washington November 03,2000 Prepared by:Puget Sound Ref. Page: 1 TABLE 1.SIZING DATA(COOLING) Total Coil Load 61,114 BTU/hr Load Occurs July 16:00 Sensible Coil Load 49,769 BTU/hr Outdoor Db/Wb 82.4/68.8 F Total Zone Sensible 45,674 BTU/hr Coil Conditions: Supply Temperature 55.0 F Entering Db/Wb 80.1/65.6 F Supply Air(Actual) 1,840 CFM Leaving Db/Wb 55.0/54.4 F Supply Air(Standard) 1,839 CFM Apparatus Dewpoint 53.7 F Ventilation Air 429 CFM Bypass Factor 0.050 Direct Exhaust Air 0 CFM Resulting Zone RH 46.9 % Reheat Required 0 BTU/hr Total Coil Load 5.09 Ton Floor Area 3,087 sqft Sensible Coil Load 4.15 Ton Overall U-Value 0.077 BTU/hr/sgft/F SQFT/I'on 606.14 Vent Air 0.14 CFM/sgft Cooling 19.80 BTU/hr/sqft V..t 20.00 rAtPerson Cooline _ �.60_(_N1Ll'safh TABLE 2.SIZING DATA(HEATING) Heating Coil Load 52,060 BTU/hr Heating 16.86 BTU/br/sqft Ventilation Load 25,918 BTU/hr Heating 0.60 CFM/sgft Total Zone Load 26,142 BTU/hr Floor Area 3,087 sgft Ventilation Airflow 429 CFM Overall U-Value 0.077 Supply Airflow 1,840 CFM Vent Air 0.14 CFM/sgft Vent Air 20.00 CFM/Person TABLE 3.INPUT DATA(WEATHER) Location Mt Vernon,Washington Data Source User Defined Summer Dry-Bulb 83.0 F Latitude 48.8 Degree Coincident Wet-Bulb 69.0 F Elevation 14.0 ft Daily Range 19.0 F Almasnheric Clearness t/ 1.05 WintcrDj?i-Bnlh _ 16.01., _ _ TABLE 4. INPUT(HVAC SYSTEM) System Name 1st flr-SW THERMOSTAT SETPOINI'S System Type Clg and Warm Air Ht Cooling(Occ.) 78.0 F System Start 6:00 Cooling(Unocc.) 80.0 F Duration 12 hrs Heating 72.0 F SIZING SPECIFICATIONS RETURN AIR PLENUM No Supply 55.0 F FAN Ventilation 20.00 CFM/person Configuration Blow-Thru Exhaust 0.00 CFM Static Pressure 1.50 in.wg. FACTORS Coil Bypass 0.050 Safety(Sens) 5 % Safety(Latent) 5 % Heating Safety 10 % TABLE 5. TOP TEN COOLING COIL LOADS Time Sensible Ton Total Ton Time Sensible Ton Total Ton 1) July 16:00 4.15 5.09 6) June 17:00 4.09 5.08 2) July 17:00 4.15 5.09 7) July 15:00 4.11 5.06 3) August 17:00 4.14 5.09 8) August 15:00 4.11 5.05 4) August 16:00 4.14 5.09 9) June 15:00 4.05 5.04 5) June 16:00 4.09 5.08 10) July 14:00 4.03 4.97 i I SYSTEM SIZING SUMMARY System:1st flr-SW Block Load 3.05 Location:Mt Vernon, Washington November 03,2000 Prepared by:Puget Sound Ref. Page:2 TABLE 6. ZONE SIZING DATA Max.Cooling Design Airflow Max.Heating Design Flow Sensible Rate Load Rate Zone Name (BTU/hr) (CFM) Design Time (BTU/hr) (CFM) 1st floor SW offices 46,245 1,863 July 17:00 26,142 - Total: 1,863 Total: .00 i SYSTEM SIZING SUMMARY System:2nd flr-west Block Load 3.05 Location:Mt Vernon, Washington November 06,2000 Prepared by:Puget Sound Ref. Page: 1 �TABLIs 1.SIZING DATA(COOLING) Total Coil Load 141,229 BTU/hr Load Occurs June 17:00 Sensible Coil Load 119,563 BTU/hr Outdoor Db/Wb 80.1/68.4 F Total Zone Sensible 112,833 BTU/hr Coil Conditions: Supply Temperature 55.0 F Entering Db/Wb 79.4/64.9 F Supply Air(Actual) 4,545 CFM Leaving Db/Wb 55.0/54.3 F Supply Air(Standard) 4,542 CFM Apparatus Dewpoint 53.7 F Ventilation Air 740 CFM Bypass Factor 0.050 Direct Exhaust Air 0 CFM Resulting Zone RH 45.9 Reheat Required 0 BTU/hr Total Coil Load 11.77 Ton Floor Area 5,334 sgft Sensible Coil Load 9.96 Ton Overall U-Value 0.098 BTU/hr/sgft/F SQFT/Ton 453.22 Vent Air 0.14 CFM/sgft Cooling 26.48 BTU/hr/sqft Vent Air 20.00_l;FM/P xson couliui TABLE 2.SIZING DATA(HEATING) Heating Coil Load 110,283 BTU/hr Heating 20.68 BTU/hr/sqft Ventilation Load 44,733 BTU/hr Heating 0.85 CFM/sgft Total Zone Load 65,551 BTU/hr Floor Area 5,334 sqft Ventilation Airflow 740 CFM Overall U-Value 0.098 Supply Airflow 4,545 CFM Vent Air 0.14 CFM/sgft Vent Air 20.00 CFM/Person [TABLE 3.INPUT DATA(WEATHER) Location Mt Vernon,Washington Data Source User Defined Summer Dry-Bulb 83.0 F Latitude 48.8 Degree Coincident Wet-Bulb 69.0 F Elevation 14.0 It Daily Range 19.0 F jr C1 -_ 15'iutcr Dry-Bulb 16.0 F TABLE 4. INPUT(HVAC SYSTEM) System Name 2nd flr-west THERMOSTAT SETPOINTS System Type Cig and Warm Air Ht Cooling(Occ.) 78.0 F System Start 6:00 Cooling(Unocc.) 80.0 F Duration 12 hrs Heating 72.0 F SIZING SPECIFICATIONS RETURN AIR PLENUM No Supply 55.0 F FAN Ventilation 20.00 CFM/person Configuration Blow-Thru Exhaust 0.00 CFM Static Pressure 1.50 in.wg. FACTORS Coil Bypass 0.050 Safety(Sens) 5 Safety(Latent) 5 % Heating Safety 10 % TABLE 5. TOP TEN COOLING COIL LOADS Time Sensible Ton Total Ton Time Sensible Ton Total Ton 1) June 17:00 9.96 11.77 6) August 16:00 9.66 11.37 2) July 17:00 10.01 11.73 7) June 15:00 9.42 11.21 3) June 16:00 9.80 11.60 8) July 15:00 9.50 11.20 4) July 16:00 9.87 11.59 9) August 15:00 9.30 11.00 5) August 17:00 9.72 11.43 10) May 17:00 9.43 10.93 SYSTEM SIZING SUMMARY System:2nd flr-west Block Load 3.05 Location:Mt Vernon, Washington November 06,2000 Prepared by:Puget Sound Ref. Page:2 TABLE 6. ZONE SIZING DATA Max.Cooling Design Airflow Max.Heating Design Flow Sensible Rate Load Rate Zone Name (BTU/hr) (CFM) Design Time (BTU/hr) (CFM) 2nd floor-w offices 112,833 4,545 June 17:00 65,551 - Total: 4,545 Total: .00 SYSTEM SIZING SUMMARY System:2nd flr-hospitality Block Load 3.05 Location:Mt Vernon, Washington November 03,2000 Prepared by:Puget Sound Ref. Page: 1 TABLE 1.SIZING DATA(COOLING) Total Coil Load 10674 BTU/hr Load Occurs July 15:00 Sensible Coil Load 72,074 BTU/hr Outdoor Db/Wb 83.0/69.0 F Total Zone Sensible 33,539 BTU/hr Coil Conditions: Supply Temperature 64.5 F Entering Db/Wb 84.0/69.3 F Supply Air(Actual) 2,300 CFM Leaving Db/Wb 55.0/54.4 F Supply Air(Standard) 2,299 CFM Apparatus Dewpoint 53.5 F Ventilation Air 2,300 CFM Bypass Factor 0.050 Direct Exhaust Air 0 CFM Resulting Zone RH 54.3 % Reheat Required 23,564 BTU/hr Total Coil Load 8.84 Ton Floor Area 1,723 sgit Sensible Coil Load 6.01 Ton Overall U-Value 0.033 BTU/hr/sgft/F SQFT/1'on 194.96 Vent Air 1.33 CFM/sgft Cooling 61.55 BTU/hr/sqft Vent Air 20.00 CM/Person ❑otinp 1.3.1_C:F151/sof[� TABLE 2.SIZING DATA(HEATING) Heating Coil Load 143,474 BTU/hr Heating 83.27 BTU/hr/sqft Ventilation Load 139,034 BTU/hr Heating 1.33 CFM/sgft Total Zone Load 4,441 BTU/hr Floor Area 1,723 sqft Ventilation Airflow 2,300 CFM Overall U-Value 0.033 Supply Airflow 2,300 CFM Vent Air 1.33 CFM/sgft Vent Air 20.00 CFM/Person TABLE 3.INPUT DATA(WEATHER) Location Mt Vernon,Washington Data Source User Defined Summer Dry-Bulb 83.0 F Latitude 48.8 Degree Coincident Wet-Bulb 69.0 F Elevation 14.0 ft Daily Range 19.0 F _AlmOSnhcric C 1 rness N 1.05 1Yiate"i-Bulb -16.0_F TABLE 4. INPUT(HVAC SYSTEM) System Name 2nd flr-hospitality THERMOSTAT SETPOINTS System Type Clg and Warm Air Ht Cooling(Occ.) 78.0 F System Start 6:00 Cooling(Unocc.) 80.0 F Duration 18 hrs Heating 72.0 F SIZING SPECIFICATIONS RETURN AIR PLENUM No Supply 55.0 F FAN Ventilation 20.00 CFM/person Configuration Blow-Thru Exhaust 0.00 CFM Static Pressure 1.50 in.wg. FACTORS Coil Bypass 0.050 Safety(Sens) 5 % Safety(Latent) 5 % Heating Safety 10 % TABLE 5. TOP TEN COOLING COIL LOADS Time Sensible Ton Total Ton Time Sensible Ton Total Ton 1) July 15:00 6.01 8.84 6) August 14:00 5.89 8.71 2) August 15:00 6.01 8.84 7) August 16:00 5.89 8.71 3) June 15:00 5.80 8.82 8) June 14:00 5.68 8.69 4) July 14:00 5.89 8.71 9) June 16:00 5.68 8.69 5) July 16:00 5.89 8.71 10) July 17:00 5.61 8.42 i .r---- - - - - _ - - - -� --- -- SYSTEM SIZING SUMMARY System:2nd flr-hospitality Block Load 3.05 Location:Mt Vernon, Washington November 03,2000 Prepared by:Puget Sound Ref. Page:2 TABLE 6. ZONE SIZING DATA Max.Cooling Design Airflow Max.Heating Design Flow Sensible Rate Load Rate Zone Name (BTU/hr) (CFM) Design Time (BTU/hr) (CFM) 2nd floor-hospitality 35,420 2,429 June 23:00 4,441 - Total: 2,429 Total: .00 DETAILED SYSTEM LOAD REPORT System:2nd flr-hospitality Block Load 3.05 Location:Mt Vernon, Washington November 03,2000 Prepared by:Puget Sound Ref. Page: 1 TABLE 1.CALCULATION INFORMATION Design Load: July 15:00 Db/Wb Temp 83.0169.0 F Winter Design Temn 1&0 F TABLE 2.LOAD COMPONENT SUMMARY Design Cooling Loads Design Sensible Latent Heating Load Component Details (BTU/hr) (BTU/hr) (BTU/br) Solar Loads 0 sgft 0 - Wall Transmission 0 sgft 0 0 Roof Transmission 1,723 sqft 960 3,184 Glass Transmission 0 sgft 0 0 Skylight Transmission 0 sgft 0 0 Partitions 784 sgft 0 853 Lighting 1.20 W/sgft 6,328 - Other Electric 0.00 W/sqft 0 - People 115 People 24,600 23,575 Inflltration 0 0 0 Miscellaneous 0 0 Slab 0 sgft - - 0 PulklownMarm-Up 54 Safety Factor 515110 % 1,597 1,179 404 Total Zone Loads 33,539 24,754 4,441 Ventilation Load 2,300 CFM 12,414 9,226 139,034 Supply Fan Load 2,300 CFM 2,557 - Plenum Load thru Wall 0 % 0 Plenum Load thru Roof 0 % 0 - Plenum Load-Lights 0 % 0 - Reheat Load 23,564 77 Q7d .1,44701 143 d7d TABLE 3.WALL AND GLASS BREAKDOWN r. Total Cooling Cooling Heating Net Area Transmission Solar Load Transmission Component (sgft) (BTU/br) (BTU/hr) (UM/hr) Walls: NE 0 0 0 E 0 0 - 0 SE 0 0 - 0 S 0 0 - 0 SW 0 0 0 W 0 0 0 NW 0 0 0 N 0 0 _ - 0 Glass: NE 0 0 0 0 E 0 0 0 0 SE 0 0 0 0 S 0 0 0 0 SW 0 0 0 0 W 0 0 0 0 NW 0 0 0 0 N 0 0 0 0 Hor 0 0 0 0 SYSTEM SIZING SUMMARY System:2nd flr-social hall Block Load 3.05 Location:Mt Vernon, Washington November 06,2000 Prepared by:Puget Sound Ref. Page: 1 TABLE 1.SIZING DATA(COOLING) Total Coil Load 67,635 BTU/hr Load Occurs July 15:00 Sensible Coil Load 46,666 BTU/hr Outdoor Db/Wb 83.0/69.0 F Total Zone Sensible 38,352 BTU/hr Coil Conditions: Supply Temperature 55.0 F Entering Db/Wb 83.0/68.7 F Supply Air(Actual) 1,545 CFM Leaving Db/Wb 55.0/54.4 F Supply Air(Standard) 1,544 CFM Apparatus Dewpoint 53.5 F Ventilation Air 1,222 CFM Bypass Factor 0.050 Direct Exhaust Air 0 CFM Resulting Zone RH 52.7 % Reheat Required 0 BTU/hr Total Coil Load 5.64 Ton Floor Area 3,080 sqft Sensible Coil Load 3.89 Ton Overall U-Value 0.080 BTU/hr/sgft/F SQFT/Ton 546.47 Vent Air 0.40 CFM/sgft Cooling 21.% BTU/br/sqft M/Pcrson -couline _0 S0_CFNl/saf1__, TABLE 2.SIZING DATA(HEATING) Heating Coil Load 106,151 BTU/hr Heating 34.46 BTU/hr/sqft Ventilation Load 73,883 BTU/hr Heating 0.50 CFM/sgft Total Zone Load 32,268 BTU/hr Floor Area 3,080 sgft Ventilation Airflow 1,222 CFM Overall U-Value 0.080 Supply Airflow 1,545 CFM Vent Air 0.40 CFM/sgft Vent Air 20.00 CFM/Person TABLE 3.INPUT DATA(WEATHER) Location Mt Vernon,Washington Data Source User Defined Summer Dry-Bulb 83.0 F Latitude 48.8 Degree Coincident Wet-Bulb 69.0 F Elevation 14.0 ft Daily Range 19.0 F Almosnhpric Clcarnexg N 105 Winter-Dry-Bulb- - 16-0 F TABLE 4. INPUT(HVAC SYSTEM) System Name 2nd flr-social hall THERMOSTAT SETPOINI'S System Type Clg and Warm Air Ht Cooling(Occ.) 78.0 F System Start 6:00 Cooling(Unocc.) 80.0 F Duration 12 hrs Heating 72.0 F SIZING SPECIFICATIONS RETURN AIR PLENUM No Supply 55.0 F FAN Ventilation 20.00 CFM/person Configuration Blow-Thru Exhaust 0.00 CFM Static Pressure 1.50 in.wg. FACTORS Coil Bypass 0.050 Safety(Sens) 5 % Safety(Latent) 5 % Heating Safety 10 % TABLE 5. TOP TEN COOLING COIL LOADS Time Sensible Ton Total Ton Time Sensible Ton Total Ton 1) July 15:00 3.89 5.64 6) August 15:00 3.78 5.49 2) June 15:00 3.78 5.64 7) July 17:00 3.74 5.49 3) July 16:00 3.87 5.62 8) August 16:00 3.75 5.48 4) June 16:00 3.76 5.62 9) June 14:00 3.64 5.47 5) June 17:00 3.64 5.49 10) July 14:00 3.75 5.47 SYSTEM SIZING SUMMARY System:2nd flr-social hall Block Load 3.05 Location:Mt Vernon, Washington November 06,2000 Prepared by:Puget Sound Ref. Page:2 TABLE 6. ZONE SIZING DATA Max.Cooling Design Airflow Max.Heating Design Flow Sensible Rate Load Rate _Zone Name (BTU/hr) (CFM) Design Time (BTU/hr) (CFM) 2nd fir-social hall 39,125 1,576 June 17:00 32,268 - Total: 1,576 Total: .00 i SYSTEM SIZING SUMMARY System:2nd flr-storage Block Load 3.05 Location:Mt Vernon, Washington November 03,2000 Prepared by:Puget Sound Ref. Page: 1 TABLE 1.SIZING DATA COOLING System does not have cooling capabilities. TABLE 2.SIZING DATA ATING Heating Coil Load 15,861 BTU/hr Heating 5.47 BTU/hr/sqft Ventilation Load 2,202 BTU/hr Heating 0.11 CFM/sgft Total Zone Load 13,659 BTU/hr Floor Area 2,898 sqft Ventilation Airflow 60 CFM Overall U-Value 0.048 Supply Airflow 316 CFM Vent Air 0.02 CFM/sgft Vent Air 20.00 CFM/Person TABLE 3.INPUT DATA EATHER Location Mt Vernon,Washington Data Source User Defined Summer Dry-Bulb 83.0 F Latitude 48.8 Degree Coincident Wet-Bulb 69.0 F Elevation 14.0 ft Daily Range 19.0 F TABLE 4. INPUT AC SYSTEM) System Name 2nd flr-storage THERMOSTAT SETPOINTS System Type Warm Air Htg Only Cooling(Occ.) 78.0 F System Start 6:00 Cooling(Unocc.) 78.0 F Duration 18 hrs Heating 50.0 F SIZING SPECIFICATIONS RETURN AIR PLENUM No Supply 90.0 F FAN Ventilation 20.00 CFM/person Configuration Blow-Thru Exhaust 0.00 CFM Static Pressure 1.50 in.wg. FACTORS Coil Bypass 0.050 Safety(Sens) 5 Safety(Latent) 5 % Heating Safety 5 % TABLE 5. TOP TEN COOLING COIL LOADS SYSTEM SIZING SUMMARY System:2nd flr-storage Block Load 3.05 Location:Mt Vernon, Washington November 03,2000 Prepared by:Puget Sound Ref. Page:2 TABLE 6. ZONE SIZING DATA — � Max.Cooling Design Airflow Max.Heating Design Flow Sensible Rate Load Rate Zone Name (BTU/hr) (CFM) Design Time (BTU/hr) (CFM) 2nd floor-storage - - 13,659 316 Total: Total: 316.35 DETAILED .DRAINAGE REPORT AND NPDES STORMWATER POLLUTION' PREVENTION PLAN FOR I CROWN PARK/ CROWN DISTRIBUTING SITE DEVELOPMENT r { DECEMBER 8, 2000 i � w Prepared for: CROWN PARK, L. L.C. c/o GREG BLUNT CROWN DISTRIBUTING, INC. c/o GREG BLUNT & GARY PARKINSON V v. ..� 3409 Mcf)OUGAL I'1VE. -- EVERETT, WA 98201 Prepared by: " t� JOHN CHERRY,P.E. HIGA ENGINEERING,INC. r=+. 1721 HEWITT AVENUE, SUITE 401 '^_` EVERETT, WA 98201 (425)252-2826 `:�';p;L"• �° 1721 Hewitt Avenue, Suite 401 Everett, WA 98201 ENGINEERING.INC. (425) 252-2$26 Fax:(425) 252-9551 r i r i � � • � _ � � . f _ � ., . � i k �_ � � � . ' ' � r r r� CONTENTS �S Drainage Summary/Introduction 2 Existing/Downstream Conditions 2 Developed Conditions 3 Drainage Design 3 Conclusions 5 Erosion Risk Assessment 6 NDPES SWPPP Summary 7 Appendix 8 Summary of Analysis and Design Parameters & Results Basin Map & Culvert Sizing Analysis Swale Analysis Detention Pond Design Calculations Soils Information i Geotechnical Reports j L L L L I. L 1 L i r DRAINAGE SUMMARY INTRODUCTION This report addresses drainage analysis and design for two related projects: r The first phase of the development of Crown Park, an industrial park projected to encompass as much as 65 acres at full buildout. This phase consists of construction of a 950-foot access f street and related drainage improvements at the west end of the property. • The development of a 5.75-acre warehouse/distributing facility and related drainage improvements adjacent to the access street for Crown Distributing, Inc., the industrial park's first tenant. Although these projects are being managed separately under separate ownership, they share f common drainage facilities. The drainage analysis and design have been integrated into a single i system serving both projects. The design was complicated by a seasonally high water table and by the nearly level terrain, long ! distances to the natural discharge point and the high proportion of impervious surface proposed. Higa Engineering staff conducted several field investigations in spring, summer and fall of 2000, including inspection of soils, ground cover, topography and typical drainage patterns and facilities in the vicinity. Additional field investigation was conducted by Western Geotechnical { Consultants, Inc. Their reports are included in the Appendix of this report. EXISTING CONDITIONS The site is located on a pasture fronting on the south side of 172"d Street NE (SR 531), southeast of the Arlington Airport. An existing house and outbuilding and associated driveway and landscaping occupy the northwest corner of the property. The remainder of the site is in pasture grass. The nearly-level site drains to the south at a slope of approximately 0.5%. An agricultural ditch conveys Edgecomb Creek westward along the south boundary of the Crown Park property, approximately 1300 feet south of 172"d Street. Although portions of the stream reach have been degraded by erosion and loss of streamside buffers, the Department of Fish and Wildlife reports that the creek supports populations of coho salmon, chum salmon and cutthroat trout, and is potential bull trout foraging habitat. Preliminary studies for the long-term development of Crown Park have included consideration of a substantial stream restoration effort. A second stream and associated wetlands have been identified on the Crown Park property, but they lie well to the east of the currently proposed work and will not be impacted. I The SCS Snohomish County Soil Survey identities the predominant underlying soil types in the proposed construction area as Lynnwood loamy sand at the north end near 172"d m Street, Custer fine sandy loam through the center of the site and Norma loam near Edgecomb Creek. 2 J f i Lynnwood soils are highly permeable and well drained, but Custer and Norma soils are typically poor-draining near the surface and subject to seasonally high water tables. Subsurface exploration by Western Geotechnical Consultants, Inc. (see reports in Appendix) confirmed the presence of these soil types and determined a seasonal high water table depth of one to three feet. Downstream flow path: All runoff generated on this site drains to Edgecomb Creek on the south boundary of the Crown Park property. At the southwest corner of the property the agricultural ditch conveying the creek waters turns 90' to the south. The ditch follows a straight _ line south between agricultural fields for one-half mile before turning west for one-quarter mile, then south again for one-half mile. At this point the creek crosses a railroad right-of-way and takes on a more natural character as it meanders south through a residential area en route to f Quilceda Creek approximately 2.5 miles south of the Crown Park property. The agricultural ditch within one-quarter mile downstream is typically four feet deep with 2:1 side slopes, although there are numerous irregularities caused by erosion. The bottom is approximately six feet wide and slopes at less than 1%. The ditch is vegetated intermittently with grasses and brush, and the banks have no significant shading vegetation. No culverts or other obstructions lie within one-quarter mile downstream from the Crown Park site. l DEVELOPED CONDITIONS A 950-foot extension of 59`h Avenue NE will be constructed along the west boundary of the ( property. This access street will be 44 feet wide with curbs and gutters and Nvill have sidewalks and planter strips on both sides. The street will terminate in a temporary hammerhead. Some minor pavement widening will occur on 172nd Street NE at the north end of the development to I accommodate a new left-turn lane, and a five-foot-wide paved walkway will be constructed parallel to the arterial. The Crown Distributing property will be developed with an 80,000 sq. ft. building, surrounded by paved parking. Landscape strips will be provided on the west, north and east boundaries. Approximately 95% of the area of the Crown Distributing parcel will have impervious cover following development. Because of the flat terrain, both the street and the distribution facility will be constructed on elevated pads to facilitate stormwater drainage. DRAINAGE DESIGN L . Stormwater from the roof and parking areas will be channeled to catch basins in the west, north and east parking areas. South of the building in the loading/maneuvering area, stormwater will be permitted to sheet flow over the pavement surface (sloped at 1%) and into a swale paralleling the south edge of the parcel. Some of the parking lot catch basins drain to the storm system to be constricted in 591h Avenue. This system will consist of oversized culverts laid at 0.25%. The unusually flat slope was necessary to work with the excessively flat terrain and the long distances the stormwater must be 3 conveyed. The calculations in the appendix demonstrate that oversizing the pipes adequately compensates for the flat slopes in meeting both capacity and minimum velocity requirements. The 591h Avenue storm system will discharge to a 200-foot biofiltration swale south of the r distribution facility. A second biofiltration swale collects stormwater from the east side of the distribution facility. Both swales will be constructed at 0.38%, again in an effort to reconcile the flat terrain and long distances. The D.O.E. stormwater manual advises installing underdrains on bioswales constructed at less than 1% slope. This element has been omitted from our design for two reasons: a. The swales will be excavated deep enough that the underlying soil will consist of sandy, free-draining native subsoil, rendering a constructed underdrain redundant. fb. Again due to the tight slope and elevation constraints, no practical daylight discharge point could be engineered for an underdrain pipe. The calculations in the Appendix demonstrate that the bioswales as designed meet D.O.E. standards for flow depth and freeboard for both the six-month water quality design storm and for I the 100-year, 24-hour design storm. It is anticipated that over time the biofiltration swales may develop areas of shallow standing ' water that could develop wetland characteristics, including colonization by wetland vegetation. We believe that this will improve rather than impair the water-quality functions of the biofiltration swale, without significantly reducing flood capacity. wales will discharge into a stormwater detention pond. The and has been The two biofiltration s b p p sized per D.O.E. guidelines to provide storage for runoff from a 100-year, 24-hour design storm over the entire 7.6 acre area to be developed. The outlet structure was designed to release stormwater at rates not exceeding the current runoff rate for the 10-year and 100-year 24-hour I design storms, and not exceeding one-half the current rate for a 2-year 24-hour design storm. After the initial design, the pond volume was expanded horizontally by 50% to provide a safety factor based on the percentage of impervious cover per D.O.E. guidelines. The pond has been designed as a shallow serpentine swale. Because the proximity of the Arlington Airport makes flocking birds a concern, our intent was to minimize unbroken expanses of open water and thereby make the pond less attractive for water landings. The shallowness (one foot maximum depth in a 100-year storm) was driven both by a desire to minimize groundwater intrusion and by a need to maintain sufficient elevation to permit outfall to Edgecomb Creek. The bottom of the serpentine pond will be level. This, too, was necessitated by elevation constraints. The berm between the swale switchbacks will be planted randomly with native trees and shrubs, providing wildlife habitat as well as shade and temperature modulation for the standing water prior to release to the creek. The pond itself will be located just outside a 150-foot stream buffer. 1 As with the biofiltration swales. we anticipate that over time some or all of the detention pond will develop wetland characteristics. This is especially true due to the pond's level bottom, its circuitous flow path and its location in an area of Norma soils without sandy subsoil layers. 4 I r CONCLUSION JThe proposed project will replace 7.6 acres of pasture with an engineered stormwater collection and treatment system. An additional 9.5 acres in the area between the distribution facility and Edgecomb Creek also will be removed from pasture use as a result of the proposed development. The elimination of active livestock pasture can be expected to reduce nutrient loadings in Edgecomb Creek to some degree, while reducing streambank erosion associated with livestock operations along the 600 feet of creek frontage affected by the current project. Additionally, the detention pond will discharge biofiltered stormwater at peak rates somewhat lower than the calculated peak rates currently released to the creek. For these reasons, we anticipate this project will have a beneficial net impact on Edgecomb f Creek. J ,I t l i L, 5 ( EROSION RISK ASSESSMENT & PROPOSED CONTROL METHODS J The risk of significant erosion impacts on this site and downstream is low because: • The site is nearly level, limiting surface water movement and erosion potential. No defined I drainage channels exist to concentrate flow. • A 150-foot vegetated buffer along Edgecomb Creek will not be disturbed. • Existing pasture to the east and west of the construction site will not be disturbed. • Site runoff will be filtered through straw bales, filter fabric fences and pasture grass before reaching Edgecomb Creek. Temporary erosion control measures recommended at this time include a gravel construction entrance to prevent tracking debris onto 172"d Street NE, sediment barriers around catch basins, ( ' straw bale barriers in defined swales, silt fences around site disturbances, an outlet filter on the l detention pond and dispersion of runoff into adjacent pastures where feasible. Permanent erosion control in the form of hydroseeding exposed soil (with interim mulching as needed) is specified in the detailed T.E.S.C. plan included in the accompanying construction plans. The detailed T.E.S.C. plan also provides recommendations specific to winter grading and contingency measures for unanticipated site conditions. t I f l_ 1_ 6 NDPES STORMWATER POLLUTION PREVENTION PLAN SUMMARY NOTE: The Crown Distributing site construction plan set that accompanies this report incorporates Washington State D.O.E. NPDES requirements for a Stormwater Pollution Prevention Plan (SWPPP). The complete plan set and this report constitute an SWPPP per the requirements of Section II-4 of D.O.E.'s Puget Sound Stormwater Management Manual. I ' • Project description: A warehouse/distribution facility to be constructed on a 5.75-acre site, associated with adjacent construction of a 950-foot street extension and associated drainage improvements. Approximately 30,000 cu. yds. of fill material will be imported to raise the site for drainage purposes. • Existing site conditions: One existing house and associated outbuildings, driveway and Slandscaping. Remainder of site is in pasture. Site slopes south at less than 1%. No wetlands or defined drainage channels on the site other than Edgecomb Creek along south boundary. • Adjacent areas: Site lies along south side of 172"d Street NE (SR 531), approximately 1.75 I miles west of Interstate 5 near the Smokey Point area of Arlington. Surrounding area is predominately agricultural south of 172"d Street and industrial (including Arlington Airport) north of 172"d Street. No anticipated deleterious stormwater impact on adjacent properties. • Soils: North end: Lynnwood loamy sand, permeability 2.0-20.0 in/hr, erosion hazard slight. Center of site: Custer fine sandy loam, permeability 0.2-0.6 in/hr near surface, greater than 20 in/hr below three feet depth. South end near creek: Norma loam, permeability less than 6 f in/hr. Critical areas: Edgecomb Creek and 150-foot buffer at south end of site. • Erosion and sediment control BMPs: Flat terrain limit surfaces transport of storm water. Proposed T.E.S.C. measures include: Straw bale barriers and silt fences as shown in construction plans. Detention pond outlet filter. Dispersion of runoff into adjacent pasture where feasible. All facilities to be in place before other construction commences. 1 Hydroseeding of exposed soil is required. Details and locations are specified in the T.E.S.C. plan in the accompanying construction plan set. • Permanent stabilization: All exposed graded surfaces shall be hydroseeded per specifications in accompanying construction plans. Biofiltration swales and detention pond shall be planted per specifications in accompanying construction plans. • Stormwater management considerations: All stormwater from site will be captured, treated in biofiltration swales and held in a detention pond designed to release into Edgecomb Creek at peak rates less than or equal to pre-development rates per D.O.E. guidelines. • Maintenance: Requirements for monitoring and maintenance of sedimentation and erosion control facilities are detailed in the T.E.S.C. plan in the accompanying construction plan set. ( • Calculations: Supporting calculations for the design of the on-site stormwater system are appended to this drainage/SWPPP report. Non-ESC BMPs required: The T.E.S.C. plan in the accompanying construction plan set instructs contractor to use industry best management practices to prevent pollutants from entering drainage channels and to dispose of solid waste in accordance with local regulations. 1 7 r APPENDIX 1 Summary of Analysis and Design Parameters & Results Sub-Basin Map &Culvert Sizing Analysis Swale Analysis Detention Pond Design Calculations Soils Information �• Geotechnical Reports 1 l . r .I L` I L �6 8 J �� yl- 1 SUMMARY OF DRAINAGE ANALYSIS & DESIGN f PARAMETERS & RESULTS Total development area 7.6 acres ( Existing ground cover Pasture (CN 86) i Developed basin ground cover Assumed 100% impervious (CN 98) SCS soil types Custer fine sandy loam (Group C) Norma loam(Group C) Lynnwood loamy sand (Group B) 2-year, 24-hour rainfall 1.8 inches 10-year, 24-hour rainfall 2.6 inches 100-year, 24-hour rainfall 3.7 inches Existing time of concentration 62 minutes Developed time of concentration 5.0 minutes (minimum assumed) Peak flows, existing conditions 2-year, 24-hour storm 0.50 cfs 10-year, 24-hour storm 1.13 cfs 100-year, 24-hour storm 2.13 cfs Peak flows, developed conditions 1 6-month, 24-hour storm 1.66 cfs 2-year, 24-hour storm 2.74 cfs 10-year, 24-hour storm 4.07 cfs 100-year, 24-hour storm 5.86 cfs Peak discharge rates, developed conditions 2-year, 24-hour storm 0.25 cfs 10-year, 24-hour storm 0.75 cfs 100-year, 24-hour storm 1.90 cfs Live storage required 37,224 cu. ft. Live storage provided 55,850+ cu. ft Waterworks definition modes Trapezoidal basin, stage/storage defined Combined 3.25" orifice, 60" notch(weir) i Maximum live storage water depth 1.01 feet 1 Maximum pond side slope 3:1 I Minimum freeboard 1 foot Biofiltration swales Max. water quality depth(6-mo. storm) <4" Max water quality velocity < 0.6 fps Max. conveyance depth (100-yr. storm) <6" Max conveyance velocity < 1.25 fps Culverts Minimum slope 0.25% for 18" pipe on 59`h Ave. 0.50% elsewhere Minimum velocity, flowing full 3.0 fps I f T - / lip O _ TO CB 1 - M I- - - - - - 2.0 AC. 0 QI 1 26% - D 0 - - I TO 0 = _ _� OUTFALL 19 - 1.7 AC. 22% OUTFALL 10 I 1.8 AC. E I ' TO 24% BIOSWALE 0.5 AC. l 7% if III ICI ill DRAINAGE SUB-BASINS I !I! TOTAL AREA: 7. 6 ACRES u SCALE: 1" = 100' I THIS MAP WAS USED TO DETERMINE N O, OU _ THE PERCENTAGE OF THE TOTAL SITE II PEAK RUNOFF BEING DIRECTED TO SPECIFIC CULVERTS AND SWALES, FOR aRAP"c ace 0.7 A USE IN THE CAPACITY ANALYSIS AND -9 DESIGN OF THOSE DRAINAGE ELEMENTS.11 00 l � i� i � CULVERT SIZING I WORST-CASE ANALYSIS f l 1 1_ i l I PIPE ANALYSIS - SUB-BASIN A Worksheet for Circular Channel Project Description Worksheet SUB-BASIN A,C-PIPE Flow Element Circular Channel Method Manning's Formula Solve For Channel Depth Input Data Mannings Coefficient 0.012 Slope 0.002500 ft/ft Diameter 18 in Discharge 2.23 cfs Results Depth 0.65 ft Flow Area 0.7 f:2 Wetted Perimeter 2.16 ft Top Width 1.49 ft Critical Depth 0.56 ft Percent Full 43.5 % Critical Slope 0.004245 ft/ft Velocity 3.02 ft/s Velocity Head 0.14 ft Specific Energy 0.79 ft Froude Number 0.76 Maximum Discharge 6.12 cfs Discharge Full 5.69 cfs Slope Full 0.000384 ft/ft Flow Type Subcritical Notes:Worst-case scenario: Entire 100-year peak flow from Sub-basins A&C conveyed by flattest section of smallest pipe in Sub-basin A. Pipe will be less than half-full with velocity exceeding 3 fps. Project Engineer:W. Noel Higa untitled.fm2 Higa Engineering, Inc FlowMaster v6.0(614e] 10/24/00 03:27:21 PM ©Haestad Methods, Inc. 37 Brookside Road Waterbury,CT 06708 USA (203)755-1666 Page 1 of 1 PIPE ANALYSIS - SUB-BASIN B f Worksheet for Circular Channel 1 Project Description Worksheet SUB-BASINS A, B,C, F-PIPE Flow Element Circular Channel Method Manning's Formula Solve For Channel Depth Input Data Mannings Coefficient 0.012 Slope 0.005000 ft/ft Diameter 15 in Discharge 4.16 cis Results Depth 0.88 ft Flow Area 0.9 W Wetted Perimeter 2.48 ft Top Width 1.14 ft Critical Depth 0.83 ft Percent Full 70.2 % Critical Slope 0.005895 ft/ft Velocity 4.52 ft/s Velocity Head 0.32 ft Specific Energy 1.20 ft Froude Number 0.89 Maximum Discharge 5.32 cfs 1 Discharge Full 4.95 cfs Slope Full 0003534 ft/ft Flow Type Subcritical Notes:Worst-case scenario: Entire 100-year peak flow from Sub-basins A, B,C 8 F conveyed by flattest section of smallest pipe in Sub-basin B. Pipe will be less than three-quarters full with velocity exceeding 4.5 fps. i I I Project Engineer:W.Noel Higa untitled.fm2 Higa Engineering,Inc FlowMaster v6.0[614e] 10/24/00 03:36:52 PM ©Haestad Methods, Inc. 37 Brookside Road Waterbury,CT 06708 USA (203)755-1666 Page 1 of 1 l PIPE ANALYSIS - SUB-BASIN C Worksheet for Circular Channel Project Description Worksheet SUB-BASIN C-PIPE I Flow Element Circular Channel Method Manning's Formula Solve For Channel Depth Input Data Mannings Coefficient 0.012 Slope 0.005000 ft/ft Diameter 12 in Discharge 1.52 cfs Results Depth 0.53 ft Flow Area 0.4 ft' Wetted Perimeter 1.64 ft Top Width 1.00 ft Critical Depth 0.52 ft Percent Full 53.3 % Critical Slope 0.005338 ft/ft Velocity 3.57 fUs Velocity Head 0.20 ft Specific Energy 0.73 ft Froude Number 0.96 Maximum Discharge 2.94 cfs 1 Discharge Full 2.73 cfs Slope Full 0.001551 ft/ft Flow Type Subcritical Notes:Worst-case scenario: Entire 100-year peak flow from Sub-basin C conveyed by flattest section of smallest pipe in sub-basin. Pipe will be approximately half-full with velocity exceeding 3 fps. t 1 I- Project Engineer:W. Noel Higa untitled.fm2 Higa Engineering,Inc FlowMaster v6.0[614e] 10/24/00 03:28:00 PM ©Haestad Methods, Inc. 37 Brookside Road Waterbury,CT 06708 USA (203)755-1666 Page 1 of 1 it w - PIPE ANALYSIS - SUB-BASIN D Worksheet for Circular Channel Project Description Worksheet SUB-BASIN D-PIPE Flow Element Circular Channel Method Manning's Formula Solve For Channel Depth Input Data Mannings Coefficient 0.012 Slope 0.005000 ft/ft Diameter 12 in Discharge 1.29 cfs Results Depth 0.48 ft Flow Area 0.4 ft2 Wetted Perimeter 1.54 ft Top Width 1.00 ft Critical Depth 0.48 ft Percent Full 48.4 % Critical Slope 0.005149 ft/ft Velocity 3.43 fUs Velocity Head 0.18 ft Specific Energy 0.67 ft Froude Number 0.98 Maximum Discharge 2.94 cfs Discharge Full 2.73 cfs Slope Full 0.001117 ft/ft Flow Type Subcritical Notes:Worst-case scenario: Entire 100-year peak flow from Sub-basin D conveyed by flattest section of smallest pipe in sub-basin. Pipe will be approximately half-full with velocity exceeding 3 fps. Project Engineer:W.Noel Higa untitled.fm2 Higa Engineering,Inc FlowMaster v6.0(614e] 10/24/00 03:28:34 PM ©Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203)755-1666 Page 1 of 1 PIPE ANALYSIS - SUB-BASIN F Worksheet for Circular Channel Project Description Worksheet SUB-BASIN F-PIPE Flow Element Circular Channel Method Manning's Formula Solve For Channel Depth Input Data Mannings Coefficient 0.012 Slope 0.006000 ft/ft Diameter 12 in Discharge 1.41 cfs Results Depth 0.48 ft Flow Area 0.4 ft' Wetted Perimeter 1.54 ft Top Width 1.00 ft Critical Depth 0.50 ft Percent Full 48.3 % Critical Slope 0.005240 ft/ft Velocity 3.75 ft/s Velocity Head 0.22 ft Specific Energy 0.70 ft Froude Number 1.08 fMaximum Discharge 3.22 cfs Discharge Full 2.99 cfs Slope Full 0.001335 ft/ft Flow Type Supercritical Notes:Worst-case scenario: Entire 100-year peak flow from Sub-basin F conveyed by flattest section of smallest pipe in ( sub-basin. Pipe will be approximately half-full with velocity exceeding 3 fps. l L.. Project Engineer:W. Noel Higa ' untitled.fm2 Higa Engineering,Inc FlowMaster v6.0[614e] 10/24/00 03:31:39 PM 0 Haestad Methods,Inc. 37 Brookside Road Waterbury,CT 06708 USA (203)755-1666 Page 1 of 1 r f f f-- r BIOFILTRATION SWALE & V-SWALE (CONVEYANCE CHANNELS) ANALYSIS 1. r BIOFILTRATION SWALE ANALYSIS - WEST SIDE, WATER QUALITY Worksheet for Trapezoidal Channel Project Description Worksheet SUB-BASINS A, B,C. F-BIOSWALE 6 MONTH STORM Flow Element Trapezoidal Channel Method Manning's Formula Solve For Channel Depth Input Data Mannings Coefficient 0.070 Slope 0.003750 ft/ft Left Side Slope 3.00 H :V Right Side Slope 3.00 H :V Bottom Width 6.00 ft Discharge 1.18 cfs Results Depth 0.31 ft Flow Area 2.2 ft2 Wetted Perimeter 7.97 ft Top Width 7.87 ft Critical Depth 0.10 ft Critical Slope 0.155132 ft/ft Velocity 0.55 ft/s Velocity Head 4.62e-3 ft Specific Energy 0.32 ft Froude Number 0.18 Flow Type Subcritical Notes:Worst-case scenario: Entire 6-month peak flow from Sub-basins A, B, C&F conveyed by biofiltration swale with bottom 6'wide. Flow will be less than 4"deep with velocity less than 1 fps. i JI 1 i Project Engineer:W. Noel Higa untitled.fm2 Higa Engineering,Inc FlowMaster v6.0[614e] 10/24/00 03:34:32 PM ©Haestad Methods, Inc. 37 Brookside Road Waterbury,CT 06708 USA (203)755-1666 Page 1 of 1 BIOFILTRATION SWALE ANALYSIS - WEST SIDE, CONVEYANCE Worksheet for Trapezoidal Channel Project Description Worksheet SUB-BASINS A, B,C, F-BIOSWALE 100 YEAR STORM Flow Element Trapezoidal Channel Method Manning's Formula Solve For Channel Depth Input Data Mannings Coefficient 0.040 Slope 0.003750 ft/ft Left Side Slope 3.00 H :V Right Side Slope 300 H:V Bottom Width 600 ft Discharge 416 cfs Results Depth 0.47 ft Flow Area 3.5 ftz Wetted Perimeter 8.95 ft Top Width 8.80 ft Critical Depth 0.24 ft Critical Slope 0.039529 ft/ft Velocity 1.21 ft/s Velocity Head 0.02 ft Specific Energy 0.49 ft Froude Number 0.34 Flow Type Subcritical Notes:Worst-case scenario: Entire 100-year peak flow from Sub-basins A, B,C&F conveyed by biofiltration swale with bottom 6'wide. Flow will be less than 6"deep with velocity less than 1.5 fps. Project Engineer:W.Noel Higa untitled.fm2 Higa Engineering,Inc FlowMaster v6.0[614e] 10/24/00 03:35:01 PM 0 Haestad Methods, Inc. 37 Brookside Road Waterbury,CT 06708 USA (203)755-1666 Page 1 of 1 BIOFILTRATION SWALE ANALYSIS - EAST SIDE, WATER QUALITY Worksheet for Trapezoidal Channel Project Description Worksheet SUB-BASINS D, E-BIOSWALE 6 MONTH STORM Flow Element Trapezoidal Channel Method Manning's Formula Solve For Channel Depth Input Data Mannings Coefficient 0.070 Slope 0.003750 ft/ft Left Side Slope 3.00 H:V Right Side Slope 3.00 H:V Bottom Width 2.00 ft Discharge 0.48 cfs Results Depth 0.32 ft Flow Area 1.0 ftz Wetted Perimeter 4.05 ft Top Width 3.94 ft Critical Depth 0.11 ft Critical Slope 0.156803 ft/ft Velocity 0.50 ft/s Velocity Head 3.87e-3 ft Specific Energy 0.33 ft Froude Number 0.18 Flow Type Subcritical Notes:Worst-case scenario: Entire 6-month peak flow from Sub-basins D&E conveyed by biofiltration swale with bottom 2' wide. Flow will be less than 4"deep with velocity approximately 0.5 fps. Title:Crown Park/Crown Distributing Project Engineer:John Cherry d:\flowmaster\crprk\cprk-cdist.fm2 Higa Engineering,Inc FlowMaster v6.0[614e] 12/06/00 10:51:52 AM ©Haestad Methods,Inc. 37 Brookside Road Waterbury,CT 06708 USA (203)755-1666 Page 1 of 1 BIOFILTRATION SWALE ANALYSIS - EAST SIDE, CONVEYANCE Worksheet for Trapezoidal Channel Project Description Worksheet SUB-BASINS D, E-BIOSWALE 100-YEAR STORM Flow Element Trapezoidal Channel Method Manning's Formula Solve For Channel Depth Input Data Mannings Coefficient 0.035 Slope 0.003750 ft/ft Left Side Slope 3.00 H:V Right Side Slope 3.00 H:V Bottom Width 2.00 ft Discharge 1.70 cfs Results Depth 0.44 ft Flow Area 1.4 ft' Wetted Perimeter 4.76 ft Top Width 4.62 ft Critical Depth 0.25 ft Critical Slope 0.031742 ft/ft Velocity 1.17 ft/s Velocity Head 0.02 ft Specific Energy 0.46 ft Froude Number 0.37 Flow Type Subcritical Notes:Worst-case scenario: Entire 100-year peak flow from Sub-basins D&E conveyed by biofiltration swale with bottom 2'wide. Flow will be less than 6"deep with velocity less than 1.5 fps. Project Engineer:W. Noel Higa untitled.fm2 Higa Engineering, Inc FlowMaster v6 0[614e] 10/24/00 03:35:27 PM ©Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203)755-1666 Page 1 of 1 V-SWALE CAPACITY ANALYSIS - SUB-BASIN D Worksheet for Triangular Channel Project Description Worksheet SUB-BASIN D-V-SWALE Flow Element Triangular Channel Method Manning's Formula Solve For Channel Depth Input Data Mannings Coefficient 0.030 Slope 0.003000 ft/ft Left Side Slope 3.00 H:V Right Side Slope 3.00 H:V Discharge 1.29 cfs ( Results Depth 0.60 ft Flow Area 1.1 ftZ Wetted Perimeter 3.82 ft ( Top Width 3.62 ft Critical Depth 0.41 ft Critical Slope 0.023873 ft/ft Velocity 1.18 ft/s Velocity Head 0.02 ft Specific Energy 0.63 ft Froude Number 0.38 ( Flow Type Subcritical r{ Notes:Worst-case scenario: Entire 100-year peak flow from Sub-basin D conveyed by v-swale east of bioswale. Flow depth less than 7.5"with at least 6"freeboard. C l Project Engineer:W. Noel Higa untitled.fm2 Higa Engineering,Inc FlowMaster v6.0[614e] 10/24/00 03:30:44 PM ©Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203)755-1666 Page 1 of 1 V-SWALE CAPACITY ANALYSIS - SUB-BASIN E Worksheet for Triangular Channel Project Description Worksheet SUB-BASIN E-V-SWALE Flow Element Triangular Channel Method Manning's Formula Solve For Channel Depth Input Data Mannings Coefficient 0.030 Slope 0 006000 ft/ft Left Side Slope 3.00 H:V Right Side Slope 3.00 H:V Discharge 0.41 cfs Results Depth 0.35 ft Flow Area 0.4 ft2 Wetted Perimeter 2.18 ft Top Width 2.07 ft Critical Depth 0.26 ft Critical Slope 0027815 ft/ft Velocity 1.15 f/s Velocity Head 0.02 ft Specific Energy 0.37 ft Froude Number 0.49 Flow Type Subcritical Notes:Worst-case scenario: Entire 100-year peak flow from Sub-basin E conveyed by v-swale west of bioswale Flow depth less than 4.5"with at least 6"freeboard. Project Engineer:W. Noel Higa untitled.fm2 Higa Engineering,Inc FlowMaster v6.0[614e] 10/24/00 03:30:21 PM 0 Haestad Methods, Inc. 37 Brookside Road Waterbury,CT 06708 USA (203)755-1666 Page 1 of 1 V-SWALE CAPACITY ANALYSIS - SUB-BASIN F Worksheet for Triangular Channel Project Description Worksheet SUB-BASIN F-V-SWALE Flow Element Triangular Channel Method Manning's Formula Solve For Channel Depth Input Data E Mannings Coefficient 0.030 d w Slope 0.002600 ft/ft 111 Left Side Slope 3.00 H:V Right Side Slope 3.00 H:V Discharge 1.41 cfs Results S Depth 0.64 ft Flow Area 1.2 ft' Wetted Perimeter 4.06 ft Top Width 3.85 ft Critical Depth 0.42 ft Critical Slope 0.023592 ft/ft Velocity 1.14 ft/s Velocity Head 0.02 ft Specific Energy 0.66 ft Froude Number 0.36 Flow Type Subcritical Notes:Worst-case scenario: Entire 100-year peak flow from Sub-basin F conveyed by v-swale east of bioswale. Flow depth less than 8"with at least 6"freeboard. f i L 1 r i �I Project Engineer:W. Noel Higa untitled.fm2 Higa Engineering,Inc FlowMaster v6.0[614e] 10/24/00 03:32:14 PM ©Haestad Methods, Inc. 37 Brookside Road Waterbury,CT 06708 USA (203)755-1666 Page 1 of 1 r� f - I � r DETENTION POND DESIGN CALCULATIONS I f C - 1 1 . L L l . I . STORMWATER MANAGEMENT MANUAL FOR THE PUGET SOUND BASIN ti 'o en a Based on Site Impervious Cover so 45 I 40 I � I " 35 I G I ZLL O 30 I G I zs zo 15 I I 10 O 20 40 so so 100 SITE lMPEWIOLPS COWER C90 III-1-3 FEBRUARY, 1992 12/6/00 11:32: 18 am page 1 CROWN PARK/CROWN DISTRIBUTING DETENTION POND SIZING -------------- BASIN SUMMARY BASIN ID: DVO02 NAME: DEVELOPED SITE 2 YR STORM SBUH METHODOLOGY TOTAL AREA. . . . . . . : 7. 60 Acres BASEFLOWS: 0.00 cfs RAINFALL TYPE. . . . : TYPElA PERV IMP PRECIPITATION. . . . : 1.80 inches AREA. . : 0.00 Acres 7. 60 Acres TIME INTERVAL. . . . : 10.00 min CN. . . . : 86.00 98.00 TC. . . . : 5.00 min 5. 00 min ABSTRACTION COEFF: 0.20 impTcReach - Channel L: 1399.24 kc:17 .00 s:0.0025 r� PEAK RATE: 2.74 cfs VOL: 1.00 Ac-ft TIME: 480 min IBASIN ID: DVO06MO NAME: DEVELOPED SITE 6 MONTH STORM SBUH METHODOLOGY TOTAL AREA. . . . . . . : 7. 60 Acres BASEFLOWS: 0.00 cfs RAINFALL TYPE. . . . : TYPElA PERV IMP PRECIPITATION. . . . : 1.15 inches AREA. . : 0.00 Acres 7. 60 Acres TIME INTERVAL. . . . . 10.00 min CN. . . . : 86.00 98.00 TC. . . . : 5.00 min 5.00 min ABSTRACTION COEFF: 0.20 impTcReach - Channel L: 1399.24 kc: 17. 00 s:0.0025 r PEAK RATE: 1. 66 cfs VOL: 0.59 Ac-ft TIME: 480 min It BASIN ID: DVO10 NAME: DEVELOPED SITE 10 YR STORM SBUH METHODOLOGY TOTAL AREA. . . . . . . : 7. 60 Acres BASEFLOWS: 0. 00 cfs RAINFALL TYPE. . . . : TYPElA PERV IMP PRECIPITATION. . . . : 2. 60 inches AREA. . : 0.00 Acres 7. 60 Acres TIME INTERVAL. . . . : 10.00 min CN. . . . : 86.00 98.00 TC. . . . : 5.00 min 5.00 min ABSTRACTION COEFF: 0.20 impTcReach - Channel L: 1399.24 kc:17.00 s:0.0025 PEAK RATE: 4.07 cfs VOL: 1.50 Ac-ft TIME: 480 min 1 BASIN ID: DV100 NAME: DEVELOPED SITE 100 YR STORM SBUH METHODOLOGY �N TOTAL AREA. . . . . . . : 7.60 Acres BASEFLOWS: 0.00 cfs RAINFALL TYPE. . . . : TYPElA PERV IMP PRECIPITATION. . . . : 3.70 inches AREA. . : 0.00 Acres 7. 60 Acres L TIME INTERVAL. . . . : 10.00 min CN. . . . : 86.00 98.00 TC. . . . . 5.00 min 5.00 min ABSTRACTION COEFF: 0.20 impTcReach - Channel L:1399.24 kc:17.00 s:0.0025 PEAK RATE: 5.86 cfs VOL: 2.20 Ac-ft TIME: 480 min L-- l�� F F 12/6/00 11:32:18 am page 2 CROWN PARK/CROWN DISTRIBUTING DETENTION POND SIZING ---------------- BASIN SUMMARY BASIN ID: EX002 NAME: EXISTING SITE 2 YR STORM SBUH METHODOLOGY TOTAL AREA. . . . . . . : 7. 60 Acres BASEFLOWS: 0.00 cfs RAINFALL TYPE. . . . : TYPElA PERV IMP rPRECIPITATION. . . . : 1.80 inches AREA. . : 7. 60 Acres 0.00 Acres 1 TIME INTERVAL. . . . : 10.00 min CN. . . . : 86.00 98 .00 TC. . . . . 64.07 min 5.00 min ABSTRACTION COEFF: 0.20 TcReach - Sheet L: 300.00 ns:0.1500 p2yr: 1.80 s:0.0050 TcReach Shallow L: 275.00 ks: 9.00 s:0.0030 PEAK RATE: 0.50 cfs VOL: 0.44 Ac-ft TIME: 540 min BASIN ID: EX010 NAME: EXISTING SITE 10 YR STORM SBUH METHODOLOGY TOTAL AREA. . . . . . . : 7. 60 Acres BASEFLOWS: 0.00 cfs RAINFALL TYPE. . . . : TYPElA PERV IMP PRECIPITATION. . . . : 2. 60 inches AREA. . : 7.60 Acres 0.00 Acres TIME INTERVAL. . . . : 10.00 min CN. . . . : 86.00 98 .00 TC. . . . : 61. 98 min 5.00 min ABSTRACTION COEFF: 0.20 TcReach - Sheet L: 300.00 ns:0.1500 p2yr: 1.80 s:0.0050 TcReach - Shallow L: 275. 00 ks: 9.00 s:0.0050 CPEAK RATE: 1.13 cfs VOL: 0.84 Ac-ft TIME: 490 min BASIN ID: EX100 NAME: EXISTING SITE 100 YR STORM SBUH METHODOLOGY TOTAL AREA. . . . . . . . 7. 60 Acres BASEFLOWS: 0.00 cfs RAINFALL TYPE. . . . : TYPElA PERV IMP PRECIPITATION. . . . : 3.70 inches AREA. . : 7.60 Acres 0.00 Acres f TIME INTERVAL. . . . : 10.00 min CN. . . . : 86.00 98 .00 I TC. . . . . 61. 98 min 5.00 min ABSTRACTION COEFF: 0.20 TcReach - Sheet L: 300. 00 ns:0. 1500 p2yr: 1.80 s:0.0050 �- TcReach - Shallow L: 275.00 ks: 9.00 s:0.0050 PEAK RATE: 2.13 cfs VOL: 1.44 Ac-ft TIME: 490 min I. L� r� 12/6/00 11:32:18 am page 3 CROWN PARK/CROWN DISTRIBUTING DETENTION POND SIZING HYDROGRAPH SUMMARY r� PEAK TIME VOLUME HYD RUNOFF OF OF Contrib NUM RATE PEAK HYDRO Area _----__--_cfs min. cf\AcFt Acres 1 0.254 1450 34515 cf 7 . 60 r 2 0.750 790 55398 cf 7. 60 I 3 1. 902 560 85195 cf 7. 60 4 0.239 1450 31769 cf 7. 14 5 0. 649 810 49512 cf 7. 14 6 1. 669 600 77594 cf 7 . 14 7 0.239 1450 31769 cf 7 . 14 8 0. 626 980 49375 cf 7.14 9 1.547 620 77367 cf 7.14 12/6/00 11:32:18 am page 4 CROWN PARK/CROWN DISTRIBUTING l DETENTION POND SIZING STORAGE STRUCTURE LIST STORAGE LIST ID No. STG-STO IDescription: STAGE STORAGE POND STORAGE LIST ID No. STG-ST03 I Description: STAGE STORAGE POND L I _ I� I�. 12/6/00 11:32:18 am page 5 CROWN PARK/CROWN DISTRIBUTING DETENTION POND SIZING -------------------------------------------------- DISCHARGE STRUCTURE LIST COMBINATION DISCHARGE ID No. COMBO i Description: COMBO FOR ORIFICE & NOTCH Structure: NOTCH Structure: Structure: ORIFICE Structure: Structure: NOTCH WEIR ID No. NOTCH I Description: NOTCH WEIR Weir Length: 5.0000 ft. Weir height (p) : 0.8000 ft. f Elevation : 100. 80 ft. Weir Increm: 0.10 I` MULTIPLE ORIFICE ID No. ORIFICE Description: BOTTOM ORIFICE FOR NOTCH Outlet Elev: 100.00 Elev: 98 .00 ft Orifice Diameter: 3.2500 in. 12/6/00 11:32:19 am page 6 CROWN PARK/CROWN DISTRIBUTING DETENTION POND SIZING LEVEL POOL TABLE SUMMARY MATCH INFLOW -STO- -DIS- <-PEAK-> OUTFLOW STORAGE <---DESCRIPTION----> (cfs) (cfs) --id- --id- <-STAGE> id (cfs) VOL (cf) 2 YR . . . . . . . . . . . . . . . . . .0.25 2.74 STG-STO COMBO 100.78 1 0.25 27850.17 cf 10 YR . . . . . . . . . . . . . . . . .1.13 4 .07 STG-STO COMBO 100.89 2 0.75 32292.41 cf 100 YR . . . . . . . . . . . . . . . .2.13 5.86 STG-STO COMBO 101.01 3 1. 90 37223.62 cf f �I SOILS INFORMATION I I I l I l 1 _ I l I - I 17 �17 30 s• :c I 30 ARLINGTON AIRPORT j -3, �s fib f±0dZ3 Y L y�r .G` � i 30 21 ,,r' _ 2218 s...- 30 39 74 Smokey Point 30 Edgecomb 30 PROJECT J 13 74 AREA / �— 32 13 m�CREEK 3q 13 39 1 13LLI a 74 3 w, / W � 39 18 r 1`nl 13 69 nJ 13 0? GRAPHIC SCALE 13 13 1•'\ e� } `J 61 39 0 1000 2000 1 13 13 13 SOILS MAP FROM SCS SOIL SURVEY l 39 ' OF SNOHOMISH COUNTY 39 39 3� 33 34 s:Ko 17 39 13 }'Yr F 13 30, y' 13 ?' d Creek / J ' !1� 30 •`v 39 ii 13 39 `s� I� !�� .3 ib9 (/74 _ 13 w �r i f-16 Soil survey i f slope where practical. Grazing w n the soil is wet Establishing plant cover on st ep road cut and fill results in compaction of the su ce layer, poor tilth, slopes reduces erosion. Steep arding paths, skid trails, poor infiltration, and excessive noff. and firebreaks are subject to r' ing and gullying unless Periodic mowing and sprea g of droppings help to adequate water bars are prov� ed or they are protected maintain uniform growth and iscourage selective by plant cover. l grazing. Proper grazing pra ces and weed control are Brush competition is the ain concern for the needed for maximum quali of forage. In some years production of timber. Refor tation can be accomplished supplemental irrigation is so needed. Fertilizer is by planting Douglas-fir se lings. When openings are needed for optimum gro h of grasses and legumes. made in the canopy, inva ng brushy plants, if not Legumes benefit from plications of agricultural lime. controlled, can prevent r orestation. The main limitation r homesites and septic tank The main limitation fo omesites and septic tank absorption fields is s epness of slope. absorption fields is ste ness of slope. This map unit is i capability subclass lVe. This map unit is in c ability subclass Vie. 11—Cathcart loam, 25 to 50 percent sl pes. This 12—Cryohemists, nearly level. hese deep, very very deep, well drained soil is on foothills d mountain poorly drained soils are in depres nal areas on high foot slopes. It formed in glacial drift derive from mountain ridgetops. The soils for ed in material derived sandstone and siltstone and in volcanic a . Areas are mainly from sedges and mosses. reas are 10 to 30 - 50 to 200 acres in size. The native veget tion is mainly acres in size. The native vegeta n is mainly sedges and conifers and hardwoods. Elevation is 50 o 1,000 feet. mosses. Elevation is 1,800 to 3 00 feet. Slope is 0 to 1 The average annual precipitation is abo t 45 inches, the percent. The average annual p cipitation is about 95 average annual air temperature is abo 50 degrees F, inches, the average annual air emperature is about 41 and the average frost-free season in 1 5 to 185 days. degrees F, and the average fr st-free season is 85 to Typically, the surface layer is very rk grayish brown 105 days. loam about 8 inches thick. The subs it is dark brown and Typically, the upper layer i dark grayish brown and yellowish brown loam and sandy to about 27 inches very dark gray organic mate al about 10 inches thick. thick. The substratum to a depth of 0 inches or more is The next layer is black, ve dark grayish brown and dark olive loam. In some areas the sub it is sandy clay loam reddish brown organic mat rial about 26 inches thick. or clay loam. Weathered siltstone s at a depth of 40 to Below this is light gray di maceous earth about 3 60 inches in places. inches thick over grayish rown and olive gray clay loam Included in this unit are small reas of Tokul soils on that extends to a depth 60 inches or more. Texture of till plains and Pastik, Winston, d Ragnar soils on the lower layer varies wi ely within short distances. terraces and outwash plains. I Iuded areas make up Thickness of the organi material ranges from 16 inches about 15 percent of the total reage. to more than 60 inche Permeability of this Cathca soil is moderate. Available Included in this unit re small areas of Getchell, water capacity is high. Effec e rooting depth is 60 Potchub, and Verlot s ils on mountainsides and inches or more. Runoff is r id, and the hazard of water ridgetops. Included a as make up about 15 percent of erosion is high. the total acreage. This unit is used mainly s woodland. Permeability of th se Cryohemists is moderately slow. Douglas-fir is the main oodland species on this unit. Available water ca city is high. Effective rooting depth On the basis of a 100-y r site curve, the mean site is limited by a sea nal water table that is at a depth of index is 175, On the ba s of a 50-year site curve, the 0 to about 10 inc s. Runoff is ponded. mean site index is 130. he mean annual increment at This unit is use mainly for wetland wildlife habitat. It culmination (CMAI) for ouglas-fir at age 60 is 186 cubic provides nesting reas for ducks, heron, and other feet per acre. Among a trees of limited extent are waterfowl. Plant' gs of smartweed, wild millet, or bullrush western hemlock, w tern redcedar, and Pacific encourage add populations. This unit also provides - madrone. Among th common forest understory plants habitat for mu rats and beavers. Logging in the area are western swordf n, trailing blackberry, red may disturb th value of the unit as nesting areas for huckleberry, Oreg -grape, and brackenfem. waterfowl. The main limita n for the harvesting of timber is This map it is in capability subclass Vw. steepness of slo , which restricts the use of wheeled and tracked equ ment in skidding operations. Cable —�13—Custer fine sand loam. This very deep, poorly yarding system generally are safer and disturb the soil raine soi is in basins on outwash plans. It formed in less. Unsurfac roads and skid trails are soft when wet glacial outwash. Areas are 15 to 40 acres in size. The and they may a impassable during rainy periods. native vegetation is mainly conifers and hardwoods. Logging road require suitable surfacing for year-round Elevation is near sea level to 150 feet. Slope is 0 to 2 use. Rock to road construction is not readily available percent. The average annual precipitation is about 40 on this unit. inches, the average annual air temperature is about 50 Snohomish County Area, Washington 17 degrees F, and the average frost-free season is 150 to The establishment of seedlings is the main concern in 200 days. the production of timber. The seasonal high water table Typically, the surface layer is very dark grayish brown and ponding reduce root respiration, which results in fine sandy loam about 9 inches thick. The upper part of high seedling mortality. If seed trees are present, natural the subsoil is loamy fine sand about 7 inches thick. The reforestation of cutover areas by red alder occurs lower part is gray and olive sand about 19 inches thick rapidly. Western redcedar may also be suitable for and has iron-cemented concretions that form a reforestation. Because the rooting depth is restricted by discontinuous hardpan. The substratum is gray sand the discontinuous hardpan and the seasonal high water about 14 inches thick over gravelly coarse sand that table, trees are subject to windthrow. When openings are extends to a depth of 60 inches or more. In some areas made in the canopy, invading brushy plants, if not a hardpan is not present in the subsoil. controlled, can delay reforestation. Included in this unit are small areas of Indianola soils The main limitation for homesites is the seasonal high on terraces, Norma soils in upland drainageways, and water table. Wetness can be reduced by installing drain Custer soils that have been partially drained. Included tile around footings. The main limitations for septic tank areas make up about 15 percent of the total acreage. absorption fields are ponding, wetness, and moderately Permeability of this Custer soil is moderately slow in slow permeability. If effluent penetrates below the the discontinuous hardpan and very rapid below it. discontinuous hardpan, seepage into the water table is Available water capacity is low. Effective rooting depth is also a limitation. Cutbanks on this unit are subject to limited by a seasonal high water table that is at a depth caving in. of about 12 inches. Runoff is very slow. Ponding occurs This map unit is in capability subclass IVw. from November to March. This unit is used mainly for pasture and as cropland. A 14—Elwell silt loam, 3 to 30 per nt slopes. This few areas are used as woodland. moderately deep, moderately well d fined soil is on The main limitation for pasture is wetness. Grazing mountainsides and ridgetops. It for ed in glacial till and when the soil in this unit is wet results in compaction of volcanic ash. Areas are 20 to 50 a res in size. The the surface layer. Use of proper stocking rates, pasture native vegetation is mainly conifer . Elevation is 800 to rotation, and restricted grazing during wet periods helps 1,800 feet. The average annual p cipitation is about 70 to keep the pasture in good condition and protects the inches, the average annual air t perature is about 45 soil from erosion. Periodic mowing and spreading of degrees F, and the average fro -free season is 130 to droppings help to maintain uniform growth and 150 days. discourage selective grazing. Proper grazing practices, Typically, the surface layer i black silt loam about 2 weed control, and fertilizer are needed for maximum inches thick. The subsoil is st ng brown, brown, and quality of forage. Fertilizer is needed for optimum growth yellowish brown silt loam ab t 21 inches thick. The of grasses and legumes. substratum is pale olive grav Ily fine sandy loam about 4 The depth to the water table is the main limitation of inches thick. An olive, we cemented hardpan is at a the soil in this unit for crops such as strawberries. Open depth of about 27 inches. I pth to the hardpan ranges ditches and tile drains help to remove excess water. from 20 to 40 inches. In s e areas the hardpan is at a Chiseling or subsoiling may be needed to improve depth of more than 40 in es. permeability and increase rooting depth. Crops may Included in this unit ar small areas of Rober and require supplemental irrigation during the growing Olomount soils on mou insides and ridgetops and season. The organic matter content can be maintained Skykomish soils on terr ces. Included areas make up by using all crop residue, plowing under green manure about 15 percent of th total acreage. crops, and using a suitable cropping system. Permeability of this (well soil is moderate to the This unit is suited to use as woodland. On the basis of hardpan and very slo through it. Available water a 50-year site curve, the estimated mean site index for capacity is moderate Effective rooting depth is 20 to 40 red alder is 90. The estimated mean annual increment at inches. A seasonal erched water table is at a depth of culmination (CMAI) for red alder at 40 years of age is 18 to 36 inches fro November to June. Runoff is slow, 101 cubic feet per acre. and the hazard of ater erosion is slight. The main limitation for the harvesting of timber is This unit is use mainly as woodland, watershed, and wetness. The seasonal high water table limits the use of wildlife habitat. equipment when the soil in this unit is wet. Use of Western heml k is the main woodland species on wheeled and tracked equipment when the soil is wet this unit. On th asis of a 100-year site curve, the mean produces ruts, compacts the soil, and damages the roots site index is 15 . On the basis of a 50-year site curve, of trees. Unsurfaced roads and skid trails are soft when the mean site dex is 108. The mean annual increment wet, and they may be impassable during rainy periods. at culminatio (CMAI) for western hemlock at age 50 is Logging roads require suitable surfacing for year-round 241 cubic fe per acre. Among the trees of limited use. Rock for road construction is not readily available extent are uglas-fir, western redcedar, Pacific silver fir, on this unit. red alder, d bigleaf maple. Among the common forest Snohomish County Area, Washington 29 ,Jnsurfaced roads and skid trails are soft whe et, and This unit is used mainly as woodland and for urban hey are impassable during rainy periods. Lo ng roads development. It is also used for hay and pasture. equire suitable surfacing for year-round use ock for Douglas-fir is the main woodland species on this unit. road construction is not readily available o his unit. On the basis of a 100-year site curve, the mean site Establishing plant cover on steep road t and fill index is 158. On the basis of a 50-year site curve, the ;lopes reduces erosion. Steep yarding p hs, skid trails, mean site index is 121. The mean annual increment at and firebreaks are subject to nliing and ullying unless culmination (CMAI) for Douglas-fir at age 65 is 168 cubic adequate water bars are provided or y are protected feet per acre. Among the trees of limited extent are �y plant cover. Following road const ction and western hemlock and western redcedar. Among the iarvesting, road failure and landsli are likely. common forest understory plants are western swordfern, Because the rooting depth is restr ed by a seasonal brackenfern, deer fern, and red huckleberry. perched water table, trees are fr uently subject to This unit is well suited to year-round logging. Logging ,vindthrow. roads require suitable surfacing for year-round use. Rock Reforestation can be acco ished by planting for road construction is not readily available on this unit. Douglas-fir seedlings. If seed ees are present, natural Reforestation can be accomplished by planting reforestation of cutover are by red alder occurs Douglas-fir seedlings. The droughtiness of the surface -eadily. When openings ar ade in the canopy, layer reduces the survival of seedlings. When openings invading brushy plants, if t controlled, can prevent the are made in the canopy, invading brushy plants, if not establishment of seedli s. controlled, can delay the establishment of seedlings. The main limitations r building sites are steepness of The main limitation for hay and pasture is low available slope, the hazard of side slippage, and soil wetness. water capacity. Use of proper stocking rates, pasture Drainage is needed buildings with basements and rotation, and restricted grazing during wet periods helps crawl spaces are c structed. Access roads must be to keep the pasture in good condition. Proper grazing designed to contr surface runoff and help stabilize cut practices, weed control, and fertilizer are needed for slopes. The soil this unit may slump readily in maximum quality of forage. In most years supplemental excavated are irrigation is needed. Fertilizer is needed for optimum The main li tations for septic tank absorption fields growth of grasses and legumes. are the seas al perched water table. slow permeability, This unit is suited to use as homesites. The main and steepn s of slope. Conventional septic tank limitation for septic tank absorption fields is seepage. If absorptio fields often fail or do not function properly. the density of housing is moderate to high, community This m unit is in capability subclass Vle. sewage systems are needed to prevent contamination of 30—Lynnwood loamy sand, 0 to 3 percent slopes. water supplies as a result of seepage from onsite This very deep, somewhat excessively drained soil is on sewage disposal systems. Cutbanks are not stable and terraces and outwash plains. It formed in glacial are subject to caving in. outwash. Areas generally are 10 to 30 acres in size, but This map unit is in capability subclass Ns. a few areas are as much as 600 acres. The native 31—Lynnwood-Nargar complex, 65 0 90 percent vegetation is mainly conifers. Elevation is 50 to 500 feet. slopes. This map unit is on terrace es rpments. Areas The average annual precipitation is about 40 inches, the are irregular in shape and are 20 to acres in size. average annual air temperature is about 49 degrees F, The native vegetation is mainly coni rs. Elevation is 400 and the average frost-free season is 180 to 200 days. to 1,200 feet. The average annual ecipitation is about Typically, the surface is covered with a mat of leaves, 55 inches, the average annual air emperature is about needles, and twigs about 3 inches thick. The surface 48 de rees F, and the average st free season is 140 layer is grayish brown loamy sand about 1 inch thick. g The upper part of the subsoil is dark brown loamy sand to 190 days. about 14 inches thick. The lower part is dark yellowish This unit is about 60 perce Lynnwood loamy sand brown loamy sand about 14 inches thick. The substratum and about 25 percent Narga ine sandy loam. The to a depth of 60 inches or more is grayish brown sand. components of this unit ar o intricately intermingled "In some areas the surface layer and subsoil are sandy that it was not practical t ap them separately at the loam. scale used. Included in this unit are small areas of Everett, Included in this unit small areas of Pastik, Everett, Indianola, Pastik, and Ragnar soils. Also included are Skykomish, and Wins soils on terraces and outwash Custer soils in basins and soils that have slopes of more plains and soils that ve a gravelly sandy loam surface 'ayer. Included are make up about 15 percent of the than 3 percent. Included areas make up about 15 percent of the total acreage. total acreage. Permeability of this Lynnwood soil is rapid. Available The Lynn woo oil is very deep and somewhat water capacity is low. Effective rooting depth is 60 excessively dra ed. It formed in glacial outwash. ,nches or more. Runoff is slow, and the hazard of water Typically, the rface is covered with a mat of leaves, erosion is slight. needles, and igs about 3 inches thick. The surface f • I , 1 I !'. \' 1 II I 5' 34 Soil survey curve, the mean site index is 138. The me annual thick. The substratum to a depth of 60 inc s or more is increment at culmination (CMAI) for Dougl s-fir at age 60 yellowish brown and light olive brown loa coarse sand is 195 cubic feet per acre. and very gravelly coarse sandy loam. In s e areas the Douglas-fir is also the main woodland ecies on the surface layer and subsoil are sandy loam Lynnwood soil. On the basis of a 100-y r site curve, the Included in this unit are areas of loam ish soils on mean site index is 158. On the basis of 50-year site terraces and outwash plains and Elwell ils on curve, the mean site index is 121. The can annual mountainsides and ridgetops. Included eas make up increment at culmination (CMAI) for D glas-fir at age 65 about 15 percent of the total acreage. is 168 cubic feet per acre. Permeability of this Nargar Variant it is moderate to Among the trees of limited extent this unit are the substratum and rapid through it. ailable water western hemlock and western redce ar. Red alder is capacity is low. Effective rooting dep is 60 inches or also of limited extent on the Nargar oil. Among the. more. Runoff is medium, and the ha rd of water erosion common forest understory plants a western swordfern, is moderate. brackenfern, ladyfern, deer fern, r huckleberry, vine This unit is used as woodland. maple, and salal. Western hemlock is the main w dland species on The main limitation for the ha ry .sting of timber is this unit. On the basis of a 100-y r site curve, the mean steepness of slope, which restri s the use of wheeled site index is 133. On the basis of 50-year site curve, and tracked equipment in skiddi g operations. Cable the mean site index is 92. The an annual increment at yarding systems generally are fer and disturb the soil culmination (CMAI) for western emlock at age 50 is 205 less. Use of wheeled and trac d equipment when the cubic feet per acre. Among the rees of limited extent soils in this unit are wet produ es ruts, compacts the are Douglas-fir and western re cedar. Among the soils, and damages the roots f trees. Unsurfaced roads common forest understory pl is are vine maple, and skid trails are soft when et, and they may be swordfern, red huckleberry, tr ium, and brackenfern. impassable during rainy peri ds. Logging roads require The main limitation for the arvesting of timber is suitable surfacing for year-r and use. Rock for road seasonal soil wetness. Use f wheeled and tracked construction is not readily ailable on this unit. Steep equipment when the soil in is unit is wet produces ruts, yarding paths, skid trails, d firebreaks are subject to compacts the soil, and da ges the roots of trees. rilling and gullying unless dequate water bars are Unsurfaced roads and ski trails are soft when wet, and provided or they are prot cted by plant cover. they may be impassable ring rainy periods. Seedling establishme and brush competition are the Establishing plant cover steep road cut and fill slopes main limitations for the roduction of timber. reduces erosion. Reforestation can be a complished by planting Douglas- Seedling mortality an brush competition are the main fir seedlings. If seed tr es are present, natural limitations in the produ ion of timber. Reforestation can reforestation of cutov areas by red alder occurs readily be accomplished by p nting Douglas-fir seedlings. If and natural regenera n of western hemlock occurs seed trees are prese , natural reforestation of cutover periodically on the N rgar soil. The droughtiness of the areas by western he lock occurs periodically. High soil surface layer of the ynnwood soil increases seedling temperature and low oil moisture content during the mortality, especial) on south- and southwest-facing growing season ca e a high mortality of seedlings, slopes. When ope ngs are made in the canopy, especially on sout and southwest-facing slopes. When invading brushy p nts, if not controlled, can delay the openings are mad in the canopy, invading brushy establishment of eedlings on the Lynnwood soil and plants, if not cont lied, can delay reforestation. prevent establis ent on the Nargar soil. The main limit on for homesites is steepness of This map unit in capability subclass Vile. slope in areas w ere slopes are more than 15 percent. The main limitat ns for septic tank absorption fields are 38—Nargar Variant sandy Illam, 3 to 30 percent steepness of sl pe and seepage. If the density of slopes. This very deep, well d ined soil is on terrace housing is mo rate to high, community sewage systems escarpments and mountainsidis. It formed in sandy may be need to prevent contamination of water alluvium and volcanic ash. Ar as are 10 to 80 acres in supplies as a esult of seepage from onsite sewage size. The native vegetation i mainly confers. Elevation disposal sys ms. Cutbanks are not stable and are is 800 to 1,800 feet. The av rage annual precipitation is subject to c ing in. about 70 inches, the avera annual air temperature is This map nit is in capability subclass IVe. about 45 degrees F, and t e average frost-free season is 110 to 140 days. ---�39—Norma loam. This very deep, pocrly drained soil Typically, the surface i covered with a mat of leaves, is in epressional areas on outwash plains and till plains. twigs, and needles abo 2 inches thick. The surface It formed in alluvium. Areas are 10 to 40 acres in size. layer is very dark grayi brown sandy loam about 4 The native vegetation is mainly hardwood trees. inches thick. The subs I is reddish brown, dark brown, Elevation is 20 to 600 feet. Slope is 0 to 3 percent. The and dark yellowish br n sandy loam about 27 inches average annual precipitation is about 45 inches, the i� i n ..,� ,Awm - Snohomish County Area, Washington 35 average annual air temperature is about 50 degrees F, the trees of limited extent are western redcedar, western and the average frost-free season is 150 to 200 days. hemlock, and bigleaf maple. Among the common forest 1 Typically, the surface layer is very dark gray loam understory plants are western swordfern, brackenfern, about 10 iriches thick. The subsoil is dark grayish brown trailing blackberry, thimbleberry, and salmonberry. sandy loam about 18 inches thick. The substratum to a The main limitation for the harvesting of timber is depth of 60 inches or more is dark gray sandy loam. seasonal soil wetness. A seasonal high water table and Included in this unit are small areas of soils that have ponding limit the use of equipment to dry periods. Use of a surface layer and subsoil of silt loam and soils that wheeledand tracked equipment when the soil in this unit -have a gravelly and sandy subsoil. Also included are is wet produces ruts, compacts the soil, and damages areas of Bellingham and Custer soils and Terric the roots of trees. Unsurfaced roads and skid trails are Medisaprists in depressional areas. Included areas make soft when wet, and they may be impassable. Logging up about 15 percent of the total acreage. roads require suitable surfacing for year-round use. Rock Permeability of this Norma soil is moderately rapid. for road construction is not readily available on this unit. Available water capacity is moderate. Effective rooting Seedling mortality and brush competition are the main depth is limited by a seasonal high water table that is at limitations for the production of timber. If seed trees are a depth of 0 to about 12 inches. Runoff is very slow, and present, natural reforestation of cutover areas by red the hazard of water erosion is slight. Ponding occurs alder occurs periodically. The seasonal high water table from November to April. In most areas the water table is and ponding reduce root respiration, which results in artificially drained to a depth of about 3 or 4 feet during high mortality of seedlings. When openings are made in the growing season, but the soil may be ponded during the canopy, invading brushy plants, if not controlled, can the rainy season. delay reforestation. Because the rooting depth is This unit is used mainly for hay and pasture and for restricted by the seasonal high water table, trees are wildlife habitat. It is also used as woodland and cropland. subject to windthrow. ! This unit, when drained, is well suited to use as This unit is poorly suited to urban development. It is cropland. Proper row arrangement, field ditches, and subject to ponding. vegetated outlets are needed to remove excess surface This map unit is in capability subclass Illw. water. Tile drainage can be used to lower the water table if a suitable outlet is available. 40—Norma Variant loam. This very dee poorly A suitable cropping system includes 1 or 2 years of drained soil is in depressional areas on ou ash plains. It sweet corn, 1 to 5 years of raspberries or strawberries, formed in glacial outwash. Areas are 10 t 35 acres in and 3 to 5 years of grasses and legumes. Annual size. The native vegetation is mainly co ers and cropping with vegetables and growing a winter cover hardwoods. Elevation is 50 to 400 feet. lope is 0 to 3 crop is also suitable. Returning all crop residue to the percent. The average annual precipita n is about 45 soil and using a cropping system that includes grasses, inches, the average annual air tempe ture is about 50 legumes, or grass-legume mixtures help to maintain degrees F, and the average frost-fre season is 180 to fertility and tilth. Returning crop residue to the soil also 200 days. reduces compaction. Grain and grasses respond to Typically, the surface layer is d reddish brown loam nitrogen; legumes respond to phosphorus, boron, sulfur, about 9 inches thick. The subsoil - light olive gray and and lime; and vegetables and berries respond to grayish brown sandy clay loam out 17 inches thick. nitrogen;phosphorus, and potassium. The substratum to a depth of 6 inches or more is olive This unit, when drained, is well suited to hay and gray sandy loam and loamy s d. In some areas the pasture. Wetness and submergence limit the choice of surface layer is silt loam and ty clay loam, and In some plants and the period of cutting or grazing, and they areas the soil is somewhat orly drained. increase the risk of damaging crops. Grazing when the Included in this unit are as of Bellingham, Custer, soil in this unit is wet results in compaction of the and Norma soils and Terri edisaprists in depressional surface layer. Excessive water on the surface can be areas and Ragnar soils o outwash plains. Included removed by tile drains where outlets are suitable. areas make up about 15 ercent of the total acreage. Use of proper stocking rates, pasture rotation, and Permeability of this N rma Variant soil is moderately restricted grazing during wet periods helps to keep the slow. Available water pacity is moderate. Effective pasture in good condition. Proper grazing practices, rooting depth is limite by a seasonal high water table weed control, and fertilizer are needed for maximum that is at a depth of to about 12 inches. Runoff is very quality of forage. Legumes benefit from applications of slow, and the hazar of water erosion is slight. Ponding agricultural lime. In some years supplemental irrigation is occurs from Nove er to April. needed. This unit is use mainly for hay and pasture. It also is This unit is suited to the production of red alder. On used as woodla . Where drained, it is used as cropland "the basis of a 50-year site curve, the mean site index is and for urban elopment 106. The mean annual increment at culmination (CMAI) This unit, w re drained, is suited to use as cropland. for red alder at age 40 is 128 cubic feet per acre. Among Proper row a ngement, field ditches, and vegetated r - r �I GEOTECHNICAL REPORTS I l 1 l l I i I Western Geotechnical Consultants, Inc. Mill 4181 Saltsprings Drive • Ferndale, WA 98248 Phone (360) 380-2507 • Fax (360) 380-2507 December 4, 1999 f f Crown Developmnt 3409 McDougal Avenue Everett, WA 98210 Re: Geotechnical Investigation Storm Water Detention Facilities and General Site Development Criteria Roetcisoender and Parkinson Properties SW Corner of Intersection of SR531 and 67`i' Ave. NE ( Arlington, WA Western Geotechnical Consultants, Inc. is pleased to present the results of our subsurface site investigation conducted at the above referenced property. On October 22, 1999 a geotechnical engineer from our firm traveled to the site to oversee the excavation of 7 test pits across the property. Tl;e site occupies 101.70 acres and a 660 X 660 (10-acre) portion of the site along the west side of the property is being considered for storm water detention facilities. The detention facility area is located immediately to the southeast of the intersection of SR 531 and 59th Ave. NH• Fi lure 1 is a site plan shoving the general property layout together .th the approxlnlatz rest pit locations. The purpose of our investigation was to obtain subsurface soil and groundwater information for use in evaluating the feasibility of constnicting detention facilities on the site and to obtain information for ;eneral site development. Specifically the scope of our f services included: ` • Excavating and logging seven test pits, 4 of which were within the 10-acre potential detention pond location and 3 additional test pits across the site to determine soil and groundwater variability. We also excavated test pits on adjacent properties to gain greater coverage of soil and groundwater conditions. • Developing continuous logs of subsurface soil and groundwater conditions encountered. Soils encountered were classified in accordance with the Unified Soils Classification System (USCS). • Perform engineering analysis and laboratory testing as deemed necessary in developing our conclusions and recommendations. • Preparation of this report including a summary of work performed and our conclusions and recommendations regarding detention pond design parameters and 1 general geotechnical issues associated Nvith development of the site. I _ tits WESTERN GEOTECI- .:.AL CONSULTANTS,INC. Grotechnical Study- Detention Faciii job#991451 Crown Development-Roe tci;oenda Z Parkinson Properties December 4, 1999 (page 2 of 5) Site Conditions Surface Conditions The site is relatively flat, and the property is approximately 101.? acres in size. The d houses property is mostly grass covered with some low bush (blackberries) l,is adsitoe plane showing near the northwest and northeast corners of the property. the site layout together with our test pit locations and other relevant site features Subsurface Conditions Subsurface conditions were evaluated by excavating a total of seven test pits to a 4 maximum depth of 9.0 feet at the approximate locations shown on the Site Plan, Figure 1. Soils encountered were classified using the Uncfoindit Soils were maintained forssification neachsest r and a continuous log of soil and ground water pit. Edited, tabulated test pit logs are attached to this report, together with a description of the Unified Soils Classification System. The test pits revealed a relatively uniform j f organic SILT and subsurface soil profile across the site consistingi f0.9 9iable amounots of In gravel (SM by I roots (topsoil) Over 1 to 3 '-'eet of silty S-� Lender this layer was relatively clean, fine Unified Soils Classification System (USCS)). to coarse SAND with trace to some ;rael`eP by hTa static�vate the rtable measured epth of the atexplorations.7 to The Sp soils were typically_moist grading_ 6.6 feet below the ground surface. { Ground Water Piezometers were installed in each of the test pits, and piezometric readings were taken on November 12, 1999 at test pits 1 through explorations at depths rosed angingon sf fin rom 3t7 to 6.6 Groundwater was encountered in all of the feet below ground surface Within the 10-acre eteeztometers were read after sition basin area the water bneficana between 3.7 and 6.6 feet (see Test Pits 1-�). Thep itional readings w[ ID rainfall had occurred. Add led o bk close�o the seasonal ughout the nheghbwaterlues recorded for test pits 1 through 4 are anticipa basin area, the water table is deepest along the table. Regarding the proposed detention north side, becoming shallower to the south. The remainder of the 101.70 acre site appears to become much shallower to the east rising to 4 feet below the ground surface at Test Pit 7 (see Figure 1). Piezometers were installed in each of the test pits for future monitoringof the ground,,•titer elevation The piezometers ,.vill be used to establish the Seasonal high water table Geotechnical Study—Detention Facilities WESTERN GEOTECE ..;AL CONSULTANTS,INC. job 11991451 Crown Development-Roetcisoender&.Parkinson Properties December 4. 1999 (page 2 of 5) Site Conditions Surface Conditions The site is relatively flat, and the propertmeslo vbush (blackberries) androximately 101.7 acres ioccupied houses property is mostly grass co.ered with 50 near the northwest and northeast corners of the Pr and otherirelgure evantss teifeatures bowing the site layout together with our test pit locations Subsurface Conditions Subsurface conditions were evaluated by excavating a total of seven test pits to a imate locations shown on the Site maximum depth of 9.0 feet at the approx Plan, Figure 1. fied using; the Unified Solis Classification System (USCS) Soils encountered were classi ined for each test and a continuous log of soil and ground `ched to is econdnorteto re e herawith a description of 1 pit. Edited, tabulated test pit looms are atta P the Unified Soils Classification System. The test pits revealed a relatively uniform subsurface soil profile across the site connsi 'i th 9iable amour organic to 1.4 feet of of gravel (S1 by roots ltol) o�cr 1 to 3 feet o s psoif ilty S.� Under this layer was relatively clean, fine Unified Soils Classification System (USCS)). Y t to coarse SA_N-D with trace to some <,ra%el `eP b th 1a static wSCS) to atery table measurede depth of the at 3T!7 to The SP soils were typicall. _moist grading 6.6 feet below the ground surface. Ground Water Piezometers were installed in each of the test pits, and piezometric readings were en on November 12, 1999 at test pits 1 through 4 (the proposed edthsnra�gibg fromasin location).6.6 Groundwater was encountered in all of the explorations p feet below ground surface Within the 10-acre d teeziomet ron is were read after sn area the water auneficantd between 3.7 and 6.6 feet (see Test Pits 1-4). Thep rainfall had occurred. Additional readings will to be closee taken �o the seasonaughout the ilnhl,hbwat ut slues recorded for test pits 1 through 4 are anticipated basin area, the water table is deepest along the table. Regarding the proposed detention ite north side, becoming shallower to the she east rhsinemoi4aeet b low to ground surface at er of the 101,70 acre s appears to become much shallower tot g Test Pit 7 (see Figure 1). Piezometers were installed in each of the test pits for future monitoring of t're groun�.�;ter elevation The piezometers will be used to establish the seasonal high water table Geotechnical Study—Detention Facilities WESTERN GLOTECHNICAL CONSULT'.',NTS,INC. Crown Development-Roetcisoender &Parkinson Properties job#991451 December 4, 1999 (Page 3 of 5) Conclusions and Recommendations General Based on our geotechnical engineering investigation, we conclude that the site will likely be suitable for development of the type proposed, provided our recommendations are Mowed and provided good construction practices are followed. The area contains a relatively high groundwater table, which is problematic for storm water detention facilities. Adjacent to 172nd St. I1E (north side of property) the water table appears to be around 6 feet below the around surface. This value will be verified through additional piezometer readings this winter. Our preliminary information suggests that storm water facilities should be relocated to along the north side of the property, oriented in the east- west direction. The followinc, sections provide recommended soil and groundwater parameters for stormwater detention design and general site development. Stormwater Detention The subject property is relatively flat and it covers over 1 uG acres. The proposed Stormwater controi location is the Nvesternmost 10 acres of the site thou,,h it appears that the facility should be shifted to the north. VVe excavated a total of 4 test pits within the ! proposed storm water control area along with 3 additional test pits across the remainder i of the site. Piezometers vv ere installed in all of the test pits for future monitoring of groundwater. The groundwater table at the time of our investigation (October 22, 1999) was logged at 6.7 to 7.8 feet below grade. Subsequent piezometer readings (November 12, 1999) revealed that the water table in the proposed storm water location (west side) varies between 3.7 towards the south and 6.6 feet towards the north. The piezometers are intended to demonstrate the seasonal high water level. Once the seasonal high water level has been established, we may be retained to perform Feld infiltration tests at the desi�,n base elevation of the detention facilities, which is required to be 3 feet above the seasonal high groundwater level. Based on the test results, recommended infiltration rates for use in design of storm water facilities will be issued under a separate report. 1M, crimf mRM 4181 Saltsprings Drive • Ferndale, WA 98248 Phone (360) 380-2507 - Fax (360) 380-2507 Figure North Site Plan Crown Development Roetcisoender & Parldnson Properties Arlington, WA 172nd St 14E Xunoa am a W%W 01 ■*RJLXX ,■c_i� _ j++ TP-1 1 .Y ® TP-3 TP-6 `{ -+ Crown Development ` (R. & P. Properties) , TP-2 ' TP-4 TP-5 �/ ,;a.�,�St A Miller Property p TP-7 Ik a 1 _ Al nst .� Sticner 1 t Property � Ra F + I � rs r C,eotechnical Study-Detention Facilities WESTERN GEOTECHNICAL CONSULTANTS,INC. job#991451 Crown Developrnent-Roetcisoender&.Parkinson Properties December 4, 1999 (Page•5 of 5) DraInaQe We recommend that an exterior footing drain system be constructed around the perimeter of all building foundations. The footing drain system is typically constructed with a perforated or slotted pipe placed in clean, free-draining gravel with less than 3% by weight passing the U S. No. 200 sieve size, based on a wet sieve analysis of that portion passing the U.S. No. 4 Sieve. The perforated or slotted pipe should be placed at or below the level of the base of the footings and 1/2 foot outside the footings. The footing drains should discharge to the storm drainage system. Roof drainage must eter footing drain, but should be discharged separately to not be introduced into the perim the storm drainage system by tit- ine. The final ground surface should be graded away from the buildings to promote surface runoff away from the footing drain system. We appreciate the opportunity to be of assistance to you on this project. If you have any questions regarding the contents of this report, or if we can be of further assistance, please contact our ottice Sincerely, Western G'e chnical Corr s�tnnts, Inc. Theodore A. Hammer, P.E. Geotechnical Engineer Attachment: Figure 1, Site Plan Sketch cc: lEga Engineering, Inc. USCS Classification Chart Tabulated Test Pit Logs File:991451 j Geotechnical Study—Detention Facilities WESTERN GEOTECHMCAL CONSULTANTS,INC. Cron Development-Roetcisoender&Parkinson Properties job#991451 w December4, 1999 (Page 4 of 5) General Site Development hiah dwater table. The seasonal high The site is large and it contains a relatively groundwater level is yet to be determined but is exoPected to be considerably less than 6 feet below grade in building and parking tion areas.storm water th ene following general site development recommendations in a dd Site Preparation All topsoil or other organic or soft material must be striped away from areas to be occupied by building foundations, paved areas, or other structural improvements. Based on our test pit explorations, we estimate that the stripping depth will be 1 to 1-1/4 feet. Note that there could be isolated areas «�ith deeper pockets of organic material (root balls, r very limited test pit etc.) or soft soils beneath structures that we did not encounter in ou investigation. Fill and Compaction We have assumed that sore structural till may be required beneath structures and/or paved areas. Structural fill ma%' be required to obtain proper elevation for the design of storm %eater detention facilities. Structural till used to obtain final grade elevations for footings and other structural improvements (pavements. Ooor slabs, etc ), must be properly placed and compacted. non-organic, predominantly granular soil that is placed in Structural fill is defined as any maximum 8- to 10- inch loose, horizontal lifts and compacted to 95% of maximum dry density as determined by the: ASfI M ro 1557 test procedure. The tte native be properly soils could be used as structural provided the moisture content can controlled and adequate compaction can be achieved. Foundation The on site soils will support moderately ructures without light structures conventional shallow hey columnlo loads would be o spread footings. Typical 1 to _ s ry considered moderately light structures. Due to the limited depth and coverage of our test pits, an evaluation of foundations for heavily loaded structures was beyond the scope of nsive since the site layout is still in the this study. Test pit coverage was not exte preliminary planning state. Once plan specifications are known, it may be necessary to excavate additional test pits at known building locations or drill borings if heavy foundation loads will be part of the desis7n. 0 1 W � � a W W • • bi IO y I UJ itC g ! I N VI _ o ev w n a C 4 N O => 2 U N g U O H N • O Q. R Ad U � 13Nl'1-8 ` - � OJ o o a n m o V1 Qo ry < n n < w Q Q I Z 00 CL I ~ R O C7 � � N v N I Nu, w I f i I O N z � oU EZOv n I Cl) w N = 1� m O `i C N c� v .01 - ic x3GNi A-LIGIIShcd 5-10S O3Nrv'dO-3NI.1 JO m O NC,.JI_ISSf1. ndOivaC LC_ N f y Lq En O x _r �Z �o I z i � i= ¢=C s t '•'s°5' 3"u <c i5�1 r � _- `. CO ¢ V¢ �_� x J c¢7'f CO U JO �� J I > G N pCr J"• Os �= I U 7= vJ U�/� W i� �N Q4 u zu �� o �Y� ouH �3 �n I v� o0 3- co " 01 VJ f`� u0 upo u N`a3x Si5o I g I '^ �. = B �J ,� Vln Vvi uGrin yg r �05SSnzoz�� �a oLL ovluv 0 Suluu3n oa a Wy 2 U W coFL Z W W JZ_ b�N `Z_ Nz � U C' gNA '� W H EnpYln 0� W K W_� a W V Z4 v jF Z wp W� < Eye J � v CO K2o Kso - J J rN g _ �� no>' _ W _ _ _ W Z U V gu ;a wo �-g� wvi R�BW c n C z 4 4 O N W O Z- Z J 2 0 0C In ��'�� `�'^ u', U ¢�t! L j 0 ~ 2� Q L� Table A-1 file:991451 Crown Distribution Log of Test Pits Test Depth USCS Soil Description Sample No./ Pocket Pit Interval Class. Depth(feet) [EContent Pen. No. (feet) (Kg/sq. cm) TP-1 0.0-1.2 OL Dark brown sandy organic SILT and roots (soft, slightly moist) (to soil) 1.2-2.8 S�f Brown silty fine to medium 1-1/2.0 7.9% SAND (relatively compact, slightly moist) 2.8-5.0 SP Gray fine to medium SAND, 1-2/4.0 6.2% trace gravel (relatively compact, slighth,moist) 5.0-9.0 SP/SW Gray gravelly fine to coarse 1 SAND (wet) (seeeii at 7.8 feet) Notes: Test Pit terminated on 10/22/99 at 9.0 feet Test Pit baclfilled upon completion Groundwater encountered at 7.8 feet on 1011221199 Piezometer installed Water level measured at 6 6 feet on 11/ID99 Table A-1 filo:99145 1 Lug,of Test Pits Test DepthUSCS Soil Description Sample No./ Water Pocket Depth(feet) Content Pen. Pit Interval Class. N (%) (Kg/sq. o. (feet) cm) TP-2 0.0-1.3 OL I Dark brown sandy organic SILT (soft, slightly moist)(to soil) 1.3-3.0 SM Brown silty fine to medium SAND (relatively compact, sli hth•moist) 3.0-8.0 SP Gray fine to medium SAND, 2-1/3.4 4.0% trace gravel(relatively compact, 2-215.0 11.9% slightly moist)(wet at 5 feet) 2-3/7.3 15.7% (increased gravel at 7 feet) (seepage at 7.0 feet) Notes: . Test Pit terminated on 10/22i99 at 8.0 feet • Test Pit backfilled upon completion Groundwater encountered at , 0 feet on 101221199 Piezometer installed Water level measured at 4.0 feet on 1 1/12/99 Table A-1 file:991451 Lo,of Test Pits Test Depth USCS Soil Description Sample No./ Water Pocket Pit Interval Class. Depth(feet) Content Pen. (%) (Kg/sq. No. (feet) cm) TP-3 0.0-1.4 OL�Darksandy organic SILT ly moist) (topsoil) 1.4-2.4 I SM Brown silty fine SAND 3-1/2.0 I 7.8% (moist, relatively com act) 2 4-8.8 SP Gray fine to medium SAND, 3 3/6. . % 5 68 trace gravel (relatively compact, slightly moist) (increase gravel at 4-1/2 feet) (grades wet at 6.3 feet) (seepaoc at 7.7 feet) NravellN zones) Notes: • Test Pit terminated on 10/22/99 at 8.8 feet • Test Pit backfilled upon completion Groundwater encountered at 7.7 feet on 10/22/99 • Piezometer installed Water level measured at 6 1 feet on l lil2/99 Tahle A-1 Yile:991451 Lo,of Test Pits Test Depth USCS Soil Description Sample NO./ Water Pocket Depth(feet) Contcnt Pen. Pit Interval Class. N (%) (Kg/sq. o. (feet) cm) TP-4 0.0-0.9 OL Dark brown sandy organic SILT (soft, slightly hoist) (topsoil) 0.9-3.6 SM Brown fine to medium SAND «-ith some silt (relatively com act. slL'litlr moist) 3.6-7.0 SP Gray fine to medium SAND, 4-1/3.9 6.3% trace gravel (relatively compact, 4-2/5.6 10.2°/4 moist) (grades N%Ict at 5.5 feet) (increased gravel)(seepage at 6.7 feet) Notes: • Test Pit terminated on 10/22/99 at 7.1 feet Test Pit back,-filled upon completion Ground«ater encountered at 6.7 feet on 10/22/99 Piezometer installed Water level measured at 3.7 feet on 11/12/99 1 Table A-1 file:991451 Lo.of Test Pits Test Depth USCS Soil Description Sample No./ Water Pocket Pit Interval Class. Depth(feet) Content Pen. No. (feet) (%) (Kg/sq. CM) TP-5 0.0-1.2 OL Dark brown sandy organic SILT (_soft, slightly moist) ((topsoil) 1.2-3.8 SM Brown silty fine SAND (moist, relatively compact) 3.8-6.4 SP/SM Gray fine to coarse SAND 5-1/4.0 13.7% trace gravel and silt(wet) (seepage at 5.0 feet) Notes: • Test Pit terminated on 10/22/99 at 6.4 feet • Test Pit backfilled upon completion • Groundwater encountered at 5.0 feet on 10/22/99 • Piezometer installed Table A-1 file:991451 Lo,.i of Test Pits Test Depth USCS Soil Description Sample No./ Water Pocket Pit Interval Class. Depth(feet) Content Pen. No. (feet) (%) (Kg/sq. cm) TP-6 0.0-1.0 OL Dark brown sandy organic SILT (soft, slightly moist) (topsoil) 1.0-2.2 SP Gray fine to coarse SAND, trace gravel 2.2-3.9 SM gray silty fine SAND 3.9-6.4 SP Gray fine to medium SAND, 6-1/4.1 13.3% trace gravel(relatively compact, wet) (caving at 5.3 feet,wet) (seepage at 6.2 feet) Notes: • Test Pit terminated on 10/22/99 at 6.4 feet • Test Pit bacldilled upon completion • Groundwater encountered at 6.2 feet on 10/22/99 • Piezometer installed Table A-1 5Ie:991451 Log of Test Pits Test Depth USCS Soil Description Sample NoJ Water Pocket f Pit Interval Class. Depth(feet) Content Pen t 1 No. (feet) (%) (K�,q- TP-7 0.0-1.1 OL Dark brown sandy organic SILT (soft, sligluly moist) (topsoil) 1.1-2.0 NfL I Gray fine sandy,clayey SILT (moist) 2 0-4 9 SP Gray fine to medium SAND, 7-1/3.9 24•6% trace gravel (relatively compact,wet) (.seepage at 4.0 feet) i Notes. I . Test Pit terminated on 10/22/99 at 4.9 feet • Test Pit backtilled upon completion • Groundwater encountered at 4.0 feet on 10/22/99 • Piezometer installed f. L . I I Western Geotechnical Consultants, Inc. 4181 Saltsprings Drive • Ferndale, WA 98248 Phone (360) 380-2507 Fax (360) 380-2507 February 29, 2000 O r Crown Development MAR 3 2000 T 3409 McDougal Avenue Tyr Everett, WA 98210 Re: Supplemental Letter Report Seasonal High Water Table Determination & Preliminary Foundation Design Criteria Roetcisoender and Parkinson Properties SW Corner of Intersection of SR531 and 67`h Ave. NE Arlington, WA This supplementary report provides supporting data for the determination of the seasonal high water table and supplemental foundation design information for our geotechnical investigation report dated December 4, 1999. Additional foundation design information provided in this letter report is based on our previous soils investigation. Seasonal High Water Table We performed a Geotechnical feasibility study at the subject site on October 22, 1999 (report issued December 4, 1999). The investigation included excavation of 7 test pits across the site and two additional test pits on adjacent properties. We installed piezometers in each of the test pits at that time and we have monitored water levels on three occasions since that time (11/12/99, 12/8/99 and 2/5/00). Figure 1 is a site plan sketch showing the approximate piezometer locations. Based on our piezometer readings, it is our opinion that we have determined the seasonal high ground water table for the site. The seasonal high water levels are tabulated below. Piezometer# Distance to water table below ground surface (feet) P#C 1 3.1 P#C 2 2.0 P#C 3 2.7 P#C 4 2.2 P#C 5 0.7 P#C 6 j 2.8 r P#C 7 L 1 P#S 1 Piezometer lost I P#M 1 1.3 Geotechnical Study—Detention I_.,.cities WESTERN GEOTECHh. _,LL CONSULTANTS,INC. Crown Development-Roetcisoender&Parkinson Properties job#991452 February 29,2000 (Page 2 of 2) Foundation Design Criteria We understand that a one-story 175,000 square foot warehouse building will be constructed on the northwest comer of the property. Test Pit 1 from our geotechnical report dated December 4, 1999 was excavated within the footprint of the proposed building. Based on test pit information the site is underlain by about 1 foot of topsoil, which is underlain by about 2 feet of silty sand (SM by USCS classification). This layer is underlain by fine to medium sands and gravelly fine to coarse sands. As indicated in our December 4, 1999 report, typical 1 to 2 story structures without heavy column loads can be founded on conventional shallow spread foundations. We recommend that shallow spread foundations be limited to an allowable bearing pressure of 2,000 psf. This bearing pressure assumes relatively light foundation loads (perimeter footings not to exceed about 2-feet and column footings not to exceed 4-feet by 4-feet). If foundation loads exceed these values, we should be informed so we can reevaluate our recommendations. An evaluation of liquefaction potential at the site was beyond the scope of our services. We appreciate the opportunity to be of assistance to you on this project. If you have any questions regarding the contents of this letter report, or if we can be of further assistance, please contact our office. Sincerely, Western Geotechnica onsultants, Inc. Theodore A. Hammer, P.E. Geotechnical Engineer Attachment: Figure 1, Site Plan Sketch with Piezometer Locations File:991452 all 4181 Saltsprings Drive - Ferndale, WA 98248 Phone (360) 380-2507 • Fax (360) 380-2507 Figure 1 North Site Plan & Piezo meter Locations Crown Development Roeteisoender & Parkinson Properties Arlington, WA ` � lyl sit L.f 172nd St NE , r. a w ■• • r iLli Lti ii • ■i]t/�,.,. ..}`-+wrr( _ � P#C6 i P4C1 P40 I 1/ i i ! Crown Development I , (1;. & P. Properties) Miller ts: t& Property i P4C7 j t P4s1 — sticncr f ^fit o i /} Property 1 �\� 9'`r Ra -- T f y � O I " - : r v i r < ; r f Western Geotechnical Consultants, 4181 Saltsprings Drive • Ferndale, WA 98248 Phone (360) 380-2507 • Fax (360) 380-2507 May 23, 2000 Crown Distributing Inc. 3409 McDougall Avenue Everett, WA 98210 Re: Report Geotechnical Engineering Investigation Commercial Distribution Building Roetcisoender and Parldnson Properties SE Corner of SR531 and 591h Ave. NE Arlington, WA Western Geotechnical Consultants Inc. is pleased to present the results of our geotechnical engineering investigation for the proposed commercial building in Arlington, WA. The investigation was performed in general accordance with our proposal dated March 31, 2000. The site is located on the southwest corner of SR531 (172°d St. NE) and 59Lh Ave. NT. Figure 1 is a site plan showing the site layout and approximate building location relative to other site features. The project plan involves construction of a 750,000 square foot commercial distribution facility on the site. The site occupies 10 1.70 and the building will be located near the northwest comer of the property. PURPOSE AND SCOPE The purpose of our investigation for the site included the following services: • Drilling 6 borings within the proposed building footprint to obtain design level geotechnical information for use in foundation design and general site development. The borings were advanced to depths ranging between 30 and 45 feet below present grade. • Developing tabulated logs for each boring as to the thickness and depth of each soil unit and describing the soils encountered in accordance with the Unified Soils Classification System (USCS). • Performing field and laboratory testing, as required, for use in our engineering evaluation of the site. • Preparing this engineering report including a summary of work performed, and our recommendations for: • Foundation design for the proposed facility including allowable bearing pressures and settlement estimates. • General site development including rough stripping criteria. 1 J �� 1 " r Geotechnical Engineering Investigation Western Geotechnical Consultants,Inc. j Crown Parks,LLC Property May 23,2000 • Cutting and structural fill criteria including the suitability of on site materials for use as structural fill. r� • Floor slab support. • Drainage considerations • Construction monitoring I GEOLOGY The following descriptions of the surficial and subsurface geology on the subject property and in the vicinity of the subject property were interpreted from the Surficial Geologic Map of the Port Townsend 30- by 60- Minute Quadrangle Puget sound Region. Washington (Pessl and others, 1989, Soil Survey of Snohomish County Area Washington, (USDA, 1983), and Ground-Water Resources of Snohomish County Washington, (Newcomb, 1952). i The site and vicinity is underlain by recessional-marine deposits. These deposits consist of sand, gravel, and silt deposited primarily by melt-water from the receding Vashon ice sheet at a time when relative sea level was higher than present. Pessl and others (1989) indicate that the deposits in the vicinity of the subject property consist primarily of sand and gravel. The results of our boring investigation of the site are consistent with Pessl and others. ' The PP g ma in in the area and area well logs indicates that the recessional-marine deposits geologic are underlain by glacial till and ice contact deposits. The till consists of a poorly sorted mixture of frock fragments deposited directly by glacial ice. The finer components include silt, sand and clay in highly variable proportions, constituting a coherent to friable, moderately to highly compact matrix in which the coarser components (gravel and cobbles) are firmly embedded. Our boring investigation (45-feet maximum) did not encounter glacial till or any ice contact deposits. I SEISMIC ZONE The project site is located in Seismic Zone 3 per the 1997 Uniform Building Code (UBC). Zone 3 seismic loading can cause relatively large differential settlements if liquefiable zones are present. Field and Laboratory Testing l _ Field testing involved performing Standard Penetration Tests (SPT) on all samples obtained during drilling. The results of the SPT tests are included on the log of borings which are located in the Appendix to this report. �V'rs[en[Geo[eca",-,l Cowl"U[s,Inc. job#991454.doc (Page 2 of 9) I Geotechnicul Engineering Investigation Western Geotechnical Consultants,Inc. Crown Parks,LLC Property May 23,2000 r Laboratory testing included sample inspection under controlled laboratory conditions, determination of moisture content of samples, and grain size tests. Moisture content test results are included on the log of borings and the grain size test results are included in the appendix in the form of grain size distribution curves. r, SITE CONDITIONS Surface Conditions T A geotechnical engineer from our firm traveled to the site between April 26 and April 28, 2000 to oversee the drilling of six borings located within the footprint of the proposed commercial building. The site is nearly flat and is presently being used for raising cattle with an occupied home located near the northwest comer. t Subsurface Conditions Subsurface conditions at the site were evaluated by drilling a total of 6 borings on within the building site between April 26 and April 28, 2000 using hollow stem auger drilling equipment. 1 Soil samples were collected at approximately 5-foot intervals using a Standard Penetration Test (SPT) sampler driven with a 140-pound hammer using center rods. The hammer was dropped from a height of approximately 30-inches, and was lifted to the drop height by a cable controlled by the driller. The number of blows (drops) required to drive the sampler 18-inches into the undisturbed soil was recorded for use in analyzing the site. The bore holes were backfilled with drill cuttings and bentonite upon completion The soils encountered in the borings were classified using the Unified Soils Classification System (USCS) and logs were maintained for each boring. Edited boring logs are included in the Appendix along with a USCS Chart explaining soil descriptions. The borings revealed a relatively uniform subsurface profile consisting of about 18 inches of topsoil, which is underlain by gap graded sandy GRAVEL and gravelly SAND (SP and GP by USCS classification) to the depth of the borings. The sands and gravels are silty at the interface with the topsoil layer. The sands and gravels were saturated below about 3-1/2 feet, which was Ithe location of the water table at the time of our investigation. The sands and gravels graded gray in color below 10-feet, which is indicative of permanent saturation. - Western Geotechutcal Consultants,Inc. Job#991"doc (page 3 of 9) { J �+ I Geotednical Engineering Investigation Western Geotechnical Consultants,Inc. ! Cro,%n Parks,LLC Property May 23,2000 Ground Water Conditions Ground water was encountered at a depth of approximately 3-1/2 feet. This depth is consistent with water levels observed in piezometers on site. Based on soil coloration, it appears that the I summer low water table is around 10-feet. Nearby piezometers revealed that the seasonal high water table is around 3.1 feet. Liquefaction Potential Liquefaction has been recognized and evaluated for many years by geotechnical engineers in other seismically prone areas. With the renewed awareness in recent years that the Puget Sound area is seismically active, there has also been an increased interest in liquefaction potential. Liquefaction is a phenomenon whereby certain soils loose their strength and bearing capacity during ground shaking, such as could occur during earthquakes. General criteria for liquefiable soils are that they be 1) relatively loose, 2) a material with a liquefiable soil gradation, 3) non-plastic, and 4) saturated. Associated with liquefaction is the potential for ground movements or lateral displacements that could cause differential settlements in the foundation soils. 1 For soils to be liquefiable they must meet all four of the conditions described above. The site soils meet criteria 2 through 4 (see Appended grain size curves) but the soils are generally in a medium dense to dense state (SPT blow counts greater than 25). Borings 4, 5, and 6 had thin strata with t blow counts of 18, 19, and 17 respectively but each of these borings had high blow count soils ( (denser soils) above. These lower values indicate areas of marginal liquefaction potential. We have analyzed these strata for seismic induced settlement potential, and the results are detailed in [ the Conclusions and Recommendations under the Foundations section to this report. 1 CONCLUSIONS AND RECOMMENDATIONS I General We conclude, based on our Geotechnical Investigation, that the site is suitable for construction of the proposed commercial distribution facility using conventional shallow spread I foundations provided good construction practices are used and provided our recommendations are followed. The seasonal high ground water table could make winter construction more idifficult. Therefore site earthwork and foundation construction would be more easily accomplished if performed during the summer or early fall months. The following sections f provide specific recommendations for general site development and foundation design. l _ f 1 . %Vr tmi Geotechnical Consvl=ts,Inc. Job 6991454.doc (page 4 of 9) l .. i Geotechnical Engineering Investigation Western Geotechnical Consultants,Inc. Crown Parks,LLC Property May 23,2000 Site Preparation All of the upper organic-rich topsoil should be stripped away from the area to be occupied by the proposed building foundations and other structural improvements. Based on our boring r " investigation, we estimate that the stripping depth will range from approximately 1-1/2 to 2 feet. Note that there could be localized areas of deeper soft organic soils that we did not encounter during our boring investigation. Following stripping and site excavations, but prior to placement of any structural fill, qualified personnel should evaluate the exposed subgrade. t Fill and Compaction We anticipate that some structural fill will be required beneath the building or other structural improvements. Structural fill used to obtain final grade elevations should be properly placed and compacted. i The on site sands and gravels would make satisfactory structural fill provided they can be separated from the topsoil and provided they can be drained so adequate compaction can be achieved. If import material is to be used we recommend that the structural fill consist of an imported, clean, we'll graded sandy gravel material containing less than 5% passing the U.S. Standard No. 200 sieve based on a wet sieve analysis of that portion passing the U.S. Standard No. 4 sieve (GW by USCS classification). Structural fill should be placed in maximum 8- to 10-inch loose horizontal lifts and it should be compacted to 95% of maximum dry density as determined by the ASTM D-1557 test procedure. The structural fill should extend beyond the edges of the foundations by a distance equal to the thickness of the fill beneath the base of the foundations. Foundations We recommend that the planned building is supported on isolated spread and continuous footings founded on undisturbed sand and gravel soils or compacted structural fill. Bearing soil that is disturbed during foundation excavation should be recompacted or removed. All soil directly 1 below and around footings should be compacted to at least 95% of maximum dry density (ASTM D-1557 test procedure) prior to placement of forms or reinforcing steel. All continuous and isolated spread footings should have minimum widths of 18 and 24 inches, respectively, and should be founded a minimum of 18 inches below the lowest adjacent final grade for frost protection. All footings supported on properly prepared native sandy gravelly soils or structural fill may be proportioned using a net allowable bearing pressure of 2,500 psf. �VVe tem GeoteLhMC l COoailt—f..Inc. Job a991454.doc (page 5 of 9) � • � �- - I _ + �V[ Geotechnical Engineering Investigation Western Geotechnical Consultants,Inc. Crown Parks,LLC Property May 23,2000 i i The term net allowable bearing pressure refers to the pressure which can be imposed on the soil at foundation level due to the total of all dead plus live loads, exclusive of the weight of the footing or any backfill placed above the footing. These values may be increased by one-third for transient wind or seismic loading. Settlement of spread foundations depends on the foundation size and bearing pressure as well as the strength and compressibility characteristics of the I underlying bearing soils. Two types of settlement are possible for the subject soils, namely 1) short and long-term static settlement and 2) earthquake induced dynamic settlement. The results of our settlement analyses are summarized ° below. Settlement from static loadiniz: We performed static settlement analysis using the following foundation load information. Allowable foundation pressure= 2,500 psf. Perimeter footings = 6.5 k1f maximum at mesanine. This results in a nominal 2.6-foot wide footing. Column footings = 200 kips maximum at mesanine This results in a nominal 9x9-foot column footing. Based on the size of the proposed foundations, we calculated that the settlement from static loading would be on the order of 1/2 to 2/3 of an inch. Our estimate was computed, based on soil gradation, density, SPT N-values and experience with similar soil and loading conditions. Because of the generally granular nature of the foundation soils, a large portion of this settlement { should occur relatively quickly as the loads are applied during construction. Along with this initial settlement, however, there is the potential for an additional component of settlement from static loading due to the rearrangement of soil grains over time. Our calculations indicate that long term static settlement will be less than 1/4-inch over the next 30-years. Settlement from Liquefaction There is a potential for limited liquefaction of a portion of the foundation soils during a strong earthquake. Liquefaction is a phenomenon whereby certain soils loose their strength and bearing capacity during ground shaking, such as could occur during earthquakes. General criteria for liquefiable soils are that they be relatively loose, a material with a liquefiable soil gradation, non- plastic, and saturated. Associated with liquefaction is the potential for ground movement or lateral displacement that could cause differential settlement for the foundation soils. %Vest,m Geotechwcal Consultants,Inc Job n991354.doc (page 6 of 9) i r ' Geotechnical Engineering Investigation Western Geotechnical Consultants,Inc. Crown Parks,LLC Property May 23,2000 1 We encountered medium dense, non-plastic soils in our exploration that have a soil gradation similar to those soils that have been found to liquefy during earthquakes. Lateral displacement can occur when soils lose strength during liquefaction. A relatively flat site such as this will experience minimal lateral movement as compared to sites closer to sloping ground. Consequently, liquefaction at this site would likely result in differential settlements, but lateral displacements are not likely. Furthermore, we would anticipate that the slab foundation proposed for the building would be capable of accommodating a certain amount of differential settlement. We used empirical procedures proposed by Seed and Tokimatsu to estimate the total amount of settlement that could be expected from seismically induced liquefaction during a strong earthquake. We estimate that this settlement will be around I to 1-1/2 inches. Seed and Tokimatsu recommend broadening the range of predicted settlement due to uncertainties in the analytical procedure. We therefore recommend designing the building to accommodate I to 2 �^ inches of settlement for a large earthquake on the order of Magnitude 7.5 with a ground acceleration of 0.3 g (UBC, 1997). This is a maximum credible earthquake for the area of which some damage to structures would be expected. We also evaluated liquefaction induced settlement under a magnitude 6.0 earthquake with a ground acceleration of 0.2g. Our calculations indicate that settlement on the order of 1-inch would occur under such seismic loading. Slab Sub-grade i✓iodulus We understand that the proposed commercial distribution building will have a slab-on-grade We r— have performed a literature review and correlated standard penetration test blow counts to obtain a reasonable stress-strain relationship for the supporting soils. Based on our evaluation of subsurface conditions we recommend a sub-grade modulus of 200 tcf(230 p--i) for design of the earth supported floor slab. This value assumes the slab will be constructed over undisturbed 1 native sands and gravels or structural fill and it assumes that the floor slab sub-grade will be prepared as recommended below. Floor Slab Support Preparation of the building areas in a manner described in the previous sections of this report should provide an adequate base for floor slab support. We recommend that all earth-supported floor slabs be underlain by 6-inches of compacted, clean, free-draining sandy gravel or gravel with less than 5% passing the No. 200 mesh sieve, based on a wet sieve analysis of that portion passing the No. 4 sieve. The purpose of this layer is to provide uniform support and a capillary break. If desired, a vapor barrier may be placed below the floor slab. The vapor barrier, if used, should be covered with a thin layer of sand or crushed gravel to protect it during concrete placement and to aid in concrete curing. After a sand or crushed gravel layer is placed, it should remain relatively t dry. It is important that the 6-inch free draining layer located below the vapor barrier is connected to the footing drain system to promote drain from beneath the floor slab. Westem Geoteclutiol Cotuul=U,Inc, Job a991-S4.doe (page / of 9) 1 � ,._ Geotechnical Engineering Investigation Western Geotechnical Consultants,Inc. Crown Parks,LLC Property May 23,2000 Lateral Load Resistance Lateral loads may be resisted by passive earth pressures and friction between the foundations and the underlying soil. For design purposes, a passive resistance for structural fill placed against the sides of the foundations may be considered equivalent to the pressure developed by a fluid (equivalent fluid pressure) with a density of 250 pcf. This value assumes a non-buoyant conditions that will prevent the buildup of hydrostatic pressure in the structural fill. A coefficient of base friction of 0.40 may be used between the base of the foundation and the underlying soils. If passive resistance is used in conjunction with frictional resistance, we recommend using only 1/2 of the passive resistance recommended above because it takes much larger strains to mobilize full passive resistance as compared to frictional resistance. Drainage Due to the seasonal high water table at the site we recommend placement of a footing drain around the perimeter of the building. Footing drains typically consist of a minimum 4-inch diameter perforated or slotted pipe which is bedded in and surrounded by drain rock. Given the granular nature of the site soils the drain rock should be surrounded by a drainage geotextile (TC Mirafi 4NP or equivalent). The drainpipe should be placed at or below the base of the footing and 1/2-foot outside the footing. The footing drain should exit in a tightline, which transmits water to the site stormwater system. Roof drains must not introduce water to the footing drain system, but should transmit collected water to the stormwater system by separate tightline. Final grading should promote surface water runoff away from the building. Erosion Control Erosion control during construction of the proposed facilities can be accomplished through placement of proper sedimentation control facilities. We recommend siltation control facilities, consisting of either hay bales or silt fences that are fabricated around the construction areas. Typical details for siltation control facilities using either hay bales or silt fences are attached to this report. Wmtuv Geotechnical cowuL-nls,Inc. Job*"1454.doc (page 8 of 9) Geotechnical Engineering Investigation Western Geotechnical Consultants,Inc. Crown Parks,LLC Property May 23,2000 Siltation devices should be placed down gradient of all construction areas and cleared areas to provide siltation control during construction. All siltation control devices should be maintained in operable condition during construction, and left in operable condition until the site has been revegetated and siltation is no longer a threat. At that time the siltation facilities should be removed. Construction Monitoring Western Geotechnical Consultants, Inc. should review the final foundation design and grading plans prior to construction to insure conformance with our recommendations. We recommend that a geotechnical engineer or engineering geologist be present to inspect the exposed subgrade before any placement of structural fill. All fill placement and compaction activities should be monitored and documented. We appreciate the opportunity to be of service to you. Should you have any questions concerning this report or require further information, please contact the undersigned in our office at (360)- 380-2507. �T Sincerely yours, Western�Gytechnipal sultants, Inc. �,•.�� ,.� �f- '=��_ , � ? Theodore A. ammer P.E. `� 2S 7 , /44 Geotechnical Engineer ��,o,. == Attachments: Figure I - Site Plan Z��0 File:991454.doc Appendix—USCS Classification Chart Log of Boring Gain Size Distribution Curves W.Au Geowchwol Consults Inc. Job N991454doc (page ° of 9) a Western Geotechnical Consultants, 4181 Saltsprings Drive • Ferndale, WA 98248 Phone (360) 380-2507 • Fax (360) 380-2507 Figure 1 Site Plan & Boring Locations North Commercial Distribution Building SE Corner of SR531 & 59TH Ave NE Arlington, WA /SR531 (172n, St NE) Lb ;I '\\ 127 7 yV tom\\\' .�- �w��yCy�jl ✓f r_ __.. =� 'Vt , jj it i _f jai _ i I i ,� /5' N.2• : � X 125 X 12P 7 1'X :25 b -r i B-3 j B_5 - Approximate s�� f f Building •- I Z- ;r Location x 12e3 , M I ;t All I X y` x�% .� x :zsr - �, 1 x :217X :259 _ Center Line of Extension . ��. . Of 59`h Ave NE X Q!.9 Source: BCF Frontier. Inc. Key' Lynnwood. w B-1 Boring Location -� Western Geotechnical Consultants, Inc. 4181 Saltsprings Drive • Ferndale, WA 98248 Phone (360) 380-2507 • Fax (360) 380-2507 APPENDIX ■ _ T- W T A • f ' ■ ■ ■ r , ■ ■ L r p 0 ------------ cu y � rn _ W I H y � W a a.t n '� -✓ = x 1 w In N c ! d w m v Z2- w d a o T < •_ z r— I =� l W I Q U W • c T '` � I � C!� UcnJ U c: a a ' In �. Z � � n w •� � I i�Nli LO 10 z i Q � � — v 2 W w N N N i nw � � 5 I I �I � QCj04 u WpQ Z c, j Q r m (n V U 0 0 0 0 LT i cp f N1 N %3CN! .�11;1115Yid ' SACS C3Nll'l _'-3NI= +0 o Nc!1;JIj Issr'J 1180i78CEV' 80-1 Q N cc 7 co V Q= i r f� -'Vi I Z 5 2L'� v� ZO O Q uo u5 zu mo C) 1 V Z N N J R O O J < K C.1 ;Y V < I W V I U y _ Q z oz VIZ u >mma o JJ rc'n u Y5 ou co U v;p <» I v z iz n o poZ= �N 00 t0 z ��.�J Oa O 3LL O� U < V- C Cl) ILTjJJ G a z N3 L�J �� o j C� VZaI Vf �u,v Vl �(t Vl �O JWJ �11� NO NZ co o C WG v Jo?x J of Sig gut oW, p{¢ Vi p �M� r c5i=c5i �o �- `/ /Q� sC M5 �¢ KC <yI Qvi 0 UVI ; Y 0r '�OW C� V` <12 JZ 2 2( �Y p � � zutuG zav,u �u zo�n 3e W O 5 W p J S O O /f 3 d VI U S 4 VI rj = 2 D z 2 O d 2 U U 3 1 U J J J 2 2 2 f— ZO w g 0 CI C7 cn co N Cl) U O U O >s, VJ In Z c Q LLJJ In O Ul C G h V)z '�� Ln vlz_ '� �WyKj ]� WN S. Z�` J�� cr c z QQ v�Z C�.� MM ��v Q C�V u'1� ��v �� o J QQ 7 _ O U CO VJ 0 - 0 z 0 00� W ° W'aZ>J s' aGZo �yl- ��a �Zg (] C�'7 _<WZ V' (W S<d W ogN og� I Vn W V1 h W Z J Of Z ZDY Z Qs0 7gj� �` �x UU ¢W,x G ¢.F W Q Boring B-1 i € • % Moisture Page 1 of 1 ■ D&M Blows/Ft. o o A SPT Blows/Ft. as Soil Description Pic o ; 0 1 2 5 10 20 50 100 0 Z Moisture Dark brown organic silt with OL roots Topsoil moist, soft i - Brown medium sand with • 23.9% lII some groveurat ewe o = SP A so -ted,me tumdense) - -- - — - — - �� Brown sandy gravel G_P • 52 1-2 i (saturated, very dense 15.076 10 Brown gravelly sand SP A 18.4% -- - -- - - - 40 I (saturated, dense 1-3- -" ----- / l n Brownish gray sandy gravel GP 1_4 15.4% II (saturated, dense) II 20 - - --—- --- -- — - - - - - a� LL m Grav medium sand (saturated. Sp - w dense) A 38 1-5 15.0% In - -- 3 -- - - ---- - - -- -� m Gray medium sand with trace Sp silt saturated, dense - • 34 1-6 0 30 - - - - il - — Gray fine sand with trace silt SP - saturated, dense _ 40 1-7 _ 20.0% Gray sandy qravel with trace GP silt (saturated, dense) a 1k 11140 1-8 8.9% 40 I Gray fine sand with trace to SP some silt saturated, dense) 40 1-9 19.87 Groundwater observed at 3.25 feet bgs. Boring advanced to 44 feet on 4 0 . -Boring backfilled with drill 50 cu Ings and bentonite - - upon completion. LOGGED BY: RPS DATE DRILLED: 4-27-00 DRILLER: SUBTERRANEAN HOLE DNMErM VARIED Soil• c Govifiod oouoily using the Unified Soil, aoeairxdtion DRILLING METHOD: M—R do HSA HOLE DEPTH: SEE LOG System peeve tee USCS Key to Boring Loge for deec4Vtlom A W° N/A DEN04M or. BORING LOG B-I WESTERN GEOTECHNICAL CROWN DEVELOPMENT PROPERTY DRAM rt' RPS CONSULTANTS, INC ARLINGTON, WASHINGTON CNO®Or TAH oA1L ]CALL• 5/4/00 it N/A M WA r a �i Boring B-2 • % Moisture Page 1 of 1 UU ! D&M Blows/Ft. o �x A SPT Blows/Ft. 12 E E Soil Description Dig t°n ZI 1 2 5 10 20 5o 100 Moisture 0 Dark brown oraonic silt with OL roots Topsoil moist, soft I i Brown gravelly sand (wet to saturated, dense) SP 39 2-1 15.5% — II Brown sand with some gravel SP • A 37 2-2 10 (saturated, dense II i Brownish gray layered gravelly SP • 47 4 . sand ksatura adense) , Gov fine to medium sand SP • 31 2-4 27.1% with some gravel 20 (safurate3, �s�-- - i - - - I (D u_ Gray fine sand with trace silt • A 1144 2-5 25.2% saturated, dense) - V) - m Gra fine sand with trace silt SP__ - __ t saturated, very dense _ t 73 2-6 24.6 0 30 End sampling at 29.5 feet. - ij — I - I i 40 I , � i II Boring advanced to 29.5 feet on 4 2 00. ^Boring backfilled with drill 50 cuttings and bentonite — - - -- upon completion. LOGGED BY: RPB DATE DRILLED: 4-27-00 DRILLER: SUBTERRANEAN HOLE DIAMETER: B—INCH Solo aassiried visually using the Unified Sol. Ckmtfjcatlon DRILLING METHOD: HSA HOLE DEPTH: SEE LOG System. Please see USCS Key to Boring Loge For description& AID Pfau or. NIA LOG B-2 WESTERN GEOTECHNICAL CROWN DEVEILOPMENT PROPERTY MAW f1M IB CONSULTANTS, INC ARLINGTON, WASHINGTON CMEOM fm TAH ogre: 5/6/00 SCAM N/A r. N/A t r � R ���IIIIII�■■�IIIII�� Dark brown oraanic silt with roots (Topsoil) (moist, sofTt Brown fine to medium sand with trace gravel- (wet, dense) (saturated. dense) Gray gravelly sand (saturated, densey--- ..�. .mm�t■.mn (saturated. medium dense) Gray sand with some fine 111111111111111111M gravel and trace silt over Gray sandy silt over fine 'to millimedium sand (saturated, B6v� �mmmmuuum■mnn ���iiiiiii�iiii°rim � �m� �imm=iiiiiiimiiiiiiii� �mim■mnuum■mli min �nn�■�nuu���� nn� i 111111011111 1 NEON 111111101111111111�l�ini �m nn _ i !' -' i i � J y Boring B-4 5 • % Moisture Page 1 of 1 ■ D&M Blows/Ft. o la I N c SPT Blows/Ft. c E Soil Description �a °,ho �Z 1 2 5 10 20 50 100 Moisture 0 Dark brown organic silt with OL _- roots To soil moist, soft) Brown medium sand wet to saturated, dense SP 29 4-1 20.7% t Brownish gray sand with some SP _ • 18 4-2 16.6% fine gravel saturated, medium ! 10 dense Gray gravelly sand with sli ht GP • 47 4-3 13.4% layering at sand and grave sa urated, dense) Gray fine and medium sand, SP 19 4-4 20.67. lay ered saturated, medium i 20 -- - - .. dense- - -- - — i - U Gray fine sand with trace silt SP • 15 4-5 22.5% o — IIand gravel saturated, medium V) dense II o - � _ Gray medium sand with m f I occasional gravel saturated, gp • 3331 222% ;I dense ++ 0 30 End SamDlina at 29.5 feet tt- - � I 40 I - — —Groundwater observed_ _ at ! 3.5 feet bgs. I Boring advanced to 29.5 feet j on 4 28 00. I Boring backfilled with drill 50 cuttings and bentonif—e -- upon completion. I LOGGED BY: RPB DATE DRILLED: 4-28-00 ( DRILLER: SUBTERRANEAN HOLE DIAMETER: 8—INCH Soso d. Places visually using the Unified SLAB coselflcation descriptions. I DRIWNG METHOD: HSA HOLE DEPTH: SEE LOG SYrt«n• Pleaes gee USCS Key to Boring for de�crlptlona t A No-1 N/4 NG LOG B-14 0F7om Dr. RPB WESTERN GEOTECHNICAL CROWN DEVEILOPMENT PROPERTY i DRAW Or. RPB CONSULTANTS, INC _ ARLINGTON, WASHINGTON C1E CM�T: TAH Wh L•SCA 5/4/00 It N/A V: N/A m�m�■��nm�i��imi� Dark brown organic silt with sandy gravel (wet to roots (Topsoil) (moist. soft) Brown medium sand over Gray gravelly sand with MollGray fine to medium sa;d— I�IiII�,1:�����C MIN �mmmomiiiiimmmliiiii� (saturated, dense) liiimmnlliili� V.•End Sampling at 34-feet I�I� 11�II Gray fine to medium sand with trace silt (saturated, very �m��■ nuns �nnn —Groundwater observed at —Boring advanced to 34 feet �m��■��nm� �nuu�� �� • I �I V J Boring B-6 • % Moisture Page 1 of 1 ■ D&M Blows/Ft. o `u ♦ SPT Blows/Ft. E Soil Description n o brio V)i 1 2 5 10 20 50 100 Moisture 0 Dark brown organic silt with _ OL _ roots (Topsoil) (moist, soft)_ t Brown medium sand over gravelly sand (wet. me Sum Sp 21 6-1 dense --- _ w Grayish brown sandy gravel GP ♦ 1 134 6-2 14.0% saturated, dense 10 -- — - - - I Grayish brown sandy gravel-- — GP ♦ 3 16-3 1 .8% with some silt saturated, medium dense Gray fine to coarse sand with SP ♦ ! 17 6-4 22.7% _ occasional gravel ^ 20 (saturated,me id um dense) - a� a� v o Gray fine sand with trace silt SP _ ♦ 111124 6-5 22M _ _ (saturated, dens II o C-Fu Gray fine sand with trace silt SP (saturated, dense l 22 16-6 20.1% 0 30 Gray fine to medium sand SP _ with trace silt saturated, 36 6-6 24.0% dense j End Sampling at 34.0 feet 40 , I 1 -Boring advanced to 34 feet on 4 28 00. ! , Boring backfilled with drill 50 - cuttings and -ben onl e upon completion. I� i _ I ' LOGGED BY: RPB DATE DRILLED: 4-28-00 I DRILLER: SUBTERRANEAN HOLE DIAMETER: B—INCH Sol• ciassdSed visually using the Unified Sole Closaificatlon DRIUJNG METHOD: HSA HOLE DEPTH: SEE LOG System. Plea"see USCS Key to Boring Logs for dewlptlons. f Me M-. N/A DF90lm ST: WESTERN GEOTECHNICAL CROWN DEVELOPMENT NG LOG B-6 � PROPERTY MAM MIB CONSULTANTS, INC ARLINGTON, WASHINGTON Om®11A DAM SCALE TAM 5/4/00 it N/A M. 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CIVIL VIL 6N01"JEERIIN12 FAX TRANSMMAL DATE: I - ,,9 5 - ocP TO: ke f Fl-- iA 1son C.OMPANVAGENCY: OJePlAn ki FAX NO..' r3 6 3J d ` 7 5Z)1 FROM: //� ll RE: W� )NT Mr 9Jtd&7T7 t NUMBER OF PAGES INCLUDING THIS SHEET; 1721 Hswi= Avernus ■ Suite 401 ■ Evoram, Weehington 88201 a ( 41141 292,2206 ■ fax; (485] 252.BB51 J � 1 i Trir-i t i -i i L - � R C - - II L Sent By: Higa Burkholder Associates, LLC; 425 252 9551 ; Jan-25-02 14:02; Page 313 01/25/02 14:55 FAX 206 440 4806 M.-OF A' IONS L&002 'y ZM uL-ij}_�n..:;L::�6•p. --•--'•:K`j'1,. ,.,,. ,..IWtTej1'k ,..Kt s..Nu-- i*7 ...,...•• daY7un. •-. P., •tu - 0 10 a F—q&4e*fwl� ao-io�s,�zer `� $ S �41 ' 49 52 P�YTpTHE C 1.a1 FC, � 4� �G+1S f �— - 1 ORDER OF Ck (lA7 DOLLARS �';f��":•a,.. 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'BOX 595 • ISSAQUAH, WA 98027 (425) 557=0779 • (425) 557-0765 (FAX) STRUCTURAL CALCULATIONS FOR CROWN DISTRIBUTING-01-44404 OFFICE/WAREHOUSE BUILDING FUTURE MEZZANINE STRUCTURE] ARLINGTON,WASHINGTON 98223 ARCHITECT: CAMPBELL/NIXON &ASSOCIATES,INC. ARCHITECTS AND PLANNERS 420 WEST HARRISON ST. SUITE 202 KENT,WASHINGTON 98032 [(253)854-2470 OFFICE] (CITY OF ARLINGTON APPLICATION NO. ) JANUARY 03,2001 -SUBMITTAL MARCH 13,2001-RESUBMITTAL BNT JOB NO.: 00016 �oF WAS REVISED �o RECEIVED max- -- MAR 16 2001 EXPIRES CITY OF ARLINGTON I� f v U PROJECT Crnwn nic rih��tingfn,_�n�, SHEET N0. G-1 OF 1 B & T DESIGN & ENGINEERING, INC. DESCRIPTION General Criteria DES TB DATE 1/O1 (425) 557-0779 CHK JOB NO. 00016 BUILDING LOADS: ROOF. : . .. . . _ :..... ..BU11.T-UP ROOFING: .... 2.2'PSF 22 GA METAL DECK 1.QPSF: FRAMING @ 6'o:.c. . . . R-30INSULATION -: 2.0:PSE SUSPENDED CEILING 2.0;PSF; MrCll.&ELECT. MISG: 1.8 PSR fU'fAL; DL= 12 PSF LL:= 25 PSF(SNOW) FLOOR .... _ _. 3'fs"CONCRETE ON:22 GA.DECK 31.0 PSF - FRAMING 7'o.c. 1.5,PSF SUSPENDED CEILING 2.0 PSI: MUCH.&ELECT. -2.0 PSF ... .. .. MISC. 3.5 PSF TOTAL UL= 40 PSF LL.- 50 PSF+20 PSF Parfillon . ...... .__. 100 SPF @,CORRIDORS&EXITS LATI'RAL LOADS: WIND=80 M.P.H., EXPOSURE"13" SEISMIC=ZONE 3 BUILDING CODES 1997 UBC ALLOWABLE LOADS: FOUNDATION-:: AI;I:.OWABLE BEARING _ 2500 PSF EQUIVALENT FLUID PRESSURE 35PCF(ACT'IV8-UNRESTRAINED) _ 50:PCF(ACTIVE-RESTRAINED) = 256 PCF(PASSIVE) COEFFICIENT OF BASE,FRICTION — 35 , CONCRETE- ; Pc 2500 psi for'footings&.slabs on grade REINFORCING Fy = 60000 psi i � .., I -- PROJECT 5;;; ( IP fi• SHEET NO. I OF B & T DESIGN & ENGINEERING, INC. DESCRIPTION DES (425) 557-0779 DATE CHK JOB NO. -�cw:x� ................................................._ _ _ ............-............................ t ............. ... ... .M10 ................ rf fA& 'f.Z•ai I I�•S r� ... v i I -- PROJECT G I✓� �`� tI SHEET NO. _ OF B & T DESIGN & ENGINEERING, INC. DESCRIPTION DES DATE (425) 557-0779 CHK JOB NO. I„w ... vi �� < t i : .� 1 -fP 1 -4 I a/ e-,- b r51 riv w^tt') L F-I")N" -7 PROJECT SHEET NO. OF I -r B & T DESIGN & ENGINEERING, INC. DESCRIPTION I'�1�'•K 1�s� I� - DES J DATE (425) 557-0779 CHK JOB NO. Gi ILI b � Ag Ftnri-- _6 m S N• hn . �•�w rl 'H Lt n -X cP PROJECT 1-j fi ' SHEET NO. OF B & T DESIGN & ENGINEERING, INC. DESCRIPTION DES J' DATE (425) 557-0779 CHK JOB N0. re . ....... _..... t. 25 I (� n L PROJECT l 2. SHEET NQ. OF B a T DESIGN a ENGINEERING, INC. DESCRIPTION DES J DATE -I (425) 557-0779 CHK JOB N0. �r .offs r • r `- pi ti v•5 PROJECT ""7 r-j Y21 S�' SHEET NO OF B & T DESIGN & ENGINEERING, INC. . � A I (425) 557-0779 DESCRIPTION �' DES DATE Z 2'L CHK JOB NO. r7d5 - �•a Gi'' , I L—k --- PROJECT ('rpwp jLytrihn! tine Co Inr SHEET NO. L, I OF B & T DESIGN & ENGINEERING, INC. DESCRIPTION .- Lateral Design (425) 557-0779 DES �)� DATE 1/01 - CHK JOB NO. 00016 Lateral Design - 1997 UBC 1620 & 1621 I: wind speed=80 mph;exposure;"•"'e ( y 1.3 (Is 16.4- 11, , fl" Basic wind loads : Sail Heights 0- 15' : wl (.62)•(gs)•Cq 25' : w3 :-..(.72)'(9s)-�C hl -8.5•fft wl = 13.2'Ib•R 2 w3 = 15.4'lb'R 2 h2 -,5•11 20' : w2 (.67)•(gs)•Cq 30' : w4 =(.76)•(4s)•Cq h3 5•11: w2 = 14.3'lb-ft 2 w4= 16.2•Ib411 2 h4 =5•ft h5 2.5•ft Wind Load Q each level: `"'roof'- h5!w4.1-114•w3 W.roof-1:17-lb-ft ^'floor -M'wl F h2.w2 f-043 w floor-191'Ib'1t Base shear in:each direction:: Bldg 196 3t L C_E4 _ 140.5 ft T Bldg'- 168 1t T 4 8 56•li L AS. C = 36.5•ft L A A5 . 19•11 T l 4 ;=42•ft V Bwind_Longitudinal (w roof'}-w floor)'T Bldg V Bwind_Longitudinal =51864'lb V Bwind_Transverse (w roof-�-:w floor '�Bldg V Bwind Transverse—60508'lb 1630.2.1 : II.seismic=Zone 3 1 :- Lo : C a :36 R = 4.5 v 2.5.1•Ra v=0.2 fir 28,11 112 I? fl Building Weights : Area roof 15875•ft Area floor 15190•ft2 W roof 12' lb ft2 total weight @ each level: lb lir III W wall G2'ft2 W r W roof Area roof, 2-tL Bldg ' 7'Bldg 7'W wall' W r=529020'lb W floor 50'lb W f W floor Area floor••• W f=1391404'lb / r I� +2'1L Bldg+T Bldg'W wal l' 2 Total Base Shear: V Beq -v'(W r ' W f) V Beq=384085'lb ,fC Seismic forces govern in both directions both directions :i 1 PROJECT Crown Distributing Co.;Inc. SHEET NO. L-.2 OF- 8 & T DESIGN 8 ENGINEERING, INC.(425) 557-0779 DESCRIPTION Lateral Desig —.n DES TB DATE 1/01 CHK JOB NO. 00016 Lateral Design -(cont'd) 1630.5 Vertical distribution of Seismic forces: period of structure: I. C 1,h Il C CII n (30-8) C t =�2 h n I I r T =T�Ct,hn F T -if(T<:7;0,if(.07'T<:25,:07•T•:V Beq,.25•V Beq)) FT 0 Ib total design shear: v F.r + V Bcq V -384085•I1) (30-13) V I design shear @ each level: x(W m W H F(V,F T,W,H,W H) ; (30-15) WH Xr X� Wr.11r' x2 x(W012) Wll xri x2 1, r F(V,F-I•,Wr,1-1vWI1) F2 F(V,I'•r.W r II2,WH) F I•x(F x,W x) WXV •Roof Level: F r= 172922•lb f r =f x(F r,W r) f r= 1.6 •Floor Level: F2 211163•lb f2 fx(F2,W`) f2 =0.759 1633.2.9 diaphragm shears: p 1.0 E(E h,E v) p'E h_i E v 1:hfhclor P I PT• 1 Pi 1. Sri W X.f: f.NI i I i W .W x'E hfaclor (33-1) i I' max(Wxl - I.0•Ca'I'Wx'r-hfactor Fmin(Wx) 0.5•Ca'I'Wx'rhfar.tor Roof diaphragm: for roof diaphragm; use 22 GA. "Vetco":HSB-36 roof deck(side lap conns./welds per sheet to supports): Zonel - 240•lb BP A-24"o.c. Zonell 460•lb BP(a)12"o.a. Zonellf 780-�b TSW(a)24"o.c. R 5 per sheet fl 7 per sheet R 7 per sheet USE '`SHEARTRANZ'' Wi Wr Wx Wr 1:i Fr I:P . I:px(Wx f:.r,Wi,Fi) Ppr _ if(Fp<Fmin!Wxl•Fmin(Wx)��f' Fp 1'n,ae We' I'p,Finax(Wx)),' i i IIIIH" - PROJECT Crown l2iTlributitll;Cam.. Inc. SHEET N0. L 3 OF- 6 & T DESIGN & ENGINEERING, INC. DESCRIPTION ��aterall)esi n (425) 557-0779 g DES TB DATE - 1f01 CHK JOB NO. 00016 Lateral Design (cont'd) F .F -172922'lb F 172922-l b .r hfac[or or Longitudinal forces - l r l -F pt l fprLl �Arei oaf/ L Bldg f prL2 : �A ioofl (L A_A.5 I-A5_C) f prL 1 2.135'I b'It f prL:2 m 605'Ib'11 Transversr3 forces fprTl :_ Area r ) TBldg fprTl =1830'Ib R�( _fprT2 (Ar apr - }�T 1_4 fper2 457•lb'Il roof . .: roof Roof diaphragm -:Longitudinal Forces: diaphragm forces from grids 1 to 4: f prl 1 1 v L 1 4 V L 229'Ib'ft zone I connections required 2•L Bldg' diaphragm forces from grids 4 to.8& 8 to 12: v L IfprL2-T 4 8-- v 1 3O5 Ib Il zone II connections required 2' L A5_C:I L A_A5) change in diaphragm zone: 1 4 8 v allowable [,(I "allowable i 2 — - -) (Lis the distance measured from grid 4 or 8) v d Zone! L 2 L d(v d) L 2 =6'ft start zone I eonns 8'from 4 or 8 Maximum chord face In longitudinal direction: v T 2 v i,=305-Ib'ft F chord L__4�8 F chord -2154.1 b 8•(LA AS A+L. . _ S G); _ ... i PROJECT w istributiu Co. Inc. L- L SHEET N0. .�— OF- 0 & T DESIGN & ENGINEERING, INC. DESCRIPTION Lateral Design DES TB DATE 1/01 (425) 557-0779 00016 CHK JOB NO. Lateral Design (cont'd) Transverse Forces: diaphragm forces from grids A to A.5: f rTI-LA.A5 i v•r p. - v T=207•Ib•ft tone I connections required T Bldg . diaphragm forces from grids A.5 to C: v I I f prTl'�L AS_C� v T 199*Ib-,ft zone I connections required ?'T Bldg diaphragm forces from grds C toE:4 v T � fptT24�C_E4 v -765•lb•ft zone III connections required . 2;T1 4 change in diaphragm zone: I-C_E4 v.allowable I-d(v allowable 2 �I - T-) (L is the;distance measured from grid C or E.4) v d Zonell L 2 L d(v d) L 2 =28'ft start zone I cones 30'from C or E.4 :v d Zonel L I =L d(v d} L 1 =:48.2•ft start zone I corms 50'from C or E.4 Maximum chord force in transverse direction: YrLC E42 v T•=765•Ib•ft F chord 8-T i F chord =44957 1b 1 !� U PROJECT —i rum-iLl2istributingSo..lnc. SHEET No. L- S OF B & T DESIGN & ENGINEERING, INC. DESCRIPTION Latcrailksi€n DES TB DATE 1/01 • (425) 557-0779 - CHK JOB NO. 00016 Lateral forces(&-2nd floor level: Floor;diaphragm floor diaphragm is 3-1/2"concrete on 22 GA. "Verso"We 13"Formlok deck:' Zonel 1755•- 4 Welds per sheet ft �4'i 1t'r Wf Wx W1 I'r2 FpxIWx,I 1 .Wi,f ii t p1 if.l'1�2 1' min W x)•Fmin�Wx),if(Fp2 :Finax�Wx Fp2,FM:ax(Wx))) r F2.Ebfactor-211163•lb Fpf=279281•lb Pf =1.3 hlaclor Longitudinal forces f Fnf- .'L f 3591•lb•ft pfL l (Area floor) Bldg pfL1 -. f p1L2 (Area floor, (L A_AS } L A5_C) f pfL2= 1017•Ib•fl I Transverse forces f pf i f I 'F pf )`T Bldg f pfl-I =3078•lb•ft Area floor f p tT2 � Fpf �•-1' 14 f p M=769•Ib•ft Area Boor � Floor diaphragm._Longitudinal Forces: diaphragm forces:from grids 1 to 4: �If p�1 3 1=4 v1 vL=385 IU (t 2.1 Bldg zone I connections required diaphragm forces from grids 4 to 8&8 to 12: v : I f pfL2.T 4�8 ff v L =513•lb•ft zone I connections required I. AA5 LA5d1` i y � Ln PROJECT SHEET NO. :� S OF B & T DESIGN 6 ENGINEERING, INC. DESCRIPTION DES DATE (425) 557-0779 CHK JOB N0. G 1, x PROJECT - Crown Distributing Co., Inc. SHEET N0. L-La OF B & T DESIGN & ENGINEERING, INC. DESCRIPTION Lateral Design DES TB DATE 1/01 (425) 557-0779 CHK JOB NO. 60016 Lateral forces Cad 2nd floor level(cont'd): - Transverse Forces: diaphragm forces:from grids A':to A.5: v T f pfrl'L A_A5 v T=348.lb•ft-� zone I connections required T Bldg diaphragm forces from grids A.5 to C. V.I. f pfri-L A5_Cl vT=334'Ib•ft zone I connections required 2'T B Bld I diaphragm forces from grids C to E.4: v 3 f pfl2 I-C_E4 V.I. = 1287•lb-ft zone I connections required 1 -4 �I-i" —— - PROJECT Crown Distributing Co.. Inc. SHEET N0. L_ OF B b T DESIGN & ENGINEERING, INC. DPSCRIPgON Latern!Design DES TB DATE 1/01 (425) 557-0779 00016 CHK JOB N0. N A _ 617- Ir i� l— PROJECT Crnwn Distributing Co..Inc. SHEET NO. L,21 OF B & T DESIGN & ENGINEERING, INC. DE3SCRIPgON _LateraLDM'gn DES TH DATE 1/01 (425) 557-0779 -- ❑ CHK JOB NO. 00016 �. It CA ....... fl— 5-17 -i --- -2 C I I : -- i VA ---•- 4_ _ I.Y "`� Lazo✓ - B & T DESIGN & ENGINEERING, INC. & P.O: BOX 595 - ISSAQUAH, WA 98027 (425) 557-0779 - (425) 557-y0765 (FAX) STRUCTURAL CALCULATIONS FOR CROWN DISTRIBUTING-01-44404 OFFICE/WAREHOUSE BUILDING FUTURE MEZZANINE STRUCTURE] ARLINGTON,WASHINGTON 98223 ARCHITECT: CAMPBELL/NIXON &ASSOCIATES,INC. ARCHITECTS AND PLANNERS 420 WEST HARRISON ST. SUITE, 202 KENT,WASHINGTON 98032 [(253)854-2470 OFFICE] (CITY OF ARLINGTON APPLICATION NO.' ) JANUARY 03,2001 -SUBMITTAL MARCH 13,2001-RESUBMITTAL BNT JOB NO.: 00016 .``�DLO,WAS G fRECEIV/ D � /o a-.r LIAR 16 2001 EXPIRES !fl it o/ (:ICY OF ARLINGTON I », I . �� ;l PROJECT --Crown DistrihistinuCn,�Ine _ SHEET NO. G-1 OF 1 (425) 557-0779 B ✓ T 4SIGN b ENGINEERING, INC. DESCRIPTION . General Criteria_ DES TB DATE 1/01 CHK JOB NO. 00016 BUILDING LOADS: ROOF: . .. . . . _ ..BU.ILT-UP ROOFING; .. ........ _ .-.:. . . 2.2 PSF 22 GA METAL DECK: 1.0 PSF FRAMING(a-,)6'o.c. 1.5 PSF R-30 INSULATION.. .; 2.0;PSI' SUSPENDED CEILING 2.0 PSF MECH.. ELECT. MISC: 19 PSI-' TOTAL DL= 12 PSF LL:= 25 PSF(SNOW) ...... . .. FLOOR 3'73"CONCRETE ON`22 GA.DECK; 31.0 PSF FRAMING(a)7'o.c. 1.5 PSF SUSPENDED CEILING 2.0 PSF MI?CH.Rc FLEsC C. 2.0 PSF misc. 3.5 PSF TOTAL. DL= 40 PSF Ll.= 50:PSF+20 PSF Pan]0on 1.0.0 SPF @,CORRIDORS&EXITS LATERAL LOADS: WIND=80 M.P.H.;EXPOSURE"B" SEISMIC=ZONE 3 BUILDING CODES: 1997 UBC ALLOWABLE LOADS FOUNIMTION ALLOWAMIE BEIARING ; 2500 PSF EQUIVALENT FLUID PRESSURE 35:PCF:(ACT[V8-UNRESTRAINED) — . 50:PCF(ACTIVE-RESTRAINED) _ 2.50 PC.F(PASSIVE) COEFFICIM-. 'OF BASE FRICTION = .35 CONCRETE,- Pc ' ' = 2500 psi foe footings&slabs on,grade REINFORCING- Fy = 60000 psi i I Li�_tL PROJECT SH T EE NO. OF B & T DESIGN & ENGINEERING, INC. DESCRIPTION DES, J DATE (425) 557-0779 CHK JOB NO. Ah ..........:......: rAco 1-5 rf 17-3 ti. v r��, f a PROJECT G�I✓I (` ��, SHEET NO. - (425) 557-0779 OF B & T DESIGN & ENGINEERING, INC. DESCRIPTION DES DATE _ CHK JOB NO. CD tl,, �-� h ........... ... ... .. per 28 i v5. ` ... .... ... llot .. .. .. ... ... ..4 ... -••--r • J yo 14 �' 1 ... ... ` �• •M� ... ... 1 �� I,-i�.- PROJECT SHEET NO. -OF B & T DESIGN & ENGINEERING, INC. DESCRIPTION i�1.��+1` IS�'1� - DES�DATE (425) 557-0779 CHK JOB NO. ILI v Zo 15 M,.5 p/0,r4 ; , -1,. � � ins • �h� a . gog ... IH ... r• o --i -f i��J-1 PROJECT 0��fi SHEET 'NO-.� OF B 6 T DESIGN & ENGINEERING, INC. DESCRIPTION �' DES DATE (425) 557-0779 CHK JOB NO. 5IrT 1.5 ............ `; I f �h PROJECT �/`�-'�.� �"� S'I". SHEET N . -OF 0 & T DESIGN & ENGINEERING, INC. DESCRIPTION DES DATE (425) 557-0779 CHK JOB N0. IG� d , .......17 I I -� PROJECT 5f-7r f" � � �� SHEET NO 5� OF S & T DESIGN & ENGINEERING, INC. DESCRIPTION '"' O V I (425) 557-0779 DES�DATE CHK JOB NO. Z + �' i Ilr ,ti PROJECT _CrawnMistributiug_Ca. Inc" SHEET NO. 1 1 OF B T DESIGN & ENGINEERING, INC. DESCRIPTION I-ateralDesig,n DES Sly DATE 11/01 (425) 557-0779 - CHK JOB NO. 00016 Lateral Design-1997 UBC 1620&1621 1. wind speed =80 mph, exposure "•"�G� 'Cq 1.3 tis 16.4 Ih Basic wind loads : Sail Heights 0- 15' : wl (.62)•(gs)•Cq :25' w3 .02).(gs)-Cq hl 8.5•ft wl = 13.2•Ib•ft 2' w3 15.4•lb'R 2 112 5•fl 20' : w2 (.67)•(gs)•Cq 30': w4 (.76)•(gs)•Cq 13 .5.11 w2 = 14.3•lb•fl 2 w4=16.2•lb'ft 2 144 -5•11 ... . ... h5 2 5 - • •ft Wind Load(d1 each leveli w nxif h5•w4 wroof= 117'lb•fl w loor hl•wl i h2•w2 i h3•w3 `v floor- 191•lb,1l Base shear in each direction: L Bldg -196 R 1 C' l,4 140.5•ft T Bldg = 168;ft T q_g =56•ft L AS: C {36.5•ft LA A5 - 19•ft T 1 q =42 ft V Bwind longitudinal �w roof I-w floor)-T Bldg V Bwind Longitudinal =51864•lb V Bwind_Transverse �� roof �'floor' Bldg Y Bwind :Transverse-60508•Ib. 1630.2.1 II.seismic=Zone 3 Ca I 1:0 Ca -.36 R =4.5 v :=2.5,1•-R v=0,2 Hr 28•ft 112 13•ft Building Weights : Area 1587.5•ft2 Area 15190•ft2 roof -. floor lb W roof 12 2 ft total weight @each Wait lb t-1 r 112 W wall 62'ft2 W r W roof Area roof 1 2'(L Bldg f T Bldg'W wall' 2 W r=529020•lb W floor 50'H2 W f:- W floor-Area floor ; : W f=1391404•Ib Hr +2•l I'Bldg' r Bldg)'W wall'�2) Total Base Shear: V Beq y'�W r�" W f� V Beq=384085 1b Seismic forces govern in both directions: �` I' PROJECT--Crown Distributing Co..Inc. SPIFFY N0. L'A OF 6 & T DESIGN & ENGINEERING, INC. DESCRIPTION Lateral Design DES 'ra DATE 1/01 (425) 557-0779 00016 - - CHK JOB NO. Lateral Design-(cont'd) 1630.5 Vertical distribution of Seismic forces: 3 period of structure: .11(C t,h n) C t•h n4 (30-8) C t '02 It n I I r T hn) if(T<:7 0;if(.07'T<,25,,07•T•,V Beq,.25•V Beq)) F =0 Ib total design shear: V F T i- V Bcq V T:384085•lb (30-13) V I f 1\' II design shear @ each level: ; x;(W„H) W•H F(V,F r,W.H,WI I \`I 1 (30-15) xr x, Wr,Hr' x2 x(W f,H2;i WH xr x2 I,r F(V,Fr,Wr,1-Ir,WH) F2 :-F(V,FT,W f'li2,WH) FX fx(FX,Wx) : W X V • Roof Level: F r=172922•Ib fr -fx(F r,W r) f r= 1.6 • Floor Level: F 2 211163•lb f2 fx(F2,W f) f2 =0.759 1633.2.9 diaphragm shears: p 1.0 E(E h,E v) P•E I, f E V E hfactor P F-I- i F i I. pxl W x•F'1'•W i,F i) .W W x'E hfactor i I. IMIXIWXI IM-C It'I'W0-,11factor I' miw X) 0.5Ca'I'Wx'E11factor Roof diaphragm: for roof diaphragm, use 22 GA. "Verco" HSB-36 roof deck(side lap conns./welds per sheet to supports): Zonel 240•lb BP 0 24"o.c. Zonell -460•lb SP A 12"o.c. Zonelll 780-Ib TSW Q 24"o.c. R 5 per sheet fi T per sheet 0 7 per sheet USE."SHEARTRANZ" Wi Wr Wx Wr Fi -FT Fp Fpx(Wx,FT,Wi,Fi) Fpr ` if(Fp<Fmin(Wx),Fmi6(Wx)•if(Fp F max.Wx!,FpIFi,lax(Wx))) a I— PROJECT Crown Distributing-Co._Inc= SHEET NO. 1.-3— OF B & T DESIGN & ENGINEERING, INC. DESCRIPTION Lateral Design DES TB DATE 1/01 (425) 557-0779 CHK JOB NO. 00016 Lateral Design (cont'd) F r E hfactor=172922'lb Fpr=172922?1b - Longitudnna!forces F Fpr Pr _ . . fprLI Area .I,Bldg f prL2 Ares )'�L A AS L AS_C) roof mof flnl.l =2135'Ib•ft I'prL2=605•lb*ft Transverse forces F pr i _ : F pr fprTl �'1 131dI; fhrl l - 1830,11311 fprT2 _ T1_4 fprT2=457']b`ft t Area roof _. .... Area Goof Roof diaphragm -Longitudinal Forces: diaphragm focesfrom grids Ito 4 Y.L �fprLl'T 1 41 v L=229�lb•ft 2'L Bldg t 1 zone I connections required diaphragm forces from grids 4 to 8&8:to 12. v L - f prL2'T 4-8--- v I 305•lb•ft t zone II connections required 2-(LA5 C LA A5 change in.diaphragm zone.: T 4_8 v allowable) L d(`'allowable 2 1.- Y-� I (L:is the distance measured from grid 4 or 8) L v d T_onel L 2 1.d(v d) L 2 =6 R start zone I conns 8'from 4 or 8 Maximum chord force In lonaituftel direction: v T 2 v L=305.Ib'ft t F chord '- - L 4-8 F chord =2154'1 b 8•(.L:A A51 L AS C 1 PROJECT Crown Distributine Co_..Inc. SHEET No. L-+ OF B & T DESIGN & ENGINEERING, INC. DESCRIPTION Lateral Design DES TB DATE 1/01 (425) 557-0779 00016 CHK JOB NO. Lateral Deslan(cont'd) Transverse Forces: diaphragm forces from grids A to A.5: V.I. �rprTl'L A_M v-r=207•lb•ft-' zone I connections required T Bldg diaphragm forces from grids A.5 to C:: .I. 1 pr I I (t A5_6 v-1•= 199•lb-ft zone I connections required 2'T Bldg diaphragm forces from grids G to:E:4 VT f t prT2' C_E4l. v.r=765•Ib•ft zone III connections required 1 2'r 1 4 / ,change in diaphragm Zone: L.C_i,4 V allowable L d(v allowable. .-_ 1;- - -- - (L is the.distance measured from grid C or E.4) 2 vT v d Zonell 1-2 L d(v d) L 2 =28'ft start zone I conns 30'from C or E.4 v d Zonel L l -L d(v d) L I =48.2•ft start zone I conns 50'from C or EA Maximum chord force in transverse direction: v L 2 v T =765•lb,ft F chord T. -44 F chord—44957•Ib PROJECT __�rowltQLttrihetipgt~Q Inc SHEET No. L- 5 OF B & T DESIGN & ENGINEERING, INC. DESCRIPTION _-,aterBl.Desi n (425) 557-0779 g DES TB DATE 1/01 CHK JOB NO. 00016 Lateral forces 0 2nd floor level: Floor diaphragm, floor diaphragm is 3-1/2"concrete on 22 GA. `'Verco"type"B" Formlok deck: Zonel 1755-11) 4 Welds per sheet fl Wi - Wri Wf Fi F2i Fr Fp2 rpxlWx.F-I•.Wi.Fi FPf if(rP2<rmin(Wx),rmin(Wx).if(FP2':F'max(Wx),Fp2,Fniax(Wx))) F 2`E lifac -211163•Ib F Pf=278281•Ib - F Pf =L:3 F 2 F-hfactor Longitudinal forces fPfLl _ Fpf 'L ftBldg fp1L1 =3591•lb• Area floor F f pIL2 ( Pf (L A_A5 ' L A5_C) f pn.2= 1017•Ib•tt Area floor Transverse forces f pfrl F Pf �`T Bldg f ptTl =3078^Ib•R. t Area floor, I-.fpf12 Pf I. I # f prr2=769•Ib•0 Area floor Floor diaphragm-Longitudinal Forces: diaphragm forces:from grids f to 4: v i L f p L fl.l'T 1_4 'i v 385•lb•f3 Bldg 2•1, J zone I connections required diaphragm forces.from grids 4 to 8&8 to 12: f pfL 2 T 48 I v I. 513•Ib•(l zone I connections required �. I.A_A5+ L AS_6 _i_--- -- — PROJECT (425) 557-0779 SHEET NO. �•S OF B 6 T DESIGN b ENGINEERING, INC. DESCRIPTION DES— II�L.L DATE CHK JOB NO. 00 C� - 1 �.�• PROJECT C-rnwn n gtrihntina Co., Inc. I -- - = _ SHEET N0. r LP OF- 8 b T DESIGN & ENGINEERING, INC.(425) 557-0779 DESCRIPTION Lateral_Design DES TB DATE 1/01 CHK JOB NO. 00016 Lateral forces dal 2nd floor level(cont'd): - Transverse Forces: diaphragm forces from grids A to A.5: f f f:,--L:A A5 v 1 I p — I v T=348•Ib•It zone I connections required T Bldg l . . diaphragm forces from grids A5 to G: = _ VT _ �.fpfl'I'LAS.C) vT=3341 lb,ft I zone I connections required 2.1.Bldg 1. diaphragm forcces from grids C to E.4: ; f -LC_841.. . .. v T = _Pfr2 / v T=1287-Ib•ft zone I connections required 2•T 1 4 `� PROJECT Crown Di ibutinLy Co Inc SHEET NO. L- OF B & T DESIGN & ENGINEERING, INC. (425) 557-0779 DPSCRIPION _ Lateral Design DES I[3 DATE 1/01 CHK JOB NO. 00016 u u u N s c� -__-_---------- -------- _______s__-____ Rena-V P6 K - Laje-&l 1 a PROJECT - f rnwnj]ictrihnting�p..111C. SHEET NO. OF�..�_, B & T DESIGN & ENGINEERING, INC. D�CRIPEION Lateral necign DES TO DATE 1/01 (425) 557-0779 CHK JOB NO. 00016 �cp8, l4 f L.—J Q i ( i r -.... r� 190 SF .. . . ... Z"•1 �1.0�►' f'(:a.�1,_.. �+iXoL� ��?1�G,��_, Y n.�(c�'� B & T DESIGN & ENGINEERING, INC. L & P.O. '80X 595 ISSAQUAH, WA 98027 —Tm� (425) 557=0779 - (425) 557-0765 (FAX) STRUCTURAL CALCULATIONS FOR CROWN DISTRIBUTING-01-44404 OFFICE/WAREHOUSE BUILDING FUTURE MEZZANINE STRUCTURE] ARLINGTON,WASHINGTON 98223 ARCHITECT: CAMPBELL/NIXON &ASSOCIATES,INC. ARCHITECTS AND PLANNERS 420 WEST HARRISON ST. SUITE 202 KENT,WASHINGTON 98032 [(253) 854-2470 OFFICE] (CITY OF ARLINGTON APPLICATION NO.' ) JANUARY 03,2001 -SUBMITTAL MARCH 13,2001-RESUBMITTAL BNT JOB NO.: 00016 i <��oF WAS s �Q y RECEIVED EXPIRES i o I I cl MAR 16 2001 CITY OF ARLINGTON I_+_') . rown Dis Hhutin Cn..PROJECT �___•-_ _t_. _- _g -- s Inc. SHEET NO. G-1 OF 1 B d� T DESIGN & ENGINEERING, INC. DESCRIPTION General Criteria DES TB 1/01 (425) 557-0779 DATE CHK JOB NO. 00016 BUILDING LOADS.: ROOF:: BUILT-UP ROOFING: . .... _2.2TSF 22 6A METAL DECK: 1.O PSF FRAMING 0 6'o.c. "I.S PSF: R-30 INSULATION - _ . _2.0 PSF! SUSPENDED CEILING 2.0.PSF. MECI1.1Rr EL13CT. MISC: - . I.8:PSF: TUTAI, DL= 12 PSF • LL= 25 PSF(SNOW) ;.......;..__. _. ........ .. .. FLOOR 31N,CONCRETE ON 22 GA.DECK; 31.0 PSI' .... FRAMING 7'o.c..... 1.5 PSF SUSPENDED CEILING 2.0 PSF MC-CIV&ELECT. 2.0 PS14 MISC. : 3.5 PSIF I'OTAI. DL= 40 PSF LL= 50.PSF+20 PSF Panition': 10.0 SPF,�u�CORRIDORS&EXITS LATI.RAL LOADS: WIND =80 P..H.; EXPOSURE"B" SEISMIC=ZONE 3 BI/ILD1NG C'ODGS: 1997 UBC I LLOII i1 BLE LOADS FOUNDATION AI10WA111Y,BEARING - 2500 PSF IiUl11VALEN'1'FId1ID PRESSURE 35:PCF(ACTIVE-UNRESTRAINED) 50 PCF(ACTIVE-RESTRAINED) 25.0 PC.F(PASSIVE) C0I:1-'FICIrN'1'OF BASE FRICTION = 35 CONCRETE- Pa ` 2500 psi for footings&slabs on grade - REINFORCING: Fy = 60 000 psi -_�.- - PROJECT 5;; H- • SHEET NO. I OF B & T DESIGN & ENGINEERING, INC. DESCRIPTION DES ,,,I•fi DATE --fl (425) 557-0779 CHK JOB N0. e.o „11�LNs� tw •WR , 1 0 1.14,f `�f PROJECT G�� I/ SHEET NO. OF B & T DESIGN 6 ENGINEERING, INC.(425) 557-0779 DESCRIPTION DES DATE CHK JOB NO. .. ....... ...... .. .........._............... ... ... .. ri -57 -- �. ............... 11 ,� �• ...................... O• �''� ........... ................ .. .'.. C a PROJECT f"�1� 1 „` SHEET NO. �— OF B & T DESIGN � ENGINEERING, INC. �1��'14' 1s�1s: . DES .� DATE (425) 557-0779 DESCRIPTION �— CHK JOB NO. eloo rl I Z2. sop � -• � h A,� s irl �H 3 1 1 ?,h= PROJECT ' SHEET �N0.. OF B & T DESIGN & ENGINEERING, INC. DESCRIPTION �U r-4 �' DES DATE 1 (425) 557-0779 CHK JOB N0. f-7> � 1 rT 5p ri 0-11T jc. �j • IZ�p '� .: T ... ... ... t / ^ -� . .... .................................... ... ... ... i i a P�&7 --�- — -- — PROJECT�_.�J � � �• SHEET !4Q. .��OF B T DESIGN & ENGINEERING, INC. DESCRIPTION _ DES DATE (425) 557-0779 CHK JOB N0. ��;► �-�, �- oil M_ _ 161a r • IG� Ie�- I l �G r • Z.S r ,V 5 _ i� - i ,� P-&�- i---� --- PROJECT 5�'7 r -" r-j Y-)l "I SHEET NO (� OF B & T DESIGN & ENGINEERING, INC, c (425) 557-0779 DESCRIPTION 'F'�a r''� ►? A'r"I� DES�DATE I ,� CHK JOB NO. _lam I ,a -17,'IJa r7o5fr - r l J H` k PROJECT L'ruwu-1listributiug-L'u.,1nc- SHEET N0. L-I- OF- 6 & T DESIGN & ENGINEERING, INC. DESCRIPTION LatcraMesign DES -TH DATE 1/01 (425) 557-0779 CHK JOB NO. 00016 Lateral Design-1997 UBC 1620&1621 : I. wind speed =80 mph,exposure."•":e Cq 1.3 ys 10A. lh ft, Basic wind loads : Sail Heights 0= 15' wl -(.62)-(gs) Cq 2,`�' ;w3 _(.72)-(gs)ACq hI 8.5•ft wl =13.2'Ib'ft-z w3 =15.4'I1b•;ft ? h2 5•fl - 20' : w2 (.67)•(gs)•Cq 30':: w4 -(.76)•(gs)•Cq 10 .5•ft w2= 14.3'lb*11 w4 =16.2•lb'ft z h4 5•11 h5 2.5.11 Wind Load Q each level: `^'roof h5•w4+ h4•w3 "'roof- 1 17•lb•ft w floor h 1-w I i h2•w2 F h3•w3 w floor 191•lb-fl Base shear in each direction:: L Bldg - 196•ft L C_Eq ` 140:.5 ft TBldg 168 11 T4_ 56;ft L A5: C 36.5•ft L A A5 - 19•ft T 1 4 =42•ft V Bwind Longitudinal roof`s w 110 r1)'T Bldg:* V Bwind_,Longitudinal -51864•lb V Bwind Transverse - ('roof I- 'floor)-L Bldg V Bwind^Transverse-60508•lb 1630.2.1 If.seismic=Zone 3 C 1 1.0 Ca R 4.5 v 2.5.1•;Ra v -0.2 fir 28.11 112 13•11 Building Weights : Area 15875 ft2; Area 15190.ftz roof floor W roof 12,lb Z ft total weight @ each level: lb Hr - 112 W wall 62`ft2 W r W roof Area roof I ?'iL Bldg T Bldg 'W wall' 2 W r=529020'lb W floor -50• 1 2 W f -W floor-Area floor W f= 1391404'Ib Hr +2•�L Bldg.I T Bldg W wall' 2. ) Total Base Shear: V Beq -v'�W r i W f� V Beq-384085 lb Seismic forces govern in loth directions I I - - PROJECT . Crown 136tributin Co. Inc. L-1 SHEET N0. OF B & T DESIGN & ENGINEERING, INC. DESCRIPTION Lateral Design DES TB DATE 1/01 (425) 557-0779 - CHK JOB NO. 00016 Lateral Desian -(cont'd) 1630A Vertical distribution of Seismic forces: . :.. . . - i 3 period of structure: T(C I,h n) C t•h n4 (30-8)„ C t �2 h n H n T -T(C ' hn T=0.2 . F T -if�T<:7 0;if OTT<:25;:Q7 T<V Beq,.25•.V Beq�� F.T=0•Ib total design shear: V FT I-'V 136 V r 384085•lb (30-13) (V F-I•I•W-II design shear @ each level: z(W;H) -WA F(V,F T,W,H,Wt-I) : (30-15) WH xr -x(Wr,Hr) ;x2 ' -x(Wf,H2) WH xrt xZ I.-I' F�.V,FT,Wr,Hr,WH) F2 . F(V,1: I,Wf.H2,WH) IxIFx,Wx) Fx - WXV • Roof Level: IF r=172922•lb fr = f x(F r,W r) f r= 1.6 @Floor Level: F2 =211163•Ib f2 Jx(F2,Wf) f2 =0.759 1633.2.9 diaphragm shears: :p 1.0 E(E h,E v) p-E h 1 E v E hfactor p F : i V. F px(W x,F T,W i,F i) --- W x:E hfactor (33-1) ... W� FinaxjWx) 1-(P(' a-"Wx"" h(actor Fmitt(Wx' 0.5Ch'IWXrhfact,u Roof diaphragm: for roof diaphragm; use 22 GA. "Verco" HSB-36roof deck(side lap conns./welds per sheet to :supports): Zonel;-240.- BP 0,24"o.c. Zonel1 460•lb BP t-12"o.c. ZoneIll -780.ib TSW(a)24"o.e.••. ft 5 per sheet ft _ 7 per sheet n. T per sheet USE"SHEARTRANZ-' Wi Wr Wx " Wr F- :=Fr 1 ( . Wx1.F1, lix X ,r ( pmin( x), mih( .x), ( pinax' p,Fihax(WX))) I PROJECT ____Crown Distributing Co.,lnc. SHEET No. L- 3 OF B & T DESIGN & ENGINEERING, INC. DESCRIPTION Lateral Design DES TB DATE 1/01 (425) 557-0779 --- CHK JOB NO. 00016 Lateral Design (cont'd) 1' . I: 17?97.2'Ih F =172922-lb i hGictor pr Lon itudinal forces F pr F pr 1 f rLl .L Bld fprL2 (. . 11L A-A5 L n5 C) P Area roof) g Area roof - fprLI =2135•I1)•Il fprL2T605•Ib•fl t Transverse forces pr Ihr'I'I a ft]_rBldg fprT1 = 1830•lb• r fpr12 1 rpr Area I••1. 1 4 I In'1.2=457 Ib•fl t roof - _. Area roof, Roof diaphragm -Longitudinal Forces: diaphragm forces from grids I.to 4: ` I I prL Ilt 1 4 v 1 229•lb-ft t 2'L Bldg zone I connections required 1 diaphragm forces.from grids 4 to 8&8 to 12: f prL2:T-4-8 -. i v - v 3t)5•Ib•tl zone II connections -required 1. 2.(L A5_G t L A_A5) L — - change in diaphragm zone. T 4 8 v allowable'� L d(v allowable' •f I v l (L is the distance measured from grid 4 or 8) 2 v d Loncl L 2 =L'd�v d) L 2 =6•ft start zone I conns 8'from 4 or 8 Maximum chord force In longitudinal direction: v •r ' v L=305.Ib•ft r F chord - ' _L 4 8 F chord -2154.1 b 8'(L:A_A5 i L A5 C) EL - Crown Distributing Co..Inc. L- PROJECT SHEET N0. _� OF B & T DESIGN & ENGINEERING, INC. DESCRIPTION Lateral Design DES TB DATE 1/01 (425) 557-0779 OOOl6� CHK JOB NO. Lateral Deslan(cont'd) Transverse Forces.- diaphragm forces from grids A to A.5:: i prTI A. AS T — l vT=207*Ib ft zone I connections_re ug ired Bldg diaphragm forces from grids A.5 to C:. V.I. fpiTl' L A5_G) v I•= I99-lb-tl zone I connections required diaphragm forces from grids G to E:4 v T t-PrT-2-L(,—t,4 v-1-=765 lb-R zone III connections required 2`T 1 4 :change in diaphragm zone: LC 134 v allowable 1 L d w al lowable� 2 l: T (L is the.distance measured from grid C or E.4) vd : Zonell 1-2 "7�-Ld(vd) L 2 =28•ft start zone I conns 30'from C or E.4 vd Zonel L 1 Ld(vd) L I =48.2•ft. start zone I conns 50'from C or EA Maximum chord force in transverse direction: v T.L 2 vT=765•lb•ft I'chord g;.� 44. F chord =44957-lb PROJECT CLaivtLDistrihutine Co..1nc,._- SHEET NO. L- 5 OF B & T DESIGN & ENGINEERING, INC. DESCRIPTION —_Later wesi n (425) 557-0779 g DES TB DATE 1/01 CHK JOB NO. 00016 Lateral forces 0 2nd floor level: Floor diaphragm: - floor diaphragm is 3-i d'concrete on 22 GA. "Verco"type"B" Formlok deck: Zonel 1755 lb 4 Welds per sheet ft . Wi Wr.l Wf Wx . Wf Pi :-F2 [: Fr 1:p2 Fpx(Wx,FT,Wi,Fi) I.-pf if(1'p2<Fmin(Wx),Fmin(Wx)•,if(Fp2,`Finax(Wx),Fp2,Finax(Wx))) F F 2`E hfactor=211163•1b 1'pf 278281 lb ___. Pf =.1.3 F 2'E hfactor Longitudinal forces fpfLl ( -Fpf )•1,Bldg fpfLl =3591'Ib•R 1 Area floor 1� 1 f p11,2 pf '(L A_A5 4- L A5_C) f pfL2- 1017•lb*R Area floor, Transverse forces fpf[A ( __r.poor rBldg fpfl-1 _3078•lb-fl ' fpfl'2 _ rpf )-T 1_4 fpf12 769•Ib'I1 (Area floor Floor diaphragm -Longitudinal Forces.- diaphragm forces from grids 1 to 4: T v1, fp 1 -1-4` vL 385 lb•11-1 2•L Bldg: I zone I connections required diaphragm forces from grids 4 to 8&8 to 12: I,11.2'T 4� 8 i - I. =5 13•Ib•11 zone I connections required A_AS LAS C) I 7,d� R PROJECT ac>t4 SHEET NO. t-•S OF B A T DESIGN a ENGINEERING, INC. DESCRIPTION � � DES DATE (425) 557-0779 CHK JOB NO. �• LF - -- PROJECT_CLown DistributineCo..Inc. SHEET NO. 1''40 OF- 8 & T DESIGN & ENGINEERING, INC. DESCRIPTION _ Lateral Design DES TB DATE 1/01 (425) 557-0779 CHK JOB NO. 00016 Lateral forces 0-)2nd floor level(cont'd): - Transverse Forces: diaphragm forces from grids A to A.5: f pq L A A5 v't- A. v T=348•Ib•fl zone I connections reauired Bldg i diaphragm forces from grids A.5 to C: _ . .......... VT fpfCl L AS C vT=334•lb•ft : zone 1 connections required 2.T Bldg diaphragm forces:from grids C to E.4: fps 1 4 C g4 VT - v'I'=1287•lb*11 zone I connections required ( 1 ) i a =1 - PROJECT Crnwn nis>trihutingCn._ Inc. SHEET NO. L-4 OF B & T DESIGN & ENGINEERING, INC. DPSCRIPflON Lateral Design DES TB DATE 1/01 (425) 557-0779 CHK_ _ JOB NO. 00016 Li ,I II II VI . 5y: r . .. . .. a 0 0 , ,fir«: f2-aa F 6 pt. - la e-Ytt oviz I - — PROJECT_Crown Oictrihutin9 _o_, I=, SHEET N0, L-S OF- 8 & T DESIGN & ENGINEERING, INC. DE3SCRIP90N I.at Design DES TB DATE 1/01 (425) 557-0779 CHK JOB NO. OOO16 11 1 i 190 5F .. c- - a B & T DESIGN & ENGINEERING, INC. & P.O. BOX 595 • ISSAQUAH, WA 98027 (425) 557-0779 • (425) 557-0765 (FAX) STRUCTURAL CALCULATIONS FOR CROWN DISTRIBUTING-01-44404 OFFICE/WAREHOUSE BUILDING FUTURE MEZZANINE STRUCTURE] ARLINGTON,WASHINGTON 98223 i ARCHITECT: CAMPBELL/NIXON &ASSOCIATES,INC. ARCHITECTS AND PLANNERS 420 WEST HARRISON ST. SUITE 202 KENT,WASHINGTON 98032 [(253)854-2470 OFFICE] (CITY OF ARLINGTON APPLICATION NO. ) JANUARY 03,2001 SUBMITTAL MARCH 13,2001-RESUBMITTAL BNT JOB NO.: 00016 > S At t A! OF WAS %y RECEIVED 0 MAR 16 2001 EXPIRES /o !I o f CITY OF ARLjt4GT0N i . � �,. a Y PROJECT Crown Distributin¢Co..Inc. SHEET NO. C-1 OF 1 B & T DESIGN & ENGINEERING, INC. DESCRIPTION General Criteria DES TB DATE 1/01 (425) 557-0779 CHK JOB NO. 00016 BUILDING LOADS.; ROOF: : . .. BUaLT-UP ROOFING: 2.2 PSFc.. ..'•. :. 22 GA METAL DECK. 1.0 PSF: FRAMING @ 6'o:c. 1.5 PSF;... .. ... :-•R-30INSULATION.. 2.01'SF . . SUSPENDED CEILING 2.0:PSF: MFCH.Y4cELECT. : ......: I.SPSF; .....;.._...,.....__ - ' ;.. ... . .. I.8 PSF MISC: - ? - ... .. .... .. .. TOTAL DL= 12 PSF LL= 25 PSF(SNOW) ..... .: FLOOR 3'7i"CONCRETE ON;22 G.A.DECK; 31.0 PSF FRAMING(a),7'o.c. _ I.S PSF_ SUSPENDED CEILING 2.0 PSF MECFI.&ELECT. 2.6 PSF MISC_ 3.5 PSF TOTAL DL= 40 PSF LL= 50:PSF+20:PSF Partition 10.0 SPF @ CORRIDORS&EXITS LATERAL.LOADS: WIND =80.M.P.H., EXPOSURE"B" SEISMIC=ZONE 3 BUILDING CODES: 1997 UBC ALLOWABLE LOADS.:: FOUNDATION AI;I.OWAI3[;E BEARING ; -- 2500 PSF EQUIVALENT FLUID PRESSURE = 35 PCF.(AC'FlVC-UNRI;S'IRAINE-b) 50:PCF:(ACTIVE-RES'IRAINFD) 2,50 PCF.(PASSIVE) COEFFICIENT OF BASE FRICTION = .35 CONCRETE- fc = 2500 psi'for footings&slabg on grade - REINFORCING- Fy - 60000 psi I ;: I i I-5: I PROJECT _ i SHEET N(). OF B & T DESIGN & ENGINEERING, INC. DESCRIPTION DES - ' DATE All cm=' (425) 557-0779 CHK JOB N0. aoo� I ' jilt-. t r» Uci} rfr r� 1 7-1 R � 1 rw f �..�.. PROJECT GF-�I✓I I�7 r SHEET NO. '- OF B & T DESIGN & ENGINEERING, INC. DESCRIPTION DES DATE (425) 557-0779 CHK JOB NO. • CD ri t►-• • FE-1f) of P.;'ri J �; �p�= ems ' vS•��` 17. s � �2 '�eft • - �,= �• t.� i r,, L4"PROJECT 4 - SHEET NO. -1l-OF B & T DESIGN & ENGINEERING, INC. C. DESCRIPTION ��" 1�i1"'1 DES ' DATE (425) 557-0779 ._ CHK JOB N0. GiILIy �/ . •47 r7� : r Z7 6P . ......... .. ... ... ... ... ... _ ......... ...t ... . ... ... ... .. ... ... ... ... ., ... ... ... ... ....................... ............................................................................................... ... .. ... ... ... PROJECT 'fi ' SHEET N0-.. OF B & T DESIGN & ENGINEERING, INC. DESCRIPTION Nh� 1 �' DES�' l� DATE _ (425) 557-0779 CHK JOB NO. -t,,j rT ' 25 (� � ' I(i l`.1YT-- 1 PROJECT ( S-r. SHEET -i= OF B & T DESIGN & ENGINEERING, INC. DESCRIPTION DES DATE (425) 557-0779 CHK JOB NO. 900 5c> tie CAS Z.S ........... I I a PROJECT 5f-7r -" r'j Y/11 17' SHEET NO CO OF B 6 T DESIGN & ENGINEERING, INC. DESCRIPTION o (425) 557-0779 DES DATE CHK JOB NO. f►" ti Sr-Lr-D.-o z i -- PROJECT Crown ffictrihuting Co-, Ine_ SHEET NO. L- I OF B & T DESIGN & ENGINEERING, INC. DESCRIPTION _ Laterni ne,S*gn DES _ R DATE - 1/01 (425) 557-0779 CHK JOB NO. 00016 Lateral Design -1997 UBC 1620&1621 I.wind speed =80 mph, exposure'Vle. Cq 1.3 qs -- 16.4 Ib ....... R Basic wind loads : Sail Heights : 0-: 15'is _. wl.;:-.(.G2) (9s)'Cq .. . 25'.: w3 :-..(,Z2)'(9s)' hi 8.5•11 _2 -2 wl = 13.2'I13'11 w3=-15-*Ib�ft 112 5•R 20" w2 (.67)•(:gs)•Cq 30'`. w4 (.16)•(.ys)•Cq 10 .5•11 w2 =143'lb?ft.2 w4 =16.2.lb,ft 2 h4 -5•11 .... . .. ..; 145 2.5•11 Wind Load Q each levels .. W roof --:h5•w4 I. h4•w3 w roof= 1 17•lb-11 s ^'floor:- hI-wI -t h2•w2 + h3•w3 w floor-191'lb-11 Base shear in.each direction: L Bldg 196•ft L C_E4 140.5•ft T Bldg:- 168•11 T4_9 56•ft L AS C 36.5.11 L A A5 19•ft T 1 4 =42 ft V Bwind Longitudinal - (w roof[ W floor)-T Bldg: V Bwind Longitudinal --51864•lb V.Bwind Transverse (� roof I : floor)'L Bldg Y Bwind Transverse—60508 Ib 1630.2.1 If.seismic=Zone 3 C 1 1.0 Ca :-.36 R 4.5 v 2.5.1- v=0.2 Ilr ?811 112 13•ft Building Weights : Area roof 15875•RZ Area floor 15190•RZ ib W roof. 12i 2 ft total weight @ each level: W 62�lb W -W Area +-2 L F T � W: 11 r 1 12 W. 529020•lb wall ' ft2 r roof roof .Bldg- Bldg ' wall' 2 r— W floor: 50•fl2 W f _W floor-Area floor W f= 1391404•lb fi r/ +2. Bldg 1 T Bldg W wall•. 2 . Total Base Shear: V Bey =`'(W:r-1 W f) V Beq=384085•lb ;;F, Seismic forces govern in both directions T" PROJECT __ _gown Distributin¢Co., Inc _ SHEET NO, L-1 OF B & T DESIGN & ENGINEERING, INC. DESCRIPTION - Lateral Design DES TB DATE 1/Ol (425) 557-0779 0016 CHK JOB NO. Lateral Design -(cont'd) 1630.5 Vertical distribution of Seismic forces: period:of structure: T(C I,h n) C t'h „'' (30-8) C t 02 h n H r �.75 I' T(Ct,hn) '1'=0.2 F I, if T<.7,0,if(.07-T<.25,.07-T•VBeq,.25•VBegi i FT=0•Ib total design shear: V F-F ; v Beq V =384085•lb (30-13) I: I. .W.H design shear @ each level: x(W;H) W•H F V,F I .W,11,W 11 (30=15) xr x Wr,Hr x-) x wI-,112 W11 xr x, Fr =F(V,FT;Wr.,Hr.)WA) F2 -F(V,FT,Wf,H2,WH:) Fx fXJ'vWx'1 _ - WXv •Roof Level: F r=172922•I1) fr ' fx(Fr,W r) 1'r - 1.6 @ Floor Level: F2=211163•lb f2 fx(F 2,W f2 =0.759 1633.2.9 diaphragm shears: p 1.0 E(E h,E v) p•E h + E V li hfactol. p FT i- Fi F px(W x,F T,W i F i) --W-- W x'E hfactor (33 1); . i 1 m;lx.W xl I.0•C a•I•W x'E hfactor F min(W � 0.5•G a'I'W x'E hfidor Roof diaphragm: for roof diaphragm; use 22 GA.:"Verco" HSB-36 roof deck(side lap conns./welds per sheet to supports): Ib: lb II, Zonel 240.- BP CM 24 o.c. Zonell 460- BP A 12 o.e. Zorielll 780• TSW A-24„o.c. fi 5 per sheet n 7 per she 11 7 per sheet USE"SHEARTRANZ" Wi Wr Wx Wr Fi Fr Fp -Fpx(Wx,r,r,Wi,Fi) Fpr if(Fp<Fmin(Wx),Fmin(W.x).if(Fp .F maxi,Wx!•F III Finax(Wx))a PROJECT Crown Distribjtfing-r.%,- , SHEET NO. — OF B & T DESIGN & ENGINEERING, INC. DESCRIPTION _LateralDesigu DES TB DATE _ 1/01 (425) 557-0779 CHK JOB NO. 00016 Lateral Design (cont'd) I' r'II hfactor= 172922•1b F pr= 172922'Ib -- Long&dinal forces Pr F Pr f prL l Area roof L Bldg f prL2 (Area roof (1.A AS ' I,AS C fprLI =2135•lb*1l fprL2=605•lb•R Terns,%Me forces f:prTl I Pr / TBldg fprTl = 1830•lb it fpr12 = Fpr - TI_4 fprl-=457•lb*ft `Area roof/ Area roof Roof diaphragm -Longitudinal Forces: diaphragm forces from grids 1 to 4: VLfprLl'Tl _4 v1, =229•lb-ft 2•.L Bldg , zone I connections required diaphragm forces from grids 4 to 8&8 to 12: Y f prL2';T 4�8 L v I -305•lb,It zone II connections required �• I,A C [-A A5 change in diaphragm zone:. T 4_8 v allowable1 L d(v allowable) 2 I v[ / (L.is the distance measured from grid 4 or 8) v a =Zonel L 2 L d(v d) L 2 =6•ft start zone I conns 8'from 4 or 8 Maximum chord force In longitudinal direction: v T 2 v L=305•Ib•R F chord L. 4-8_.._ F chord =2154•Ib 8 �L A_A5_F L A5 G) ec l— PROJECT . CrQwn Distributing Co., Inc. __ SHEET No. L-± OF B & T DESIGN & ENGINEERING, INC. DESCRIPTION Lateral Design _ DES TB DATE 1/01 (425) 557-0779 00016 CHK JOB NO. Lateral Design (cont'd) Transverse Forces: diaphragm forces from grids A to A.5. vT _,(fprtl'L A_AS T Bldg I=207•lb-ft I zone I connections reauired 1 ). diaphragm forces from grids A.5 to C.- fprTl'(LAS-C) I V.I.•I v T = 199•lb-ft zone I connections required I ?j Bldg diaphragm forces from grids C to:E:4 \ I fprT2'LC_E4 v t =765•lb*ft I zone III connections required 2'T.t 4 change in diaphragm zone: L C E4 / v allowable 1 L d(v allowable = 2 I1 -. v T -/ (L is the distance measured from grid C or EA) v d 7,011cll L 2 L d(v d� li t =28•ft start zone I conns 30'from C or EA v d Z.onel L 1 T L d(v d) L 1 =.48.2•ft start zone I conns 50'from C or EA Maximum chord force in transverse direction: I L -- z v =765•Ib f F v Fr chord -44957•Ib 1 PROJECT (rnwn nictrSllIItin rCn;lne, SHEET No, L- 5 OF____ B & T DESIGN & ENGINEERING, INC. DESCRIPTION Lateral l)ecion (425) 557-0779 e DES TB DATE — U01 - CHK JOB NO. 00016 Lateral forces A 2nd floor level: Floor diaphragm; floor diaphragm is:3-1i2"concrete on 22 GA. "Verco"type"B" Formlok deck: Zwiel -1755• 4 Welds per sheet Wi -Wr ' Wf Wx Wf FI _F21 Fr Fp2 I'px(Wx,F'I'.Wi.I'P Fpf ' if(Fp2<Fmin(Wx),Fmin(Wx),igp2'.I'max(Wx).F.2,Finax(wXM F2'C=hfactor=211163,lb F pf- pf 278281 lb 1.3F .g hfactor Loggitudinal forces f (Area Tel, f =3591•Ib•ftpfLl floor Bldg plLl f pfL2 �Areapf 1'(L A_M+L A5 C) t pIL2 - 1()17•Ib•ft ' floor Transverse forces f pfrl rpf )'T Bldg f pfrl -3078•Ib•tl 1 ' Area floc r' l:p 1. fpfl2 1 i 4 f f'2 -769•Ib•1l ' Area Iloo, P Floor diaphragm _Longitudinal Forces: diaphragm forces from grids 1.to 4: E _ �fp11.r 11_4 vI -3R5 Ih'ft ' 2•1, 131d zone I connections required diaphragm forces from grids 4 to 8&8 to 12: f pfL2 T 4�8 — v L '513•lb•ft ' zone I connections required A A5 I, A5 C) I - PROJECT 14 l SHEET NO. � S OF B 6 T DESIGN & ENGINEERING, INC. DESCRIPTION DES DATE (425) 557-0779 CHK JOB NO. r., �- i e��— --- PROJECT Crown Distributing Co.,Inc. SHEET N0. L-LO OF B & T DESIGN & ENGINEERING, INC. DESCRIPTION Lateral Design _ DES TB DATE 1/01 (425) 557-0779 00016 CHK JOB NO. Lateral forces Cad 2nd floor level(contW: - Transverse Forces: diaphragm forces from grids A to A.5: v T (f pfrl'L A_A5 l v T=348-Ib•il zone I connections required II 3'Bldg 1 diaphragm forces from grids A.5 to C. v r I?f p�TL A5_C v'r fi=334,lb* zone I connections required 1 E1Idg ) diaphragm forces from grids C to E.4 y r l(f p fy2•L C_" v T= 1287-lb-ft zone I connections required 1 2'r1 4 . i o PROJECT L Crwn Distributing C o.. I nc. B & T DESIGN & ENGINEERING, INC. --"— _ .-- — SHEET NO. _[,- � OF (425) 557-0779 D�SCRIPION Lateral Design DES TB DATE 1/01 CHK JOB NO. 00016 e Dt q n Ul % p n ir I { _ ...... ........... -� a L 1 _r2 1 I -- -. 1 PROJECT _ ('rnwn MOM uiht B & T DESIGN & ENGINEERING, INC. g�Q-*�C•— SHEET N0. � OF (425) 557-0779 D�CRIP�ION Lateral-Design DES TB DATE -- 1/Ol -�- CHK JOB NO. 00016 A ---------- ------ --- ------- Dc A 1 i� s . • s . I 42 �J 11 kvi'et 15 1 110 SF N�1 �l.Ik'v Z L�►� flaw - J.,a- e ,Al Fvy-ce z r t ' ENV-SUM 1994 Washington State Nonresidential Energy Code Compliance Form Envelope Summary Climate Zone 1 ENV-SUM Project Name Crown Distribution - Office Date Project Address 1172nd & 59th Arlington, Wa 03/15/2001 Applicant Name Seattle Construction Applicant Address Applicane Phone Project Description New Building Addition Alteration Change of Use x Compliance Option Prescriptive Component Performance Systems Analysis x Space Heat Type Electric Resistance All Other Glazing Area Total Glazing Area div by Gross Ext Wall Area times 100 equals %of Glazing Calculation F 3083 12380 100 1 24.9% Concrete/Masonry Option i lCheck Box if using this option. Envelope Requirements(enter values as applicable) Minimum Insulation R-Values Fully Heated/Cooled Space Roofs over Attic All Other Roofs Double layer R-19&R-10 w/thermal blocks R-30 Opaque Walls R-19 batts in metal studs R-19 Below Grade Walls Floors Over Unconditioned Space Slabs on Grade 2" extruded polystyrene under slab R-10 Radiant Floors Maximum U-Factors Personnel Doors 0.6 Overhead Doors Vertical Glazing 0.6 Overhead Glazing Maximum SHGC Vertical/Overhead Glazing Notes: RECEIVED itEVISED MAR 16 2001 CITY OF ARLINGTON v ( - gL1o4 4Nv. r 1994 Washington State Nonresidential Energy Code Compliance Form Envelope UA Calculations Climate Zone 1 ENV-UA Project Name lCrown Distribution - Office Space Heat Type Electric Resistance All Other x Glazing Area 25% Concrete/Masonry Option Yes 0 No Building Component Proposed UA Target UA U-factor x Area(A) =UA(U x A) U-factor x Area(A) =UA(U x A) Vertical Glazing U=.60 Plan ID:3062 sf 0.60 3062 18372 0.60 3062 18372 U= Plan ID: 0.0 Glazing% EleoResisi• Other Heating U= Plan ID: 0.0 0-15% 01110 0.90 U= Plan ID: 0.0 15-20/ 0.40 0.75 U= Plan ID: 0.0 20-30% not allowed 0.60 U= Plan ID. 0.0 30-40% not alowed 0.50 Overhead Glazing U= Plan ID: 0.0 0.0 U= Plan ID: 0.0 Glazing% Elec Resist. Other Heating U= Plan ID: 0.0 0-15% 0.80 1.45 U= Plan ID: 0.0 15-20% 0,80 1.40 U= Plan ID: 0.0 20-30% not allowed 1.30 U= Plan ID: 0.0 30-40% not allowed 1.25 Opaque Doors U=.60 Plan ID: 1 @3068 0.60 21 12.6 0.60 21 12.6 U= Plan ID: 0.0 Elec Resist. Other Heating U= Plan ID: 0.0 0.60 0.60 Roofs over Attics R= Plan ID: 0.0 0.00 R= Plan ID: 0.0 Elec Resist. Other Heating R= Plan ID: 0.0 0.031 0,036 All Other Roofs R=30 Plan I D:55'x 294' 0.047 16170 760.0 0.05 16170 808.5 R= Plan ID: 0.0 Elec Resist. Other Heating R= Plan ID: 0.0 0.034 0.050 Opaque Walls R=19 Plan ID:27'x 458.5' 0.10 12380 1238.0 0.14 12380 1733.2 R= Plan ID: 0.0 Elec Resist, Other Heating R= Plan ID: 0.0 0.062 0.140 Below Grade Walls - - "_ - ���� •�"- TA -•T R= Plan ID: 0.0 0.0 R= Plan ID: 0.0 Floors over Uncond Space R= Plan ID: 0,0 0.0 R= Plan ID: 0.0 Elec Resist. Other Heating R= Plan ID: 0.0 0.029 0.056 Slabs on Grade R=10 Plan ID: 0.54 917 4952 0.54 917 495.2 R= Plan ID: 0.0 Elec Resist. Other Heating R= Plan ID: 0.0 F=.54 F=.54 Totals 32550 4342.97 Totals 32550 4886.68 For Compliance: Proposed Total Area shall equal Target Total Area AND Proposed Total UA shall not exceed Target Total UA i' l�~ � .► � i f i S . , . �1� C t f' •�• i .� '� ,,,�, •Y :tit�� A �►. 1' �. -r l 1 '46 hl • s ri! 1 I R +ph �� ��1 1 ,� i ti t ' . r'• i r •f. le j � - t��l•t'� 1 44 r Il tr e �� �`1 1 s � � •- •.y • r . r� 'r' � ,•� t � � r ,', �S,� ��, �z ..;;;�r; , � j� �K���ti .� i 1 `.1�;. f .'�_ i � � �.� � :'f.� 1 - `� ,, �',�� ,. . ," i� .; ., r a. - .y� •� � � r ; l � _ � �f ' is � - .. ' �;,, li r ✓ � �.� � ,� �i ��,� a � i ,5'-A1.. 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Yen. 07 2002 O9,:OIRM P1 t tiNN(;r Q-' City U t' 7- ot Arlington Utilities a Department Memo C-t To: Karen Latimer Fn= Earl Anderson,Water Utility Inspector Dottie 12121 X 1 6` " Ito; Crown Distriwft Karen, Here are the Items that need to be taken care of 1, The hydrant valve can on 591"by Smokey point Dist, needs to be to grade, and 5/8 Rock spread around it and on shoulder, 2. Thera is a valve can lid missing at blow off to the west just off asphalt. Also needs to backfilled with Na rack. 3. Meter box at lift station needs to be suet correctly and pmteded during construction 4. There is a valve missing at blow off at south and of water Gne by the lift station. 5. Valve cans out side of fence in back of building ( center of building ) need to be to grade and be bmd<Filled with 5/8 rack.A,15a need a concrete pad poured around them, 8. Valve cans at southeast corner out side the fence need to be brought to grade with 5/8 rock and pour a aonomte pad around them. 7. Valve cans on 172"d by storage units where The Tie- In was made need to be to grade and beckfilled with 5/8s rock. B. All Hydrants need Paint. {Cat'Yellow} RECEIVE N 00` CITY 0 A LLIN TON 0 Page 1 1 � 1 1 I . - - I 1 lot, - 1 1•► 1 �1 rf - _ �1 IJ� _i 1_ _ � - 1 ! - 1 ■ - - r I r r � ■ - 1 1 tlml�-Llxl MILL 11 11 - �I'- ►ILI 1'11 CROWN DISTRIBUTING CO INfF f 425 258 3016 01/18102 09:00 [5 :01/02 NO:634 CROWN DISTRIBUTING CO., INC. 17117 59' Avenue NE ServCng , woYroruCsk, ales Ct, rsCawd SAwjkaw 00u.wtaes Arlington, WA 98223-4750 FAX Date. Number of pages Including Cover shoot; , From: Company: 'hone: (425)252-4192 Phone: `-- pex Qhons: (425)268.3016 Fax CC: REMAPM., Urgent © For your review ] Rtly A$qp [-j please comment 1 f �rrrr - 'T '� IW11 1� I tit I Alit1 - MEN="-= i - 1 1 :81 Iwo lIm 1 JO u - I i 1 � CROWN DISTRIBUTING CO INC' � 425 258 3016 01/ 8/02 09:00 5 :02/02 NO:634 CITY OF ARLINGTON, WASHINGTON -- BUILDING DEPARTMENT No bulldln®constructlon shall be commenced until permlt holder INSPECTION RECORD SHALL or his agent has posted this Inspection Record Card In a REMAIN AT JOB SITE conspicuous 0800 in front to the promises. OWPIER CROWN DISTRIBUTING CONTRACTOR:SEA CON LLC Jr)B ADDRESS,Ili If 68TH AVE LOT NUMBER TYPE GROUP NATURE of WORK:NEW CONSTRUCTION USE of BUILDING. OFFICE WARKHOUSE 111 1 HR ���+r C PERMIT No 01.4404 DATE ISSUED:MAY 1,3001 SPRINKLER s l INSPECTOR MUST SIGN ALL SPACES PERTAINING TO THIS JOS INSPECTION DATI INVICTOFNB SIGNATURE 01-FOOTING pZ•FOUNCA710N 03-UNDERFLOOR 04,SHEARWAII Building Depertm*nt 05-PLUMBING =rdwo*) 00•CIAO PIPING(Groundwork) Inspection Line 7•ROUGH PLUMBING (380)4354674 08-ROUGH GAS PIPING 09.ROUGH HEATING a VENTILATION 10-FOAMING 11-INSULATION 12-WALLBOARD 13-HEATING i VENTILATION •� � DRAINAGE f)j Engineering OWING/EROSION CONTROL Inspection Line (360)403.M? PAVING-MARKINGS-SIGNAGE r 0- 870iLU DRAINAGE CONNECTION OFFSITE UTILITIES WATER Public Works OFFSITE UTILITIES SEWER r Inspection Line CRO88 CONNECTION CONTROL (36)403.3m WATfiR SERVICE INSTALLATION • as""O SIDE SEWER INSPECTION % �v (360)403-3452 LMDSCAP6 Firm Deps"nt" AUTOMATIC SPRINKLER -Inspection Lines. FIRE ALARM —O (420 485-W82 HOOD SUPPRESSION SYSTEM 160 435.3818 FINAL WALK-THROUGH / 7' —47 / « (360)'4 34e74 FINAL INSPECTION AFTER ALL SECTIONS ARE COMPLETE PLEA C LL(360)43 7 R FIN INSPECTION 't 1IM A;q-:4 0ITIC "1 a J 1MT ;)ki61 P-AA .IN UT■O ALUPL+ `L1 i-f. 3 tires - 1■ % ■ _ 1-m5a V -R—=W ���J,. +` ■— �7-.• � 1 Tip or- .1 r 01 m 1 -W W. 1 �1 ar I' ■ -1 -cm-1 be -0-1 - Am a Sol. FA VFAV t a _ EF� - MANNEt1 1 V 1 11 U Vr-■ o-•- On 1 I I r9-m - -- rwr r _ n - I 1 ■ may-■dun 1 IN R f 1 w1cp T ■ i _ _ ■ 1-1 I - 1 r �. 1 ■ ■ ■ n l 1 1- -AI J,■,• to — a �1�Ir 1 J• —I _ - _ ■ ♦■■a 1 - - — - - ■— � + —� � - H '1 �■ - - ■ - ■rrFW- -••-1 L - - 1 - r — r ■ r r -■ TM _ _ 1 L 1.�- 1 �� n�L _ ' - - _ r■mJ T T � . ■.■r 1■1OOM i %- 1*ik.H_I r►111 ORslownia1 1 - I ■ �- t . —■ ■ iTatL■ -o— _ 1 y1� 6 ' 41 " '1 1■ ■ rL 1 I 1 91-1 1 11 "WI' GEO )4T SERVICES, INC. Engineers, Geologists and WABO Special Inspectors 741 Marine Drive• Bellingham, WA 98225•Phone 360.733.7318• Fax 360.733.7418•e.mail info@geotest-inc.co Mount Vernon office•Phone 360.848.7794 or 1.888.251.5276 CONCRETE STRENGTH TEST REPORT PROJECT: Crown Park Development JOB#: T1326 ADDRESS: 176 and 59th Ave NE,Arlington,WA. REPORT#: C3 CLIENT: Crown Distributing DATE MOLDED: 12-5-01 CONTRACTOR: SeaCon/Colacurcio Brothers DATE RECEIVED: 12-6-01 SUPPLIER: Smokey Point Concrete PAGE: 1 of 1 PERMIT M LOCATION OF POUR: Slab base for wet well SAMPLE LOCATION: Middle 1st load Field Data: MIX# 3-Day 3000 wl Air and Hot water MIX PROPORTIONS(1 cubicyard): Truck/Ticket# 66/115462 Slump 4 in. Water -lbs. Strength Required 3000 psi @ 28 days Air Content 5.2% Cement -lbs. Quantity Represented 30 cy Unit Weight -pcf Fly Ash -lbs. Air Temperature 34 OF Coarse Agg. -lbs. Mix Temperature 60 OF Water Added Fine Agg. -lbs. Time Batched - on Job 10 gals. NR-WRA -oz./cwt Time Sampled 4:20 PM Water HR-WRA -oz./cwt Requested By Contractor Air Entr. -oz./cwt Other: -oz./cy. Poly-N Lab Data: SPECIMEN LAB TEST AGE DATE TOTAL LOAD W10 REMARKS # # (DAYS) TESTED (LBS.) 1 6937 5 12-10 127,060 4490 2 6938 7 12-12 138,285 4890 3 6939 28 1-2 4 6940 28 1-2 Reinforcement Inspection: %No N/A: Not Applicable Specimen Size: 6"x 12"Cylinder Conforms: N/T: Not Tested Test Reference: ASTM C31, C39 Attachments: Inspector: MW Comments: Reinforcing steel mat complies to plans. Vertical steel around base of wet well not installed. After precast man hole is in place, contractor plans to drill and epoxy bar. Concrete placed via 42 meter pump and internally vibrated for consolidation. No batch weights,42 1/z ounces per cubic yard non-chloride additive. Cold weather protection needed. Written approval of changes in reinforcing steel installation from engineer needs to be sent to GeoTest. Copies: Client SeaCon1� City 9 of Arlington Submitted By- Grant Richardson Technical Director %W.o kW-P,,Iwl.Tewhr%C,.D,t.T1326-Clam PdkC63 This report shall not be reproduced except in full,without the written approval of GeoTest Services,Inc. The above test results relate only to the sample(or location)tested Copyright©1993 GTS .,� � ��U 1 CITY OF ARLINGTON WAT '& SEWER DEPARTMENT APPLICAT-"%N Application is hereby made by the undersigned property owner for all water and sewer services required or used for any purpose at: 1 �� Service Address: 17117 59th Ave NE o� P A.! I D Lot Number: Y— DEC 1312001 Plat Name: Property Tax Number: 310527001,001,00200,00201 in or near Arlington, Washington, for which I agree to pay in advance and in accordance with existing ordinances and regulations of the City, the following estimated charges, the exact charges will be determined and payable immediately upon completion of the installation. Building Permit # 01-4404 allows for 3 ERUs. Water Tap-In Charge $ 21,500.00 Water Service Connection Charge (Metering Charge) 2" $ 1,550.00 Sewer Tap-In Charge $ 7,500.00 Side Sewer Permit(s) $ 175.00 Street Repairs $ 0.00 Fire Hydrant Installation $ 0.00 Other $ 0.00 Total $ 30,725.00 Special Conditions: RPBA @ service, Monitoring Manhole, Re-evaluate water consumption in 1 year for additional ERU. I further agree that all rates and charges for water and sewer service to the above property shall be paid in accordance with existing ordinances and regulations of the City, or any such ordinances and regulations passed hereafter. I hereby authorize the following tenant, Crown Distributing to have all accounts for water kept in his name under Account No. with the understanding that water bills mailed to said tenant shall not relieve the property from liability for water charges incurred. I understand that the City will use all reasonable effort to maintain uninterrupted service, but reserves the right to shut off the water at any time without notice for repairs, extensions, non-payment of rates or any other reason and assumes no liability for any damage as a result of interruption of service from any cause whatsoever. W/S Application Number: 2721 /,Owner: Date: ILI 14 ' k Address: 9- 3-01 ; 9: 1CAM;5EAC0I4 ;42E.9979720 # - 3 r i ♦, 166 NE.luniP ar St, Suite 100, Issaquah, WA 98027 0 Tel: 425`837-9720 0 Fax: 425 837-1585 FAX COVER Nate: $ g ct Number of pages inclu in cover sheet: To: From: � � c Patrick McQueen Project Manager -� Phone: Phone: (425) 837-9720 _ Fax phone: �15 3 7o(. Fax phone: (425) 837-1585 Cc: REMARKS: ❑ Urgent For your review ❑ Reply ASAP Please comment II 1 1• 1 '�i►, ar I fl3voDXA9 E-00100-� MINE 1 ` I■ I •�C■ 11 - - •, � - - 1`� - s■ —' T —'� — — - ■ � .� Imo: � ■ ■111 I - 1 ti It 2-• 3-01 ; 9: 1CAM;SEaCON ;4259379720 # 2/ 3 w 165 ICE Juniper Street,Suite 100 Issaquah,Washington 98027•Tel-4251837.9720 Fax-4251837.1566 August 3, 2001 Mr. Dave Anderson Building Official City of Arlington 238 N. Olympic Ave. Arlington, WA 98223 Subject: Crown Distributing 1"Floor Locker Room Revision Permit#01-4044 Dear Dave, The interior layout of the 15c floor locker rooms has been revised at Crown Distributing. The overall dimensions of this area have not changed. The locker rooms are designed to comply with ADA requirements. I have Included a copy of the revisions for your review and approval. Sincerely, PX60� Patrick McQueen Project Manager SEA CON CC: Jobsite Tim- Lakeridge Plumbing I - ' ■ - - - - -ILJL Iw - - - IP - �1 -4 ' y ter ' - �7 ■ i r ML .� % LL { •r 9: 1 CAM;SE.4CON x! Mr ' < Of LLI ff ; I - ' • � , � Cry..� --_____c�-p i •� 1 � -4IN I I r III- I r - r �'.0 I 1 I I T ' I • ii� � I 1 �1 ■ .�' I `1 � I I I _' 1 ' I • f ' 1 � ' 7 1 1 AUG-06-2001 (MON) 08:02 LAKERIDGE PLUMBING & MECHANICAL (FAX)4258218984 P. 601/601 / I � 3 tj , ,'. ■ 11 `i Lo IMIAl r � . � i� .liiii .l I'ire r.:• i � -- r � w 11 �' . r � � � r � I Q' r, • � 1 mow. � _. 1 "'"^• . i1r1\//` • x :x � oxtr9tee�x�1 r�oaves,wd9ele : ia-ol-t onn i n7lcrrnr7i. nrIrr IlinOrnni nr mna nwir /—ort V11 16A UQIGjL9■10 VUL lu-6UU10") 1 '1.]0 4L903111LU V. UUL 7-10-01: 8:36RM,SCACON Il Zl ?. .. ...• ' 1'1.; ,' ! •:<r.. fill wrur JiA �- .•!., , ' I 1 1 1, ! i ..I 7 . �, I• )` 1 OL fy'J 1. Va I ' �-.; •--fir - - l II tit IQ. LU • r , 100,E M 'd V8882997MVA) �VOINVH03W '8 ONI MMd 390I8�Av� 80:01 (IdA) 100Z- -9nv FL Allrb i ' I AL _ JO 4 ` r �i�■ EL _ 1 - r 1 7-24-01 ; 6:O&PM;SEACCH ;425a379720 # / 2 Romig0 165 NE Juniper Su' 100, Issaquah,WA 98027 a Tel: (425)837-9720 ■ Fax: (425)837-1585 FAX COVER Date: s �y Number of pages including cover sheet: 7 To: From: Patrick McQueen —�— Project Manager Phone: Phone: 425 837-9720 Fax phone: 7i Fax phone: (425) 837-1585 Cc: REMARKS: ❑ urgent For your review ❑ Reply ASAP ❑ Please comment r�J—� *- A�,-r-w%j 4.e.,4-e4 f � tf4, AO -+e. RE JUL 2 5 2001 CITY OF ARLINGTON- I 1 ti K I 1 1 XA:4 J - I I - I _. - 1 �� 1� ��� I .I� _ rl �_ 11 1 _ - � JI _ �.ti ■ •L 1 I I I r I II L . 1 I 7-24-0 6:,76PM;SEAC0N ;4255Z79720 # 2' 2 F L E M M I N G 404,kW I C K E T T E N G 1 N E K R S S E F V I N Q THE FOOD AND U N EMICAL INDUS f R 1 E 5 26429 SE 160th tit Issaquah.Wa.shingtor.98027.6909 Phone(425)392.9791 Fax(425)392.4670 t July 24, 2001 Patrick McQueen Secon 165 NE Juniper Street Suite 100 Issaquah, WA 98027 Dear Patrick: Attached are the Crown Distributing drawings that have been reviewed and approved for envelope energy compliance. You may still need an electrical and mechanical review, which I can complete if required. Please call if you have any questions. Sincerely, 910 Wi kett PE President E cE6� y .Pflal SEA CON LLC A Wmhington State Corporation l i t ■ ■ 1 ll ■ 1 t 1 y t * ■ TrJOIS. i i I MI Y I 1 7 t� "Ledmi -'r W Or I r'- n� I Try dw3 -W+-¢p 4l- mr-on T -ram 1Il lr ap/oloo m Vn ar vmwu Twin 2 i mi m ban-of P._ t ■ 14,1 t ■ M ,4" NJ -M 1 I tiI r 1 Clio, I ■-■ ■mie =P 1 i frn -Y- h ■ I in It m 1 ii A �i 1 ■ ` �I City of Arlington lio 9 July 2001 f Mr. Don Hurter Washington State Department of Transportation 15700 Dayton Avenue North P.O. Box 330310 Seattle, Washington 98133-9710 RE: Crown Distribution Facility on SR-531 Dear Mr. Hurter: I am writing this letter with regard to the Crown Distributing project located on SR 531, just east of the intersection of SR 531 and 59th Avenue NE. Mr. Burkholder has requested that I send you this letter confirming that Crown Distributing will not be allowed to occupy their project until they have dedicated right-of-way to the WSDOT and proof of such dedication has been provided to the City. This letter is provided to allow the WSDOT to authorize construction prior to the dedication. Thank you for your consideration. Should you have any questions or comments, please contact meat 360.403.3481 or cstronq@ci.arlington.wa.us. Sincerely, Cliff trong, Plan g Manager Dev lopment S ices, Planning Division Cc: John Bu holder 238 North Olympic Ave. Arlington, WA 98223 .TUN-22-2001 15:51 SEA CON 4258371585 P,01iO3 165 NE Juniper St p , Suite 100, Issaquah, WA 98027 0 Tel: (426)837-0720 0 Fax: (425)837-1585 FAX COVER Date; G z ol- -- Numgar df pages including co or hest: TO; _ From: Patrick McQueen Project Manager Phone: Phone: (425) 837-9720 Fax phone: $ 3 Fax phone: (425) 837-1585 Cc: REMAFrKS: ❑ Urgent ❑ For your review ❑ Reply ASAP [] Please comment of d ��: �� � �� �� _..1. _,� � � . # � -y. �= JUN-22-2001 15:52 SEA CON 4259371595 R.02iO3 June 14, 2001 4181 Saltsprings drive # Ferndale, WA 98248 Phone (360) 380.2507• Fax(360) 380-2507 Sea Con LLC 165 romper Street Suite 100 Issaquah, WA 98027 Attu. Patrick Mcqueen R3 Re: Construction Drawings Review U Foundation Design & Grading Plan '��� Crown Distributing Building SEA CON LLC Permit,#01-4404 vdJ��V Arlington,WA This letter documents our review of construction drawings and field compaction testing results for the above referenced project. Western Geotechnical Consultants, Inc. was not present or involved in any of the earthwork activities, but we were asked to review field and compaction reports after earthwork construction was completed. We have reviewed the following plan sets and construction field reports for the Crown Distributing building site in Arlington, WA, 1. Structural Engineering Plan Sheets (B&T Design and Engineering, Inc., dated January 4, 2001). • S l.I Foundation Plan • S 1.2 Enlarged Foundation flan • S1,3 Enlarged Foundation Plan • S4.1 Schedules, Notes& Standard Details • S5.1 Foundation details • S5,2 Foundation details 2, Civil Engineering Plan Sheets(Higa-Burkholder Associates, LLC, dated April 5, 2001). • Sheets I through 10, and 3. Reports written by GeolTest Services, Inc, including compaction test reports, proctor density test results and soil observation reports(20 pages). Based on our review of the structural and civil construction plans,both construction plans provide geotechnical/earthwork requirements that are in conformance with our geotechnical recommendations stated in our May 23, 2000 report. The structural and civil plans called for geotechnical inspections, which we were not involved in. Tho field reports and testing performed by GeolTest Services document that the recommended compaction of the material was achieved(95% of maximum dry density, as determined by ASTM D-1557 test procedure). Western Geotechnical Consultants, Inc. was not on site to monitor testing density and locations �� I ■ rr• I I II �. ' �l � l l � i _ i 11 ■ V.[ II II a 01 r- r T■I■WR J.. 1 JI. 'I CPI EVF - a � ' -kir _ &IGUL-T ' u 11 Irt ■u]LU01 IQ r1 11 T1 T 1 — oil E I '.u.- - — F to I ` =>ri- - L■ rrn rr -v -ld In r I r 01,i - _ I - !- 1 I rL1L vl1 — L l 1 u 1O .■ 111 % LL 01 1b i I u - -■ ■7�TrT ■1 .il i IN is 11TM 1 I rr ■ ■ a ■ r ' 1 1'- I . _ _ II _ ■ I I - IITII '• — - - - � ■� �. r -4 — 11 �� ' k I. �r ►r �r y1 t I' ■' r - TI _ I - ' 'A - 111E 17 I� •• i� -u r 'to 1 ' N�ryV - JIII �I I I - L u< ■u _ • LI _ _I � _ Jj ■ l In — - I' 7 I t ■ II I ■ I I 1 - - � JUN-22-2001 15!52 SEA CON 4258371585 P.03/03 Conitue$on Drw ��Review Western Cm-CLCCWcal Q(=ulle. j�C, Craven 1A.gdbutirig rlirilding Arlingum,WA Juru:14:2001 (Page 2 of 2) WesT.em Geotechnical Consultants, LnC. Was not on site to observe any of the earthwork activities. Our involvement was liMited to a review of the construction drawings and Geo\Test Services, Ittc,'s field reports after the earthwork was completed We appreciate the Opportunity to be of assistance to you on this project, If you have any questions regarding the contents of this repork,or if we can be of farther assistance, please contact our office, Sincerely, Western Geotechnlcal Con Ultants, Inc. Theodore A, Kammer, P.E. Geotechnirai Engineer Pilc,01s01 TOTAL P.03 ME MEMOME ' J MOM ' . _ i . `1 _ ` . A 4' -v - � ME 0 wpm id I � . _ 7p .F7 _ ` %1 '. TI . _ IN - 0 ` 7 • . Nip, L MEm NO ME NO ME • _ . • 0.2 I cc ME IN ME ME 0 0 0 Ed 0 NO 0 % 4. ME W.&.. Aw , . . - . : • :. • 106 MOMMINE jc9 .. O. W . ME ME . ME ■ . � : � I ti 00. Ell ME 0 00 L 0 0 i . .. . ME 0 P, NO A. NO . jo . . . mom .� � C r&No F `NO :. • tiYN GT �-� City of Arlington Building Department l IN G,,S,O FAX Cover Sheet Date: f�//b/01 Number of pages to follow: a--- Response needed_� As requested FYI TO: FIRM: FAX #: s 5 ov 7-- l�f� FROM: _?DA21£ 1U X�hs7�v07� RE: dditional Comments: AR J ' I 238 N Olympic Ave Arlington WA 98223 Ph. (360) 435-0724 FAX (360) 435-3906 �. .. ,: •� . •� ' � .. f . • - � ' ., � s � � ' - � - . � i ' � MA`,'-16-2001 11:57 SEA CON 425e371585 P,01/11 166 NE,juniper St, Suite 100, Issaquah,WA 98027 0 Tel: (425)837-9720 ■ Fax: (425)837-1585 Nate: FAX COVER Number of pages'inc uding cover sheet: To: From: aL+' Patrick McQueen Project Manager Phone: Phore: (425) 837-9720 Fax phone: �l !� S 3 9& Fax phone: (425) 837-1565 Cc: REMARKS: ❑ Urgent For your review ❑ Reply ASAP ❑ Please comment ,DAWN r � 1 MAA 6 C'07.e4 . 3 VAS WV�j A� a,)-ao Kk i MINNOW vow - 1 MOO I Tj :y MA'Y-16-2001 11:5e SEA CON 425e3715e5 P,02i11 GeoTest Services, Inc. April 3,2001 CROWN DISTRIBUTING INC. DISTRIBUTION BUILDING ARLINGTON,WA materials testing S s eclat inspection estimate ESTIMATE SUMMARY Based on our conversations with Project Manager Patrick McQueen and a review of the project specifications and architectural plans, we believe that the costs for our services will be approximately $17,200 for the scope of work detailed in our attached time and materials estimate. If we have erroneously Included or omitted any items in our estimate, we would be happy to resubmit. ESTIMATE SUMMARY DISCIPLINE AMOUNT EARTHWORK $2,810 ASPHALT -(OPTIONAL) (1,436) CONCRETE 9,070 STRUCTURAL STEEL 3,360 CONTINGENCY 524 TOTAL ESTIMATE v� $17,200 CONDITIONS GeoTest would be happy to submit a revised estimate if we have erroneously included or omitted any items. Our services are based on the following conditions: • We will invoice on a time and materials basis for time actually spent servicing this project and the related laboratory testing in accordance with the attached rate schedule. • If the scope of our work increases from our estimate, we will obtain written approval prior to proceeding with the work, • Testing and Inspection will be In accordance with the approved Plans and Specifications, and the 1997 U.B.C. • Inspections are based on periodic visits of three hour minimum duration as noted on our rate schedule. This duration will be on a portal to portal basis from our Mount Vernon Office. . Professional Liability and General l.labl/lfy insurance costs are included in our hourly rates. Page 1 of 3 �w•W 6uq Ow7.r Lw.ew,Me. .. Li 1 - 4 IL � �■ � P I nll a A' 91 2 "�' -I I I TO, I f#L+jp 1 — - ' ' rr I��T�Ltiur� I nT■ Ju ■ I Wilco qi 1, f 111.11 1 yl ft I 1 ` - 1 II - -M■- - - ■ C 1 1- - 1 J - V IN I— - — I - _ _ III _ - ■ II rW 'L ■ it _ ■ 1 1 ■ MEN ■1l ■ ■ 1 :1 _ r- I I _Ll ■ _ %—au r I ■_■ t _ —Lim- _ ti T F!MMW 1 T�i��♦• �?��t� _ _ 1 I 1 r"% i41iq JEta 1% A SA w4 ' Iry 1— u1 r yjk-- -m;x 1•� 11 - T ='Rnkif.- �I T ' 1 I I 1 I - L vi_ -n 1 u 1 ■ —■ - -S iT i r I r L ■ ■w — V — _ �— . 1 _ 11 ■IL - I L"I I.l521= 05- 1 I I • - . I 1 I � _ - _ 1 I L 1 1 1 I MAY-16-2001 11:5e SEA CON 425e3715eS P.03`11 Goolrest Services,Inc, April 3,2001 CROWN DISTRIBUTING INC. DISTRIBUTION BUILDING ARLINGTON, WA materials testing $special inspection estimate EARTHWORK ■Inspect and approve all subgrades and engineered fill layers. •Perform in-place density tests on all structural fills, and backfills. •Observe soil bearing surfaces prior to placement of concrete. ♦ In-Place Density Tests: • Site Fills & Grading . . . . . . . . . . . . . . . . . . . . . . 8 visits x 5 hours x$38/hour . . . .. .. . . 1,520 • Utilities . . . . 6 visits x 5 hours x$38/nour . . . . . . . . . 1,140 ♦ Moisture-Density CurvelSieve . . . . . . . . . . . . . . . 1 tests x$150 each . .... . . .... .. . . . . 150 Subtotal - Earthwork . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 83 ASPHALT CONCRETE PAVEMENT-(DETIONAL) •Perform in-place density tests on ACP. •Test maximum density of ACP. .(In-place density tests on subgrade and base courses included in earthwork, above.) ♦ In-Place Density- ACP . . . . . . . . . . . . . . . I . . . . . 4 days x8 hours x$381hour . . . . . . $1,216 4 Maximum Asphalt Density Tests . . . . . . .. . . . 4 tests x$55 ea . . . . . . . . . . . . . . . . . . 220 Subtotal -Asphalt Concrete Pavement . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . $1,436 CAST-IN-PLACE CONCRETE •Inspection of formwork and reinforcing steel. •Continuous inspection of concrete during placement, including sampling and testing. •Inspection of all bolts and anchors Installed In concrete. ♦ Foundations . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 6 pours x 8 hours x$381hour . . , $1,520 e Slabs on Grade & Deck . . . . . . . . . . . . . . . . . . . . 8 pours x a hours x$381hour . . . . . . 2,432 ♦ Tilt-up Panels . . . . . . . . . . . . . . . . . . . . .. . . . . . . . 8 pours x 8 hours x$381hour . . . . . . 2,432 ♦ Miscellaneous . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 4 pours x 5 hours x$381hour . . . . , . 1,216 ♦ Concrete Compression Tests . ...... .... ....... 35 sets x 3 specimens x$14 ea . . . . 1,470 Subtotal - Concrete . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . $9,070 Page 2 of 3 - -- rig n 1 ■ 7 �# '-J _ 416 ■ 1� 1 N*Pd m 1■ML.■rJJ Ism & 1 asA J as ■■1 ■ r-uwftrLft ■ I r ■ ■ %1 ■ - r■-,m6 r m%" —r m- ■..mm---m 1f■J Z ■■1 ■ ` r.. t1. ■ 46ler 0 .9r1 ■ - F■ mmy `iruq�" 1ap — 1 ■ 1 ■ - =41 to ■ 1I-■- I r- No1 ' jumm"No 9 mmkoeai 1 ` 73m 11■ "1 ill Cam■ `r IER +r 15AI j—M& mjl`1dbl l0mr1 1 -i ■ — ■i 11%N r mmi ■ 16 ` 11's PI 1 ■ ■ . ■ ■ ■ 1 1 1 JZ ■ — 91 .0 ■ 7 I- - . + ■■ 1 _ ` r . ■ . 1 . . IN 1 1 ' 11 MOM ME ■ r 1 I I 1 I 1 ILA 1I0-m - 1 ■ ■ mm 1 ■ -mim 1 . I A ■F ■ ' J' ■ a ■ 10 Y 11 -.r �. ■ � � - ■ ■ 7 I . ■ ■ ■ - r. . s ■ 01■ 0-97 1 - . ` ■11 ■1. 11 1 No 0--mom I 1 � I I 1 MAY-iG-2001 11!59 SEA CON 425e371525 P.34/11 GeoTest Services,Inc. April 3,2001 CROWN DISTRIBUTING INC. DISTRIBUTION BUILDING ARLINGTON, WA materials testing &special inspection estimate STRUCTURAL STEEL •Check to insure welders are certified. •Perform visual inspection of all welds in accordance with AWS D1.1 and D1.4. Inspect high strength bolting. • Visual Weld & Bolt Inspection . . . . . . . . . . . . . . . 8 visits x 6 hours x$40/hour . . . . . . $1.920 ♦ Shop Fabrication Inspection . . . . . . . . . . . . . . . . B visits x 6 hours x$40/hour . . . . . . $1,440 ♦ Subtotal • Structural Steel . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . $3,360 Contingency & Reporting . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 5 4 I TOTAL INSPECTION AND TESTING ESTIMATE . . . . . . . . . . . . . . . . . . . . . . . 117,200 ,,.�.....�.. .w...•.�.u,�.. Page 3 of 3 Wr.MONn o.rrr....r.v. -M jws ■ is IM -All ■••� ■L! 111 my_ FT 5 3A. 1 i 1 j ■1 dLjl Y _UU AIN Qh^ . & IN AfL 1 6r1= 1 I 1 I= ff-1 ■ OIL ` ■m1 tr 1 if&m 1 kos 1 %eo , M moil 1zialMI %Ai ui ■ t 1 MAY-16-2001 11:59 SEA CON 425e3715e5 P.05o11 GeoTest Services, Inc. STANDARD FEE SCHEDULE AND CONDITIONS MATERIAL TESTING AND INSPECTION SERVICES CROWN DISTRIBUTING INC. PROJECT ARUNGTON, WA SPECIAL INSPECTION_SERVICES Reinforced Concrete . . . . . . . . . . . . . . . . . . I . . . . . . . . r . . . . . . . . . . . . . . . . . . $38.00/ Hour Prestressed Concrete . .. . . . .. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 38.00/ Hour Structural Masonry . . . . . . . . . . . . . . . . . . . . . . . ... 38.00/ Hour Structural Steel and Welding (Field & Shop) . . . ... . . . . . . : . . . . . . . . . . . . . 38.00/ Hour Bolt Torque 38.00/ Hour Spray-Applied Fireproofing . . . . .. . .. ... . . . .. . . . . .. .. .. . . . . . . . . . . . . . . . 38.00;Hour Drilled & Driven Piling . .. .... . .. ... .. .... ... .. . . . . . . 38.00/Hour In-Plane Density- Nuclear Gauge: Solis . . . . . . . . . . .. . ...ASTM D2922 .. . . . . ... .... ... .. .. .. ... . . . . . 38.00!Hour Asphalt Pavement . .. .ASTM D2950 . . 38.00/ Hour Laboratory Technician .. . . . . . .. . ... . . ... . .... . ... . . ... . . . . .. . . .. .. .. 38.00/ Hour Clerical .. . . . . . . . . . . . . .. . .. . .... . .... ... .. ... .. . . . .. ... . . .. . . .. .. . .. 20.00/ Hour PROFESSIONAL AERVICCS Registered Engineer .- - -- - . . . . . . .. . . . . . . ... . . . . .. . . . . . . . . . . . . . $70.00/ Hour Inspection Supervisor . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 50.00/Hour Engineering Geologist . . . . . . . . . . . . . . . . . .. . .. . . . . . . . . . . . . . . . . .. . .. . 50.00/Hour Inspector - Rebar Locator . . . . . . . . . . . . . . . . . . . . r . ... . . . . . . .. . . . . . . 60.00/Hour CONDITIONS EQUIPMENT Testing equipment expenses are included in the hourly rates. TRAVEL TIMEIMILEAGE From portal to portal at applicable hourly rate. Mileage charged at$.40 per mile from our Mount Vernon office. OVERTIME 1.5 times standard test or hourly rate for services required outside of normal working hours. RENTAL AND SUBCONTRACT'S Cost plus 15% handling. C(OMMUNICATIQNS Cost lb[SURANCE General and Professional liability insurance coverage. 741 Marine Drive,8411ingham,WA 98225 . phone:360.733.7318 . fax:360.733.7418 W.+...�n�+n.r��w.'+,...ow►.�.. .�n Page 1 of 3 I % ■ _ r -61I]II•LIN _j CJOf 3JJ4ii J ': L a lLii, ' L 'JL I 1 l _jd ,fir dprr■a Ram Wir — ■ ■' r mr.L11 a11 = ■` Nis ■ 11 r m ■ - 11 1 + J 1 ' �Isr T d ■ _ IY_ S - ami - 1i mw, j inns. f . ■ -T ;7 ' 1►d 1x ■ on Mc1■ 1Y.ol_ I � r O - 1 1{i w C.I ■ 1 I im ' "1&I UN 1 } '4 or ■ ■_■ 1 _ L■ tirr _ _ ■rr I r .lali J1WO ICU' ■tea II i iii I 1 r-!3U2_,,- 1 ■r 1 ` in 16• mom as - ■ I rJ 1= NO ■ - ■ r _ ■ J I 1 ■r. f ` 111 ■ ■ - Ile dF II♦ yr' on ■ ` -40 ■i ■ Nil r .� I L ■ '_0' ! s i I I r 1 II • If` ar - r� r■ - - MAY-16-2001 12:00 SEA CON 425e371595 P.06/11 GeoTest Services, Inc. LABORATORY SCHEDULE OF CHARGES CROWN DISTRIBUTING INC. PROJECT ARLINGTON, WA SOILS TEST DESCRIPTION TEST METHOD UNIT PRICE Particle Size Analysis with Wet Sieve . . . . . . . . . . . . . . ASTM D422101140 . . ._ .. . $50.00 Wet Sieve .. . . . ASTM D1140 . . .. .. . .... ... 30.00 Particle Size Analysis w/ Hydrometer . . . . . . . . . . . . . . ASTM D422 . .. . .. . . . . . . . . . 80.00 1 Moisture Density Curve:Standard Proctor- min_ 4 Point Curve . . . . . . . . . . ASTM D698 . . . . . . . . . . . . . . 115,00 Modified Proctor- min. 4 Point Curve . . . . . . . . . . . ASTM D1557 . . . . . . . . . . . . . 115.00 Proctor with Particle Size Analysis . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. . . . .. . ... 150,00 CheckPoint . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. . . . . 40.00 Moisture Content . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . ASTM D2216 .. .. . . . . . . . . . . 20,00 Atterberg Limits . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . ASTM D4318 . .. .. . . . . . . . . . 75.00 Specific Gravity- Minus No.4 . . . . . . . . . . . . . . . . . . . ASTM 0854 . .... . .. . . .. .. . 50,00 Specific Gravity-Plus No. 4 . . . . . . . . . . . . . . . . . . . . . ASTM C127 .. .. . ... .. . . .. . 60,00 pH Measurement ... .. . ... ..... ... ... . . . . . . . . . . . . ASTM G51/D2976 . . . . . . . . . 20.00 I Consolidation - 5 Loads . .. . .. . . .. . .... . .. . . . ASTM D2435 . . . . . . . . . . . . 250.00 Unconfined Compression .. . . . .. . . . . . . . . . .. .. . . . . ASTM D2166 . . . . . . . . . .. . . 75.00 Permeability- Failing Head . . . . . . .. . . . . . . . . . . . . . . . ASTM 132434 . . . . . . . . . . . . . 100.00 Permeability-Constant Head . ASTM D2434 . . . . 125.00 Extruding Shelby Tube Sample, Including Visual Log . . . . . . . . . . . . . . . . . . . . . . . . . . . 20.00 Remold Sample to Specified Moisture and Density 40.00 Trimming Sample to Test Size . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 15.00 AGGREGATE Sieve Analysis with Wet Wash . . . . . . . . . . . . . . . .. . . . ASTM C136/C117 . . . . . ... . 50.00 Sieve Analysis, Wet Wash . . . . . . . . . . . . _. . , . ASTM C117 . . .. .. .. .. .. . . . 30.00 Specific Gravity and Absorption - Fine Agg. . . . . . . . . ASTM C127 . . . . ... .. ... ... 40,00 Specific Gravity and Absorption-Coarse Agg. . . , . . ASTM C128 . . .. . . . .. . . .. . . 40,00 Unit Weight and Voids . . . ... . . . . .. .I . .. . ... . . . . . . ASTM C29 . . . . . . . . . . . . . . . . 40.00 Sand Equivalent . ... . . . . . . . . . ... . . . .. .. ... . . . . . . ASTM 02419 . . . . . . . .. ... . . 45.00 Moisture Content .. . .. . .. . . . . . .. ... . .. . . ... ... . . . ASTM C566 . . .. . . . .. ... . .. 20,00 Percent Fracture ... .. . .. ... .... . . . . . ... ... . .. . . . WSDOT 103 . . . . . . .. . . . . .. 40,00 Soundness ... .. ...... .. .. .. . . .. . . . .. . . ... . .. . . . ASTM C88 . . I . . . . .. .. ... . 160,00 741 Marine Drive,Bellingham,WA 98225 v phone;360.733.7318 • fax,360.733,7418 •.M.tl..�.�Y.r.l..NI\I111Iww W.M�r...AA.A.1 Page 2 of 3 _ I I' ■ ��1'IR� � 1 1��� 1_ l 1 1-2', I - R 1 jWwrrrtL ■nwr s ' L- - - - r — j • _tp, _ _ �.j Ir1I rn ,��y, 1■ 1 �r 1 1 �I.7 I ' m6 I &W.Y L 'A -u"r .rMprQ f1 i 34P �il _ , 1 ti1I- .� wfteft I -1 DTI 1 - - - r - = -1 - I qc-j ■ = 1 `L WT J110 ■ OD- '+ _ Lai & I,r- — - st11 l I •. 'ti •.r' ' r Is r - _1 thin` Ell Y' - - - - L — �r - - - .Ill ' R- L • Ill - . _ �' J 1 1 I 1 u I I I J - ■ 1 r I I � 1 1 1 - 1 II I/IIIQl�� ■ ■II r MAY-16-2001 12:00 SEA CON 425e371585 P.07/11 GeoTest Services, Inc. LABORATORY SCHEDULE OF CHARGES CROWN DISTRIBUTING INC. PROJECT ARLINGTON, VITA CONCRETE TEST DESCRIPTION TEST METHOD UNIT PENCE Compressive Strength-Concrete . . . . . . . . . . . . . . . . ASTM C39 . . . . . . . . . . . . . . . $14.00 Compressive Strength - Specimens Cast by Others . . .. . . . . . . . .. . . . . . . . . . . . . . . . 16.00 Compressive Strength- Drilied Cores . . . . . . . . . . . ASTM C42 . . . . . . . . . . . . . . . 50.00 Compressive Strength - Sawed Specimens . . . . . . . . ASTM C42 . . . . . . . . . . L . _ . 50.00 Shotcrete Panel - 3 Cores . . . . . . . . . . . . . . ASTM C1140 125.00 Trimming Specimens (When Required) . . .. . . .. . . . . . . . . . . . .. .... . . . . . . . . . . . . . . 10.00 Flexural Strength -6"x 6" Beams: ` Third Point Loading . . . . . . . . . ASTM C78 . . . . . .. . . . . . . . . . 18.00 Single Point Loading . . . . . . . . . . . . . . . . . . . . . . . . . ASTM C293 . . . . . . . . . . . . . . . 18.00 Mix Designs .. .. . .. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. . . . . . . . . . . . . , . on request MASONRY Compressive Strength- Mortar, 2" x 4" Cylinders USC Std 21-16 . . . . . .. . . . . . 14.00 Compressive Strength-Grout, 4"x 4"x 8" Prisms UBC Std 21-18 . . . . . . . . . . . . . 14.00 Compressive Strength-Composite Prisms . . UBC Std 21-17 . . .. . . . .. ... .75.00 ASPHALT Marshall Method - Flow, Stability, Density&Voids Hat Mix Fumished, Set of 3 . . .. . . .. . . . . . . . . . . . . ASTM 01559 . . . . .. . . . . . . . 150.00 Lab Mixed, Set of 3 . .. . . . . . . . . . .. . . . . . . . ... ASTM 01559 . . .. .. . . . . . . . 250.00 Maximum Specific Gravity (Rice density) . . . _ .. . . . . ASTM D20411WSOOT 705 . . . . 55.00 Extraction and Gradation . . . .. . .. . . .. . .. . . .. . . .. . . ASTM D2,172/AASHTO T30 .. . 120.00 Bulk SPG and Density- Cores Furnished . . . . .. ... . ASTM D2726 . .. . . . .. . . . .. . 15.00 Bulk SPG and Density- Hat Mix Furnished . . .. . . . .. ASTM 02726 . . . . . . . . . . . . . . 40.00 Asphalt Cores (min. of 5) . .. . . .. ... . . I. . . .. . . . . . . . I . . . . . . . . .. . .. . . . . . . . . . . . . . 60.00 Mix Design-Marshall Method, 3 point min. . . . . . . .. Asphalt Inst. MS-2 . . . , 700.00 FIREPROOFING Density . . .. .. . . . . . . . . .. . . . . . . . . . . . . . . .. . . . . . . . . ASTM E605 . . . . . . . . . . . . . . 40.00 741 Marine Drive,Bellingham,WA 98225 r phone:360.733.7318 . fax:360.733,7418 ,,,.. ..�.,..<,.......,.M...�.�.. Page 3 4f 3 _ 1 I I 1"1 ■ .� �� 1 Y�� 1 � 7►! 1 y" Wi,111 asi NEE ■ Tbwvm / ■ AA 1 V ML in ■ 1• ■ - - 1■1Trti r r' ■ 11 I I. sr - 9 M wen 17 —M ■ i ■ ­70 1 7 ■ ► 1 1 J - ■_ r ■ i t 7 - I 1 _ ■ mom I ,.M 1 � 7�■III� ' ' L ■ ' rL ■ ■1I ■ on 7A M ■ !Lr OPAP■ ■'mvF7 1 � Ily IN- ■11 _1 _ .= rL._ —1 in f— II a ■I ■ ■ ■ Ir wo 01511=1 in 11 I = 110'ILL ' 11 t M ■ _ ■ IM 1 of I•.A i' & Is 41 will ■oil ■ �� • - • _ �JII — '1+ 09 ■ N -F ■ _ 6r-r �� ■ _ - I qr ■Q+" ' ti I! -,I A Iti. -n1 ir- L ■ J NJ on ■ aIti ■" 14■em' 1u I 1 Ms 1 _ = 1 1 I II r MA'Y-14-2001 10!55 SEA CON 4258371585 P.01/06 1 son J65 NE Juniper St, Suite loo, Issaquah, WA 98027■TO (425)837-9720 N Fax: 1425)837.1585 FIAWX COVER Date: Number of pag - ins uding cover sheet; To: From: Patrick McQueen Project Manager V R _I N(,^t"Uh� Phone: Phone: (425) 837-9720 Fax phone: rj 35 Fax phone: (425) 837-1585 RiEWARKS: ❑ urgent For your review ❑ Reply ASAP ❑ Please comment 1 A o LA Uf V�~ G,r�.- P9VOD XA9 lal _ r■ ■ DNS ■� — — - .- - - - - i - I ti ` MAY-14-2001 11:00 SEA CON 42se371585 P.02/06 F ` I M M I N a 4 W 1 0 K E T T E M 0 1 iN I a it i " I Ilk, N n INI 1 1•a 17 AMU I h l A' ' , 1 1 I V p l 4 1, , I h�:t 1�' Ih,711t 11 L•,,.y7t(t �r,•Iu17Wa 77Yd; 7'�" 1'l l.ql.(1)i1 l4?71�•7( (.•I�.i)i•1;11.„ FAX TRANSMISSION Return FAX 426.392-4570 e-mail lloyd@seanot.com May 11, 2001 page 1 of 2 Patrick McQueen Seacon 425-837-1585 Dear Patrick: I have completed the first review of the Grown Distribution project and there are a few deficiencies that need to be corrected before I can approve the drawings for Envelope Energy Compliance, 1 recommend that you pass these comments on to the Architect and have him make the additions or corrections to the drawings and issue a new set for review, Please have the Architect indicate the sheet where the corrections have been made. 1302 Plans need to sp90ifically State that electric resistant heat is not allowed. 1310.2 Plans do not clearly indicate the semi-heated spaces. These areas need to identified on the drawings, 1311.5 �- n.cZ, l 2r7-*� WAle T& t The exterior side of all slabs on grade require a 24" R-10 insulation from top of slab downward, Drawings show this between cooler and office only and it is shown as A-7. Requirements vary depending on location of insulation (inside or outside of wall). Re- vise drawings to rotloct this change, Envelope summary indicates 2" insulation under floors; this insulatlon Is CK out is not part of the Energy Code. This comment needs to reflect the required vertical Insulation at exterior perimeter of slabs. 131121 Glazing and U factors of doors not shown on door schedule; add to drawings. \\Vlai I A 1641 4,u1ku".III.u, MAY-11-2001 09;31 425 392 4670 96% P.01 ■ ■ ■ F ■ d ■ T r 31 1 1 aAo� i w .I 4 I■ 4 4 1 �0101;"NTOA91 ■� t sil I. ,tea- M AI rT -A ■ I }6 I L■� ' 1A K r■� 7rhlw4 7n _ vq1 i ■La MA-0 Lrx _-WFR No-A 31:3.■_ rwrtr.�.' ■rlf i b rii ar T I ar to -d6i»n. w ift I :. � ���_�t I �'�u ■ ��►��a w.= I s � �ui�4f�� � Y 1+rrt 11� ■1b-�1T■c _ `N 41- •u LU I ALL.-I L- IaM _ rI J _ ' :2 ;Tor—J . 1 1 - AJ: S-J a1 Iu I -■T._■r'-Y MKS -*-d Ou f L" abt -hum rTi' _ rL- rt Cm m- I ur,■ ■r NOT ■b dol I ■7'ffC1 rTlt ' - AbOM N MOT =a l ■ -' t 1-�'I■ � I ' F ti ■ I ■ • T - Lj_ t ir rNOL1-0' NEW ■ rF- ffT ■ ■ 1 '__ ■ - -ob - I ' ti <,�TTti ■I Mf �1ir ■"■'F 1 'fi' z n"M ■a LIFT _ 7 ]�L c1 _ ) '—} r� = I- - — nr - ' 19 7i wit'r i �- L., i ILJ JL 1, --Z _■u, i _ ■ - _ _ tiL i ■ ■ _■ _■ ■ rites MA'Y-14-2001 11:00 SEA CON 4259371585 P,03r06 1313.1 Vapor retarders are not shown on all wall sections; add to drawings. 1313.2 Indicate vapor retarders with sealed seams for roof. 1313.3 Vapor retarders are not shown on all wall sections; add to drawings, 1314.1 to 1314.3 Clearly indicate caulking, gasketing and weatherstripping on envelope, windows, door and assemblies as ducts, do net rely on product brand names to indicate these fea- tures. Please call if you have any questions. Sincarely, Lloyd Wickett PE President MAY-11-2001 09.*31 425 392 4670 96X P.02 or ti t t � % L'■ C ■4All ■ ' a'f a.� � -r ■CPdawri-M amm�rn■nrpm to= p-.i'Now, 4 �..o��■-.Ilr. 4ok1 ■rwr Una W i d Me LML 1 11t wmkm9 PAW ?� Mds"f. 4 SA - I ■ — i �y■. = M u r. MAY-14-2001 11:01 SEA CON 4259371595 P.04/06 PLE M M i N QAW I C KETT B N OI I N N E It s �hq,'0�I,I!4'UI bl Ir.:a FnL.Winuuu 1;m'K1.' 1"4" 1'Ln u Y to 1 1 'li:') 1•'�i'S r,iK Idf`4 r`Jr�1�11' FAX TRANSMISSION Return FAX 42"92.4670 e-mall lloyd 0seanet.com May 11, 2001 page I of 1 Patrick McQueen Seacon 425.837-1505 Dear Patrick; Another comment: 1310.2 Plans do not clearly indicate the semi-heated spaces, These areas need to identified on the drawings. Drawings need a comment on thermostats used in this area. See this section of code for details, Please call if you have any quoationar Sincerely, Lloyd Wickett PE President A W04111\U!UII SW I-L;ul1 ol.41 rt111 MAY-it-2001 10:11 425 392 4670 96% P.01 - � � ■ qL ds r s I� ]P. 111LMMI � orm—, Nr■.■ S.;-All = —rr Ir r JINK =�y � .�r�Id■�d' r%r- .Q.. Lo 'u 14 y ■ w - -dw i r so I Fri--■ mr -rA■ ■-r aLn - ti ■ J ti - I w.■ rim P dri,rreI.4y 1 jr- .mOiq :. 1� I MAY-14-2001 11:01 SEA CON 425B3715eS P,05i06 1997 EDITION CHAPTER 13 NUILOING ENVELOPE 1301 Scupet Conditioned buildings or portions tbcreof SECTION 1310 — GENERAL, REQUIREMENTS shall be otatstrV0t0l to prOVides the squired thermos 7be building envelope"I comply with Swilionx 1311 psrfotmrrstaee of the vanotu.oompnneats according to the through 1314. raquirariseats,of this chapter, l lnlesit othsrwisea approved 1310.1 Conditioned Spaces4: The,building anvrlufre for by tht building offhriol, all spaoes chill be assumed to be conditioned epaccn 3ha11 11160 comply with one of the st loatta Maui—healed, EXCE111 'IONS.- 1. Grei:nhawed iaolaterd note any following PROM: conda oned sptft sad not intended for occupancy, a, Praoicriptive Building, Envelopo Aptioll Sfttions 1320 2, As 4nwoved by the building afficiO,spaeee not thromb 13Z3, ♦ssumed to tat fit lout semi-blawd b, Cotnponartl paformaoau Building Envelope Option 3, Uncoadidondd Group M ooaupanoy awessotry to Sections 1330 through 1934, Group R occupancy. o, Systaa'aat Aaniyus, Sae Sectlon t 141 AL 4, Unataffed squipmm+t shckm or vabindr weed roJry 1310,2 Saps-Htaled SpraCeN All apaoeS thAll he tear peayonal wirEtest acrvio0 AdIltim, 000t)iderad conditioned sprees, end shall comply with the 1303 Spsoo 11101 T,yput For the purpose of datorwArting requirements in Stt:tion 1310.1 unless tboy meet the building Envelops raquiramerim, -,Jae following two following criteria for semi-bcattc4 spaces. The rnstallec: ealtpties compriav ell space,beating typos-, heatng equipment output, in Climaic Zunc J, shall be 3 Meetric PAsUlanre: Space Electing systatns which use Brul(h• ft') or greater but neat "tor than B Btu1(h• P,) trleetric resistatace eloments as the prittutry beating rand in Climate Zone 2, cha;) be 5 Stul h a A')Or grostur tystsrn itmAludiaig baseboard, radiant and forced air urtitc but noJ greatv than 12 Btu/ a ft' whom the total dens raaixt es heat espat:ity exceeds o trolled by a thermostat mounted not lower than the 1,0 WV/tlr of that gro;u Conditioned floor area. hcetipg unit end apable or preventing hosting above 44" IXCMION: Neat pualpa"d terminal atoatrio space tempvrarure• For semi-heated spaces, the only raentanee heating in variable air volume dimtributien prescriptivo, component porfolinmoo or systerm atrtlyeie sydonts. buildia&envelope requirement shalt be that: Otiwr; All otber apaoe hosting systaw mcludmg gas, to Zon solid-,heel,og and propane space heating aysterus and it. U=0.10 max mui m' Y. or 1 those systtattta listed in 4W caaoption to electric b. eondauous R-0 insulation inotalled tm6roly ret3istanco. outside of tea roof sttvctura,or 1.3113 Climate Zates: MI buildings SWI comply with the c. R-1 l insulation insWe9d iotaide or within a wood requirements of the appropriate elimste-,sane es defined ~ roof etructuro, or heretia, d, lZ-19 iastrlruioa installed inside or within s txttrut 'I ZONE 1: Climate 7Amo I shall includes all counties not roof structure. istcludrx! in Climate Zone 2. Climate,Zone 2 ZONE 2: Cliouts Zone 2 shall include: Adams, � Chelae, Douglas, Ferry, Grant,Kittitss, A. U-0.07 maximum for the roof assembly,or Lincoln, Okanogan,Pend Oreille,Spokwe, b• continuous 11;-14 inaulalioa installed entirely i Stoveoa and Wbitr>;sa[t counties. ouaids of the rotaf Strttt:tura, or o• R-19 lnei+lattiva installed inside or within a woad/ roof structure,or d. R-21 insuladon ims tAlled inside or within a tel •,f �� roof swctura, 1-11 r�9 iAJ5ve aer zioD. Effective 7101198 l3� MAY-11-2001 15;32 429 392 4670 97% P.01 L y F 3r n-ro — menwra cimI 1 r■I4 p mpu■a - 8'1, man: 1 ' i ■■� �,■ LKNE I■+ &I re. rr."lftl 1 ■■■■ 7 - -I--■ - --a x ■1 ■ ■1r1111tT I ■ Y 1 ■ 1 ■ m smY =l� "[I IMEW ■■ram• 17 '■I"Cmporm ■■ ■ o% : _ ■u ■■n book A&■■R`mEhm- ti t`■■rar r I■■i i1* ■■ n 115n��■■L.I 1 T = . -mm d Z r mv",� ■ ■off■m on e� bw ■■r mma _ W—wb" W m I lrr■ ■ ■ OW ■ . ��11 I I1 ■1F■ - ■ I ■■�� ��� ■ r r� �1_ �. a ON aim J / r Y / 1 i ■ - r1.4■I■I ■ ..I rwmmmlo _■ ■� � ■ I I I ■ ` ■ + - ■ ■ -%r■ •1 ' , IJ in I ■I Fmr ■Viol fe I��\amok - a0 Z r +M1v:1■ J - ra 1W mil; Lawn r n,■mwx*pw-mw l*■�ti r ��►�� W � -0 L~r 1■■W-'-r L��I�i �t ■ 01 ■ MIS■*I*�■b+'■ 1 �11 �� _ ■*I I II !b _ i.1 A:lb--E-y1r 1-lu -00-0 1 On ■L- r r-I win or--Nit mom MEMO i ■m vui w I■■ o.J 1■ m ■ r■ L. 01 2 ■ 1 ■ IJI - Tom_- J P■■i■ I ■ =7 I ■ No■owl n■ i�u--LC1-- ■ ■ %Ulm -1 1 . F - ■ ■ ' Ili/ ndmu ■biN A. 4 �i■ didti ti#�_J�_ a 40�'N■■■ICll�pi= X.r 1 39--■Mf-- A MPS haft 14 Ia1%ba No 1 `-- WM ■ 1 LW LbtilP■ 7 bbY[ir , " r _W= ■1 111 L I JONES Is 1 r,Lwad % 4 hilI =d, ■ TIMMI mm fi ■l1 ■■m!�w I I ■►u ■ - JLr•i 01I P111<1ms +x I I..■ F - ` ■ ' ■ _ .� W _ 4 mlr 1 mp■■■ 1■.R .IAii� 1_� ■F ■ _, I 1671 ao1■O■Q OZi �� ' ■ 'r MR ■■ dd dr Li —'I �. It i MAE 1 t- I _ 7•� ■ �t ■ ■ 1 1 16 -"1 _ - - - VA PC - IPC .100 Iffini10, 1 1 1 ■■I L ■■IJ1 1 I MAY-14-2001 11t02 SEA CON 42583715e5 P.06/06 VIADr111Y171 uw 0 1 M I e 11144CrW r I.UUG Flours I BA Building Envelope Compliance Options Component Systems Sts;tian Prescriptive lPufumonce Awlysis Number Sub'act __ 0 Lion Opdun 0glign 1310 Guns ral Raquirurnmis X X X 1311 Insulation X X X 1312 Glaring and Doom X X X 1313 MDiMUM Central X X X 1314 Air Ltkage X X X 1320 Prescriptivu Building Eavalope Option X 1321 Gust X 1322 Opaque Envelope X 1323 Charing X 1330 Component 1'erforaunoe Building Envelope Option X 1331 General X 1332 Goalponant U-Pastors X 133) UA Calculations X t334 Solar Most O&W Coefficient X R..s-29 S Imerns Ahs)'yxis X. 1311 Insulation 1311.3 Wall insulation. Exterior wall cavities isolatW 1311,1 lntt IAdon>RrequirLftenls: All insulation during framing shall be My immIsLed to thu levrls of thu materials shall be ivatalled swordingl io thr:aeanuL'lsaturer's surroundin=walls.1Wben installed in wood framing, favW iaa nm4ons to aohiawe proper deosiliea,maintain hatt insulation shall be face stapled, alaara w sa4 maintain uniform R-values.To the Above grade exterior insulation shall be protected. umimum extent possible,vrsulattion dhoti extend over the fait Dnmponant area to the intended R-valui, 131a•417o0r Itteuletion: Floor waulagion shall bra installed 1311,2 Rool7Ceifi 1nsu1atiuln• n-blown tar orainstalledins petaltttt4nt meaner in eluhatandat caewct With � - C* Po the surface being iosulatod. lasulution auprxsrts shall ho loose-Fill insulation may be LMd in attic spaces where the installed so Spacing is not rnors than 34 inobes on Cantor, slime of the ceiling is nix mare than 3/12 and there is at IraWled Insulation shall not block the airflow through �J lent 30 Webes of clear distmot from the top of flue bottom foundatioa vents. J abord of the truss or ceiling joist to the underside of the sbaathing at Ito rout ridge.When nave vents are installed, t311.5 Slab-On-Grade floor: Slab-oat-grade ittsulatiort baffling of the veal opettings shall be provided so as to installed muds the foundation well slrall oxicnd dowi ward deflect the incoming Sir above the surface of the from the top of the slab a mttalmutn distance of 24 inches itnatlstion. or go the top of ties footing,whichever is lux. Insulation installed outside the foundation shag wn a ontond doward Where lighting llxttuas are racassad into a suspended or tlantttnuto of 24 inches or to Welkoatllne,wmit>bever is exposed grid ceiling, the roofleeilarg assembly shall be orator. Above gaud.:ine►tlatioa @hag be protected, insulated in it loealion other thAn directly oa the suspended gx(;l;p+npN; Par rnslwlithic slabs,the inauluiun selling. shall sxtsad downward Gem the top of thr.slab W the EXCEMON; Typo IC rabxl temiod lighting bauom orlhe wong. Gxtufss. 1311.6 Radiant Fkxxs ion or below grade); Slab-on- Whom inrlallud in wood framing. faced bait insulation grade insulation shall extend downward from tho top of the shall be face stapled. slab a minimum distance of 36 inches or downward to IN - top of the NOUS and horiteontal for an sggrtgats Of not Ins than 36 irrclrer. 82 Effective 7 IMS MAY-11-2061 0:33 425 392 4670 96% P.02 TOTAL P.06 1 - ■—Sr N ` NTW.*d rilim %■ Wo■ ■ ■ _ ■r - 1 in : Daa ZYt:I C Y -Sao ram-y 1 1 1 i r�yr 1 � 111 1 1 Icy �_ ■ ■- �I■ , !1 � TI Y ■ Ir ' _ % - I U.■.-�� I r11 ■ mu■ x•J I a>! ter} me mdI- W I t' - r fiAELL FAT I R +J I - - - � _- - - - — - - - - - 1 ■ r _ _ _ ' _ - - _ ■-■ I I 1 1 ■ 1. m ■ ■L I 0I .II.i rs>f 71 inyd � 11;1Aj 1 Z � kLEEMAN, ■ — - . *1�&mogMm� �ro nr �si`Ili 1 - - - -sue - ■ - I i - rrES - ■ - - -r I rniadlugw. rS11111 Is r ■I - f Immiit IN m1rrmommeognLn -IiPJmimmUm [L - ■1■ nwijmvm _ Im I JILI dka -y1■I ---m, 4A ■ —jo mej I_111 I it TowroLm 7 IN ` 11 Lft n■ 17•mmi pa"r 1 im !w--w!&wJ• _ i 1■lr�iam r - ■i M mom ■ " me am , -A-1aw m in LE V- • r ti1 �=17rN W Pr 1 �no1 5 Me 1!4 m I I dKM ormom I I I _ in m m ■ m 1 m- ---A L■ ■ tirm1 ItiA1.11Iit 1 I ■ 1 ■ I — IL I - I r . - . 1, ■�■ 1 Ii1 1 I I ♦- - -1 i ~;1 1 -VAN ■ ■ 1 ■n 1 ■-91 ■ M 7■ ■ ■ - r L • w-mMLV - ------0-1 1 mo ■ I I m poi ■ - -' I mmI mils. L"■ ME MjFmM m in I T ■I IN min ■ 1 I MPY-QB-2001 10:30 FROM: TO:360 435 3906 P.001/003 FAX Transmittal DATE: FROM Chuck Williams CWA Consultants 22421 NE 200 Street Sammamish, WA 98074 Phone (425) 836-2833 Fax# (425) 836-3707 TO FAX # No. Pages (include cover sheet) Message 'r(1' +.j� .V! end / �/•lr w 1 r s I.T. f. R � II A 0- M _ rL flip ii !` .! I . . ti y ! ■ I IR ! I It MAY-08-2001 10:31 FROM: TO:3q@ 435 7906 P.002'003 (* CWA CONSULTANTS STRUCTURAL ENGINEERING BUILDING CODE CONSULTANTS ww� 22421 N.E.20th Street,Sammamish,WA 98074 (425)836.2833 FAX:(425)$36.1707 E-Mail:chuckw@gtemet May 8, 2001 Grown Distributing—01.44404 1997 Uniform Building Codes RECHECK David W. Anderson Building Official City of Arlington 238 N. Olympic Avenue Arlington, WA 98223 Dear Mr. Anderson; We have completed our review of the revised plans for Crown Distributing OfficelWarehouse Building. The plans have been reviewed for compliance to the 1997 Uniform Building Codes. I am returning all plans approved except the plans for the metal building which require additional corrections. NONSTRUCTURAL 1-9. An area separation wall has been added to separate the office area from the storage area. The area of each building plans is acceptable as submitted. 10, High-Piled Combustible Stock— For your determination, STRUCTURAL Metal Building 1, The metal bullding plans must be revised as indicated on the submitted sheets. The following additional Items must be addressed, 2. Details must be provided on the plans for the braced frames along Lines C including member sizes,.gusset plate welding to base plate and columns. 3. A detall must be provided at the intersection of the 4x4 tube sections. ' r 'Mom} � 1 I � •� v _ i r1 • ■ L 1 ■ ■-I_ ■' 1 N ' ■ -2p ■ ■7 ■I _ ■I i_ AP -1 d ♦v D- 11 'i uo.T -� ■--r- ri - I rr— 11{ I ■ JI . ri IC6A%-1.A 1 ■.:L r _ I • . J r ■. 1 _ ■..■I LL I I IJ1 I I,m: - - - - - . ■I 1 1 11 ■ 11 ■ 1 _ I1 _ MINE !um■I!J JN ■ ■ WE, 115111% 11.1_ti:Rldri .l�: 1 /L ■ ■ ■ ■ - - ■ 1 `1 1 o- It 11 11 IN ■ IS 7d ■ ■ ■ ■ I� = - - 11 ■ ) -R'1 ■ �r I I _ r■ LPN 1 ■ I■ _ I ■ Lea ' ■ INN" I ■ 1mm ■ 1 7 ■ 1 0 0 I r IN IN ■ - T■ ■ ■ 1 - 1 11 - mr _ ■ MAY-08-2001 10:31 FROM: TO:360 435 3906 P.003/003 Arlington— Crown Distributing May 8, 2001 Page 2 of 2 4, Drag struts are required along Lines C and G. Details of the required size and connection to the frames and to each other must be provided. The drag struts must comply with the requirements of Section 1633.2.E using the load combinations specified In Section 1612.4. 5. A detail must be provided for the connection of the concrete tilt-up panels to the metal building along Lines C and G. The purlins and connections must be designed for the out-of-plane forces as required In Section 1633.2.8.1. Please instruct the designer to indicate on a separate letter which sheet or detail the corrections may be found and to REVISE AND RESUBMIT THE PLANS. Please feel free to contact me if there are any questions. Sincerely; CDI� Chuck Williams SE CWA Consultants CC: Campbell/Nixon Architects Fax (253)854-2476 6 ^�.,._f MAY-05-2001 19:31 SEA CON 4258371595 P.01/06 1155 NE Juniper St, Suite 1Do, Issaquah,WA 96027 0 Tel:(425)837-9720 0 Fax: �4261887-1585 Date: FAX COVER S S Number of page i eluding Dover sheet: To: From: 360 y3 3�ab Patrick McQueen Project Manager A-r- Phone: �- Phone: (425) 837-9720 Fax phone: Fax phone: (425) 837-1585 CC: REMARKS: ❑ Urgent ] For your review ❑ Reply ASAP ❑ Please comment '--one" ' MAY-05-2001 19:31 SEA CON 4259371595 P.02/66 165 N.S.Juniper stray Suite 100 a kmaiueh,WA 9M27 Tahphone;4215M7.4720 • Fax 4211i'il.9745115 Crown Distributing,Inc. Job No; All Contact Addresses Date: 06106/2001 Project No: 0006 Page: 1 of 3 company Name Addraas Role Swtlgn Lwatlon Phone Pas Advtnged Plastering•yateme Bus ADVPL3 (Brag Hack 7520 QVmpic View Drive 425 771 4480 425 TM 1433 Suits O Edmonds,WA 98M eMai: advplaNsOaol.com Arbon EQuIPMMt Corp. SUB ARBON John Hargarlarn 22613 68th Ave S 253 395 7000 253 395 6766 Kant,WA 98082 eMall:JhargartanGrRahIm.corn LiaT Daeign a Enginaprtng,Inc. ENG BT Jim Trueblood P.O,Hon 505 425-057-0779 425-567-0788 Iseaquah,WA 98021 Terry tjaidwin P.O.Box 595 425557.0779 425-557-wee I.ssaq Ah,WA 990?.7 Bray Bros SUB BRAY John Bray 36M-2061h PI NE 425.89&1347 425-80$-U47 Redmond,WA U093 CampelVNixon en0 Assoc. ARC DIN Ethan,ru Tad Nixon 420 W HaMsen SL 0202 OFFICE 2SH54.2470 253.854-2475 Kent,WA 98032 email: tett ACn AYChI(eC15 Crinl City of Arllndton 4TH DOA Dave Anderson Kerry Went: Tom Cooper Coiacurcio Bras. SUB cOLACBR Dan Colacuroro 3297 H 81, "0 332 4044 360 332 5070 Blaine,WA 98230 -- ------ Reoart R VN 02 � i MAY-05-2001 19:32 SEA CON 4256371595 P.03/06 oil 'No I 155 N.E.Juniper 8troet,8ulte 100 ■ Imquah,WA GSIM Telephone:425/037-4720 is Fax:42B=1-105 Crown Distributing,Inc. Job No: All Contact Addresses Date: 06/06/2001 Project No: 0006 Page: 2 of S spec Company Name Address polo flactlan Lcaetlon Phone Fax aotsouralo Oros. sus COLACsR Hugh Davie U67 H St, 360 332 d0aa 380 332 5079 Blaine.WA 0230 Crown Develr�rnont OTH CRWN DEy Greg Blunt Let Johnson Crown Dlattlbutlng OWN CROWN John Bargreen 3400 MODouga9 Ave. OFFICE 425-M-419t 425 258-3016 Everett,WA 08201-5040 Peter Bergrean C5R Aatroclaed SUB CSR Filch Hinton 1755 Kelleher Road $00 757 D551 000 757 3001 Everett,WA 06233 oMalk ibiemecara.cam 0607"t Cervloea,lnm ENG GF-OTEBT Jeremy W01 741 Marine Drive 360 733 7318 360 733 7410 Bellingham,WA 98225 sMail: tn"geotest-Inc.corn M"Burldwlder Ame= ENG MIGA John ouMoklar 1721 HoWit Ave 425 252 2926 425 252 0561 Suite 401 Everett,WA 90201 aMait hlga096anel.com John Cherry Tasho WhIto Innovative Intartors SUB ININr Jon Bryant 4011 179th PI NE 300 639 4239 $00 659 42ZO PO Box 3142 Arington,WA 99223 aMail: iii�jpnarnall,Com RBDDR R vN 02 i� i�� MAY-05-2001 19:32 SEA CON 4258371565 P.04i06 1W N.L Jurdper$trot,8Ub 100 ■lalsequah,wA GM7 Telephone:42LU7-9720 a Fella 420i7-11W Drown Distributing,Inc. Job No: All Contact Addresses Date: 05105/2001 Prooct No: 0006 Page: 3 of 5 Spec Compsny Nam AWMI Role Section Location Phone Fax In"Ittlillectria SUN Ice Jae BQ8911 19127 Smokey Point Blvd. 380 659 3194 360 358 1544 Arlington,WA 00293 email: 1ei4joeGsol.eorn 13"cluah Glees Inc. BRIG 148GLAU Wag Hampton 1430 NW Mall Street 421r392-6333 425-392-3741 Issaquah,WA 961027 Well: ghampbn@issz%x%hgl%ss.com .Lekridkya Plumbing tills LKINDOE John Glennon 13606 Nit 124th 61, 425 B27 9202 425 021 8984 KUkrand,WA 98034 small: johngGlakerldpeplumbing.com MOVOIo 8ugtling Go. OUP MKTALLIG Dan Sterrett 550 Industry Way 209 357 1000 x207 209 35'Y 1010 Atwater,CA 95301 Wall: daterrelOncNp.corn Macon and Assoc, DER MIETRON Randy Deones 307 N.OlyrVic Ave. suite 205 Arlington,WA 66223 Mayer t]rao.Roollu sue MNYLRBR Rich Mayer 7=Detroit Ave SW 206 762 9418 206 Y62$272 Seattle,WA 95100 small: meyerbrcthenarooling G moyerbrotheraroofing,00nr Mid Mounialn Contractors,Inc. Sure MIDMTN _ Grep LOvinger 825 Fitth Avenue 426-202-600 425-202.3810 Kirkland,WA 98083 Jeff Lowe 825 Fifth Avenue 405-202.3000 425-202.3610 Klrkiand.WA 98GO Michael Walsh 525 allth Avenue 425-202-3600 x3875 425.202-3610 Klrldnnd,WA SOWS Mown R VN 02 1 L ; -1 1I ■ � 1�tL- CL ■.L L�- _K M� I IL - ? 1 1►i - rL. 1 J6� I L �7 1 . J ■ _�11 ■ ■■ 1 r OF J I I r. 1 I MAY-05-2001 19:33 SEA CON 42513371565 P,05/06 166 N&Juniper Street,Suite 100 leeaquah,WA 0=7 Telephone:42518'.47. M ■ Fax:QW637-INS Crown Diatrlbuting,Inc. Job No: All Contact Addressee Date: 05/06/2001 Project No: 0006 Page: 4 of 5 spec Company Name Address Role Section Location Phone Fax Mid mountebr,Contra om Ind. SUB MIOMTN Ray Mayhew 026 Fifth Avenue 425-202-3692 425-202.3610 Kirkland,WA 98063 Rod Hein 825 Fifth Avenue 425-202-3600 426.302.3610 i0rldand,WA 9400 Tim Welborn 625 Fifth Avenue 425-202.SEW 425.202.3610 Klekland,WA 96083 mahrlt@ Welding am MW Brad Jones 3302 Old Hartford Road 425-334-5673 42"34-7252 Po SON law Lake Stevens,WA 98258 @Mail: MOrIMewa1d440140M No►thWost Handling SUB NW HAND Ruas Stuelloten 1100 SW 7th St. Renton,WA 98055 email: russEillinwho.com Parnpon POC1110 Insulelion SUP PARPAC JOA Sunld 19710 G&h Place 8 263 872 0800 253 672 0340 Kent,WA 98032 @Mall:buttleespi-co,00m Powers Woot SUP PWRSw Tom Powera 1200 Westlake Ave.N 206 281 8600 205 264 9576 Seattle,WA 08109 Abil: no email Puigat Sound Refrigeration sun PUGmMR Nick Singer 3132 NE 133rd Slra@t 206-367-2500 2m3ee-6866 Seattle,WA 00125 SEA CON,LLC. OM SBA CON Bob Power OFFICE Wail: bpowsrMseatllecominuctwn.com Brian Yandell OFFICE @Mail: byandellO6ettitleconstructlan.cam �I _ rly ME - 1 _I I Jj ■�1 6■ 1 _ 1 'm7fa r 1 ■w - I I I I � ■ 1 ■ M ■ Iu I 1 ONI I J■ - 1■ 1 MAY-05-2001 19:33 SEA CON 4258371595 P,06/06 1$5 NJ:.Juniper 8v*K Suite 100 % Ittsttqush,WA 99027 Telephone:425M74720 a Fax:416MY-1$85 Crown Distributing.Inc. Job No: All Contact Addrleeees Date: OW05J2001 Project No: OQOB Page: 6 Of S Spec Company Name Adder" Roie Sacdm Location phone Fax 8EA COK LLD, CM SEA CON Butch Hoge FIELD Patrick McQueen 166 NE Juniper St.0100 OFFICE 425 837 9720 x121 d35$37 1GB5 iseaquah,WA 9S027 WNtalt. pmoqueen*9Ntl1econetruc1l0n.00m Smith Fire Syst6im,Inc. SUB SRIl1iFNi Tom Hinton 3813 I08th St.NE 35001 7701 360 651 2419 Ariingicn,WA Q$223 eMaU: 1hlllton Gamithtire.cpm Stanlev conetrucdon SUB STANLIV Gary Slerpay 6629 E.Broadway 500-636-W5 Spokane,WA 99212 Wail: patty—Slanley8m5n.00m t9lrips Rite,lnm SUB STPRITE Jkn Fdadrlch PO Box 1724 263 833 0484 253 863 3120 Auburn,WA 96071 email: no email Westem Gootaehnloal Consulting,Inc woo Ted Hammer 4151 Salt Spring Drive 300 380 2607 Ferndale,WA 98242 Zer-O.Loe,Inc, SUB Y®ROL00 Cary Perkins 9757 Juanita Dr.#110 425 823 4565 425 M 9749 Kirkland,WA 90033 entail: CCeafes®zerdoC,com Rannet G %/W n� TOTAL P.06 ' r "7M 1 - -1 r � I ps ■ -MEMOtM 1l -:10-Lii ■ � ■ . ■ v q —■ Mai II 1 i I APR-i6-2001 16!04 SEA CON 4258371525 P.01i02 — 191LM 165 NE Juniper St, Sul#e 100, Issaquah,WA 98027 ■Tel: (425)837-9720 8 Fax: (425)837-1585 Nate: FAX COVER Number of pages iholudIng cover sheet: Z- 70: � � From: Patrick McQueen Project Manager Phone: Phone: (425) 837-9720 Fax phone: �r,,p Fax phone, (425) 837-1585 Cc: MARKS: ❑ urgent For your review ❑ Reply ASAP [) Please comment t RECEIVED APR 16 2001 CITY OF ARLINGTON - LZ Tr' rl 101 -1 VOD XA9 I � � _ 1 �■]I_I ISIT•_ • i'_' �� _ S 2 I fT 1 -1 II1 ■-0 11 _■ 1 ' 1 ■ ■ 1■■ - - - - - j- Tfun--Ilc- J mr 11 "Ale.I whqJ4 -1 RMO , \1j!u 1415 . 1 I 1 1 `I -1 1 • APR-16-2001 16:05 SEA CON 425071525 P,02i02 Environmental Abatement SeivIces Inc 4114101 Patrick McQueen Sea Con m NE Juniper St., Suite 100 I'saaquah,WA 08207 RE: Asbestos Abaternent Project Completed at : 5920 172n4 St, Ariington. WA 98223 [dear Mr. McQueen, Per the Asbestos Survey conducted by Sara Knebel (certification #WEST-BIR-2000-47) identifying 790 SF of sheet vinyl, 320 SF of roofing material, and window weather stripping or all windows, EAS (general contractor#ENVIRA5014RA, asbestos certification #01279) was contracted to remove said materials. According to local state and federal regulations, materials containing more than one percent (1%) asbestos must be removed prior to any remodel, renovation or demolition activity. The materials were removed by Certified Asbestos Workers under the direct supervision of a Certified Asbestos Supervisor in accordance with all applicable local, state and federal regulations on April 12-13, 2001. The materials collected were packaged for final disposal in compliance with all applicable federal, state and local laws. The building has been properly surveyed, the materials found to contain asbestos removed and properly disposed in accordance with all applicable regulations. A copy of the survey with laboratory report, and this letter, may be used as documentation of the completion of asbestos identification and removal. Any planned remodeling, renovation, or demolition activities should be approved to proceed. Sincerely, Catherine D Belmore Owner RECEIVED APR 16 2001 CITY OF ARLINGTON PO Box 375,712 S Spruce 9T Pie(36o)766.1006 Ow"ton,WA 06233 FIX(M)755.5115 A?R--9 A—=qsl 9 R:"RA tr-"Wte+na 00., TOTAL P.02 J-D nch.- 11.t RAU- , v2h+ r-■ 7" eir Tpb111111WO LMA IMWWI &l&wMQ1A' ����II�� �y : 61 rT1 C'117r>u vRTQTira Iir1L WA�C'-' 7 1: It f:01 - _ . -■ T t� . n tft T� let■ ,+�N4•'It4�l.'��� LLO% pi" r43 -nomm mi lie ■I�IY�yI Lwow*Is V i Itol 41 Q%rwM5,Aa•a��.� I �1 ��TTt 8f I� = tiJ.11■� "ry64w, .oft, tN 'own daftEdft :"0t 1 INM " IP •a M M VMM V-+UG7dbL 11Lu1sm Windh■ nc Illprtollrb i g VIMwtM 14u ' t� • -rF� E..C1 a ••. r_ lu y 0 ou '%:) 1 • •,I`- -vi'ti Cl ■161TWEM m i ,mom 1rM a'tI� `�tfl i ow Idw,,j � F ■ T TIOL I I I 111J J I I _ nl LL y' � �.�7 ' ■ - - - 1110 ■ 1 TWMI -mift V1%7q'%LL' ti = F 1 -IMI ■1l=to _M ■■-i 4% ■r -JI' L7 -fqm. A y�sw y s'y�Cl��'��"*=w- `v I0L Ow a ffl*M� ims - 40 }a AN I'Mcchik -mom r-,*M ttld a .-M a*IR —II T IL D —01 T` n V mom M' ' +' TwarrJm -air twn trial in r � II y I I F� . 1 ■ \L� MAR-15-2001 9,2.48 SEA CON 42se3715ss P.02/02 U__01aul 166 NE Juniper Street,Suite 100, Issaquah,Washington 98027•Tel-425/837.9720•Fax-426/837,1585 March 15, 2001 Mr. Dave Anderson Building Official City of Arlington 238 N. Olympic Ave. Arlington, WA 98223 Subject: Building Permit Re-Submittal for Crown Distributing Permit#01-4404 Dear Dave, In response to CWA Consultants'2/12/01 letter,,we are re-submitting revised plans for the Crown Distributing Project. As discussed in our pre-submittal meeting on 11/21/00 the mechanical plans, electrical and lighting plans, and metal building plans will be deferred submittals. To support our current schedule we need to begin construction as soon as possible. We propose to commence with site clearing and grading under the currant grading permit on 3/26/01, followed by foundation work:starting on 4/9/01. Is this acceptable to your office? Please contact me to discuss this matter further. Sincerely, Patrick McQueen Project Manager SEA CON cc: John Bargreen Crown Distributing Peter Bargreen Crown Distributing John Burkholder HIGH Burkholder TOTAL P.02 • / J ti. � I ■ .I L - - � J C' i MAR-15-2001 12t48 SEA CON 42553715e5 P,01/02 165 NE Juniper St Suite 100, Issa uah, WA P q 90027_0 Tel: (425)37-9720 0 Fax: (425;837-1585 FA)( Data: 3 l Number of pAge incl ding cover sheet: Z From: To, T>A VjP Patrick McQueen Project Manager LFEr< phone: Phone* (425) 837-9720 1.16d, V3� �9-P4 Fax phone: (425) 837-1585 REMARKS: ❑ Urgent ❑ For your review ❑ Reply ASAP ❑ Please comment 73 r� 'r�4 - �l ' - - - - - - - - - - - ti i i �r Dave Anderson From: Patrick McQueen [pmcqueen@seattleconstruction.com] Sent: Thursday, March 15, 2001 8:35 AM To: Dave Anderson (E-mail) Subject: Crown Dist. Permit Dave, We are ready to re-submit the plans for Crown Distributing. Would it be acceptable to deliver copies directly to CWA Consultants as well as to your office this week? Also, CWA indicates that they did not have the energy code forms and metal building plans and calculations. I believe these were submitted with the Arch. and Struc. plans on 1/5/01. Do I need to re-submit these? Patrick SEA CON 1 r 3105D.7-col-W l -or,. 31oya7 -a01 -o02 c, � • r City of Arlington Planning and Community Development Major Development Permit December 20, 2000 Crown Distribution Facility MJ-00-041 I. PROJECT DESCRIPTION AND REQUEST Crown Distributing, Inc., is requesting a Major Development Permit for the development of a 79,572 square foot warehouse and distribution facility, including approximately 9,000 square feet of office, on approximately 5.8 acres. The facility will be used to store and distribute beverages throughout Snohomish and Skagit Counties. To support the facility, utilities will be extended from the north on 59th Avenue NE and will extend south along the western portion of the property where the proposed southern extension of 59th Avenue will occur. All utilities will be provided by the City of Arlington. II. GENERAL INFORMATION 1. Applicant: Crown Distributing, Inc., Gary Parkinson and Greg Blunt, 3409 McDougall Avenue, Everett, WA 98201 2. Owner: Crown Distributing, Inc., Gary Parkinson and Greg Blunt, 3409 McDougall Avenue, Everett, WA 98201 3. Contact Person: Higa Engineering, Inc., John Burkholder, 1721 Hewitt Avenue, Suite 401, Everett, WA 98201 4. General Location: The site is located on the southeast corner of 59th Avenue NE and 172"d Street NE/SR 531, in the NE 1/4 of Section 27, Township 31 North, Range 5 East, W.M. 5. Address of the Property: No address has been assigned to this undeveloped property 6. Description of Proposal: Development of a 79,215 square foot warehouse and distribution facility, including approximately 9,000 square feet of office 7. Acreage: Approximately 5.8 acres HACrown DistributingTermit.doc kjr;12/20/00 . .J ,. , r � fi 1� December 20 2000 Crown Distribution Facility MJ-00-041 8. Comprehensive Land Use Designations, Zoning Designation, and Existing Land Uses of the Site and Surrounding Area: Area Land Use Zone Existing Use Designation Subject Airport Industrial Airport Industrial 1 Single Family Residence Property on a large lot North Industrial Industrial Industrial South Industrial Industrial Vacant East General General Commercial Vacant Commercial West Airport Industrial General Commercial Vacant & Airport Industrial 9. Public Utilities and Services: Water: City of Arlington Gas: Cascade Natural Gas Sewer: City of Arlington Cable TCI Cable TV: Garbage: Waste Management Police: City of Arlington Northwest Storm City of Arlington Fire: City of Arlington Water: Telephone: General Telephone School: Arlington School District #16 Electricity: Snohomish County PUD #1 Hospital: Cascade Valley Hospital Distr. #3 10. Public Notification: A Notice of Application and Mitigated Determination of Nonsignificance (MDNS) was published, posted, and mailed on October 18, 2000; and a Notice of Public Hearing on the Major Development Permit was published, posted, and mailed on November 1, 2000. III. ENVIRONMENTAL REVIEW An MDNS was issued on October 18, 2000, with a 15-day comment period followed by a 10- day appeal period; no comments were received. Mitigation measures from the MDNS are included as conditions to this project (see Section VII, CONDITIONS, SEPA MDNS Conditions). IV. BACKGROUND The subject major development permit/environmental review application was received by the City of Arlington on August 1, 2000, and the application was deemed complete on August 3, 2000. A Notice of Application and MDNS was published, posted, and mailed on October 18, 2000, with a 15-day comment period; no comments were received. A Notice of Notice of Public Hearing on the Major Development Permit was published, posted, and mailed on November 1, 2000. V. FINDINGS OF FACT The following findings are made based on the project description, and the conditions of approval. HACrown DistributingTermit.doc kjr;12J20/00 Page 2 of 12 M1' �� 1 :S December 20 2000 Crown Distribution Facility MJ-00-041 1. Application Process: A major development permit is a public hearing review process per City of Arlington Uniform Development Code (UDC) Chapter VII, Sections CA and C.4. It requires a public hearing before the Planning Commission, after which the Commission's findings and recommendations on the application are forwarded to the City Council. The Council reviews the record and makes the decision on the application. The major development permit application was received by the City of Arlington on August 1, 2000, and the application was deemed complete on August 3, 2000. A Notice of Application and MDNS was issued on October 18, 2000, and a Notice of Public Hearing was issued on November 1, 2000. 2. Comprehensive Plan and Zoning: The City of Arlington Comprehensive Plan identifies this area as being Airport Industrial, and the subject property is zoned Airport Industrial per UDC Chapter III, zoning map, Page III-2. A warehouse and distribution facility is a permitted use per UDC Chapter V, Section J. 3. Lot Dimensions Density and Related Requirements: The proposed development complies with the minimum lot dimensions for the Airport Industrial zone (1 acre in size and an average width of 100 feet) per UDC Chapter V, Section J and Table. The subject property is 253,512 square feet, or 5.8 acres, and the proposed use is a 79,572 square foot warehouse and distribution facility. 4. Non-residential Performance Standards: The proposed development must comply with the standards of performance for noise, lighting, odors and gases, particular matter, electrical interference, hazardous materials storage, waste disposal, open storage, maintenance and alterations, and hazardous waste facilities per UDC Chapter IX, Section B.2. 5. Off-Street Parking: Per UDC Chapter IX, Section C.4, Parking Requirements, the proposed use, requires 103 parking spaces and 4 loading spaces (see calculations below). The proposed site plan shows 152 parking spaces, 4 of which are handicap accessible, 26 loading spaces, and 1 dumpster space. This meets the minimum requirements. R e q u ire d Ratio T y p e ( s to Its /1 ,0 0 0 s f ) S q . Ft . T o to I O ffice 3 .6 901 0 32 W a re h o u s e 1 7 0 5 6 2 7 1 Total 1 03 Loadin g 0 .05 1 70562 4 6. Landscaping: The final site plan shall comply with the requirements of UDC Chapter IX, Section N, Landscaping. Per UDC Chapter IX, Section N.8, where property abuts the right-of-way of state roadways, including SR 531, a Type II landscape strip a minimum of 10 feet wide is required along the entire length of property adjacent to the roadway. The required landscaping for a warehouse and distribution facility is category C, which requires 10 feet of Type III landscaping adjacent to all street (non-state) frontages (59'h Street NE). The landscape requirement for the parking area is a minimum of 17-1/2 square feet HACrown DistributingTermit.doc kjr;12/20/00 Page 3 of 12 December 20 2000 Crown Distribution Facilitv MJ-00-041 of landscaping for each parking stall for the first 50 spaces and 35 square feet for each parking space over 50 per Chapter IX, Section N.7. Plant material must be guaranteed for one year with any replacements guaranteed for one year also. The proposed site plan dated September 29, 2000, reflects sufficient frontage and parking area landscaping to meet the general landscape requirements specified in Chapter IX, Section N. In addition, the proposed detention pond shall be planted with native grasses, shrubs and trees and specified in the site plans dated September 29, 2000. 7. Transportation: The proposed development is located on the southeast corner of 59"' Avenue NE and 172"d Street NE/SR 531. Transportation mitigation measures were specified in the MDNS dated October 18, 2000, (see SEPA MDNS Condition #2 below) to ensure that probable significant adverse environmental impacts created by the proposed project are minimized or eliminated. The proposed development will add approximately 296 new average daily trips to the road system and approximately 21 p.m. peak hour trips. To mitigate their impact, the project is subject to payment of transportation mitigation fees for the development to the City of Arlington at $1,038.00 per p.m.-peak-hour trip and to WSDOT and Snohomish County for their proportionate share of impacts to the state and county road system The traffic analysis prepared by Gibson Traffic Consultants dated April 10, 2000 (exhibit 2), was prepared based upon the data collected at the existing Everett site. The existing Crown Distribution Center is located south of 33rd Street along the east side of McDougall Avenue in the City of Everett. This count data has been compared to general warehouse trip data contained in the Institute of Transportation Engineers (ITE) Trip Generation Report, 6th Edition 1997. It is assumed that the warehouse facility operates at a very early distribution shift from 5:00 a.m. to 1:00 p.m., while the office staff operates a more typical 8:30 a.m. to 4:30 p.m. shift. Thus, the majority of the traffic (and all truck traffic) occurs before the typical afternoon street peak hours. Because most truck traffic is produced prior to the City's peak hours, the development would have approximately 21 p.m. peak hour trips. The City requires that the applicant provide a monitoring plan for their hours of distribution (all traffic leaving and returning to the facility). If in the future the warehouses distribution hours of operation change or additional PM peak hour trips are generated the applicant will be subject to additional PM peak hour trip mitigation fees. 8. Airport Management: The Arlington Municipal Airport requires that street lamps or light poles located on the property be down-shielded as to avoid interfering with flight operations and that no use may be made of the premises which can or does interfere with use of the airport by aircraft by reason of electrical, electronic, smoke emanations, lighting conditions, height of any structure appurtenance, or any use which may attract birds. In addition, an avigation easement shall be required over the entire site. 9. Access: The proposed development will access from 591h Avenue NE, which will be extended as part of this development. The applicant has proposed to extend 59th Avenue south of 172"d Street NEJSR 531 to form a standard four-leg intersection. HACrown DistributingTermit.doc ki r;12120/00 Page 4 of 12 Y 1 11 I December 20 2000 Crown Distribution Facility MJ-00-041 10. Park Mitigation and Impact Fees: The project will employ approximately 200 people, who will use the City's park system during lunch or before or after work. Per UDC Chapter XI, Section B.4, there shall be a payment of 5 cents ($0.05) per square foot of land per approved site plan. NOTE: The applicant has challenged the conditions of the park mitigation (Condition No.: 5) and pending the resolution of such challenges, the applicant agrees with and will accept the mitigation as conditions of the Major Land Use Permit under protest. 11. Stormwater Management: The City has adopted storm drainage requirements per Arlington Municipal Code Chapter 16.10, Stormwater Management, and the Department of Ecology's Stormwater Management Manual for the Puget Sound Basin (The Technical Manual). Site plan drawings with a proposed drainage system have been submitted. A preliminary review of the system indicates that it will probably work. However, detailed engineered plans for a stormwater system meeting AMC 16.10 must be submitted and approved, and the system installed, prior to final building permit approval. In addition, per City of Arlington Ordinance 1216, there shall be a payment of storm water system development fees to the City of Arlington at $374.00 per 2,000 square feet of impervious surface area. This system development fee helps build the capital improvements necessary to handle any additional load to the system caused by this project and to help prevent upstream stormwater from affecting this site. NOTE: The applicant has challenged the conditions of the stormwater management mitigation (Condition No.: 6) and pending the resolution of such challenges, the applicant agrees with and will accept the mitigation as conditions of the Major Land Use Permit under protest. 12. Critical Areas: Edgecomb Creek a tributary to Quilceda Creek is located along the southern property line approximately 700 feet south of the proposed development site (Exhibit 4). There is likelihood for the presence and critical habitat of Bull Trout/Chinook Salmon in the vicinity of the subject property. However, the applicant is proposing a 150-foot setback from the tributary, which exceeds the minimum setback requirement of 25 feet as set forth in the UDC Chapter IX, Section F.4. (A)(b). No development will occur within the identified tributary or its buffers. A 125-foot Native Growth Protection Easement (NGPE) shall be required from Edgecomb Creek's Ordinary High Water Mark (OHW M) extending along the entire length of the Creek and a 25-foot no-build area (no impervious surfaces) shall start from the 125-foot NGPE and extend along the entire length of the NGPE. (NOTE: The applicant owns additional property adjacent to this subject property that they will be proposing for development in the near future. Their goal is to prepare a Master Restoration Plan for the entire stream/wetland system on this larger site. The NGPE and 25-foot no-build area proposed for this instant application should be structured to allow for future restoration pursuant to this Master Restoration Plan). 13. Groundwater Resources: Best Management Practices will be applied for the protection of the aquifer recharge area underlying this site (Exhibit 3). HACrown DistributingTermit.doc kjr;12/20/00 Page 5 of 12 December 20, 2000 Crown Distribution Facility MJ-00-041 14. Water and Sanitary Sewer: Adequate City water and sanitary sewer service is available to the site, though the applicant shall be responsible for the extension of the systems; utility services to any future proposed buildings and fire hydrants and fire protection as required will be reviewed when construction drawings are submitted as the lot develops. 15. In accordance with the UDC regulations and the Revised Code of Washington (RCW), an,application was submitted on August 1, 2000, and deemed complete on August 3, 2000. il 16. The project is consistent and compatible with the uses and zoning of the surrounding properties as indicated in this report. 17. The property is physically suited for the uses allowed in the proposed zoning classification. 18. The project is consistent and compatible with the uses and zoning of the surrounding properties as indicated in this report. 19. The benefit or cost to the public health, safety, and welfare is sufficient to warrant the final approval action as indicated in the review of compliance with the adopted policies of the Comprehensive Plan and final adopted conditions. 20. Criteria for Approval of an Application and Issuance of a Permit: Per UDC Chapter VII, Section D, Criteria for Approval, the Department of Planning and Community Development is required to review for compliance the following criteria before an application can be approved. a. The development is consistent with the dimensional, density requirements and Performance Standards of the UDC and other applicable laws and regulations; and Staff Analysis: As identified above, the development is consistent with the dimensional, density requirements and Performance Standards of the UDC and other applicable laws and regulations. b. The development as proposed incorporates, to the maximum extent feasible, mitigation measures to substantially lessen or eliminate all adverse environmental impacts of the development; and Staff Analysis: As evidenced by the MDNS and the code requirements cited above, the development as proposed incorporates, to the maximum extent feasible, mitigation measures to substantially lessen or eliminate all adverse environmental impacts of the development. C. The applicant has presented certification that the applicant has filed and paid all the taxes, penalties and interest, and that the applicant has satisfactorily made agreement to pay the taxes (NOTE: this requirement is only applicable to subdivision plats); and Staff Analysis: This requirement is only applicable to subdivision plats d. Prior to final approval the applicant has followed all permit processing procedures and paid all applicable land use fees. HACrown DistributingTermit.doc kjr;12/20/00 Page 6 of 12 :,, �• �J I December 20, 2000 Crown Distribution Facilitv MJ-00-041 Staff Analysis: As stated above, all permit processing procedures have been followed and a condition is included that requires that all applicable land use fees be paid prior to building permit. VI. CONCLUSIONS 1. The proposed development as noted and conditioned is consistent with the City of Arlington Comprehensive Plan and is allowed in the Airport Industrial zone. 2. The proposed development as conditioned meets all UDC requirements for a major development permit. 3. The major development permit should be approved subject to conditions noted below. VII. CONDITIONS The following conditions shall be met, as illustrated in the site plan drawings, in the engineering drawings, and elsewhere. In order to approve the major development permit, the applicant must meet the following required conditions. UDC Requirements/Conditions 1. Development of the property shall conform to the approved site plan (Exhibit 4) and meet all the State and City regulations and the conditions in this permit. 2. A complete set of construction drawings shall be submitted to the Department of Public Works for their review and approval prior to site construction. 3. Water and sewer shall be extended to the site per Department of Public Works standards. The water and sewer systems shall be operational prior to building permit issuance. No on-site septic systems shall be allowed. The sanitary sewer shall be sized and installed such that the maximum depth and minimum slope will insure the largest potential service area possible. 4. A storm drainage shall be constructed for the site meeting the requirements of AMC Chapter 16.10, Stormwater Management, and the Department of Ecology's Stormwater Management Manual for the Puget Sound Basin (The Technical Manual). The developer shall document that the well water quality on neighboring properties will not be impacted. 5. Payment of the following estimated City of Arlington mitigation fees (based on one 79,572 square foot building) shall be made prior to issuance of a building permit: Parks at $0.05 per square foot of developed land, which is 252,648 square feet, for a total of $12,632.40; traffic at $1,038.00 per p.m.-peak-hour trip, which is 21, for a total of $21,798.00; see SEPA MDNS Conditions #2a and 2b below for Snohomish County and WSDOT mitigation fees. 6. Prior to issuance of a building permit, the developer shall pay storm water system development fees to the City of Arlington at $374.00 per 2,000 square HACrown DistributingTermit.doc kir;12/20/00 Page 7 of 12 i December 20, 2000 Crown Distribution Facility MJ-00-041 feet of impervious surface area, which is 214,750 square feet, for a total of $40,158.39. 7. The applicant shall secure the dedication of 62 feet for the proposed extension of 59th Avenue NE from the adjacent parcel to the west. In addition, construction plans shall not be approved until dedication is provided. 8. The applicant shall provide a 6-year traffic-monitoring plan for their hours of distribution (all traffic leaving and returning to the facility). If in the future the warehouses distribution hours of operation change or additional PM peak hour trips are generated, the applicant will be subject to additional PM peak hour trip mitigation fees. SEPA MDNS Conditions' 1. Best Management Practices will be applied for the protection of the aquifer recharge area underlying the project site. 2. This development will add approximately 296 vehicular trips, which includes 296 average daily trips and 21 p.m.-peak-hour trips, per day to the street system. a. To mitigate the development's traffic impact, the developers may be obligated to pay their proportionate share for certain state projects for those average daily trips from this development. Traffic mitigation fees, if any, shall be paid to the Washington State Department of Transportation (WSDOT), and the developers shall provide the City of Arlington with documentation of compliance with this state requirement prior to issuance of the Building Permit. b. Consistent with the terms of the Snohomish County Interlocal Agreement with the City of Arlington, the developers shall mitigate impacts to the County road system by making a proportionate share mitigation payment. Traffic mitigation shall be paid to the Snohomish County Department of Planning and Development Services (PDS), and the developers shall provide the City of Arlington with documentation of compliance prior to issuance of the Building Permit. 3. The applicant shall submit a 7460 Form to the FAA in regard to their proposed development and provide the City of Arlington with documentation that the FAA has received and reviewed the 7460 Form prior to issuance of the Building Permit. 4. Any exterior lighting such as building and parking lot lighting shall be down- shielded so as to reduce the amount of glare that could interfere with fight operations. 5. No use may be made of the premises which can or does interfere with use of the airport by aircraft by reason of electrical, electronic, smoke emanations, lighting conditions, height of any structure or appurtenance, or any use which may attract birds. HACrown DistributingTermit.doc kj r;12/20/00 Page 8 of 12 w December 20, 2000 Crown Distribution Facilitv MJ-00-041 6. An Avigation Easement meeting the requirements of the Arlington Airport shall be dedicated over the entire site. 7. The applicant shall dedicate a 125-foot Native Growth Protection Easement (NGPE) over Edgecomb Creek from its Ordinary High Water Mark (OHWM) and extending along its entire length. A 25-foot no-build area (no impervious surfaces) shall start from the 125-foot NGPE and extend along the entire length of the NGPE. The following language shall be placed on the dedication: "Native Growth Protection Easement: This open space tract is intended to protect streams, wetlands, native vegetation, and endangered species and shall preclude: grading or any recontouring of the land; placement of structures, wells, leach fields, utility lines and/or easements, and any other thing; vehicle activity; grazing; dumping; and the addition or removal of vegetation, except that vegetation may be selectively removed upon written order of the City's Fire Chief for the express purpose of reducing an identified fire hazard, or the Director of Public Works for the express purpose of reducing an identified hazard; and except that underground utility lines may be placed in the buffer areas in locations approved by the Director of Planning and Community Development. In addition, stream or wetland restoration activities may occur per a restoration plan approved by the Director of Planning and Community Development." Vill. CODE REQUIREMENTS (NOTE: The following items are not conditions of permit approval, rather certain local, state, or federal code requirements that the applicant needs to be aware of. This is in no way intended to be a complete list of code requirements, but a general checklist of major steps and issues. Please refer to the AMC for a complete list of code requirements for your particular project type. 1. Code Applicability. This application is subject to the applicable requirements contained in the Arlington Municipal Code, Zoning Code, and Building Code. It is the responsibility of the applicant to ensure compliance with the various provisions contained in these ordinances. 2. Pre-Construction Phase. Prior to commencing any site work, including installing any easement or right-of-way improvements, utility systems, drainage systems, street lights, mailbox structures, emergency facilities, storm water control systems, landscaping, or any other improvements, improvement plans must be submitted for review and approval by the Department of Public Works. Said plans shall be in conformance with applicable code and the below listed conditions. a. The applicant shall survey and mark all property corners prior to review of any submitted construction plans. b. The applicant will be required to design and install erosion control measures deemed necessary by the City. These measures must be installed and inspected by the City prior to the issuance of any permits for site work. HACrown Distributinoermit.doc kjr;12/20/00 Page 9 of 12 - ,. I I I I 1 December 20, 2000 Crown Distribution Facility MJ-00-041 C. No site preparation or other disturbance shall be undertaken within environmentally sensitive areas or their required buffers. d. Submit to the Director of the Department of Public Works and receive approval of a stormwater run-off and detention plan in conformance with the AMC Chapter 16.10, Stormwater Management, and the Department of Ecology's Stormwater Management Manual for the Puget Sound Basin (The Technical Manual) for both the construction phase and a permanent system. All site drainage must be directed through biofiltration swales prior to discharge into wetlands. e. All new utility lines shall be placed underground. f. Provide a temporary rock pad at all points of ingress and egress to the site throughout the construction phase. g. Show locations of all required streetlights on the construction plans. Install them. h. A Right-of-Way Permit is required for and prior to any work done in a public right-of-way. i. All lighting shall be low sodium or similar low intensity illumination and placed in a way as to not cause glare on an adjoining property or right-of- way. 3. Construction Phase. The following conditions shall apply during construction. a. All applicable noise and other nuisance codes are applicable. b. Mud and dirt shall not be tracked onto public rights-of-way, but if tracked by accident shall be immediately cleaned-up. C. During any site grading or clearing activity, the applicant and contractor shall use all available means of controlling air pollution (dust, ash, and smoke). d. The restrictions of the AMC shall apply to any and all grading. 4. Installation of Improvements. Prior to receiving final plat approval the applicant shall: a. Install all rights-of-way and access easement improvements on all proposed streets internal and existing streets adjacent to the project per the requirements of UDC Chapter IX.A.i.c.12-20 or City of Arlington Ordinance 1213 adopted November 1, 1999. The applicant shall coordinate with all adjacent developments the final design of the street improvements and/or include the appropriate transition tapers for the street pavement to be included from the property. Improvements shall meet the following classifications: 1. Half street improvements shall be installed along 172"d Street NE/SR 531 per the requirements of WSDOT design for that area. HACrown DistributingTermit.doc kjr;12/20/00 Page 10 of 12 December 20, 2000 Crown Distribution Facility MJ-00-041 A bond or cash in lieu of construction may be paid to the City if WSDOT agrees and if a final design cannot be determined. Half street improvements include sidewalks, vertical curb/gutter, planter strips, pavement, and landscape median (if in the final WSDOT design). 2. 591h Avenue NE shall be extended to form a four-leg intersection at the intersection of 591h Avenue NE and 172nd Street NE/SR 531 as a collector arterial per the City of Arlington Construction Standards and Specification. A traffic signal shall be installed per WSDOT requirements. b. Install a potable water system to serve the project per Department of Public Works requirements and extend water on the proposed extension of'591h Avenue NE to the extends of pavement to prevent damage to new pavement when extending water line for looping in the future. C. Install a sanitary sewer system created per Department of Public Works requirements. d. Install a permanent stormwater control system per AMC Chapter 16.10. e. All exterior boundaries and interior lot corners of proposed lots shall be set by a registered land surveyor using rebar and cap. f. Dedicate to all utilities serving the subject property and their respective successors and assigns a ten-foot easement over, under and upon: (a) the exterior ten feet parallel with and adjoining the street frontage of all lots and common areas; and (b) where any other utility facilities, including electrical, gas, water, sewer, drainage, and/or other utility facilities, cross the property. Verify the appropriate locations with the respective utilities. Include in the dedication document the following language: "These utility easements have been reserved for and granted to all utilities serving the subject property and their respective successors and assigns, under and upon the front ten feet parallel with and adjoining the street frontage of all lots and tracts in which to install, lay, construct, renew, operate and maintain underground conduits, cables, pipes, and wires, together with other necessary facilities and equipment, for the purpose of serving this and other property with utility service, together with the right to enter upon the property at all times for the purposes herein stated. All utility lines shall be placed underground. These easements entered upon for these purposes shall be restored as near as possible to their original condition. These easements shall preclude grading or any recontouring of the land; placement of structures, wells, leach fields, and any other thing; except utility facilities." g. In lieu of completing any of the above improvements, the applicant may submit to the Department of Planning and Community Development a performance security to cover the cost of installing any or all of the improvements within one year of the date of permit approval. However, no Certificates of Occupancy may be issued until all improvements are completed. HACrown DistributingTermit.doc kjr;12/20/00 Page 11 of 12 i i December 20, 2000 Crown Distribution Facility MJ-00-041 (NOTE: Infrastructure requirements are based on conceptual information as submitted by the applicant. Additional specific requirements may be required upon review of the engineered construction drawings as submitted by the applicant. All improvements are subject to review and approval by the Department of Public Works. All utilities shall be constructed underground.) IX. PLANNING COMMISSION ACTION At their meeting on November 21, 2000, the Planning Commission held a public hearing on the application and recommended approval of the Crown Distribution Facility Major Development Permit for development of a 79,572 square foot warehouse and distribution facility on approximately 5.8 acres. X. CITY COUNCIL;ACTION At their meeting on December 18, 2000, the City Council reviewed the record and approved the Crown Distribution Facility Major Development Permit (File No. MJ-00-041) pursuant to Planning Commission recommendations based on the finding of fact, conclusions and conditions of the staff report dated December 1, 2000. XI. APPEAL This major development permit may be appealed to Superior Court within 15 days of issuance per Arlington Unified Development Code Section VII.G and Chapter 36.70C RCW, Judicial Review of Land Use Decisions. XII. DECISION This Major Development Permit is hereby, APPROVED, subject to the conditions approved bV the City Council, (see Section VII above). XIII. EXHIBITS 1. File MJ-00-041 (Major Development Permit for Crown Distribution Facility) (on file at City Hall) ORDERED THIS 20TH DAY OF DECEMBER 2000 Cliff rong, Planning Man Responsible Official Distributed to the Followi Parties of Record: • Gary Parkinson & Gr g Blunt, 3409 McDougall Avenue, Everett, WA 98201 • John Burkholder, Higa Engineering Inc., 1721 Hewitt Avenue Suite 401, Everett, WA 98201 • Paul Richart, Public Works Department • Marc Hayes, Public Works Department • Terry Castle, Utilities Department • Dave Anderson, Building Department HACrown DistributingTermit.doc kjr;12/20/00 Page 12 of 12 c. ;. r2b SR r,31 172N35 IT. N.E. I6' PA WALKWAY ! �xr TrPE ui r L►xoec,,PE •�, a•�esCrrp. }yjLY_ r, 1: 1 1 �7. } F"1Rt no' ►wx :,:ems > P I y 4 ' ( GROWN D STRIBUTING IN \\� Bb LDING \ — — a { 570 r- I /4� r. r ••r \ , <r , \r' Y Ar 9 \rt•f 1r' h•�Ar ��:T� I v 1, r P' C Y r < 1• . ''. < > r Y r'v,- r�Ay,PRW �{AJ' ���9V1.11f. ,� ,-•.r , \r � � , Ar' �,, r ~a .���:. '1':;in t^ �' �a'�fy(,C�•�..I�v��}�'_"C���( �♦ . •r�a ♦ �' r a.:Y,.7` t�..Y . .• y rr tir , A r'i .• i ♦`vVr q Ar Gc , 'r•,,�ti.r'i f r•i1�l,r'�Y 1,� 2 ^ ;,,�•..1jJ�' Y1Y ,1... ). !�" Li Rtl ,.T 1 1 nT 1.T., , , , T , , y , T l ••'♦'.C.�►;:C.:Y•'. 1 `♦ Y�:Y Tr. ► i ♦�7• 7`.ti. t :.k. . ,.7 •,:.[ r-k.:'r k rr.lf`. N. I',.4• r �1'.:. r. n r } r, r r r _ � r r r f I �v�,7��1 r• ION, ►r a'1" C•:' •.Y • r .[' ,r C r',a ♦ a:►H`.i :'♦Y a 'r C Y C Y r•: y'4✓d� r ... •1r:, r �',.r >r.h 1 -, ,r•, r,y �,rt�iw, �i�l. _ • . it f\T 1'\ti-S ".'•., M l7 201-0' J. :? I ,u rrr.A Issuing Authc)fkl na url� f, rapru�en��I ' • �. rofer to the �is plan is ..Iy en�ct+i�..I 1 a permi[?�lovsn �v, tionS Of ittinn carmit is a li`Nut,d3 � 11s sit plan. /n �vnich rnmj ....._...w 1721 Hewitt Avenue, Suite 401 CROWN DISTRIBUTING, INC. Everett, WA 98201 (425) 252-2826 fax: 252-9551 LANDSCAPE PLAN ;INEEAING.INC Or SR 531 172ND ST. N.E. _ PAvea w►ir04Ar � { _. .._ .. . -01 _ is rum srwr o r — 0 a 1D-41 n am in0o i -19 �j m -1 $ c z GGQGQ❑ p . � � w -- S3 "A-W w w W W ss I �. _ _ _ . . . — . -- _..._ . X. _ ._ —w . • W _ _ r2 rn This proje� has barn " rc!rd NOT 4o comply%V4ti f� all >ai plicc„tZ and wza � t r � o $I rcn by the 20 (uiUnztI, f;he; ; _ aollvlvo or the Nrmh Issuing Aufh it to c-N-j!< the p -rm3t. Roam rotor to the �1 3.!i_t t,` r•app!io��:1e-mciiuonu of IV ,da rh 3r c; s tc thEs sits PIdM. NOT TO 5CALE 1721 Hewitt Avenue, suite 401 CROWN DISTRIBUTING, INC. t Everett, WA 98201 f (425) 252-2826 fax: 252-9551 SITE PLAN r�.-•., ���.�j_i.. ._f�._y�: .L Y L f.N i'�Z.711i^ S � . oR�dl r1:frD >sT. N-CT— ire wwwr 7 !� IIlII � !I �I }II ifl + illl, Ilil illlil III I . I I11! III III d 4 I I a P �r 7 fcCJtir.Yaf.ti� h' r.l+.i.�-Y. .ar.+u•%t:�+�.�'.rak-. :{tom r' L> '4�i1�i+4?'%3''?.;� 1 tt ♦7i.y� L 11 � :i�l��.gar. rli r . 2 .t f(t�77 �T) (�•� I�Cij 174 $ m I N =CPMIK NOT TO SCALE 1721 Hewitt Avenue, Suite 401 CROWN DISTRIBUTING INC. r Everett. WA 98201 • - (425) .252-2826 tax: 252-9551 SITE PLAN GINEERING.INC. City of ArlingtBuilding Deb oFMR n ,p �,•riutF. — MEF- L DATE: PERMIT # D ) _4 T U O NAME: 5 Iv LEGAL— :;z V`1r Y CI,ASg1F[CATION: ADDRESS: 17II7 ✓�� CCUT0C H BUILDING USE: Y"A N W ep A — g 3 4 5 F, 1 2 2 U A B 3 1 2 2.1 3 4 1 2 1 3 4 5 I M R 1 3 1.1 1.2 2 3 1 CONSTRUG.rZaN 1�1 O�„g0A TYPE OF ZZZ ST• � a I pT�$� g ate ja VCt L F.R. F.R. ONE-HO N Sig Site Plan: Approved Denims Access Requirements: ReCtul"C'e Fire lane: Sprinkler system: Alarm system: Knox Box: Fire extinquishers: Hydrant: # of hydrants required: Location of Hydrant: Location of Knox Box: Location of Fire Extinquishers: Fire Flow requirements: Location of address on building: Dater IRE DEPT: lgnature Buildtonntdchecklist II LLLA 1I,41 h..lt,cthA 'Al ,h 111 - - ��_ �- �T• - - - � - JL i.. J 1 1 if I - ; I r 37 — Ir _ .4A, - � 1 > z fs-T j U K _ I ■ Ir_ t - JL _ - _ _ - - - __ - � �• ;ram { I �`����r� A rTj - ►L w Q ARLINGTON z AIRPORT w 03 ARLINGTON z ►°n ,��2�10 531 172ND ST NE 531 w SMOKEY PROJECT EDGECOMB POINT SITE z w z Q w D > U-) w z � 5 � Q U Lo = a 152ND ST NE c° Q SI SCO STIMSON'S CROSSING VICINITY MAP SCALE: 1"=2000' LEGAL DESCRIPTION PACIFIC NORTHWEST TITLE COMPANY SUBDIVISION GUARANTEE DATED JANUARY 14, 2000, ORDER NO. 101407-1. THE WEST HALF OF THE WEST HALF OF THE NORTHWEST QUARTER OF THE NORTHEAST QUARTER RECEIVED OF SECTION 27, TOWNSHIP 31 NORTH, RANGE 5 EAST, W.M., IN SNOHOMISH COUNTY, EXCEPT ROAD. JAN 5 2001 TAX ACCOUNT #S CITY OF ARLINGTON 31052700100100 31052700100200 O l L� Lf 31052700100201 II i�`- �� -- �""at'y i I I' } 1 I ��, I � I I f I I ti I � L.�� _ 1 �r _ f� r �. RECEIVED JAN 16 20M City of Arlington building Dept (Lo S J<, �� � e r, PUBLIC WORKS CHECKLIST Cr, I1 A-tj rl(4-VS �S PERMIT# (:7�7 I 41 qC.'4 DATE ( ' -1:7) LEGAL 1 nS 274()160 Z_O l Plat Lot Tax W# NAME U,)nt I S-rk j Vf2tj_jI nj ( ADDRESS u z 7 BUILDING USE # of BUILDING UNITS Existing Required Signature Date Water Meter Fire Hydrant Side Sewer Permit ✓ Monitoring Manhole Cross-Connection Control Sewer: Off site On site ✓ Water: Off site ✓ On site Pretreatment Discharge / Permit 1/ Water/Sewer Fees _ ✓ Date received — —6 Date Yellow returned —0 Date Pink returned I ■ � _ 11 - ' � I � ■ 1 - _ I R ti IJ •I I U � I � � r _ I t I I - V II �l Dr4G's City of Arlington 9 - - • . Memo To: Crown Distributing From: Karen Latimer, Water Quality Specialist C CC: Campbell/Nixon &Associates / Dave Anderson, Building Official Date: January 25,2001 Re: Water Quality Review, Building Permit#01-4404 1 have reviewed the documents submitted with the above-referenced building permit.Following are comments,questions,and items that must be completed before the Water and Wastewater Departments will give approval for occupancy. 1. Complete and return the enclosed Cross Connection Survey and Industrial/Commercial Waste Discharge Permit application. 2. Provide the size of water meter required for this project. 3. Provide daily average and peak water demands, in gallons per minute. 4. Provide detailed information for the fire sprinkler system:type, make, model, and manufacturer of backflow prevention assembly to be installed; type of chemicals to be used for freeze protection or corrosion control;dry or wet system, etc. 5. Provide detailed information for all proposed landscape irrigation systems: type, make, model and manufacturer of backflow prevention assembly to be installed;type of chemicals to be used, if any;detail of system zones, if proposed; other pertinent information. 6. Provide a detailed copy of the on-site utilities plan. Include connection details and locations for the following: water meter, fire sprinkler riser, landscape irrigation sprinkler, all proposed backflow prevention assemblies, and the wastewater monitoring manhole. 7. Install a Washington State approved Reduced Pressure Backflow Assembly (RPBA) on the domestic water supply line, after the water meter and before the first point of use or branch connection, per city standard W-16.Alternatively,the RPBA may be installed inside the building in the mechanical room, provided the minimum clearance requirements shown in standard W- 16 are met, an approved Air Gap drain is provided for the relief port,and a Double Check Valve Assembly (DCVA) is installed immediately after the water meter, per city standard W-13 or W- 14 (to be determined by meter size). 0 Page 1 8. All backflow prevention assemblies (RPBA, DCVA, etc.) must be tested by a City of Arlington approved and Washington State certified Backflow Assembly Tester. A list of testers approved by the City of Arlington is attached for your reference.After all backflow prevention assemblies have been tested, the Water Department will inspect all installations to assure they meet city standards. Provide a copy of all test reports prior to calling for inspection. Call Karen Latimer at 360.403.3505 to make arrangements for the inspections. 9. Because a closed water system is created whenever a backflow prevention assembly is installed, it is highly recommended that an expansion tank be installed on the water system to allow for thermal expansion. 10. Pay water and sewer fees, prior to requesting installation of the water meter and/or a side sewer inspection.An estimation of fees will be made after information requested in items 2 and 3 has been provided. Please do not hesitate to contact me at 360.403.3505 should you have any questions. 0 Page 2 r City of Arlington Building Dept PUBLIC WORKS CHECKLIST PERMIT# O q`'f'c4 DATE LEGAL 3jQS27jQ4QlODZ0 1 Plat Lot Tax ID# NAME C,)(,()f� D 15T12.t BUT 1 tJ C� ADDRESS 1 71 /_/ Sr? m Aof--, Ah� BUILDING USE # of BUILDING UNITS Existing Required Signature Date Water Meter Fire Hydrant Side Sewer Permit Monitoring Manhole Cross-Connection Control Sewer: Off site On site Water: Off site On site Pretreatment Discharge Permit Water/Sewer Fees Date received Date Yellow returned Date Pink returned �i ■ I � iA - � it Nit ■ 1 1 I II mill IIJ 1 1 I II ■ n i �� n ■ 1 n _i■ r _ I PLAN REVIEW APPLICATION ) CWA CONSULrANrs 22421 NE 20t"Street Redmond,WA 98053 Phone (425) 836 2833 Fax (425) 836 3707 JURISDICTION INFORMATION 1. Location: -Z 7,11 7 !�;`7 7t- /Q V /V6" 2. Permit Number. O/ -44a4 3. Code Official Name: A lynx SCw 4 Address: 2 12 5. Phone .5 '� Fax(- 4J 3 e% � G 6. Altemate Contact Person: Phone: ( ) Fax( ) PROJECT INFORMATION 1. Name of Project: �' 2yt�-�}1( hl2'rP It l t J 1�11 2. Address: 1 -7 1 1:7 5-171^ A011. NNE Please review plans under Oe following edition of the Uniform Building Code: ( ) 1 94 Edition ( 997 Edition ( ) Other (please specify) Full Review —Structural Only Non-Structural Only 3. Please also review plans sprcompliance yith the following codes: Edition:—U.M.C( ) _ Energy( ) _U.P.C( )_N.E.C( ) Other( ) Specify 4. Enclosed are: 1 copy structural calculations 1 set of plan 1 copy energy calculations 1 copy soil report -1 set ' 5. Soil Bearing Capacity: 6. Seismic Zone No.: 7. Basic Wind Speed: 5W 8. Wind Exposure TZ, 9. Frost Line: 112, 10. Ground/Roof Snow Load: 7,5," 11. Valuation: D 0 G� Comments: GL-I.'�`� r r Code Official's Signature: ,+ Date: 1 /G L PROJECT CONTACT INFORMATION(Optionall 1. Contact Person: 2. Address: 3. Phone: ( ) Fax( ) 4. Copy of review comments to contact person: yes no JJJ:JJ` _ �__ CWA CONSULTANTS STRUCTURAL ENGINEERING BUILDING CODE CONSULTANTS 22421 N.E.20th Street, Sammamish,WA 98074 (425)836-2833 FAX: (425)836-3707 E-Mail: chuckw@gte.net May 8, 2001 Crown Distributing —01-44404 1997 Uniform Building Codes RECHECK David W. Anderson Building Official City of Arlington 238 N. Olympic Avenue Arlington, WA 98223 Dear Mr. Anderson; We have completed our review of the revised plans for Crown Distributing Office/Warehouse Building. The plans have been reviewed for compliance to the 1997 Uniform Building Codes. I am returning all plans approved except the plans for the metal building which require additional corrections. NONSTRUCTURAL 1-9. An area separation wall has been added to separate the office area from the storage area. The area of each building plans is acceptable as submitted. 10. High-Piled Combustible Stock— For your determination. STRUCTURAL Metal Building 1. The metal building plans must be revised as indicated on the submitted sheets. The following additional items must be addressed. 2. Details must be provided on the plans for the braced frames along Lines C including member sizes, gusset plate welding to base plate and columns. 3. A detail must be provided at the intersection of the 4x4 tube sections. Arlington — Crown Distributir,y May 8, 2001 Page 2 of 2 4. Drag struts are required along Lines C and G. Details of the required size and connection to the frames and to each other must be provided. The drag struts must comply with the requirements of Section 1633.2.6 using the load combinations specified in Section 1612.4. 5. A detail must be provided for the connection of the concrete tilt-up panels to the metal building along Lines C and G. The purlins and connections must be designed for the out-of-plane forces as required in Section 1633.2.8.1. Please instruct the designer to indicate on a separate letter which sheet or detail the corrections may be found and to REVISE AND RESUBMIT THE PLANS. Please feel free to contact me if there are any questions. Sincerely; Chuck Williams SE CWA Consultants CC: Campbell/Nixon Architects Fax (253) 854-2475 t - a CWA CONSULTANTS STRUCTURAL ENGINEERING BUILDING CODE CONSULTANTS 22421 N.E.20th Street,Sammamish,WA 98074 (425)836-2833 FAX:(425)836-3707 E-Mail: chuckw@gte.net February 12, 2001 Crown Distributing —01-44404 1997 Uniform Building Codes Type of Construction: II-N sprinklers Occupancy —A-3/ B/S-2 Stories: 2 Seismic Zone: 3 Wind Speed: 80 Wind Exposure: C CEtvEp David W. Anderson R� Building Official 5 2001 City of Arlington FEB 1 238 N. Olympic Avenue LpOVON Arlington, WA 98223 CST`( OF AR Dear Mr. Anderson; We have completed our review of the Crown Distributing Office/Warehouse Building. The plans have been reviewed for compliance to the 1997 Uniform Building Code, 1997 Uniform Mechanical Code, 1998 Washington State Nonresidential Energy Code and 1998 Washington State Accessibility Requirements. NONSTRUCTURAL 1 . The area of the A-3 occupancy must include the pre-function area since this is an assembly usc. The classification of the warehouse storage area as an S-2 occupancy must be verified. The storage of beer and wine is limited to metal, glass or ceramic containers. No cardboard containers are permitted. The actual occupancy should be S-1. 2. Based on the requirements of Table 5-B an A-3 occupancy cannot be located on the second floor of a Type II-N building. An A-3 occupancy of Type II-N construction is limited to a single story building. The minimum type of construction using noncombustible framing and an A-3 occupancy on the second floor would be a Type II-1 hour. Arlington — Crown Distributing 01-4404 February 12, 2001 Page 2 of 8 3. Since it is unreasonable to assume that the metal building portion will be provided with one-hour construction throughout, two options are available to the designer. First the type of construction should be Type II 1 hour with sprinkler substitution for the fire resistive construction. The sprinklers cannot also be used for an area increase. Second an area separation wall (ASW) per Section 504 could be used to separate the two-story portion of the building from the metal building portion. 4. The allowable area calculation for the building shown on Sheet A-0.1 is not correct. The designer cannot merely add the allowable areas for the different occupancies. An area ratio using the actual/allowable area ratio must be provided for each separate occupancy. The total sum cannot exceed one. Section 504.3. using the multi-story and yard increases permitted for the entire building, the following is area analysis: Alternate 1 Occupancy Actual Allowable Ac/AI A-3 2,640 13,500x2x2= 54,000 0.05 B/S1 27,237 18,000x2x2= 72,000 0.38 S-1 64,157 18,000x2x2= 72,000 0.89 Total 1.32 NG Assuming S-2 occupancy for the warehouse storage S-2 64,157 27,000x2x2=108,000 0.60 Total 1.03 NG 5. Additionally the first floor cannot exceed the allowable area for a single story building. Section 504.1. The actual area of the first floor is 80,122 sf. Since sprinklers cannot be used for area increase and no multi-story increase is permitted, the allowable area of a single story building of B/S1 occupancy would be 18,000x2 (yards) = 36,000 sf. The ratio Ac/AI = 2.24. Certainly this is not acceptable. 6. Since the actual/allowable area ratio exceeds one, a 2-hour ASW must be provided to separate the structure into two separate buildings. For this particular structure it appears to be relatively simple to provide the area separation. The tilt-up wall between the two structures can be used for most of the separation. At the South end of the 2-story portion the ASW must be continuous from the foundation to the roof decking without any horizontal offsets. 7. With the area separation the allowable area for each building is as follows. Area 1 — 2-story Type II 1-hour with sprinkler substitution, yards 2 sides. Occupancy Actual Allowable Ac/AI A-3 2,640 13,500x1.5x2= 40,500 0.07 B/S1 27,237 18,OOOx1.5x2= 54,000 0.50 �I Arlington — Crown Distributing 01-4404 February 12, 2001 Page 3 of 8 Total 0.57 OK Area 2 — 1-story Type I I N with sprinklers, yards 2 sides. S-1 64,157 18,OOOx1.5x3= 72,000 0.89 Total 0.89 OK This information should be placed on the plans. 8. All openings in the 2-hour ASW must be protected with 1-1/2-hour listed assemblies. 9. Since the entire roof is non-combustible, the ASW may terminate at the underside of the roof decking provided there are no openings in the roof deck, for any purpose, within 5' of the ASW. Section 504.6.4, exception 3. 10.The sprinkler system should be designed considering "High-Piled Combustible Stock" per the Fire Code. Your Fire Department should review these requirements. 11.The construction joints at the top of walls that require protected openings (corridor separations) should be listed construction joint assemblies. The listing number (UL, ICBO etc) along with construction details should be provided on the plans. The. construction joints should be capable of accommodating the required deflection of the adjacent structural members. A detail should be provided where the wall is beneath the metal floor decking (both perpendicular and parallel to flutes) and roof/floor beams. 12.Details should be provided for protection of all the through-penetrations and membrane penetrations of all fire resistive wall and floor assemblies. Section 710. These should be listed assemblies with listing number provided. 13.Glazing within a 24" arc of either side of a doorway should be safety glazing. The location of all safety glazing should be indicated on the plans. 14.The exterior doors must swing over a landing that is not more than 1/2" lower than the threshold of the doorway. The landing must be 44" minimum. 15.The facing of the insulation that is exposed to the interior must have a maximum flame-spread of 25. EXITS 1. Panic hardware must be provided for all of the exterior exit doors and doors from the A-3 occupancy since these doors serve as an exit for the assembly occupancy. Section 1007.2.5. This should be added to the door schedule. 2. Since this is a 2-story building the stairs are not required to be enclosed. However Stair#4 must be separated (1-hour construction with S labeled doors) from the room Arlington — Crown Distributing 01-4404 February 12, 2001 Page 4of8 at the second level since the stairs open into a rated corridor at the first floor level. All of the other stairs open into rated corridors at both levels. 3. The plans must be clarified to indicate how the one-hour corridor construction and protected door opening is provided at the individual Sales rooms and the restrooms. 4. Dead-end corridors are limited to 20'. This should be indicated on the plans for the corridor at Room 125 and 212. 5. The door schedule should indicate that corridor doors must comply with the 1997 UBC Standard 7-2. The notes should state that all smoke and draft assemblies be tested for a maximum allowable leakage rating of 3 cfm per square foot and be labeled with an "S" rating. 6. Glazing within the walls of the one-hour corridor must be listed 3/4-hour assemblies. The total area of the glazing cannot exceed 25% of the common wall area (check game room). 7. Illuminated exit signs should be placed at all exit doors and hallways to clearly indicate the direction of egress. Section 1013.1 8. Battery backup should be provided for the exit signs. Section 1013.4 MECHANICAL 1. No mechanical plans were submitted. We can review these when they are submitted to you. 1998 WASHINGTON STATE RESIDENTIAL ENERGY CODE (WAC 51) 1. We did not receive any energy compliance forms. These should be submitted with the recheck. At a minimum the following items should be addressed. 2. If the component performance building envelope option is used, target UA and proposed UA calculations using equations 13-1 and 13-2 should be provided to verify compliance with Section 1331. Each component area and U-factor should be identified in the equation. 3. The designer should note on the plans that all glazing shall be certified and labeled with its U-factor and solar heat gain coefficient by an independent agency licensed by the NFRC. Section 1312.1 4. Outdoor air is required for this building per the Washington State Ventilation and Indoor Air Quality Code (WAC 51-13). When the mechanical system is submitted, the quantities of outdoor air supplied to each area should be listed on the plans per e A • ��Nl! �,��. Arlington — Crown Distributing 01-4404 February 12, 2001 Page 5 of 8 Table 3-4 of that code. Calculations should be submitted to justify the listed quantities. 5. For areas using the Component Performance Lighting Option, the designer should provide calculations showing compliance with Section 1531 and Table 15-1. 6. For the exterior lighting, the designer should provide calculations showing that the amount of exterior lighting is within the exterior lighting power allowance per Section 1522 or Section 1532. 7. The daylight zones in rooms should be shown to have switches, occupant sensors, or daylight sensors to control the luminaries near the window wall, independent of the general area lighting. Section 1513.3, Section 1210. 8. Since this office building is larger than 25,000 sq. ft., automatic sensor or timer switches should be shown on the plans which will turn off the lighting during unoccupied hours. Section 1513.6 9. A note should be provided on the plans stating that occupancy sensor switches shall turn off all the lights in an area no more than 30 minutes after the area has been vacated. Section 1513.6.1 1998 WASHINGTON STATE REGULATIONS FOR BARRIER-FREE DESIGN 1 . One of the accessible parking spaces must be van-accessible. The intermediate space must be a minimum of 8'. 2. The maximum side slope for curb cut ramps should be 1:12, where the width of the sidewalk at the top of the ramp is less than 48". Section 1106.4.7.3 3. All doors in the building that have a latch set or lock set should have lever-type operating hardware. Section 1106.3.1 4. Door thresholds should be shown as no higher than 1/2". The edges should be beveled at 1 vertical : 2 horizontal, with a maximum edge height of 1/4". Sections 1106.10.4, 1106.6 5. The bottom of the vision panels in doors should be shown within 40" of the floor. Section 1106.10.7 6. Forward approach to a door which must be pulled open requires a minimum side clearance of 18 inches next to the latch on the approach side. Several doors should be revised or dimensioned. Section 1106.10.3 item 1 1 Arlington — Crown Distributing 01-4404 February 12, 2001 Page 6 of 8 STRUCTURAL 1. For your information, "Special Inspection" is required for: Concrete construction (Tilt-up walls) Anchor bolts (Table 19-F) Steel deck welding Structural steel welding High strength bolting 2. The soil report (Page 7 of 9) recommends the building be designed to accommodate a liquefaction settlement of 1%2". The engineer of record must address this concern. If any modification to the building is required than the modification should be clearly detailed on the plans. 3. Technically the two buildings should be separated with a seismic separation since one building is very flexible and the other is relatively stiff. No separation would be required if the engineer of record provides a statement indicating that they have reviewed the design and the design lateral deflections are acceptable. 4. Calculations should be provided for the footings. 5. Calculations must be submitted for the tilt-up wall panels for loads both parallel and perpendicular to the walls. Section 1921.6.13 should be verified for pier requirements. 6. An R=4 must be used for determining the diaphragm forces for flexible diaphragm diaphragms supporting concrete or masonry walls. Section 1633.2.9, item 3. 7. A subdiaphragm analysis must be provided for the roof diaphragm where the framing is parallel to the wall. The subdiaphragm must be capable of transferring all wall anchorage forces (Section 1633.2.8.1) to the main diaphragm. Section 1633.2.9, item 4. 8. The wall anchors must comply with all of the requirements of Section 1633.2.8.1. The steel elements (including the subdiaphragm) must have the strength to resist 1.4 times the strength level forces calculated in Section 1633.2.8.1. Since ASD values are used for the seismic forces, the forces must be increased by a factor of 1.4 (strength level) in addition to the 1.4 increase required by item 4. 9. The building contains a re-entrant corner. The requirements of Section 1633.2.9, item 7 must be addressed. See the "Seismic Design Manual", Volume III for an illustrated example of the requirements. No 1/3 increase in stress is permitted. 10.Since the seismic forces calculated by the engineer are based on allowable stress design, when using the seismic force Ern (S2oEh) the calculations must elevate the o i 1 Arlington — Crown Distributing 01-4404 February 12, 2001 Page 7 of 8 forces to strength level by multiplying the actual seismic forces by 1.4 in addition to Q0. The actual calculations used for the typical seismic forces are at working stress levels. 11.All collector elements, splices and their connections must have the strength to resist the maximum anticipated earthquake force Em. Section 1633.2.6. Equations 12-17 and 12-18 should be used for these members. 12.Diaphragm chords must be justified. The actual chord forces for the area between E and C are approximately 45 kips. The chord must be detailed on the plans. 13.Calculations should be provided for the Reliability/Redundancy Factor, p, and should be applied to all structural components that utilize Eh. Metal Building 14.Additional comments may be forthcoming when the completed plans and calculations are submitted. 15.Complete seismic load calculations must be provided for the metal building. The seismic load must include the weight of the tilt-up concrete panels on both sides of the building. 16.Input and output data must be provided for the computer program used to determine the design moments and shears for the lateral resisting elements. 17.The ordinary moment-resisting frames must comply with the requirements of Section 2213.6. Complete calculations must be provided. 18.The rod type braced frames along the long axis must comply with Section 2213.8.5. Complete calculations must be provided. 19.The columns must comply with the addition load combination requirements of Section 2213.5. 20.Calculations should be submitted for the wall panels connections at the metal building. How are these loads transferred to the moment-resisting frames? Complete calculations must be provided. Section 1633.2.4.2. 21.A subdiaphragm analysis must be provided for the roof diaphragm where the framing is parallel to the wall. The subdiaphragm must be capable of transferring all wall anchorage forces (Section 1633.2.8.1) to the main diaphragm. Section 1633.2.9, item 4. 1l Arlington — Crown Distributing 01-4404 February 12, 2001 Page 8 of 8 22.The wall anchors must comply with all of the requirements of Section 1633.2.8.1. The steel elements must have the strength to resist 1.4 times the strength level forces calculated in Section 1633.2.8.1. Since ASD values are used for the seismic forces, the forces must be increased by a factor of 1.4 (strength level) in addition to the 1.4 increase required by item 4. Please instruct the designer to indicate on a separate letter which sheet or detail the corrections may be found and to REVISE AND RESUBMIT THE PLANS. Please feel free to contact me if there are any questions. Sincerely; Chuck Williams SE CWA Consultants CC: Campbell/Nixon Architects Fax (253) 854-2475 v R City of Arlington Public Works Department Memorandum TO: John Burkholder, High Burkholder Associates FROM: Paul A. Richart, PE, City EnginVt�2 CC: David Anderson, Building Official Greg Blunt, Crown Park, LLC DATE: May 1, 2001 SUBJECT: Crown Distribution and Crown Park Commercial Park Mitigation Fee and Stormwater System Development Charge. We have received your letter requesting the waiver of the fees. The park fee is waived. The stormwater system development charge will be waived with the condition we discussed yesterday. This condition is confirmation of the plan to perform stream restoration as part of the Crown Park Development. This restoration will satisfy the mitigation for the Crown Distribution building. Please confirm by letter that this is acceptable. RECEIVED MAY 01 2001 CITY OF ARLINGTON Page 1 of 1 Salt By: Higa Burkholder Associates, LLC; 425 252 9551 ; May-1 -01 15:14; Page 2i2 HIGA- BURKHOLDER ASSOCIATES, LLC LAND US2 PLANNING / CIVIL ENGINEERING April 24,2001 Paul Richart,City Engineer City of Arlington 238 North Olympic Avenuc Arlington,WA 98223 Re: Request to Waive Commercial Parks Mitigutlon and Stormwater System Development Charge for Crown Distributing and Crown Park LLC Dear Paul: You asked me to formally request a waiver of the aforementioned fees. It is important that we get this resolved prior to the issuance of the building permit on Crown Distributing. At the Arlington Planning Commission hearing where this project was recummended for approval, I testified that my clients opposed these two mitigation requirements on legal grounds. Our review of the ordinances suggested that the City had not done the ncccssary analysis to impose these fees. On behalf of my clients Crowd Park LLC and Crown Distributing,we agreed to pay the mitigation under protest and indicated chat damages would be incurred if my clients were required to actually pay the fees. Since that hearing.the City has eliminated those ordinances and Crown Park LLC and Crown Distributing are formally requesting that you remove the payment of these fees as conditions (Section VII,4 and 5)of the Major Development Permit 4NIJ-00-041. We expect to receive our building permit from the City this week and need to resolve this issue bofort then. Please fie] free to call me if you have any questions. Thank you in advance for your prompt attention to this matter. Sincerely, Hip Burkho der Ass lates,LLC REC; enw. urkholder,AICP Principal Planner cc BobPower/Patrick McQueen—SEA-CON Gfi�31 Greg Blunt—Crown Paris LLC CIN 0f IRUN 1721 HAwItC AvQnU4 0 SurrA 401 ■ Everett. Washington 86201 ■ t485) 252-ROMS 0 fex: (425) 252-9551 rff1 5 B & T DESIGN & ENGINEERING, INC. & P.O. BOX 595 a ISSAQUAH, WA 98027 (425) 557-0779 • (425) 557-0765 (FAX) David W. Anderson,Building Official March 12,2001 City of Arlington Building Dept. 238 North Olympic Avenue Arlington, Washington 98223 Re Structural response letter to the 2/12/200 1-correction letter from CWA Consultants(Chuck Williams, S.E.). Plan Check Number 01-44404. Dear Mr. Anderson, This letter is regarding our response to the above-mentioned letter regarding the structural items. The following items are in direct number correlation with the numbered letter items: STRUCTURAL 1 ) See enclosed structural general note sheet S4.1 for added special inspection items. 2.) The required soil bearing capacity is noted as 2,500 p.s.f.. B&T Design used a 1,500 p.s.f design capacity to compensate for the liquefaction settlement. I) No separation is required as the pre-manufactured building(Metallic)is being limited to a smaller lateral deflection. Therefore, seismic separation is not being required in our design. 4.) See enclosed structural calculations for footings as requested. 5.) See enclosed structural calculations for the tilt up panels. 6.) An R=4 factor was used for the lateral design in this area. 7.) A subdiaphragm analysis was used for the lateral load out of plane for the panels. See floor and roof sections A/56.1 and A/57.1 for the section connection capacities in the out of plane directi6n. 8.) Wall anchors were designed for the forces as discussed in item seven(7). See sedions A/56.1 and A/57.1. 9.) Please clarify the specific area of concern regarding this comment. [Chuck,please call Terry or Jim regarding this item.] (425)557-0779. 10.) See item 9 comment for the response to this question, 11.) This calculation was used for the collector connections. 12.) See chord connections at the floor and roof at column locations where the kerf plate through columns arAA32514 bolts were used for the connections. See the sections for the capacities. 13.) See the enclosed calculations for this item. Please call if you have any further questions regarding the plan check response items. Sincerely. Jim Trueblood Vice President REC Cc: Seattle Construction Services,Inc.,Patrick McQueen,Project Manager MAR 16 2001 CITY OF ARLII\IGTON ' I L ' I 11 •'•- 1 i r. '`1 1 _ r _ 1 h 1.. •fir ' .• ��r I •I .. IL I ' r J- ��1 'i■ f �■ i ±r ■ I 1 ` ■ -4 !�-■ram. 1 II I� r „L I •' k I ' I -- -1 y1 I ti• '■ 1.. '- rl- � - '•I_ lr - of'• �1 - I - I Z I • _ I - ` J ,: - - III ■ . . =r C ol, ` im- w - '- kA` 1� �■■1; ■ [ - : ■ _ I _ r _ Vol som Nor V ■ 1 is '_1" ■— _ - . 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II I'I ■1 ■m *y - .: 1 I. .11 1 ■ r` t _. - . r 1 1 • - ■ J I _ '■ • ' .IL No }r� r r I 1i 11 J � 16 ■ 1 �•�' = I 11 - ■ ■ - 1 �1 ■ _1 ' _ ~ ■ 'In. T • _, 1 � 'lI Ilo- ■'•' ■ _ 1 • L 1 1 ' _ : 'r 1 ' I L•. r -• 1 \ - * •� ' I - - - 'I '.• 11'� I- ' - •.I _ •/. III L � ~� — _I�•'ML _ 0 _I:L — _ ■1 - - rf B & T DESIGN & ENGINEERING, INC. & P.O. BOX 595 • ISSAQUAH, WA 98027 (425) 557-0779 • (425) 557-0765 (FAX) David W. Anderson,Building Official March 12,2001 City of Arlington Building Dept. 238 North Olympic Avenue Arlington, Washington 98223 Re; Structural response letter to the 2/12/2001-correction letter from CWA Consultants(Chuck Williams, S.E.). Plan Check Number 0144404. Dear Mr. Anderson, This letter is regarding our response to the above-mentioned letter regarding the structural items. The following items are in direct number correlation with the numbered letter items: STRUCTURAL 1.) See enclosed structural general note sheet S4.1 for added special inspection items. 2.) The required soil bearing capacity is noted as 2,500 p.s.f.. B&T Design used a 1,500 p.s.f design capacity to compensate for the liquefaction settlement. 3.) No separation is required as the pre- nufactured building(Metallic)is being limited to a smaller lateral deflection. Therefore,seismic separation is not being required in our design. 4.) See enclosed structural calculations for footings as requested 5.) See enclosed structural calculations for the tilt up panels. 6.) An R=4 factor was used for the lateral design in this area. 7.) A subdiaphragm analysis was used for the lateral load out of plane for the panels. See floor and roof sections A/S6.1 and A/S7.1 for the section connection capacities in the out of plane direction. 8.) Wall anchors were designed for the forces as discussed in item seven(7). See sections A/S6.1 and A/57.1. 9.) Please clarify the specific area of concern regarding this comment. [Chuck,please call Terry or Jim regarding this item.](425)557-0779. 10.) See item 9 comment for the response to this question. 11.) This calculation was used for the collector connections. 12.) See chord connections at the floor and roof at column locations where the kerf plate through columns and A325N bolts were used for the connections. See the sections for the capacities. 13.) See the enclosed calculations for this item. Please call if you have any further questions regarding the plan check response items. Sincerely. Jim Trueblood Vice President RECEIVED MAR 16 2001 Cc: Seattle Construction Services,Inc.,Patrick McQueen,Project Manager CITY OF ARLINGTON '�i 1-_000190) 165 NE Juniper Street, Suite 100• Issaquah, Washington 98027•Tel-425/837.9720 Fax-425/837.1585 March 15, 2001 Mr. Dave Anderson Building Official City of Arlington 238 N. Olympic Ave. Arlington, WA 98223 Subject: Building Permit Re-Submittal for Crown Distributing Permit#01-4404 Dear Dave, In response to CWA Consultants' 2/12/01 letter, we are re-submitting revised plans for the Crown Distributing Project. As discussed in our pre-submittal meeting on 11/21/00 the mechanical plans, electrical and lighting plans, and metal building plans will be deferred submittals. To support our current schedule we need to begin construction as soon as possible. We propose to commence with site clearing and grading under the current grading permit on 3/26/01, followed by foundation work starting on 4/9/01. Is this acceptable to your office? Please contact me to discuss this matter further. Sincerely, Patrick McQueen Project Manager SEA CON cc: John Bargreen Crown Distributing RECEIVED Peter Bargreen Crown Distributing John Burkholder HIGA Burkholder MAR 16 2001 CITY OF ARLINGTON b ly(446� - - t I I 420 West Harrison Street, Suite 202 • Kent, WA 98032 • • • Phone: 253.854.2470 • FAX: 253.854.2475 Campbell/Nixon & Associates, Inc. ■ ARCHITECTS & PLANNERS AMERICAN INSTITUTE OF ARCHITECTS March 8, 2001 r D G � David W. Anderson-Building Offi ' MAR 1 Z �61�i1 City of Arlington 238 N Olympic Avenue ��� ��� ��,�. Arlington, WA 98223 RE: Project: Crown Distributing-Tracking# 0 1-44404 In reply to your letter dated February 12, 2001 The numbering system of the response letter corresponds with the numbers of the letter dated February 12, 2001 Non-Structural l. The Pre-Function area has been included as part of the A-3 occupancy. See sheet A0.3 and 2/A5.1. The classification of the warehouse storage area is S-2. Paper containers and pallets are permitted per 1997 UBC, Section 311.1 Division 2. 2. The construction type on the office portion has been revised to a type 11-1 hour with sprinkler substitution to accommodate an A-3 occupancy on the second floor. Please see sheet A0.1, project information. 3. The construction type on the metal building portion is type II-N with a 2-hour Area Separation wall (ASW) and with sprinkler substitution. Please see sheet A0.1, project information. 4. The allowable area calculation for the building has been revised. Please see item#7. 5. The allowable area calculation for the first floor has been revised. Please see item#7. 6. The 7 '/4"thick tilt-up concrete wall between the office and the metal building are sufficient for a 2-hour area separation wall (ASW)per 1997 UBC,table 7-13, item #7— light weight concrete. The ASW at the South end of the 2-story portion of the office have been revised. Please see sheet A2.2, A2.3 and wall type `J' on sheet A0.4. 7. With the area separation, the allowable area for each building has been revised. Please see sheet A0.1, project information gross building area, allowable area calculation and sheet A0.4 for the wal I types legend. v' 8. All the openings in the 2-hour ASW have been revised with 1-1/2-hour • R E C E I VF-U / hour listed assemblies. Please see sheet A2.2, A2.3, A3.1 and A3.2. MAR 9. There are no openings within 5'-0" of the ASW in the roof deck. Please see note on sheet A2.5. 10. The fire and sprinkler system calculation and plans are to be a deferred submittal. We will notify of the required `High-Piled Combustible Stock' sprinkler system information to the fire and sprinkler designer. 11. Please see sheet A0.2 and A0.3 for the rated corridor and the corridor construction on sheet A5.6, detail#3. 12. Please see detail 4, 5 and 6 on sheet A5.6 for protection of all the through-penetrations and membrane penetrations of all fire resistive wall and floor assemblies. 13. The locations of all safety glazing have been indicated on the elevations. Please see sheet A4.1. 14. The landing has been added to the exterior door on the west side of the building. Please see sheet Al.1 and detail 3/A3.2. 15. Please see wall section/detail on sheet 1/A5.6. Exits 1. The note has been added to the door schedule. Please see sheet A3.2, door hardware notes #6. 2. Stair#4 has been revised to separate from the room at the second floor. Please see sheet A2.3 and A3.2, door hardware notes#5. 3. Please see sheet A2.2, A2.3, A3.1, A3.2 and detail#3 A5.6. 4. Please see sheet A2.2 and A2.3 for the 20'-0" limit for dead-end corridors. 5. The notes have been added to the door schedule. Please see sheet A3.2, door hardware notes #5 6. The glazing within the wall of the one-hour corridor has been revised to a 3/4-hour assembly and the game room has been revised so as not exceed 25% of the common wall area. Please see sheet A2.3 and A3.3. 7. Illuminated exit signs have been added to the plans. Please see sheet A7.1 and A7.2. 8. Please see sheet A7.1, reflected ceiling note#8. s 1998 Washington State Regulations for Barrier-Free Design 1. The van-accessible parking space has been added to the plan. Please see sheet Al.1 and detail 7/A 1.2. 2. Please see sheet Al.1, General notes #1 3. Please see sheet A3.2, door hardware#4 4. Please see sheet A3.2, detail 3/A3.2. 5. There are no bottom vision panels in doors. 6. The doors have been revised and dimensioned. Please see sheet A2.2 and A2.3. Please do not hesitate to contact us if you should have any questions or require any additional information. Since ly, T E ixon AIA I 1N G �' City of .A.rlinoton Building Department 9`r�iN 6, FAX Cover Sheet Date: Z O Number of pages to follow:-3 Response needed As requested _ FYI TO: Z70 # M FIRM: t -4-et i FAX #: #ft' ,t Z�L 9CS/ FROM: RE: N /VR#c PAN R*V,&W APPYPPJ Additional CommeiI: " #F'W ROWS &^all N'lW &/ 44*U j Ap 4!k 94dA-MTww,- 7r" c4age�t rr s -4 A& UW ,Qk4&d 238 N Olympic Ave Arlington WA 98223 Ph. (360) 435-0724 FAX (360) 435-3906 Or 0 • 420 West Harrison Street, Suite 202 Kent, WA 98032 • • Phone: 253.854.2470 FAX: 253.854.2475 a ' belt Nix' on & Associates, Inc. ARCHITECTS & PLANNERS AMERICAN INSTITUTE OF ARCHITECTS March 8, 2001 JE C E � v 0 �� - D David W.Anderson-Building Offi City of Arlington 238 N Olympic Avenue � ^ON LLl Arlington, WA 98223 S v RE: Project: Crown Distributing-Tracking# 01-44404 In reply to your letter dated February 12, 2001 The numbering system of the response letter corresponds with the numbers of the letter dated February 12, 2001 Non-Structural ✓1. The Pre-Function area has been included as part of the A-3 occupancy. See sheet A0.3 and ` 2/A5.1. The classification of the warehouse storage area is S-2. Paper containers and pallets �• are permitted per 1997 UBC, Section 311.1 Division 2. The construction type on the office portion has been revised to a type II-1 hour with sprinkler substitution to accommodate an A-3 occupancy on the second floor. Please see sheet A0.1, project information. 3. The construction type on the metal building portion is type 11-N with a 2-hour Area Separation wall (ASW)and with sprinkler substitution. Please see sheet A0.1, project information. 4. The allowable area calculation for the building has been revised. Please see item #7. `-5. The allowable area calculation for the first floor has been revised. Please see item#7. 6. The 7 ''A"thick tilt-up concrete wall between the office and the metal building are sufficient for a 2-hour area separation wall (ASW)per 1997 UBC,table 7-B, item#7—light weight concrete. The ASW at the South end of the 2-story portion of the office have been revised. Please see sheet A2.2,A2.3 and wall type `J' on sheet A0.4. 7. With the area separation,the allowable area for each building has been revised. Please see sheet A0.1, project information gross building area, allowable area calculation and sheet A0.4 for the wall types legend. RECEIVED 01k. All the openings in the 2-hour ASW have been revised with 1-1/2-hour listed assemblies. Please see sheet A2.2,A2.3, A3.1 and A3.2. MAR 16 ZOO' CITY OF ARLINGTON t --qqG PA 9. There are no openings within 5'-0"of the ASW in the roof deck. Please see note on sheet A2.5. 10.j The fire and sprinkler system calculation and plans are to be a deferred submittal. We will notify of the required `High-Piled Combustible Stock' sprinkler system information to the fire and sprinkler designer. 11. Please see sheet A0.2 and A0.3 for the rated corridor and the corridor construction on sheet A5.6, detail#3. 12. Please see detail 4, 5 and 6 on sheet A5.6 for protection of all the through-penetrations and membrane penetrations of all fire resistive wall and floor assemblies. 13. The locations of all safety glazing have been indicated on the elevations. Please see sheet A4.1. 14. The landing has been added to the exterior door on the west side of the building. Please see sheet A1.1 and detail 3/A3.2. 15. Please see wall section/detail on sheet 1/A5.6. Exits 1. The note has been added to the door schedule. Please see sheet A3.2, door hardware notes#6. 2. Stair#4 has been revised to separate from the room at the second floor. Please see sheet A2.3 and A3.2, door hardware notes#5. 3. Please see sheet A2.2, A2.3, A3.1, A3.2 and detail #3 A5.6. 4. Please see sheet A2.2 and A2.3 for the 20'-0" limit for dead-end corridors. 5. The notes have been added to the door schedule. Please see sheet A3.2, door hardware notes#5 6. The glazing within the wall of the one-hour corridor has been revised to a 3/4-hour assembly and the game room has been revised so as not exceed 25% of the common wall area. Please see sheet A2.3 and A3.3. C*�- 7. Illuminated exit signs have been added to the plans. Please see sheet A7.1 and A7.2. V ' 8. Please see sheet A7.1, reflected ceiling note#8. or 1998 Washington State Regulations for Barrier-Free Design 1. The van-accessible parking space has been added to the plan. Please see sheet Al.I and detail 7/A 1.2. 2. Please see sheet Al.1, General notes#1 3. Please see sheet A3.2, door hardware#4 4. Please see sheet A3.2, detail 3/A3.2. 5. There are no bottom vision panels in doors. 6. The doors have been revised and dimensioned. Please see sheet A2.2 and A2.3. Please do not hesitate to contact us if you should have any questions or require any additional information. Since -ly, I'ec E ixon AIA } qi • 420 West Harrison Street, Suite 202 • Kent, WA 98032 • • Phone: 253.854.2470 • FAX: 253.854.2475 Campbell/-Nixon Associates, Inc. ARCHITECTS & PLANNERS AMERICAN INSTITUTE OF ARCHITECTS March 8, 2001 I David W. Anderson-Building Off iD MAR City of Arlington 238 N Olympic Avenue GON LLl Arlington, WA 98223 SEPt '`� RE: Project: Crown Distributing-Tracking#01-44404 In reply to your letter dated February 12,2001 The numbering system of the response letter corresponds with the numbers of the letter dated February 12,2001 Non-Structural 1. The Pre-Function area has been included as part of the A-3 occupancy. See sheet A0.3 and 2/A5.1. The classification of the warehouse storage area is S-2. Paper containers and pal lets are permitted per 1997 UBC, Section 311.1 Division 2. 2. The construction type on the office portion has been revised to a type II-1 hour with sprinkler substitution to accommodate an A-3 occupancy on the second floor. Please see sheet A0.1, project information. 3. The construction type on the metal building portion is type II-N with a 2-hour Area Separation wall (ASW)and with sprinkler substitution. Please see sheet A0.1,project information. 4. The allowable area calculation for the building has been revised. Please see item#7. 5. The allowable area calculation for the first floor has been revised. Please see item#7. 6. The 7 '/4"thick tilt-up concrete wall between the office and the metal building are sufficient for a 2-hour area separation wall (ASW)per 1997 UBC, table 7-13, item#7—light weight concrete. The ASW at the South end of the 2-story portion of the office have been revised. Please see sheet A2.2, A2.3 and wall type `J' on sheet A0.4. 7. With the area separation, the allowable area for each building has been revised. Please see sheet A0.1,project information gross building area,allowable area calculation and sheet A0.4 for the wall types legend. RECEIVED 8. All the openings in the 2-hour ASW have been revised with 1-1/2-hour listed assemblies. Please see sheet A2.2, A2.3, A3.1 and A3.2. MAR 16 2001 CITY OF ARLINGTON 5 L -q(fib� 9. There are no openings within 5'-0"of the ASW in the roof deck. Please see note on sheet A2.5. 10. The fire and sprinkler system calculation and plans are to be a deferred submittal. We will notify of the required `High-Piled Combustible Stock' sprinkler system information to the fire and sprinkler designer. 11. Please see sheet A0.2 and A0.3 for the rated corridor and the corridor construction on sheet A5.6,detail#3. 12. Please see detail 4, 5 and 6 on sheet A5.6 for protection of all the through-penetrations and membrane penetrations of all fire resistive wall and floor assemblies. 13. The locations of all safety glazing have been indicated on the elevations. Please see sheet A4.1. 14. The landing has been added to the exterior door on the west side of the building. Please see sheet Al.I and detail 3/A3.2. 15. Please see wall section/detail on sheet 1/A5.6. Exits 1. The note has been added to the door schedule. Please see sheet A3.2, door hardware notes#6. 2. Stair#4 has been revised to separate from the room at the second floor. Please see sheet A2.3 and A3.2, door hardware notes#5. 3. Please see sheet A2.2,A2.3, A3.1, A3.2 and detail #3 A5.6. 4. Please see sheet A2.2 and A2.3 for the 20'-0" limit for dead-end corridors. 5. The notes have been added to the door schedule. Please see sheet A3.2, door hardware notes#5 6. The glazing within the wall of the one-hour corridor has been revised to a 3/4-hour assembly and the game room has been revised so as not exceed 25% of the common wall area. Please see sheet A2.3 and A3.3. 7. Illuminated exit signs have been added to the plans. Please see sheet A7.1 and A7.2. 8. Please see sheet A7.1, reflected ceiling note#8. a 1998 Washington State Regulations for Barrier-Free Design 1. The van-accessible parking space has been added to the plan. Please see sheet Al.1 and detail 7/A1.2. 2. Please see sheet Al.1, General notes#1 3. Please see sheet A3.2, door hardware#4 4. Please see sheet A3.2, detail 3/A3.2. 5. There are no bottom vision panels in doors. 6. The doors have been revised and dimensioned. Please see sheet A2.2 and A2.3. Please do not hesitate to contact us if you should have any questions or require any additional information. Sincet -ly, Tcc E ixon AIA �r r.` Western Geotechnical Consultants, Inc. 4181 Saltsprings Drive • Ferndale, WA 98248 Phone (360) 380-2507 • Fax (360) 380-2507 May 23, 2000 Crown Distributing Inc. 3409 McDougall Avenue Everett, WA 98210 Re: Report Geotechnical Engineering Investigation Commercial Distribution Building Roetcisoender and Parldnson Properties SE Corner of SR531 and 59th Ave. NE Arlington, WA Western Geotechnical Consultants Inc. is pleased to present the results of our geotechnical engineering investigation for the proposed commercial building in Arlington, WA. The investigation was performed in general accordance with our proposal dated March 31, 2000. The site is located on the southwest corner of SR531 (172°d St. NE) and 59`h Ave. NE. Figure 1 is a site plan showing the site layout and approximate building location relative to other site features. The project plan involves construction of a 750,000 square foot commercial distribution facility on the site. The site occupies 101.70 and the building will be located near the northwest comer of the property. PURPOSE AND SCOPE The purpose of our investigation for the site included the following services: • Drilling 6 borings within the proposed building footprint to obtain design level geotechnical information for use in foundation design and general site development. The borings were advanced to depths ranging between 30 and 45 feet below present grade. • Developing tabulated logs for each boring as to the thickness and depth of each soil unit and describing the soils encountered in accordance with the Unified Soils Classification System (USCS). • Performing field and laboratory testing, as required, for use in our engineering evaluation of the site. • Preparing this engineering report including a summary of work performed, and our recommendations for: • Foundation design for the proposed facility including allowable bearing pressures settlement estimates. General site development including rough stripping criteria. JAN 5 2001 CITY OF ARLINGTON 0I - 'A k �- r • ;r 1 �� 1' Geotechnical Engineering Investigation Western Geotechnical Consultants,Inc. Crown Parks,LLC Property May 23,2000 • Cutting and structural fill criteria including the suitability of on site materials for use as structural fill. • Floor slab support. • Drainage considerations • Construction monitoring GEOLOGY The following descriptions of the surficial and subsurface geology on the subject property and in the vicinity of the subject property were interpreted from the Surficial Geologic Map of the Port Townsend 30 by 60 'vbnute Quadrangle Puget sound Region Washington (Pessl and others, 1989, Soil Survey of Snohomish County Area Washington, (USDA, 1983), and Ground-Water Resources of Snohomish County Washington, (Newcomb, 1952). The site and vicinity is underlain by recessional-marine deposits. These deposits consist of sand, gravel, and silt deposited primarily by melt-water from the receding Vashon ice sheet at a time when relative sea level was higher than present. Pessl and others (1989) indicate that the deposits in the vicinity of the subject property consist primarily of sand and gravel. The results of our boring investigation of the site are consistent with Pessl and others. The geologic mapping in the area and area well logs indicates that the recessional-marine deposits are underlain by glacial till and ice contact deposits. The till consists of a poorly sorted mixture of rock fragments deposited directly by glacial ice. The finer components include silt, sand and clay in highly variable proportions, constituting a coherent to friable, moderately to highly compact matrix in which the coarser components (gravel and cobbles) are firmly embedded. Our boring investigation (45-feet maximum) did not encounter glacial till or any ice contact deposits. SEISMIC ZONE The project site is located in Seismic Zone 3 per the 1997 Uniform Building Code (UBC). Zone 3 seismic loading can cause relatively large differential settlements if liquefiable zones are present. Field and Laboratory Testing Field testing involved performing Standard Penetration Tests (SPT) on all samples obtained during drilling. The results of the SPT tests are included on the log of borings which are located in the Appendix to this report. 7vVwesa Caotcchmcal Consultors.Inc. Job»99145Ldoc (page 2 of 9) i Geotechnical Engineering Investigation Western Geotechnical Consultants,Inc. Crown Parks,LLC Property May 23,2000 Laboratory testing included sample inspection under controlled laboratory conditions, determination of moisture content of samples, and grain size tests. Moisture content test results are included on the log of borings and the grain size test results are included in the appendix in the form of grain size distribution curves. SITE CONDITIONS Surface Conditions A geotechnical engineer from our firm traveled to the site between April 26 and April 28, 2000 to oversee the drilling of six borings located within the footprint of the proposed commercial b building. The site is nearly flat and is presently being used for raising cattle with an occupied home located near the northwest comer. Subsurface Conditions Subsurface conditions at the site were evaluated by drilling a total of 6 borings on within the building site between April 26 and April 28, 2000 using hollow stem auger drilling equipment. Soil samples were collected at approximately 5-foot intervals using a Standard Penetration Test (SPT) sampler driven with a 140-pound hammer using center rods. The hammer was dropped from a height of approximately 30-inches, and was lifted to the drop height by a cable controlled by the driller. The number of blows (drops) required to drive the sampler 18-inches into the undisturbed soil was recorded for use in analyzing the site. The bore holes were baclfilled with drill cuttings and bentonite upon completion The soils encountered in the borings were classified using the Unified Soils Classification System (USCS) and logs were maintained for each boring. Edited boring logs are included in the Appendix along with a USCS Chart explaining soil descriptions. The borings revealed a relatively uniform subsurface profile consisting of about 18 inches of topsoil, which is underlain by gap graded sandy GRAVEL and gravelly SAND (SP and GP by USCS classification) to the depth of the borings. The sands and gravels are silty at the interface with the topsoil layer. The sands and gravels were saturated below about 3-1/2 feet, which was the location of the water table at the time of our investigation. The sands and gravels graded gray in color below 10-feet, which is indicative of permanent saturation. Western Geote�Comultaoia,Inc• Job N9914S4doc (page 3 of 9) Geotechnical Engineering Investigation western Geotechnical Consultants,Inc. Crown Parks,LLC Property May 23,2000 Ground Water Conditions Ground water was encountered at a depth of approximately 3-1/2 feet. This depth is consistent with water levels observed in piezometers on site. Based on soil coloration, it appears that the summer low water table is around 10-feet. Nearby piezometers revealed that the seasonal high water table is around 3.1 feet. Liquefaction Potential Liquefaction has been recognized and evaluated for many years by geotechnical engineers in other seismically prone areas. With the renewed awareness in recent years that the Puget Sound area is seismically active, there has also been an increased interest in liquefaction potential. Liquefaction is a phenomenon whereby certain soils loose their strength and bearing capacity during ground shaking, such as could occur during earthquakes. General criteria for liquefiable soils are that they be 1) relatively loose, 2) a material with a liquefiable soil gradation, 3) non-plastic, and 4) saturated. Associated with liquefaction is the potential for ground movements or lateral displacements that could cause differential settlements in the foundation soils. For soils to be liquefiable they must meet all four of the conditions described above. The site soils meet criteria 2 through 4 (see Appended grain size curves) but the soils are generally in a medium dense to dense state (SPT blow counts greater than 25). Borings 4, 5, and 6 had thin strata with blow counts of 18, 19, and 17 respectively but each of these borings had high blow count soils (denser soils) above. These lower values indicate areas of marginal liquefaction potential. We have analyzed these strata for seismic induced settlement potential, and the results are detailed in the Conclusions and Recommendations under the Foundations section to this report. _- CONCLUSIONS AND RECOMMENDATIONS General We conclude, based on our Geotechnical Investigation, that the site is suitable for construction of the proposed commercial distribution facility using conventional shallow spread foundations provided good construction practices are used and provided our recommendations are followed. The seasonal high ground water table could make winter construction more difficult. Therefore site earthwork and foundation construction would be more easily accomplished if performed during the summer or early fall months. The following sections provide specific recommendations for general site development and foundation design. W Lcm Ceotechmc2l Consid•an,Lu. Job#"1454d6c (page 4 of 9) Geotechnical Engineering Investigation Western Geotechnical Consultants,Inc. Crown Parks,LLC Property May 23,2000 Site Preparation All of the upper organic-rich topsoil should be stripped away from the area to be occupied by the proposed building foundations and other structural improvements. Based on our boring investigation, we estimate that the stripping depth will range from approximately 1-1/2 to 2 feet. Note that there could be localized areas of deeper soft organic soils that we did not encounter during our boring investigation. Following stripping and site excavations, but prior to placement of any structural fill, qualified personnel should evaluate the exposed subgrade Fill and Compaction We anticipate that some structural fill will be required beneath the building or other structural improvements. Structural fill used to obtain final grade elevations should be properly placed and compacted. The on site sands and gravels would make satisfactory structural fill provided they can be separated from the topsoil and provided they can be drained so adequate compaction can be achieved. If import material is to be used we recommend that the structural fill consist of an imported, clean, well graded sandy gravel material containing less than 5% passing the U.S. Standard No. 200 sieve based on a wet sieve analysis of that portion passing the U.S. Standard No. 4 sieve (GW by USCS classification). Structural fill should be placed in maximum 8- to 10-inch loose horizontal lifts and it should be compacted to 95% of maximum dry density as determined by the ASTM D-1557 test procedure. The structural fill should extend beyond the edges of the foundations by a distance equal to the thickness of the fill beneath the base of the foundations. Foundations We recommend that the planned building is supported on isolated spread and continuous footings founded on undisturbed sand and gravel soils or compacted structural fill. Bearing soil that is disturbed during foundation excavation should be recompacted or removed. All soil directly below and around footings should be compacted to at least 95% of maximum dry density (ASTM D-1557 test procedure) prior to placement of forms or reinforcing steel. All continuous and isolated spread footings should have minimum widths of 18 and 24 inches, respectively, and should be founded a minimum of 18 inches below the lowest adjacent final grade for frost protection. All footings supported on properly prepared native sandy gravelly soils or structural fill may be proportioned using a net allowable bearing pressure of 2,500 psf wotc caoted=ol conna=U,Inc. Job#"1&54doc (page 5 of 9) Geotechnical Engi.neaing Investigation Western Geotechnical Consultants,Inc. Crown Parks,LLC Property May 23,20M The term net allowable bearing pressure refers to the pressure which can be imposed on the soil at foundation level due to the total of all dead plus live loads, exclusive of the weight of the footing or any backfill placed above the footing. These values may be increased by one-third for transient wind or seismic loading. Settlement of spread foundations depends on the foundation size and bearing pressure as well as the strength and compressibility characteristics of the underlying bearing soils. Two types of settlement are possible for the subject soils, namely 1) short and long-term static settlement and 2) earthquake induced dynamic settlement. The results of our settlement analyses are summarized below. Settlement from static loading' We performed static settlement analysis using the following foundation load information. • Allowable foundation pressure = 2,500 psf. • Perimeter footings = 6.5 klf maximum at mesanine. This results in a nominal 2.6-foot wide footing. • Column footings = 200 kips maximum at mesanine. This results in a nominal 9x9-foot column footing. Based on the size of the proposed foundations, we calculated that the settlement from static loading would be on the order of to 2/3 of an inch. Our estimate was computed, based on soil- gradation, density, SPT N-values and experience with similar soil and loading conditions. Because of the generally granular nature of the foundation soils, a large portion of this settlement should occur relatively quickly as the loads are applied during construction. Along with this initial settlement, however, there is the potential for an additional component of settlement from static loading due to the rearrangement of soil grains over time. Our calculations indicate that long term static settlement will be less than 1/4-inch over the next 30-years. Settlement from Liquefaction There is a potential for limited liquefaction of a portion of the foundation soils during a strong earthquake. Liquefaction is a phenomenon whereby certain soils loose their strength and bearing capacity during ground shaking, such as could occur during earthquakes. General criteria for liquefiable soils are that they be relatively loose, a material with a liquefiable soil gradation, non- plastic, and saturated. Associated with liquefaction is the potential for ground movement or lateral displacement that could cause differential settlement for the foundation soils. wr wrn Ceoteeboid Cnmi k= Lx. Job 1991151doe (page 6 of 9) Geotechnical Engineering Investigation Western Geotechnical Consultants,Inc. Crown Parks,LLC Property May 23,2000 We encountered medium dense, non-plastic soils in our exploration that have a soil gradation similar to those soils that have been found to liquefy during earthquakes. Lateral displacement can occur when soils lose strength during liquefaction. A relatively flat site such as this will experience minimal lateral movement as compared to sites closer to sloping ground. Consequently, liquefaction at this site would likely result in differential settlements, but lateral displacements are not likely. Furthermore, we would anticipate that the slab foundation proposed for the building would be capable of accommodating a certain amount of differential settlement. We used empirical procedures proposed by Seed and Tokimatsu to estimate the total amount of settlement that could be expected from seismically induced liquefaction during a strong earthquake. We estimate that this settlement will be around 1 to 1-1/2 inches. Seed and Tokimatsu recommend broadening the range of predicted settlement due to uncertainties in the analytical procedure. We therefore recommend designing the building to accommodate 1 to 2 inches of settlement for a large earthquake on the order of Magnitude 7.5 with a ground acceleration of 0.3 g (UBC, 1997). This is a maximum credible earthquake for the area of which some damage to structures would be expected. We also evaluated liquefaction induced settlement under a magnitude 6.0 earthquake with a ground acceleration of 0.2g. Our calculations indicate that settlement on the order of 1-inch would occur under such seismic loading. Slab Sub-grade IN-lodulus We understand that the proposed commercial distribution building will have a slab-on-grade. We have performed a literature review and correlated standard penetration test blow counts to obtain a reasonable stress-strain relationship for the supporting soils. Based on our evaluation of subsurface conditions we recommend a sub-grade modulus of 200 tcf(230 pci) for design of the earth supported floor slab. This value assumes the slab will be constructed over undisturbed native sands and gravels or structural fill and it assumes that the floor slab sub-grade will be prepared as recommended below. Floor Slab Support Preparation of the building areas in a manner described in the previous sections of this report should provide an adequate base for floor slab support. We recommend that all earth-supported floor slabs be underlain by 6-inches of compacted, clean, free-draining sandy gravel or gravel with less than 5% passing the No. 200 mesh sieve, based on a wet sieve analysis of that portion passing the No. 4 sieve. The purpose of this layer is to provide uniform support and a capillary break. If desired, a vapor barrier may be placed below the floor slab. The vapor barrier, if used, should be covered with a thin layer of sand or crushed gravel to protect it during concrete placement and to aid in concrete curing. After a sand or crushed gravel layer is placed, it should remain relatively dry. It is important that the 6-inch free draining layer located below the vapor barrier is connected to the footing drain system to promote drain from beneath the floor slab. Job it991454doc western Geotecbmc:d Co 1,11­ts,Inc. (page 7 of 9) Geotechnical Engineering Investigation western Geotechnical Consultants,Inc. Crown Parks,LLC Property May 23,2000 Lateral Load Resistance Lateral loads may be resisted by passive earth pressures and friction between the foundations and the underlying soil. For design purposes, a passive resistance for structural fill placed against the sides of the foundations may be considered equivalent to the pressure developed by a fluid (equivalent fluid pressure)with a density of 250 pcf. This value assumes a non-buoyant conditions that will prevent the buildup of hydrostatic pressure in the structural fill. A coefficient of base friction of 0.40 may be used between the base of the foundation and the underlying soils. If passive resistance is used in conjunction with frictional resistance, we recommend using only of the passive resistance recommended above because it takes much larger strains to mobilize full passive resistance as compared to frictional resistance. Drainage Due to the seasonal high water table at the site we recommend placement of a footing drain around the perimeter of the building. Footing drains typically consist of a minimum 4-inch diameter perforated or slotted pipe which is bedded in and surrounded by drain rock. Given the granular nature of the site soils the drain rock should be surrounded by a drainage geotextile (TC Mirafi 4NP or equivalent). The drainpipe should be placed at or below the base of the footing and 1/2-foot outside the footing. The footing drain should exit in a tightline, which transmits water to the site stormwater system. Roof drains must not introduce water to the footing drain system, but should transmit collected water to the stormwater system by separate tightline. Final grading should promote surface water runoff away from the building. Erosion Control Erosion control during construction of the proposed facilities can be accomplished through placement of proper sedimentation control facilities. We recommend siltation control facilities, consisting of either hay bales or silt fences that are fabricated around the construction areas. Typical details for siltation control facilities using either hay bales or silt fences are attached to this report. woman Ge�Coasufdota,Lac. Job M145tdoc (page 8 of 9) Geotechnical Engineering Investiption Westem Ceotechnical Consultants,Inc. Crown Paris,UC Property May 23,2000 Siltation devices should be placed down gradient of all construction areas and cleared areas to provide siltation control during construction. All siltation control devices should be maintained in operable condition during construction, and left in operable condition until the site has been revegetated and siltation is no longer a threat. At that time the siltation facilities should be removed. Construction Monitoring Western Geotechnical Consultants, Inc. should review the final foundation design and grading plans prior to construction to insure conformance with our recommendations. We recommend that a geotechnical engineer or engineering geologist be present to inspect the exposed subgrade before any placement of structural fill. All fill placement and compaction activities should be monitored and documented. We appreciate the opportunity to be of service to you. Should you have any questions concerning this report or require further information, please contact the undersigned in our office at (360)- 380-2507. Sincerely yours, Western G technical sultants, Inc. Theodore A. ammer P.E. Geotechnical Engineer Attachments: Figure 1 - Site Plan — _ — T File:991454.doe Appendix—USCS Classification Chart Log of Boring Gain Size Distribution Curves Wesu=CectmhuicW Cansdtmts,Luc. Jab 0"14S1doc (page 9 of 9) Western Geotechnical Consultants, Inc. 4181 Saltsprings Drive • Ferndale, WA 98248 Phone (360) 380-2507 • Fax (360) 380-2507 Figure 1 Site Plan & Boring Locations North Commercial Distribution Building SE Corner of SR531 & 59TH Ave NE Arlington, WA /SR531 (172od St NE) i ss ( )t x, 7 _ , B-1 -� ' �• ' I X lzr/7 'X:264 .2:5 I � I 1 'B-3 B-5 -�- Approximate Building n Location X1263 7 ' % / 1 1. � I y, B-a.. ;� X� �B-6 I �P X '2Sd i i1 Center Line of Extension a Of 59tb Ave NE x :2!.' 4 ' - x �- iIX-SOS X Source: BCF Frontier. Inc. Kev: L}nnµood. WA B-1 Boring Location -�r- Western Geotechnical Consultants, 4181 Saltsprings Drive • Ferndale. WA 98248 Phone (360) 380-2507 • Fax (360) 380-2507 APPENDIX E y � 4 c � 3 0 0 r W N w 1^LJ tn d W d m N C tp - N � _ w �++ ♦ 8 za o Z N j O N ^ n a d Q t ^ U Y x w W Q U J i3Nl Z vl z e t cJi l-l3 n >, y a O • 3 N o - N m n . o a ,o c in Q M O o ry e n n ZoZ Z Q QLL a: t` CL I I ( a o w W W ] in vi t w N I � w u � w � Ln w cn G j i I �• _ m�� o > m v ©< I 1 I J L I I S"II�$ Q]NI`721^.-3NI� !O m z Ln�. .•!C'l��l]IS i'Y'.] 1t1011308`J"' �__ N 1 c Ba KW N O JZ <Z K S 4�j�+VH1 OS<Y< OF NO Or Nvn �A cn �= VO i ><io� V4o. 3 Y Y�Ot rVJ zU xN 7� j2 T� Cal s (j) @ OV 1 O O¢ 02 o co W � � 3 7 u O� �p (\ ZF V�N R� VX RO U� 2 � VOY� VNYY NT UQ Ur N �_ o 2 U Z CL co co co cn U O U O IL Fn P(A a = NW o R qq_ JZ rt _ V1Z �in3 JVL— Zy Z s1Ly ?r W1 V < C: U co oz Ko - T o RzW �, In p w -i�n 9� �opLn moo} nor a Q z-LLJJ W Q Z.Z`,jO W� J Q J Q LL EnasNg N U U Z Lr C7 7 V r a S � _ O y wO N WV1 vo, W R N<ZJ Ila z �� C cx OaC(Oii W LLvV) Q L... �3 s3 Q Boring B-1 d • 7. Moisture Page 1 of 1 S ■ D&M Blows/Ft. o a A SPT Blows/Ft. a E Soil Description a ° 2 O �� 1 2 9 10 20 50 100 = Moisture 0 Dark brown organic silt with OIL roots Topsoil moist, soft Brown medium sand with • 23.9% some gravel (wet to = SP A 111:25 1-1 saturated, mediumdense) - ! --- Brown sandy gravel GP • 52 11-2 o•U7. saturated, very dense) I I 10 Brown gravelly sand SP • _ 40 1- 18.4y saturated, dense i f Brownish gray sandy gravel GP 44 1-4 15.4% (saturated, dense) 20 - - o m mGray medium sand (saturated SP dense 38 1-5 15.0% ; o Iw V) a — © Gray medium sand with trace SP m r silt saturated, dense • 34 1-6 16.97. 0 30 -- Gray fine sand with trace silt SP saturated, dense 40 1-7 20.07. Gray sandy gravel with trace GP silt (saturated, dense) 40 1-8 8.9% 40 ILL I Gra fine sand with trace to SP some silt (saturated, dense) 1140 1-9 19.87. I . -Groundwater observed at ! � 3.25 feet bgs. ! Boring advanced to 44 feet on 4/27/00. i Boring backfilled with drill 50 cuttings an en oni t e upon completion. LOGGED BY: RPB DATE DRILLED: 4-27-00 DRILLER: SUBTERRANEAN HOLE DUWEIER VARIED sd• M vbualy us" the Unified sod. oa.dllcaUw DRILLING METHOD: M—R & HSA HOLE DEPTH: SEE LOG Systwm q.oM s"USCs Key to BarYiq Lbp hr dworpHo w j00 IKL. WA BORING LOG B-1 WESTERN GEOTECHNICAL CROWN DEVELOPMENT PROPERTY cRojo.m FrO CONSULTANTS, INC. ARLINGTON, WASHINGTON om®en TAM am ,Lffin 'u`y .... .. ..,. 1 Boring B-2 o • ?. Moisture Page 1 of 1 ■ D&M Blows/Ft. in • >i c �E A SPT Blows/Ft. E E Soil Description �a 0 1 2 5 10 20 50 100 �'Z Moisture 0 Dark brown organic silt with OL i roots Topsoil moist, soft Brown grovelly sand wet to saturated, dense SP • 39 2-1 15.5% I Brown sand with some gravel SP • I 11137 2-2 24.2% saturated, dense 10 i Brownish gray layered gravelly SP • 7 15.4% sand �saturatea, sense) Gray fine to medium sand SP • L 31 2-4 27.1% with same gravel 20 (saturated, dense) (D m u_ a� o Gray fine sand with trace silt • .a 44 2-5 25.2% ; (saturated, dense) to 3 I m Gray fine sand with trace silt SP L (saturated, very dense) 11173 2-624.6% a 30 End sampling at 29.5 feet. E , l 4-0 ; Boring advanced to 29.5 , feet on 4 . Boring backfilled with drill 50 cuttings and bentonite i upon completion. I i LOGGED BY: RPB DATE DRILLED: 4--27-00 I DRILLER: SUBTERRANEAN HALE DOMETER: 6—INCH sae dameffed 'M+dr w"9 the Ih+IMd sole aamenketlen DRILLING METHOD: HSA HOLE DEPTH: SEE LOG swwn. PRE "M USCS Key to Boring Lop ter dwvfptlona. WA NG LOG B-Z JIM WESTERN GEOTECHNICAL CROWN DEVEILOPMENT PROPERTY D>WNW" RF9 CONSULTANTS, INC ARLINGTON, WASHINGTON elm®R DAM IGIL• TAM 5WOO k WA 'A WA f Boring B-3 e % Moisture Page 1 of 1 ` U ■ D&M Blows/Ft. o A SPT Blows/Ft. a E Soil Description a °vSc 1 2 5 10 20 50 100 z Moisture 0 Dark brown organic silt with OL roots Topsoil moist, soft) ! _ Brown fine to medium sand I with trace gravel (wet, dense) Sp ► 32 3-1 20.4% i Grayish brown sandy gravel 'saturated, dense GP ► 33 3-2 19.9% 10 Grayravel) sand SP • 111,30 _J�-3 15.7m. saturated, dense Gra fine to medium sand SP 28 3-4 20.9% 20 (saturated, medium dense) _ _ ++— CD _ m o Gray sand with some fine • L A, 1111 ,38 3-5 15.9% gravel and trace silt over V) — gray sandy si sa ura e , ML u iioe Lu Gray sandy silt over fine to L medium sand saturated, SP • _ 47 3-6 16.0% CL dense to hard 0 30 End Sampling at 29.5 feet ' iiI Jill I Jill I I II tHill 40 I . I i � I i —Boring advanced to 29.5 feet on 4 0. —Boring backfilled with drill 50 cuttings en en oni e upon completion. LOGGED BY: RPB DATE DRILLED: 4-25-00 DRILLER: SUBTERRANEAN HOLE DMAIETETt 5—INCH Sol ofowNt�d vka,oYy Ywq tM unNNd so,* QowMavtlon DRILLING METHOD: HSA HOLE D87M SEE LOG Sworn. M'o" "a u5C5 Key to Boring Logo for dowaVtlona a WA BORING LOG B-3 tee" WB WESTERN GEOTECHNICAL CROWN DEVELOPMENT PROPERTY tR WS CONSULTANTS, INC ARLINGTON, WASHINGTON OQY®n: DAM. 7CYL• TUI SfL/M .,,A Y Y.A Boring B-4 $ e % Moisture Page 1 of 1 ■ D&M Blows/Ft. N ♦ SPT Blows/Ft. a E Soil Description 50 °v10 1 2 5 10 20 5o 100 z Moisture 0 Dark brown organic silt with OIL roots (Topsoil) moist, soft Brown medium sand wet to saturated, dense) s SP 29 4-1 20.7% li � I Brownish gray sand with some SP 1118 4-2 16.5% fine gravel saturated, medium I 10 dense) Gray ravel) sand with sli light GP • 4— 13.4% layering of sand and gravel i �saturatea, dense) Gray fine and medium sand. SP 19 4-4 20.67. layered (saturated, medium �• 20 dense) - - - m � III v c Gray fine sand with trace silt SP I ♦ • 1 1 1 111115 4-5 22.5% and gravel (saturated, medium V) dense) -- -- I m Gray medium sand with m r - occasional gravel (saturated, SID _ • i 31 4-6 22.2% a dense) cD 0 30 End Sampling at 29.5 feet i 40 I Groundwater observed at I 3.5 feet bgs. —Boring advanced to 29.5 feet I on 4 8 . Boring backfilled with drill _ 50 cuttings and bentonite upon completion. d LOGGED BY: RPB DATE DRILLED: 4-28-00 DRILLER: SUBTERRANEAN HOLE D1AMEfER: 8—INCH sod d. P$ ,a.uaiy wlnq a. u tn.e so+. CSa..ff5ootbn DRILLING METHOD: HSA HOLE DEPTH: SEE LOG Sywt�rn ���" "' Key to ta0. f Bar4p or «abUona WA BORING LOG B-4 IWO WESTERN GEOTECHNICAL CROWN DEVELOPMENT PROPERTY Fro CONSULTANTS, INC ARLINGTON, WASHINGTON OR1®Wft DAM TAM � 5/4/00 !ya WA It WA Boring B-5 x Moisture Page 1 of 1 $ • ■ D&M Blows/Ft. ♦ SPT Blows/Ft. E E Soil Description �a 140 o 1 2 S 10 20 SO 100 fo Z Moisture 0 Dark brown organic silt with OL roots (Topsoil) moist, soft Brown medium sand over SP sandy gravel (wet to • ► 31 5-1 18.0% saturated, dense) GP II l ; Gra rovelly sand with SP • 37 5-2 15.47. saturated, dense 10 i Gray fine to medium sand SP .5-3 16.9% with some gravel saturated, i I medium dense Gray fine to medium sand SP 31 5-4 (saturated, dense) - �. 20 - -- m CD e Gray fine to medium sand SP 28 5-5 20.8% with trace silt (saturated, — N medium dense) m Gra y layered fine sand with SP siltand medium sand with • 38 5-6 22.87 y trace graves sa urated. — 0 30 dense) Gray fine to medium sand SP with trace silt saturated, very jj 1150 5-7 ]9.9% dense) End Sampling at 34 feet I I i I � 40 Groundwater observed at 3.25 feet bgs. j —Boring advanced to 34 feet on 4/28/00. I Boring backfilled with drill 50 — cu ings an en Foni Me - upon completion. LOGGED BY: RPB DATE DRILLED: 4-28—a0 �. �� �my u*wq y. U,�� sole Close Moat4on DRILLER: SUBTERRANEAN HOLE DYMMETER 8—INCH 5�,,,L P1eoM w USCs Key to Boring Lag. Ior dwviPtl a DR LUNG METHOD: HSA HOLE DEPTH: SEE LOG i k I a MaLOG B-5 WA WESTERN GEOTECHNICAL CROWN DE EBORILOPMENT PROPERTY CRAM F" CONSULTANTS INC ARLINGTON. WASHINGTON vm®re TAM a c Pt rx 5/u00 1! WA Y. WA � ' - Boring B-6 Page 1 of 1 `o • 7 Moisture ® D&M Blows/Ft. o 4 j,_2 ♦ SPT Blows/Ft. E E Soil Description :D a $0,4 1 2 5 10 20 50 100 Z Moisture 0 Dark brown organic silt with 0L i roots (Topsoil) (moist, soft) Brown medium sand over gravelly sand (wet, medium SP 1 21 6-1 dense) — li Grayish brown sandy gravel GP ♦ 34 6-2 14.0% soturated, dense 10 I ' — i Grayish brown sandy gravel GP *A—A-4 — 1 with some silt saturated, medium dense) Gra fine to coarse sand with SP • 17 6-4 22.77. occasional gravel y 20 (saturated, mediumdense) m m I u_ Gray fine sand with trace silt Sp ♦ 11 J24 6-5 (saturated, dense) to Gray P fine sand with trace silt S m L (saturated, dense) _ _ 22 6-6 20 1 a 0 30 Gray fine to medium sand SP with trace silt saturated, _ 36 6-6 24.0% dense) lil End Sampling at 34.0 feet i 77-1 I I 40 TTIJ i it Boring advanced to 34 feet I on 4 2 0 . —Boring backfilled with drill 50 cuttings and benton—iFe— upon completion. i LOGGED BY: RPB DATE DRILLED 4-28—M sas do..+n.a 4—Ay usingnw Undi.d so+. ao*+n�tkn DRILLER: SUBTERRANEAN HOLE DOMETUL 8—I11`410H sy�tw Pwo� w USCS Key to poring Logo for drorVtlorm DRILLING METHOD: HSA HOLE DEPTH: SEE LOG A IID: WA oDOeD eT. �6 WESTERN GEOTECHNICAL CROWN DEVELOPMENT PROPERTY aRLINGTON, wasHINGTON CONSULTANTS, INC OeD®ec wi TAM y/u00 �cxIt N/A w WA r- -. 0 0 i I I a J U O cr O � I r � a d zui z C uj N 3 a � � N O o Q U N W r - Z W Z > Z W W N W O p N ¢ F Ixp `^ Z v� Q 0 Q Z u p �J Q m cr Lr J J N O = U. Oi 4 V e ¢ CO 3 c N h uCh N aW j J W X LL I t co 1! IT. i Z O 0o 8 O CD O cor� V 0 N 1HO13M A6 83NIJ 1N3083d io `- � m c c o � CL v4 O iI II I } � J U O cc i p O I _J I I I N I j I I I I ' I N I J U O W N O o Q > Z W Z LJ — 2 uj z a L L L L LI L L LU—Ij > N a I < v 4 u (^ N N W a J W m m O (� m o � • u m I 0 O O O Q 8 H h o Q O� 1H913M A8 83NIJ 1N3083d y Q 0 o o I t ' J U O cr j Vf i � t a W a = W � W J J W Cn o � a = o a U N W Z O _ W N e Q r Z L Q ~ inP o N Q' Q Z d J Q � vi 1� • = N Q n CO N S�I FL O o � cn W J W r< `m IF mo p \ LL O. • • u m � O ` N 0 o y0 g �- g m R a N i — 0 p 1H913M AS M3NId 1N3383d � � y CP) to CO o c � o ^ a 0 O ii I J V O cc I p O I I cn I � I r J a ' — � z O o W LLI W N W z U Z W LJ 0 N W o / N o z Q a i I z Z uj CO I b e O N in Z � mo ta H � ` t I 0 N Q g p p •' N 1HO13M A 83NIJ 1N33a3d � m CO m c m o va Zr " O co v m y ob PERCENT FINER BY WEIGHT cor,. So 0 0 0 0 o o g o O • o � � v m _ R1 r ul o o a p - a 03 A 1y O i 14 0 � U I I n m N D Z a I I — T — O N < O m _) nrn i N m I I I O m N I I i Q y i n � I , i � I I I N r 0 o I I A r a p I i O I 04/25/01 12:02 FAX 206 440 4806 NWR OPERATIONS 001 Washington State Northwest Region 15700 Dayton Avenue North MAP Department of Transportation P,o.pox 330310 Sid Morrison Seattle,WA 96133-9710 Secretary of Transportation (206)440-4000 April 25,2001 Mr. Paul Richart,P.E. City of Arlington 238 North Olympic Ave. Arlington,WA 98223 Subject: SR-531 MP 8.12Vic CS 3129 Crown Distribution Dear Mr. Richart, This project proposes to construct a distribution facility on the south side of SR 531 east of 59`h Ave.NE. The WSDOT is working with the developer to construct a traffic signal,and frontage and roadway improvements for this project. The developer has agreed to donate property frontage for the widening of SR 531, construction of the traffic signal and other roadway/ frontage improvements. The plans for these roadway improvements and traffic signal have not yet been approved by the WSDOT. Attached is a letter from Ms. Tasha White of Higa-Burkholder Associates, which includes the assurance that the developer will: cooperate in resolving the design issues, construct the improvements, and pay the necessary mitigation for this project. The WSDOT has no objection to the City of Arlington issuing a building permit for this project. We ask that the City withhold occupancy of the new business until all matters concerning the roadway design are made final and constructed. Should you have any additional question concerning this development,please contact Larry Schwantes at(206)440-4672 or Doug Thompson(206)440-4912 of my Developer Services section. Sincerely, KI,ARA'A�RY, P.E. Snohomish Area Administrator KF:det Tasha White-Higa Burkholder Associates 04/25/01 12:02 FAX 206 440 4806 NWR OPERATIONS 0 002 ----_--.-- � —.--- Page 2!2 en 't By:-Higa Burkholder Associates, LLC; 425 252 95519 Apr-11 -01 8 ti - HIGA•BURKHOi-DER .� LANr LICE PLANNING / �evi� �stienis�eaR�ry� Apri 111, 2001 Mr. Doug-rhompson WSDOT 11E: Crown Park/Distributing Mitigation Agreement Dear Mr. Thompson; Ner our conversation on Monday, I am writing to request WSDOT approval for Crown Distributing;to be& constructing their warehouse/ office facility. The City of Arlington is requesting that all traffic mitigation fees be paid prior to the issuance of the Building Permit for the Crown facility. At this time it is agreed that$8,418.19 in mitigation fees for the 1-5/ SR531 interchange will be paid by the developer. However, as the details of the proposed ct=iWization and other SR 531 improvements to be completed by the developer have not yet been agreed upon,the amount of additional traffic mitigation fees that will be owed to WSDOT for this project is unknown- WSDOT has indicated that the applicant will receive credit for the frontage dedications and other improvements made to SR 531 against mitigation payments. This agrccment has yet to be finalized, therefore, we are requesting that WSDOT grant approval for issuance of a City of Arlington Building Permit prior to the payment of the WSDOT mitigation fees. 1t is understood that the issues revolving around the proposed 59'h Avenue/SR 531 intersection acid signal, SR 531 channelization and the mitigation fees required for this project will be resolved and approved and/ or paid prior to the issuance of an Occupancy Permit by City of Arlington. We are aiming for a May 11, construction stag.date. We appreciate your efforts to expedite this request. Please call the at(425)252-2826 will)any questions or comments. Sincerely, Higa Burkholder Associates, 1,1.0 Tasha N. White Assistant Planner 1721 Hewi= Avenue ■ 5u1rF+ aC11 ■ Evwsm, woohlnaron fax: [425) 252-9651 f - 04/04/2001 16:44 4253883977 SNOH CO PW LAND USE PAGE 01/01 Print Fax'Not 7672 �N -� w��.No:clFgge9 _� Try To. .. I Fran Qmp" I f 7 - ....J— �..�...�................. •�.�...� no.. tX� T9�o0ByMT r ti .1. a •i A,Fp,•�i�y;:...id: _— _i RECORD OF DEVELOPER OBLIGATIONS FOR MITIGATION OF IMPACTS TO tHE COUNTY ROAD SYSTEM[26b.55.12i( )(c)] File Number `ARLINGTON Name CROWN DISTRIBUTION FACI JTY WFiEItEAS;the development named above is the property legally descri d in the subject case ;.ale;aud; WHEREAS,the County originally adopted in 1979 a Snohomish County I ode(SCC)Title 26B., :the Road'Ordande;and, 'WHEREAS,Title.:26B:SCC was revised by Amended Ordinance No.95- - effective July 13, 1995,Emergency Ordinance No.95-065,effective July 24, 1995,and by ended Ordinance No. 95-070,effective 9eptetinber 10, 1995;and •WiIBItEAS,Title:26B.SCC indentified that the impact of a developing pri iperty upon its road :systotrl must be mitigatbd by the developer;and, WHEREAS,the property to be developed is located in Transportation Sep ices Area(TSA) A .WHEREAS,the approval of the development is based upon fulfillment of the.following condition Road'System Capacity Requirements,Road System Imlpact Fee: [26 .55.0101 All developments shall tmtigate.their impact upon the future capacity of the road system by p aying a road system imp 'ape of Development: ' RETAIL Size ofDevelopment se,2i5 so FT Nuraber of Trips: IMP act. Fee s2s,7e1.60 PDS Transaction Code: sEoz Right-of-Way,:Regnure1hents: [26B.55.060] NA WSILOT Requiremeais: [25B.55.707] PDS Tran Cod Transportation Demaad Management Payment: [26B.55.030(7) ' Se.00 Fund No. w� Payrdent of the above shall be paid prior to recording and shall be administered in accordance with Section 26B.55.110 SCC. i Land Development Analyst,Assoc.for f Peter E.Hahn,Director of Public Works r 4 II I CROWN DISTRIBUTING CO., INC. 6499 Snohomish County Traffic Mitigation New facility Arlington $25,798.00 :1, J CROWN DISTRIBUTING CO., INC. 6 4 9 9 E #1737 PINNACLE PRINTING CORPORATION(425)462-8073 SBF 85012A 9/97 CITY OF ARLINGTON CONSTRUCTION PERMIT ❑ COMBINATION BUILDING ❑ MECHANICAL ❑ PLUMBING ❑ SIGN r� PERMIT NO. j OWNER pp It Cqn f MAIL ADDRESS City ZIP PHONE T 25Z /7//,g APCIIIILCT OR DESIGNER MAIL�ESS CITY ZIP PITON 1,7 o 2— GENE RAL CO RAC(OR MAIL ADDRESS CITY ZIP �F! UC NSE /SSA u.4� f)8Uz7 f`tz837 9 rw oG�l�l�e MECHANICAL CONIRAC70R MAIL ADDRESS CITY ZIP PHONE LICENSE So�r� Lm Pd Z-7513 %ZIZS PLUMB IN6 CON TRAC70R j MAIL ADDRESS City ZIP PHONE LICENSE CLASS OF WORK NI W ❑AUDITION ❑ALTERATION ❑REPAIR ❑DEMOLI f ION ❑BUILDING;RELOCATION cc Q VALUAT ION Of WORK r oel l z s 1 L i �j / WIVEW Dt.SC R)oa.-aWRTc ' 3 � � m PRUPOSI U USL Ot BUILDING I HEREBY CERTIFY THAT I HAVE READ AND EXAMINED THIS APPLICA- w 0� 1 Gam1 JLE A�2 S TION AND KNOW THE SAME TO BE TRUE AND CORRECT ALL PROVI- GAL I)F S(RIPI ION U PNUPL TY IStK)WN LOW OR AI T ACH F OUR COPIF S) SIONS OF LAWS AND ORDINANCES GOVERNING THIS TYPE OF WORK J LOI R LX:k Of 1 6S Oa�7 oDI 00I WILL BE COMPLIED WITH WHETHER SPECIFIED HERIN OR NOT.THE Q GRANTING OF A PERMIT DOES NOT PRESUME TO GIVE AUTHORITY TO VIOLATE OR CANCEL THE PROVISIONS OF ANY OTHER STATE OR J TAX ID NUMBER FROM PROPERTY TAX STATEMENT LOCAL LAW REGULATING CONSTRUCTION OF THE PERFORMANCEOF CL 2 3 DS�7 o0I DO a O CONSTRUCTION.PERMIT EXPIRES 1 YEAR FROM DATE OF ISSUANCE. UIOB•>.UURI t5 SIGNATUREOFCONTRAC7ORORAUTHO AG T DATE r0 ' x 115101 (oPPicl:Ust=ONL PLUMBING MPCIIANICAL NO. TYPE OP PIXTURB FRB :'a PIXTURFS NO. TYPE OP BOUIPMFNT PFU --raPIXIURIS A-1IM CLOSET CrOILF-Q NIRCONMUNM— mr. m. tJ .H't'• TATIITU6 111FRIGERATION UNITS—ILP,t3A W ,lit•' .AVATORY AS11 BASIN IOILPRS—I I.P.H.A. d .Ilst•' 'fIOWIR IASPIRBDA.C.UNR'S—TONNAGE.I3A, aul .list•' ITCIIBN SINK A DISPOSAL ORCED AIR SYSTEMS—R.T.U. MBA )ISIIWASIIBR WALL Ilfr.A'riSRS— B.T.U. M I h .AUNDRY TRAY J NIT IIRATERS—B.T.U. M LOTIIPS WASHER IVAPORATIVRCOOLERS ATBR IILTATER LOTiIPS DRYERS RINAL _ VENTILATION PAN )RINKING FOUNTAIN RANGE(IOOD COMMERCIAL 'LOOR DRAIN AIR II NDLINO"IT— CPM VACUUM IMMKBRS U'OVL--' --4.'" ROOF DRAINS—RAINEIJ'tDERS MIrrAL FIRHPLACB A.CIIIMNCY INK .RRVICB—BAR,f'tC. ATUR.IIVATE]R (,1CIAS PIPING *.�up to 5-$3.00,addni. $35 t/ tt ..Equipment list muK be provided l$UB 7-o•rAL SUB TOTAL PERMIT PPRMIT TOTAL PER TOTAL FEE! SIDI.YARDStIHALK,- SiRLLTSLIBALK BEAR NjARDSEfBACK PLAN CIIECKNUMBEIt PLAN CHECK FEE v' 1� / FEE RE EIPTNO. USF LU LOT AREA VACANT SITE tJ D ­5 0 YES ❑NO FEES VA UATION FEE IYPLOfCON51 OCCUPANCYURR P NO.Of'DWELLING UNITS PLAN CHECKING VG 7 1 12 r BU'LDING 3 SILL Of BLU(.. NOyOt�ST} II.S MAX.MC.LOAD _' �� r-r1� i' PLUMBING t IRE SPRINKLERS REQUIRED t, OLE! ❑NO MECHANICAL COMMENTS STATE BLDG.CODE ENERGY CODE SURCHARGE RECEIVED PENALTY U.B.C. I SEC.303(a) JAN 5 2001 WATER/SEWER FEES LULIl�F TOTAL CITY OF ARLINGTON PERMIT VALIDATION WHEN PROPERLY VALIDATED (IN THIS SPACE) THIS IS YOUR PERMIT d RECEIPT PAID CRII BY cc- ASSESSOR,APPLICANT.TREASURER, BLDG DEPT oUiLDINGOrF=GAL � DATE ` PFCOPOS COPY i C I TV OF= ARL I NGTQN CONE;T RUCT I Ohl PE RM I T PERMIT No- 0 I — 4404* Owner: CROWN DISTRIBUTING 3409 MCDOUQALL LVERLTT 9B2,01 Value of Work: 3,286,757. 00 Tax ID: 310527-001-001--021 Phone. 42'5 252 4192 Describe Work: CONSTRUCT NLW =O�FFICL WHAREHOUSE F=AGIL<TY Proposed Use: SI"� B !T?ON OF &ER WYNE Legal Description: Job Address: 17117 59-FH AVE Contractor's Name Type Address License# SEA CON LLC OEN 1.65 NE JUNIPER STE 100 SEAC0L*01':.R'7 TOTALS Fee Perniit Free $16,017./. 0 Plan Fee $10, 447 64 Bark Mitigation $1E, 632: 40 State fee $4. 50 Traffic Mitigation $21, 798.00 SIGNATURE: TOTAL FEE. .. . . . .... . . . . . .. $60,955.84 1 H_ Y C�:RIIF=Y THAT 1 HAVE READ '39,Q197.69 AND'_ n� ';INED PHIS APPLICATION(�Aj�ND PAYMENTS. . . . . . ... . . . . .. SAME TO BE TRUE CLDR" RECT AL PROV 'IONS F AND TOTAL DUE. . . . . . . . . . .. . . . . . $51,858. 15 r..r:U: �JAN F; Gi =s2N THIS O- �/(�z �O t WI _L BE L 1,-! W1 - T`HER IF 4 '- . . DATE RECLig'T 's� v /—� I Bill YUG OF :L PAID MAY 01 2001 ����i , t 1 - � � _. 1 . � � y I CROWN PARK L.L.C. Dave Anderson Building Official 2 3 �0 i',/ City of Arlington 01 I. 238 North Olympic Ave ci J I ' Arlington, WA 98223 _J� ~ ' - 1 To: Dave Anderson I'm writing this letter to request that the new extension of 59th street that we are currently constructing can also be named Cornehl Road. In order to construct the road straight across from the existing 59th street we had to enter into an agreement for an easement with the Cornehl family. In that agreement one of their requests were that the road be named Cornehl Road. We would like to honor that request, but we do understand that it is your decision. The Cornehl family has owned the property adjacent to the new road for many years and I know it would mean a lot to them. Please consider our request and let me know if it would be possible to dual name this new part of 591h street Cornehl Road. Thank you, f Greg Blunt Crown Park L.L.C. r 3409 McDougall Ave. Everett, WA 98201 (;ROWN evelopment Greg Blunt, Pres. 3409 Mc©ou all Ave. EverettAX , WA 98201 Cell Phone 425-422-2994 Fax 425 .-258530816 Home Office 42334 5334 E-mail; gregblunMaol.com f �^ �„.. ..�". ,� GEOTEST SERVICES. INC. ASPHALT CONCRETE PAVEMENT JOB NO. 1 741 MARINE DRIVE COMPACTION CONTROL REPORT REPORT N BELLINGHAM.WA 98225 TEST DATE I�_ t Phone: (360)733-7318 Ioo NUCLEAR GAUGE ��C AGE f Fax: (360)733-7418 01 ASTM D2950 No SP€G OR PROJECT (+ �o -� 1}��, C/�pCP Clas��0 ADDRESS 1�Z `}- >`1tr _ A� <<�, 'Ynr Qy �� n1 Sotlrq, ��9 2 rl CLIENT C,,o�, `! ❑ Levelin�( earin ❑ Base CONTRACTOR � �, `s 2 A s��ti , i ( Air Temperature�' Rice Density,Pcf _ 155, Z Correlation Factor Test Station Offset DT,In. Density Ave.Reading . .. Lot#/Quantity ! 2 f�S No. Depth BS Pcf Corrected Attained Required Beginning Sta. 1 See- cam "^ �` ! 7. 1 Ending Sta. --' / 7 , 9�r 9 I Lot Length Z 143.6n Lot Width 14-3 •4� -- 9� Plan Depth J '' 144 • 144 Lane ❑Lt. ❑Rt 3 I - 93 ❑EB owe❑NB❑SB 4 I -1.7 143.4 ACP Temp. ?So S 1 l Average /4-7• 7 Compaction �): Remarks: Test Station Offset DT,In. Density Ave. Reading . Lot#/Quantity Z No. Depth BS Pcf Corrected Attained Required Beginning Sta. 1e MAI �-1-" Z5 I4-Z 7 143 .Z- Ending Sta. -T-�fi 9Z n i Lot Length 7 141 .4 14-1 - L Lot Width 14f o - Plan Depth 3" 8 14$•" 144 �, Lane ❑Lt. ❑Rt ❑EB❑WB❑NB❑SB 9 1 41• ` 141 6 ACP Temp. Z5� lD 1 4-1'7 14-) I Average Compaction Z Remarks: A -;1 A Rollers 1JD r Iv UD3p Passes s s Iur ri rrr► Roller Codes: SDV-Singel Drum Vibrator DDV-Double Drum Vibrator P-Pneumatic TS-Tandem Steel COUNT ♦ DENSITY: Zdd I MOISTURE: Lz3Z GAUGE MODEUSERIAL#: DIST, ORIG.-GEOTEST, COPY-FIELD checked by: i C 16, M:IFonm-20ftVge1dA1ph.1t comp.Wp u � li � ' +� � �: 1 . ' ' 1 � 1 �_ � I I . ' ' _ j I Geotest Services, Inc. PROJECT v' JOB# Ti68 741 Marine Drive ADDRESS C REPORT# Bellingham,WA 98225 44,, phone: (360)733-7318 SHEET-- 2 " Z BY } DATE !- C -a fax: (360)733-7418 DESCRIPTION Asoud (� i i ' lilt l � � , , , ► _,fir ' , , � � - � - ' �•' - � ' - „ •, n _ 1 I - � -. GEOTEST SERVICES. INC. ASPHALT CONCRETE PAVEMENT JOB NO. T ID 741 MARINE DRIVE COMPACTION CONTROL REPORT REPORT NO. BELLINGHAM.WA 98225 TEST DATE Phone: (3601733-7318 NUCLEAR GAUGE PAGE 1 of Fax: (3601733-7418 ASTM D2950 INSPECTOR Vt.! PROJECT 411-4.�,, �s{ �� �� ACP Class 1 -tom MpAl 1 V ,�irl1 ADDRESS I-7 z S1- IJc- 1 /A Source Cs rz -/�V I CLIENT C,,bw,� �, -}-�',h, , t; ❑Leveling IR(Wearing ❑ Base CONTRACTOR Air Temperature Rice Density,pcf Correlation Factor i o0 Test Offset DT,In. Density Ave.Reading Lot#/Quantity I 30 / Station No. Depth BS pcf Corrected Attalned Required Beginning Sta. 1¢3,8 ► ¢Z. Ending Sta. J I TQsE- L e �}�a...,S l 4-0,8 - I 1 Lot Length 14o.7 14-z.Q Lot Width 2' )44.9 Z Plan Depth 3 " 3 145', 7 143,Z .q ( Lane ❑Lt. ❑Rt /¢�,(� - ✓Z- DEB❑WB DNB❑SB 144,s S3 ACP Temp. Z65 S 143 ,3 I g Z .I Average 142,a _ 9Z- Compaction L Remarks: Test Station Offset DT,In. Density Ave.Reading Lot#/Quantity No. Depth BS pcf Corrected Attained Required Beginning Sta. ice, 1 4-1.6 1 41.d Ending Sta. )4t),+ )c `� I Lot Length 14z. 3 ( } , ' Lot Width Plan Depth 3 8 14-,!>. /4/, Lane ❑Lt. ❑Rt 142.¢ - I DEB❑WB❑NB❑SB 144..41 14e—•3 ACP Temp. ZSp ID 14.3 ��'7 Average Compaction �Z Remarks: o+ c Rj,AAj�-- -�) ��, ,;I Rollers DD3Z 1�3c� t�D11c Passes v �,,I 11 +1+I Roller Codes: SDV-Singel Drum Vibrator DDV-Double Drum Vibrator P-Pneumatic TS-Tandem Steel COUNT ♦ DENSITY: Z i 4-I MOISTURE: So Z GAUGE MODELISERIAL if: 341 I C3/4 t-�io DIST: ORIG.-GEOTEST, COPY-FIELD checked by: /j M:1Fonm4W0V%MA9ph.N compAvp 1 _ -pop I • � 1 GEOTEST SERVICES. INC. ASPHALT CONCRETE PAVEMENT JOB NO. 741 MARINE DRIVE COMPACTION CONTROL REPORT REPORT NO. BELLINGHAM.WA 98225 PAGE NO. i- Z-61 Phone: (3601733-7318 PAGE Z of ,3 Fax: (360)733-7418 CONTINUATION SHEET INSPECTOR __kj}_ Test Offset DT,in. Density Ave.Reading Lot#/Quantity 3 3 o I Station No. Depth BS pcf Corrected Attained Required Beginning Sta. ja,r�r,Y 1 1 .5 lvSc+�7 �-r'v Sal 14a•o Ending Sta. 140 ¢ — �� Lot Length 141 •i 141, 1 Lot Width 2 !4Z•I - 9 ( Plan Depth 3 149-6 14,,-4 .4 Lane ❑Lt. ❑Rt 13 1¢� Z ✓3 ❑EB❑WB❑NB❑SB 14 145.E 14-3. Z ACP Temp. 2 the u 14-4 - �3 ISM 146.z 1 gS 2Z 1 Average 14,E 1 Compaction Z Remarks: Test Station Offset DT,In. Density Ave.Reading Lot#/Quantity No. Depth BS pcf Corrected Attained squired Beginning Sta. Ending Sta. Lot Length Lot Width Plan Depth Lane ❑Lt. ❑Rt ❑EB❑WB❑NB❑SB ACP Temp. Average Compaction Remark*: Test Station Offset OT,In. Density Ave.Reading . Lot#/Quantity ' No. Depth BS pcf Corrected Attained Required Beginning Sta. Ending Sta. Lot Length Lot Width Plan Depth Lane ❑Lt. ❑Rt ❑EB❑WB❑NB❑SB ACP Temp. Average Compaction Remarks: i I �._ ._ i Geotest Services, Inc. PROJECT JOB# TioS 741 Marine Drive ADDRESS 8t N C 1.6. %AIJIREPORT# Bellingham,WA 98225 phone:(360)733-7318 SHEET 3 °4 3 BY DATE fax: (360)733-7418 DESCRIPTIONTV (� j r , Cl) _I I - ,x I GEOTEST SERVICES. INC. ASPHALT CONCRETE PAVEMENT JOB NO. /c3 B 741 MARINE DRIVE COMPACTION CONTROL REPORT REPORT NO. BELLINGHAM.WA 98225 TEST DATE Phone: (360) 733-7318 NUCLEAR GAUGE PAGE I of Z Fax: (360) 733-7418 ASTM D2950 INSPECTOR PROJECT c �t S+- ,,, ACP Class ADDRESS 1-7 2` 5t' lu E - 4,� ���-}z., , v�l� Source L.s 2- pry-), Qt CLIENT (!�,. �t -}-,; ��-�- ,.5 ❑ Leveling Wearing ❑ Base CONTRACTOR se, ev 5 tZ, A,,te,ci a—� Air Temperature Se o Rice Density,pcf lS6 37 .tav�� Correlation Factor Test Offset DT,in. Density Ave.Reading Lot#/Quantity I 2.4-7 No. Station Depth BS pcf Corrected Attainedrquired Beginning Sta. C I, 1<i 14s.4 I�},3.Z Ending Sta. ��' 91 Lot Length 14Z,4 142•$ Lot Width a✓I Plan Depth 3 144 0 14¢.) Lane ❑Lt. ❑Rt `3 14 --) — gZ ❑EB❑WB❑NB❑SB ¢ 143.Z 142•6o ACP Temp. /4.1•e 1 Average Compaction 43 Z Remarks: Test Station Offset DT,in. Density Ave.Rea7Attained Lot#/Quantity Z- " No. Depth BS pcf Correct Required Be Innin Sta. Iss 143.9 14�. Ending Sta. 14Z.� — I Lot Length 14.3.S- 143 , Lot Width 143.g — 9Z Plan Depth I42- z 143-S- Lane ❑Lt. ❑Rt 44,8 -- Z ❑EB❑WB❑NB❑SB 1 ) 1 41 Z- ACP Temp. 2So l 41.Z - Jb Average Compaction Remarks: 4 Rollers I r d DD3� Passes " 5 s III) ►I Ilil Roller Codes: SDV-Singel Drum Vibrator DDV-Double Drum Vibrator P-Pneumatic TS-Tandem Steel COUNT • DENSITY: Zp MOISTURE: S4� GAUGE MODEUSERIAL#: 34-I1 �o DIST: ORIG.-GEOTEST, COPY-FIELD checked by:/,/,� WIForma20MMoIdAmphdt Comp.lwp :. 1 - . _ � . , . . Geotest Services, Inc. PROJECT 0 JOB# T b 815 741 Marine Drive ADDRESS LIZL —A -F e- - REPORT# Bellingham,WA 98225 2 .� Z phone: (360)733-7318 SHEET BY DATE fax: (360)733-7418 DESCRIPTION La, --_ I bl I . I ; f I ' tti I i ' -� I �� _ - I �.1 - � - STRUCTURAL STEEL PROJECT: Crown Distributing JOB#: T1083 INSPECTION REPORT ADDRESS: 17117 59th Ave,Arlington REPORT#: W6 GEOTEST SERVICES, INC. CLIENT: Crown Distributing DATE: 10-16-01 741 Marine Drive Bellingham,WA g CONTRACTOR: SeaCon/ KW Welding PAGE: 1 of 1 Be phone: (360)733-7318 WEATHER: Rain 55e PERMIT M 01-4404 fax (360)733-7418 INSPECTOR: DW Type of Inspection: Visual Weld Items Inspected Location Reference Comments Drawing Radius entrance stair system 7 to 8 lie and A to B line S6.2 The above items were conformin nonconforming ❑ W Reference Fabrication Welders Comments -Welders Name/Cert No. E Inspection Code Code Certification L AWS D1.1 AWS ❑ WABO Previously Verified to be WABO acceptable. D AWS D1.3 R AISC ❑ AWS-SMAW I AWS D1.4 ❑ AWS-FCAW 0 N UBC epp G AISC ❑ Procedures ❑ B Size Tvpe Torque Method Comments O ASTM A307 ❑ Turn-of-Nut ❑ L ASTM A325 ❑ Cal. Torque Wrench ❑ T ASTM A490 ❑ Load Indicating ❑ N AISC ❑ G UBC ❑ Comments: The above welds were visually found to conform. Copies: Crown Distributing SeaCon City of Arlington r 7 Submitted b x:%04'r rT.UndW,..,,a.L•n"3.Cf�a.wwe.gwoe This report shall not be reproduced except In full,without the written approval of GeoTest Services,Inc. C.pyrlphl O IN3 G-T..1 S. ..IM :� �� I _ _ � � _ c � ` �� � i I ' � ii � n i � ' � .t7 GEO ' 55 T SERVICES, INC. Engineers,Geologists and WABO Special Inspectors 741 Marine Drive°Bellingham, WA 98225•Phone 360.733.7318• Fax 360.733.7418°e.mail geotestCnas.com FIELD DENSITYIMOISTURE TEST REPORT ♦ SOILS ASTM D2922/D3017 PROJECT: Crown Distributing JOB#: T1083 ADDRESS: Arlington,WA. REPORT#: S18 CLIENT: Crown Distributing TEST DATE: 10-9-01 CONTRACTOR: Sea-Con/Colacurcio Brothers Construction �,` PAGE#: 1 of 2 INSPECTOR: JE 7 - COMPACTION OF : Soil under pavement PERMIT:� � Field Data: TEST LOCATION DEPTH/ FIELD IN PLACE LAB COMPACTION COMPACTION # ELEV. MOISTURE DENSITY SAMPLE % % (Pcf) ATTAINED REQUIRED 1 20' E of CB#26 SG 4.3 131.0 2589 97 95 2 10' E of CB#11 SG 4.7 128.7 2589 95 95 3 30' E of CB#12 SG 6.6 133.0 2589 98 95 4 20' E of CB#13 SG 4.8 135.0 2589 99 95 5 30' E of CB#14 SG 4.8 132.1 2589 97 95 6 10' N of CB#15 SG 4.9 134.7 2589 99 95 7 Between CB#15 and 16 SG 4.5 132.6 2589 98 95 8 15' N of CB#16 SG 4.7 134.9 2589 99 95 9 20'S of Cl#16A SG 6.9 125.4 2589 ; 93 95 10 Between CB#16A and 17 SG 5.5 133.5 2589 99 95 Lab Moisture-Density Data: Lab Soil Max.Dry Optimum Retained M-D Sample Type Source Density Moisture on#4 Test Method # c (%) (%) 2589 Gravel w/Sand East Valley 135.5 7.0 51 ASTM D1557 C _ 2588 Sand w/Gravel Native 127.0 8.0 2 t ASTM 11557 B Comments: All soil was in place and compacted upon arrival. All test locations are approximate. SG=sub grade. CB=catch basin. C1=cub inlet. All tests attained required compaction except test#9. RECEIVED OCT 2 5 2001 CITY OF ARLINGTON Copies: Client Sea-Con City of Arlington Submitted By: Z_ Grant Richardson Technical Director ereea,p This report shall not be reproduced except In full,wilhoul the written approval of GeoTest Services,Inc. The above lest results relate only to the sample(or location)tested I • • �. � N 1 Y i alb. • — � �1 .� •J ti 1• .� • • N SOILS OBSERVATION REPORT • CONTINUATION PROJECT:Crown Distributing JOB#: T1083 CLIENT: Crown Distributing REPORT#:S18 DATE: 10-9-01 PAGE#: 2 of 2 Field Data: TEST LOCATION DEPTH/ FIELD IN-PLACE LAB COMPACTION COMPACTION # ELEV. MOISTURE DENSITY SAMPLE % % (ft.) N (Pcf) # 11 Between CB#17 and NE corner of SG 4.2 135.1 2589 99 95 Bldg. 12 20'W of CB#18 SG 4.6 135.3 2589 99 95 13 10'W of CB#19 SG 4.4 134.9 2589 99 95 14 0'W of CB#20 SG 4.0 135.0 2589 99 95 15 0' NW of CB#21 SG 4.0 131.0 2589 97 95 16 0'N of SW light pole SG 4.1 134.9 2589 99 95 17 10' N of S center light pole SG 6.0 132.8 2589 98 95 18 0' N of SE light pole SG 4.3 132.7 2589 98 95 e+e�p This report shall not be reproduced except In lull,without the written approval of GeoTest Services,Inc. The above lest results relate only to the sample(or location)tested I - .- - � - � •� - - 09/10/2001 08:45 FAX 206 308 6856 S REFRIG. 12 001 Q tlr v 3132 N.E. ,3TO Street p T P.v.Box 27073 i Seattle,WA 93125 P r Q Phone:(205)367-26M Pax: (206)$88.0856 }� www,psref.com PUGETSR169CB Q II \\ � �l b FAX ,b; Fr+orrx PAv i-- �Oleo 4vf- 6� 1 ?'j� yb Phone: 6-7 Z Date., Fex COO _Li 31 o(p cc: ❑Urgent X Far Review d Please Comment ❑Please Reply ❑Please Recycle RE:_(k0 LAA f=•Tf I V T)NJL - Post-it®Fax Note 7671 Date c7_12— pages —'I— TO From Co./Dept, Co. Phone# Phone# Fax# inn _ 1 1—� �� ■ I 'I I ,� i 1 dn I"I11 --'Y1LU Ahm t It ' r s TA mi Jt ■ �■ sdt u■T:T 7■ I L!ae I I I � / �. 31 • =At - � l `tom_ 1 - _ rL I• IL _ I I �1 1■ --%A 4 c� • . n _ 1 J •- .l . 09/10/2001 0s:46 RAX 206 368 6856 P 9 REFRIG. 121002 SINGLE SIDED INSTALLATION INSTRUCTIONS MOUNTING ANGLES F CLA9atFEP Kr)IuOKULCIASSIgEO �w � U cuccwctiRow L eeaornmucr UL TCcK6 eiR U._.!b(AFID Mee V Application All CSS Air Produots 11-1I2 hour vertloal mounted fire and fire-smoke dampers may use single,-aide mountng angles in lieu of conventional 2-slded mounting angles.Single-slde mounting angles may be field fabricated or factory SWIled and may be Installed in metal stud,wood stud, concrete or masonry partitions. Maximum Site 80"wide x 48'high(2032 x 1210),or 40"wide x 96"high(1016 x 2458) General Notes A. Install dampers In accordance with the appropriate damper installation instructions sheet.Replace conventional 2-Fido FIgUrta 7: single Moulting Angie mounting angles with single4de mounting angles as Over Drywall with Wood Stud appropriate. (aiuway anorm for WustraUon purposes only) B. Single-Side mounting angles shall be a minimum of 3/4" single Mounting Angle Single Mounting Angle x]-11"tall x 20 gauge(19 x 313 x 1.0)steel.For metal Over Drywall UNDER Drywall stud partitions only,the single-side mounting angle may $ MeW Stud daily be directly attached to the metal stud prior to the a Installation of the drywall.See Figure& G. Attach sln le-side mounting angles to the damper sleeve and g 9 9 Stud . e k Metal `, the partition with No.10(rob)ateel acre"or bolls,3/16"(4.B) e !;,pampa st"d y nampe diameter steel rivets,quick-lock joints or welds at 12"a.c. sleeve ` =;• {. sleeve maximum. A minimum of two connections per side,tap f• and bottom. i Underwriter's Laboratories file#1114981 The product is also listed by CSFM fire#M5.1404:101,#3225.1404:105 and conforms to NFPA 90A and NFPA 92A. t2 rn c - 1 c c c g A A A A f3 L„ Figures 2:insist Stud Figure 7:WOW Drywall Inatall"an Figure 4:wood Swd Figure 9:Goncrelo or Masonry (Metal Stud Only) iftrxMjdan 15 mrci zK urne d cmdriti Hah*ver we reserve the rjqM IOW make oh-n w wiUvyi 0211CA. NOTE:Dimensions In parenthcscc O are elilimeter0- r Prociucls v 2824 N. Syrvonla Ave., Fort Worth, exas a Fax (81 i) 8 7470 _1 I lu ■ 1_ I l`I ■11 _ 1 s I I r-LCAjrC--Ai :1 L I 1 I � ' I tpu ^ to L-� MI i-I■ I 61 1941E A'2rilll I 1 1 ■ 17 1 A l ■T � II a -ry \mt*6M` -M1 II iK - r 1 �■ ■� r �I I I V ' y_■♦1 I I 1 7 -■■ I 1 I r Ly ■ S � I ~mil I 1 I L I I II I ' II I I 1 1 J I 1 11 I LL - L a-20--01 ; 11 :41 AM;S E.ACON ;425.3379720 # 165 NE Juniper St, Sulte 100, Issaquah,WA 98027 0 Tel: (425)837-9720 0 Fax: (425)837-1585 Nate: FAX COVER b� Number of pages ::nc16dinj cover sheet: To: From: /AVe— AY���m Patrick McQueen Project Manager Rhano! Phone'_ Fax.phone: -(p D S 9 Fax phone: (425) 837-1585 Cc: REMARKS: ❑ Urgent [$ For your review ❑ Reply ASAP Please comment � r ELMA3VOD XA9 I f � ■ f � �•c�.�_ .;_yam i I � N 0-20-01 -11 +.wM;BEACON ;4_s337?720 ak 2/ 6 mM*-W- 3 165 NE Juniper Street,Suite 1 DO•Issaquah,Washington 9BO27 Tel-425l837.9720 Fax-425/837.1585 August 20,2001 Mr. Dave Anderson Building Official City of Arlington 238 N. Olympic Ave. Arlington, WA 98223 _ Subject: Crown Distributing Door Revisions#144, Permit#01-4044 Dear Dave, As discussed, the owners of Crown Distributing would like to add several doors to their facility. Rev. #1: Move wall back 3'at top of Stair 4. Add 90 min. door at south wall Into double doors. Rev. #2: Add 20 min. door in Corridor#143 at Gddline#10. Rev. #3: Add 20 min. door in Corridor#225 at Gridline#10. Rev#4: Add 20 min, door in Corridor#144 between Gridlines C and D. I have included 81/2'x 11"sheets of the revisions for your review and approval. Please call me if you need ant additional inofrmation. Sincerely, Patrick McQueen Project Manager SEA CON CC: Jobsite 1 r ■ - L ■ 1 m7 ■ ■ ■ 1 slam, I ON IA nor No ■ m I + lam i ■ ■ a i■ -M m1 ■ ■ Y ti 0.0 ■ii so'bom rf p■ 0 i 1 1 F ■ i✓ ■i I � IF I .• t Li ■ i _ ■ _ 1 1 ■ ■ -1 Ell ►- _ 11 1 ■ I 1 !! - 8-20-01 ; 11 :41AM;SE^CCP! ;425837G720 f o t i W I � d i � I t I - ------ - i � s o e.,j , T i f7� �d ���'��AO�t► t Ji I • I� • C ' I , u r SO Jill Ij • ' � III - - � , ULM ! L � i CMI N ' ■ , I 0 \ Q s i «l H ■II/ 1 �► o Wkwim w � +r� I I 1 I r - .Ttmom ILI IIIA rob I � r- i � • I I I I I' r . �-� 'rti 1 I Mr 1 l + I _