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17906 43RD AVE NE_046028_2026
*.&- CITY OF ARLINGTON 238 N. Olympic Ave. Arlington, WA 98223 (380)403-3421 RECEIPT No. 69735 RECEIVED ****THREE HUNDRED THIRTY SEVEN DOLLARS & 50 CENTS RECEIVED FROM AMOUNT REF. NO. CITY OF MARYSVILLE 01./30/06 E9735 337. 50 Check 27549 E092 & 6093 Misc Receipt JOSS 22i INSPECTION REPORT � 41,IN G?'O Permit No.: 0�1 bOz-6 Lot #: IT, Address: f'1`i o t, y 3 ►N_VE:_ Z Contractor: t A4 L-c- Owner: G 9`rIN OHO o :n Date: '7 -Z 8- c r ,.Q- ❑�PPROVAL 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: f Date: TYPE OF INSPECTION REQUESTED ❑ Under-floor ❑ Framing ❑ Gas Piping ❑ Footing ❑ Drywall, Nailing ❑ Consultation ❑ Foundation ❑ Shear Nailing ❑ Groundwork ❑ Mechanical ❑ Grid JStruct. Slab ❑ Wood Stove ❑ Rough-in ❑ Final ❑ Masonry ❑ Drainage ❑ Insulation ❑ Other: 23 Z- INSPECTION REPORT iIS4 Permit No.: e44 (,oZA Lot#: Address: 1i'1O(o 143Contractor: I A^4-0 Owner: Date: 9 - I `f- ®s, ❑ APPROVAL Ok 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. Go Inspector: ��., — Date: TYPE OF INSPECTION REQUESTED ❑ Under-floor ❑ Framing ❑ Gas Piping ❑ Footing ❑ Drywall, Nailing ❑ Consultation W-Foundation ❑ Shear Nailing ❑ Groundwork ❑ Mechanical ❑ Grid ❑ Struct. Slab ❑ Wood Stove ❑ Rough-in ❑ Final ❑ Masonry ❑ Drainage ❑ Insulation ❑ Other: 1';f(a INSPECTION REPORT Zs� 1;4 T Permit No.: o4t (o®Z Lot #: Address: t-75®� ter` 3 v�J tContractor: bA �OOwner: C� :w Date: 9— 0 S' ❑ 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. _t,4 �..r�A-n a. J 72eV Arc. Inspector: Date: I-9-0'f- 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: 'NSPECTION REPORT "PIM N G TO Permit No.: 04�- Lot #: Address: /2l26— y3 Ae � Z Contractor: Z11Ce�;7 9` OHO Owner: if IN Date: 13 ❑ 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: 7—13—Z 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: 418 INSPECTION REPORT � v ¢y�N G TO Permit No.: o q fo o ze Lot #: Q' Address: i-7 9 o (. 4 3 vgvC ZContractor: t Ail Lo -Y3, ,SO Owner: c-0 ^,A, - 4I N G Date: 7- F-o to C,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. vDate: Inspector: 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 AX Insulation ❑ Other: Pi� INSPECTION REPORT Celt ry ¢ti1N G1'O Permit No.: -7 ya,�71_ot#: Address: � z Contractor: /yI O 'Y O Owner: 4- ING� Date: % -/;E-o� 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: 7 Ar "cic 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: 06- INSPECTION REPORT 04 &o �e ¢y1N G ro Permit No.: � ,err-ate _'� Lot#:�Q' Address: t-7 g Duo L4 3 6- Z Contractor: 1^ C 4 Owner: IN � Date: (9—Z---o c- 1) 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. C c2� i h �LL lg f/`c76 C-��.Dro�•r Inspector: f}/N' Date: 6 Og; 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 2f-Insulation 94DA ❑ Other: INSPECTION REPORT iN c T o Permit No.: o� (� z.S Lot#: Address: Contractor: /Nt LO qJ, ,t0 Owner: LINO 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: ' 3' 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 Ur Insulation A-,NF ❑ Other: `i Zq INSPECTION REPORT Z I�G ¢1� 1'o Permit No.: o� 60z-f& Lot#: Q' Address: 1`7 yo t. Ct A� Contractor: fA4 C_j ING'0 Owner: Co Date: `� 3-- '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. T Inspector: 2✓ 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: � Z d►� INSPECTION REPORT ¢tiIN G t Permit No.: o Y &,ozls Lot#: Address: 17 9 C)fo �3 ,�}✓ter Z Contractor: fr. (�AA c-10 `Y�,�I N G.So Owner: Date: - ❑ APPROVAL �,-o 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 � l r"�✓ ~�� � ���S /�✓if�'i� �17J7�lTfi 1 . Inspector: �� Date: TYPE OF INSPECTION REQUESTED ❑ Under-floor X Framing ❑ Gas Piping ❑ Footing ❑ Drywall, Nailing ❑ Consultation ❑ Foundation ❑ Shear Nailing ❑ Groundwork ❑ Mechanical ❑ Grid ❑ Struct. Slab ❑ Wood Stove ❑ Rough-in ❑ Final ❑ Masonry ❑ Drainage ❑ Insulation 0 Other: AA e_-r-rri- /L.ctl/-' INSPECTION REPORT ¢�ZN G?'O Permit No.: 041 k oz-8 Lot#: Address: /71a(� q3 1+V6' Contractor: /M.4-0 'Ys ,SO Owner: C,eAA, IN O Date: ❑ APPROVAL 6- 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. 11011 Inspector: Date: L+ TYPE OF INSPECTION REQUESTED ❑ Under-floor 0 Framing ❑ Gas Piping ❑ Footing ❑ Drywall, Nailing ❑ Consultation ❑ Foundation ❑ Shear Nailing ❑ Groundwork ❑ Mechanical ❑ Grid ❑ Struct. Slab ❑ Wood Stove ❑ Rough-in ❑ Final ❑ Masonry ❑ Drainage ❑ Insulation ❑ Other: 9—aiu.cz. 5 ri-m 2e,. INSPECTION REPOF NN ti.N GT Permit No.: oV TP0 -S Lot #: 4" O� Address: (_7 r 0(Q Contractor: 1 A4 L O s� G O Owner: -� •T�IN Date: 2--i -` APPROVAL ❑ PARTIAL APPROVAL a� ❑ 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. 0/0 e14 ��- -�-C)& Inspector: L✓ 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 i8.Masonry ❑ Drainage ❑ Insulation 0 Other: ©hge.',w Q*U ►'wso. 1ZSf- ti� INSPECTION REPORT 4ti1N G?'O Permit No.: okr 607_8 Lot #: Address: [-7 1 D e Lf 3 r4✓L= Z Contractor: i Z-.o O Owner: 9`r'qI N G� Date: ,IPPPROVAL ❑ 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: 7r- Date: TYPE OF INSPECTION REQUESTED ❑ Under-floor ❑ Framing ❑ Gas Piping ❑ Footing ❑ Drywall, Nailing ❑ Consultation ❑ Foundation ❑ Shear Nailing ❑ Groundwork ❑ Mechanical ❑ Grid A Struct. Slab ❑ Wood Stove ❑ Rough-in ❑ Final ❑ Masonry ❑ Drainage ❑ Insulation ❑ Other: /o Cj INSPECTION REPORT 4ti1N Gr0 Permit No.: Lot#: Q Address: /2 aG- 4`3 �.e Contractor: �i _ a O Owner: Aar Sal IN G� Date: _ Q"4� ❑ 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: joov000l' 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 0 Other: v� INSPECTION REPORT ii ?' PermitNo.: oK too � Lot #: Address:Contractor:O Owner:O Date: AfkPPROVAL ❑ 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. df 1 ►f 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 ii Permit No.: n w t�eai,� Lot #: Address: f"19®ca `-I3Contractor: i0 Owner: CA Date: iZ 't - o5— 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: /c. Date:/olj 0- `GS^ 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: ,��ant- iZYz- �� -.•-�i INSPECTION REPORT ¢ti1N G?'O Permit No.:0 7 Lot#: Q' Address: / 7 5676- �4 3 •9,ir� • �/f'I d � Z Contractor: Owner: LINO Date: C_J ❑ APPROVAL 121PARTIAL 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. K Inspector: �/ Date• & TYPE OF INSPECTION REQUESTED ❑ Under-floor ❑ Framing ❑ Gas Piping -2 Footing ❑ Drywall, Nailing ❑ Consultation ion ❑ Shear Nailing ❑ Groundwork ❑ Mechanical ❑ Grid ❑ Struct. Slab ❑ Wood Stove ❑ Rough-in ❑ Final ❑ Masonry ❑ Drainage ❑ Insulation 0 Other: INSPECTION REPORT NGT ¢S.1 O Permit No.: ©-',r Lot#: Address: 17,9 oto tt 3 r4u� Z Contractor: .M c 4 Owner: rp e� �s I N G Date: //— i 8 --c S A-APPROVAL 6-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. C 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 X Rough-in ❑ Final ❑ Masonry ❑ Drainage ❑ Insulation ❑ Other: 40-11 2 ''v ISPECTION REPORT fm IN G �e ,¢� ?'O Permit No.:���`� wLOt #: Q Address • �1 Contractor: ��, ,SO Owner: �try �IN� Date: /l`kL -C-9.5- ❑ 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. -:.2 L S' A2 457 n - Inspector: Date: TYPE OF INSPECTION REQUESTED ❑ Under-floor ❑ Framing ❑ Gas Piping ❑ Footing ❑ Drywall, Nailing ❑ Consultation ik_Fatinc, ❑ Shear Nailing Q.Groundwork ❑ Mechanical ❑ Grid ❑ Struct. Slab ❑ Wood Stove ❑ Rough-in ❑ Final ❑ Masonry ❑ Drainage ❑ Insulation ❑ Other: 13 10 fS -, INSPECTION REPORT 4titN GrO Permit No.: z),4 602-S Lot#: 4 Address: /'7'7o co �/3 �V Contractor: /AA L Q O Owner: i9s�jNG� Date: //— i 'r—o r" ❑ APPROVAL X 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(/c3frr7-- Fl l n.! Inspector: Date: TYPE OF INSPECTION REQUESTED ❑ Under-floor ❑ Framing ❑ Gas Piping Footing 4^' ❑ Drywall, Nailing ❑ Consultation ❑ Foundation ❑ Shear Nailing ❑ Groundwork ❑ Mechanical ❑ Grid ❑ Struct. Slab ❑ Wood Stove ❑ Rough-in ❑ Final ❑ Masonry ❑ Drainage ❑ Insulation ❑ Other: %f0I INSPECTION REPORT iiv 1.ZN G 1Permit No.: a y L oZ-8 Lot #: Address: 1'7`I 0 G -+ 3 PevtCContractor: /M wO Owner: 4 j N 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 FOR RE-INSPECTION - 24 hour notice required. 77 Inspector: Date: — ' 625— TYPE OF INSPECTION REQUESTED ❑ Under-floor ❑ Framing ❑ Gas Piping ❑ Footing ❑ Drywall, Nailing ❑ Consultation X Foundation ❑ Shear Nailing ❑ Groundwork ❑ Mechanical ❑ Grid ❑ Struct. Slab ❑ Wood Stove ❑ Rough-in ❑ Final ❑ Masonry ❑ Drainage ❑ Insulation ❑ Other: q /7 ISPECTION REPORT ii ?' Permit No.: Dy Coo 4� Lot #: Address: -7' O �Contractor: i M L-0 O Owner: 6.0 Date: it -3-o,�" ❑ APPROVAL ,IMPARTIAL 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`f-ine% a c-'g, jzd2 ` LIF 7-0 /K A-Au I-It L.t Inspector: Sum Date: TYPE OF INSPECTION REQUESTED ❑ Under-floor ❑ Framing ❑ Gas Piping ❑ Footing ❑ Drywall, Nailing ❑ Consultation ❑ Foundation ❑ Shear Nailing };r Groundwork ❑ Mechanical ❑ Grid ❑ Struct. Slab ❑ Wood Stove ❑ Rough-in ❑ Final ❑ Masonry ❑ Drainage ❑ Insulation ❑ Other: 344y INSPECTION REPORT ti1N G r® Permit No.: n N 6oz-H Lot #: Address: 1 -7 ef o io Lf 3 Contractor: + m L 9S ,SO Owner: t-A, Date: 2--7-05- ❑ APPROVAL PMPARTIAL 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: Dater-05 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: 94;Fb/{ram 3i- .I INSPECTION REPORT N G1'O Permit No.: D4 602-€3 Lot #: Address: c--i n o w Lt 3 ^,.L Contractor: I 'Vt C o Owner: �I N G G� Date: ❑ APPROVAL PARTIAL APPROVAL ❑ VIOLATION A� 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 e � Inspector: / 1 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: "NSPECTION REPORT Ze iiI permitNo.: nY &0z83Lot#: Address: l"7 9 o 4 3 eyviContractor: mOwnerC' Date: 'a- eAPPROVAL ElPARTIAL 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 ❑ Groundwork ❑ Mechanical ❑ Grid ❑ Struct. Slab ❑ Wood Stove ❑ Rough-in ❑ Final ❑ Masonry ❑ Drainage ❑ Insulation ❑ Other: j2o", -ice INSPECTION REPORT 1,33 ¢1,0 G?'O Permit No.: o Y 6 o z13 Lot#: F' Address: 1 7 9 o 413 VIA�tc Z Contractor: GjTm a-r- t-y,, ,sv, e Owner: 9s r N G� Date: 2-27 -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. Inspector: Date: 2-2-7-0-7 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 0 Final ❑ Masonry ❑ Drainage ❑ Insulation ❑ Other: RNSPECTION REPORT titN G TQ Permit No.: ©g 6 o zel Lot #: Q Address: f-71 o b (,f 3 Contractor: /,4-t c D Owner: c.5-,, 4I N G Date: 1 5 -n,? ❑ APPROVAL ❑ PARTIAL APPROVAL ❑ VIOLATION Af-CORRECTION REQUESTED Corrections listed below MUST BE MADE before work can be approved. ❑ Please contact inspector. ❑ Was not able to perform inspection. � F/� Jig � /`•=' �'r��fs ❑ CALL 435-0674 FOR RE-INSPECTION - 24�ouriotice required. c; r-, �y n yam,�� �., Gi hel CY k 5 01 n Ci n Inspector: / Date: S 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 K�Final ❑ Masonry ❑ Drainage ❑ Insulation ❑ Other: Z4 INSPECTION REPORT 4ti1N G rO Permit No.: o y--6oa F Lot#: Address: 17g06 = Contractor: TA ef� 9 4 Owner: �, Al s�I N G( Date: 12�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! }- cam! /'G✓c�G Inspector: 2 Date: TYPE OF INSPECTION REQUESTED ❑ Under-floor ❑ Framing ❑ Gas Piping ❑ Footing ❑ Drywall, Nailing ❑ Consultation ❑ Foundation ❑ Shear Nailing ❑ Groundwork ❑ Mechanical 4 Grid ❑ Struct. Slab ❑ Wood Stove ❑ Rough-in ❑ Final ❑ Masonry ❑ Drainage ❑ Insulation ❑ Other: r 31 INSPECTION REPORT tiiN G TO Permit No.: o,4 c.o Z25 Lot #: Address: 3 a-V-'E— Z Contractor: (Me_0 Owner: C-0 SING Date: -7 - i 2.—o(o 4 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: /'"i.�L✓ Date: -4 TYPE OF INSPECTION REQUESTED ❑ Under-floor a Framing 4Gas Piping ❑ Footing ❑ Drywall, Nailing ❑ Consultation ❑ Foundation ❑ Shear Nailing ❑ Groundwork ❑ Mechanical ❑ Grid ❑ Struct. Slab ❑ Wood Stove W Rough-in ❑ Final ❑ Masonry ❑ Drainage ❑ Insulation 0 Other: C I TY OF ARL— I IVGTQIV CONST RUCT I Oh! FEE RM I T PERM I T IVO_ Owner: CITY OF MARYSVILLE, WATER TREATMENT 80 COLUMBIA AVE MARYSVILLE 9 Value of Work: 1, 039, 000. 00 Tax ID: 310521-003-006-00 Phone: 360. 651. 5100 Describe Work: WATER TREATMENT PLANT BUILDING Proposed Use: IND/COM Legal Description: Job Address: 17906 43RD AVE NE Contractor's Name Type Address License' IMCO GENERAL CONSTRUCTION GEN 4509 GUIDE MERIDIAN IMCOGI*215R1 TOTALS Fee Permit Fee $3, 292. 05 Plan Fee $2, 139. 83 State fee $4. 50 Traffic Mitigation $2, 076. 00 SIGNATURE: TOTAL FEE. . . . . . . . . . . . . . . . . $7, 512. 38 I HEREBY CE TIF THAT I HAVE READ AND EXAMINED THIS APPLICATION AND PAYMENTS. _ _ _ . _ _ . _ . . . . . . . . . 54, 025. 00 W THE SAME TO BE TRUE AND COR- E ET ALL PROVISIONS OF LAWS AND TOTAL DUE. . . . . . . . . . . . . . . . . $3, 487. 38 RD NAN - G VE NING THIS TYPE OF OR ' WI BE CO LIED WITH WHETHER DATE RECEIPT # PEr:IF_I . EI OR NOT. _ PO�g Dq r' UIN ; UFF CI L - /a�/a5 11 dd • left, Y1 1 * 1 3. 3 'A 7$1,A 11 A L' Y - A't(' ,a - .!w ku -J)j J.t;V j J'Al W .1 fjW sub a..'I(I I lip -.s;-_#q-wbhA doil. a its Lo u ti, 339 .IA I OT 'Irl �ivf.%H 4 Ahl' T . . . . . . . . . . . . . -1 A IiAll 4CA . . . . . . . . . . . . . . . . ...MJQ JATU I' W A A,- �_��A ell" ' -;,.., itClY --„.. ..=,�'.L'.7 �'�iW iwiai.G`"�;,� nii+�:u1 -� • iri:+LS�� - �,,�; .. - '.c. n:.ns�^ncnonawi��moamnVtin•rct�a .A!`asmnvr � `, i'. ,, t�rrnxa. x••.r.�nm^^ntimnanau�r+.vn.�.•.u>ym�.»K•..�.nn�nnrs�„KRcrznri;n �. n H H x c0 , m x � ` v n a a r f m a N > � � �a o C7 > C)tTj •t Z U) y �o r O 1-1 z z rn z o C� x tTj z� zT r x O O w n ITJ y Z a C� o i--� ,i D m O r z W m C�S < Ir1 F- . . N fj z Z OZIt Cs! tTj y p 1�-{ O • m !L//�- m z [ o (° a r ry Z C7 C7 o O 1. n Qj a r \ c) O x O ., ' •� n \ n O x o n ' o r n °° D C� — 1 zy L ���t;�sy�LL_,mm� u.�x�^�.�-'�� \�'2�s�.,+u•�¢c'�"'� ��'�rnm�y�,Mmao¢�fi�:=/ ``��i�n,„�.�.m '� \-rnv,T�n�mcy,'+?'�i -x �_, I ' G1�Y City of Arlington Development Services .� ,� Design Review Decision � N G , April 21 , 2004 City of Marysville Water Treatment Plant C-03-073 I. PROJECT DESCRIPTION AND REQUEST Development of a new water filtration plant to provide filtration treatment and disinfection of the water from this source to meet EPA and Department of Health requirements. The development consists of a main building approximately 100 feet by 66 feet and 33.76 feet tall, an above ground, 200,000 gallon steel tank, stormwater detention facilities, parking and landscaping. The applicant has requested two variances. The site is zoned Residential Moderate Density. II. GENERAL INFORMATION 1. Applicant: City,of Marysville, 80 Columbia Avenue, Marysville, WA 98270 - 2. Contact Person: Carolyn McAlpin, 3. General Location: The site is located at 17906 43t" Avenue NE, in Section 21, Township 31, Range 05, W.M. (Tax ID No. 310521-003-006-00). 4. Address of Property: 17906 43rd Avenue NE 5. Description of Proposal: Design Review approval for development of a new water filtration plant. 6. Acreage: Approximately 1.31 acres, or 57,019 square feet. III. BACKGROUND The subject design review/conditional use permit application was received by the City of Arlington on November 21, 2003, and the application was deemed complete on December 15, 2003. Pursuant to AMC §20.46.020, the Design Review Board has jurisdiction over the design review of this project. IV. FINDINGS The following findings are made based on the project description and the guidelines of approval. 1. Attached is a design guideline compatibility matrix for each of the sections of the general design guidelines that appear to be applicable to this project. The matrix WTP DRB Decision.doc kjr; Draft Design Review Decis, March 8, 2004 City of Marysville Water Treatment Plant C-03-073 indicates that the applicant has met the intent of all of the applicable design requirements and guidelines. V. DESIGN REVIEW DECISION At their meeting on March 16, 2004, the Design Review Board reviewed the design of the City of Marysville Water Treatment Plant Conditional Use Permit (File No. C-03-073) for consistency with the Development Design Guidelines pursuant to Arlington Municipal Code Chapter 20.46. The Design Review Board determined that the project meets the required design review guidelines pursuant to the Design Chapter of the AMC and draft design review decision dated March 9, 2004. VI. APPEAL This Design Review Decision may be appealed to the City Council as an appeal of the conditional use permit within 14 days of issuance of the conditional use permit per City of Arlington Land Use Code Chapter 20.20.010 (Appeals, Variances, Interpretations) and Chapter 36.70C RCW, Judicial Review of Land Use Decisions. VII. EXHIBITS 1. Decision dated April 21, 2004. 2. Design Guidelines Compatibility Matrix (on file at City Hall). 3. Applicants Design Review Findings received by the City of Arlington on November 21, 2003 (on file at City Hall). 4. Site plans and landscape plans received by the City of Arlington on April 2, 2004(on file at City Hall). 5. Elevations received by the City of Arlington on November 21, 2003(on file at City Hall). 6. File C-03-073 (City of Marysville Water.Treatment Plant) (on file at City Hall). ORDERED THIS 21ST DAY OF APRIL 2004 dv r Cliff trong, Plan anager Responsible icia Distribute(tohe ollowing Parties of Record: • City oville, 80 Columbia Avenue, Marysville, WA 98270 • Carolyn McAlpin, 2375 130th Avenue NE, Suite 200, Bellevue WA 98005 • Dave Anderson, Building Official, Development Services, Building Division • Kerry Wentz, Plans Examiner, Development Services, Building Division • Sarah H@gg@, Recreation Coordinator WTP DRB Decision.doc kjr; 1/15/04 Page 2 of 2 Federal Firesafety,Inc. Cosco Fire Protection,Inc. 19231 36thAve.W.Suite B-200 10910 117uh Place N.E. Lynnwood,WA 98036 Kirkland,WA 98033 Phone(425)670-2724 Phone (425)827-9654 Fax(425)670-2675 Fax(425) 827-7474 Suh.idi iry ('om�nir�of Coosolidated fire Protection LLC Stillaguamish River Waste Water Treatment Facility 17906 - 43rd Avenue, NE Arlington, WA Fire Alarm System Submittal INDEX No. Manufacturer Part No. Description 1 , QS1-G-1 Fire Alarm Control Pnael r2. SIGA-PS w/SIGA-SB Addressable Smoke Detector 3_ SIGA-270 Addressable Manual Pull Station 4. SIGA-CR Addressable Control Relay 5. SIGA-CT1/2 Addressable Monitor Module 6. 302 EPM Rate Compensation Heat Detector 7. G1-HDVM Genesis Horn/Strobe 8. G1-VM Genesis Strobe 9. 757-8A-TW Weathe roll Horn/Strobe 10. 439D-10AW-R Exterior Bell 11.1 CS405-8A-T Exterior Strobe Material supplier Installation Contractor: Federal Firesafety Electrical Energy Contractors 19231 -36th Avenue,West P.O. Box 14128 Suite B-200 Mill Creek,WA 98082 Lynnwood,WA 98036 Ph (425)481-8260 Ph (206)670-2675 Fax (425)425-486-3162 RECEIVED Fax (425)670-2675 AUG 16 20051 " C*A BUILDING DEP1 L=WEMlQuick Mart EDWARDS SYSTEMSTECH...1.10GY CONTROL PANELS S1 Intelligent single loop = ,° life safety control panel ate. • �r�_.�.`a1Ld r 3 Features ■ Supports up to 250 Signature Series intelligent devices ■ Combines the Signature intelligent releasing module with Signature multisensor detectorsfor reliable suppression ■ Failsafe mode ensures uncompromised reliability ■ Class A(Style 7)or Class B(Style 4)wiring options ■ Capacity for eight serial annunciators ■ Four built-in system relays Quick.— --zt�r►1 ■ Optional dual line dialer supports Contact ID and 4/2 formats ■ Three methods of programming:QuickStart QS1's setup routine is deceptively simple,considering this 'buto-learn,"front panel and personal computer(PC) system's robust features.Supporting up to 250 intelligent detectors ■ Supports optional barcode scanner for direct device data entry and modules,QS4 lakes full advantage of EST's exclusive Signa- ture Series technology,which provides electronic addressing, ■ Optional bank of 30 front panel switches with dual LEDs automatic device mapping,environmental compensation,and true ■ 20 adjustable pre-alarm settings for Signature smoke detectors multisensor detection. ■ Wallboxes available in red or gray with optional trim ring for QUIckStart's innovative design makes it easy to add a dialer or semi-flush mounting. extra auxiliary relays.Quick-Lok option cards snap onto QS1'S easily-accessible DIN mounting rails.QS1 also sup ports as many ■ Large 14-line(224 character)backlit LCD display as eight remote annunciators and up to 30 programmable front ■ Four password levels,plus priority access keyswitch panel switches with dual LEDs for system control and display. QS1 is as simple to operate as it is to set up.Its large 14-line backlit ■ Message routing by event type or by individual message LCD display provides easy-to-understand details concerning up to ■ Alarm sensitivity by time of day or manual selection 1,000 system events,while bright system status LEDs and large, tactile control buttons present the user with a clean,crystal clear ■ 1,000 event history buffer,plus alarm history counter interface.Four password levels limit control and information ■ 6 amp Power Supply,4.75 amps available for external use retrieval to authorized personnel.A priority access keyswitch gives Level 2 access without a password to management and emer- gency personnel. Description EST's QS1 life safety control panel brings big-system intelligent Application control to small applications.Designed for easy setup and simple installation,QuickStart lives up to its name in every respect.QS1's Thanks to its flexibility and simple setup and operation,QS1 is exclusive QuickStart auio-learn function,and the option of ideal for new installations in schools,apartment buildings,hospi- configuring the panel using convenientfront panel programming tals,office buildings,and retail facilities. or from a PC,makes short work of system setup.Devices come on. The benefits brought by OS 1 to retrofit applications underscores line in no time as well,thanks to QS 1's built-in barcode scanner the true potential of this powerful system.As an intelligent panol, port.A simple pass of the optional scanner is all it takes to store QS1 supports Signature Series devices,which nan I IlzP existing device information in the QuickStart database.The scanner can wiring in most retrofit applications.This makes upgrading from a also be used for quick and easy text entry when assembling conventional system to analog control a simple operation with custom messages. minimal disruption to normal operations at the site. EDWARDS SYSTEMS TECHNOLOGY, INC. U.S.SALES:SARASOTA,FL 941-739-4200,FAX 941-727-0740 • CANADA SALES:OWEN SOUND,ON519-376-2430;FAX519-376-7258 INTERNATIONAL SALES:905-270-1711;FAX905-270-9553 • CORPORATEHEADGUARTERS:CHESHIRE,CT • U.S.MANUFACTURING:PITTSFIELD,ME Issue 1 Literature Sheet #85oo5-o113 Pape 1 of 6 Not to be used fur iristallatlon purposes. Operation TITI 'sl. , r s uuiss)it �} Indicators Controls yyg 1. Text display and ^ 13.Reset button: controls:Displays Allows devices or c system messages, =+s�wu� , zones in alarm or w nn af' status information, trouble to restore to and programming theirstandby menus.Arrow condition.The LED buttons move the i v indicates thatthe „ displaycursor. panel is resetting. 2. Alarm LED:Indicates afire or life threatening emergency. 14. Alarm Silence button:Turns active notification appliances off 3. Supervisory LED:Indicates an off-normal condition with the depending on panel programming.Pressing Alarm Silence a firesuppression system or related equipment. second timeturns them back on.The LED indicates thatthe panel is in alarm and operating with notification appliances 4. Disable/Test LED:Indicates part of the system is disabled or turned off. being tested.Disabled components also signal a system 15. Drill button:Activates notification appliances depending on trouble. panel programming but does not place the panel in alarm. 5. Monitor LED:Indicates the operation of an ancillary system The LED indicates that the panel is in Drill Mode. function(door closures,fan pressure switches). 16. Menu button:Displays the operator menus. 6. Trouble LED:Indicates an off-normal condition or wiring fault 17. Delete button:Returns to the previous menu or backspaces that compromises the integrity of the system. the cursor. 7. Ground Fault LED:Indicates a ground fault in the system 18. Enter button:Press the Enter button to accept information or wiring.Ground faults also signal a system trouble. continue to the next item. 8. CPU Fail LED:Indicates an unexpected reboot or failure with 19. Numeric keypad:Numbered buttons for entering values and the microprocessor.CPU failures also signal a system trouble. making menu selections. 9. Power LED:Indicates the panel has power. 20. Barcode scanner jack:Inputfor optional barcode scanner. 10.Help button: Provides additional information about the device 21. Priority Accesskeyswitch:Enables control functions reserved selected on the display. for access level 2 and above without requiring a password. 11.Status button:Displays the Status Menu from which you can identify active or disabled points in the system. 12.Panel Silence/Acknowledge button and LED:Acknowledges all events posted in the display queues and turns off the panel buzzer.The panel silenced LED indicates that off normal events have been acknowledged. CPU / LCD Display The QS1 front panel display provides 14lines by 16 characters of Specifications text detailing event,device,diagnostic,and programming Operating Temperature:32-120'F(0-49°C) information.Its large backlit LCD screen is easy to read and always environment Humidity: 93%RH,non-condensing provides at-a-glance indication of the system's state of operation. Current Standby: 117 mA when connected to PS6; requirements 105 mA when connected as a The CPU/Display Unit houses the CPU card and mounting space for remote annunciator one optional LED/Switch card. Alarm: 135 mA when connected to PS6; — - +.re►- +�w►• 123 mA when connected as a r% t remote annunciator to .oat coop C7 ► ae" At AAA A!!rlr .Ot r a+ a aU C3�, s.0.s Room r%+ Failsafe Mode pa: "Ater•�p. If the CPU loses communication with other circuit cards,the power .ot !11 .arr $4,A.t rf.OIIA s�, 13- supply card continues to monitorthe system for any alarm events. Otto sut• r.s, Ao, jy 0If an alarm occurs on any device or circuit during a communica- cc t ppt pop aoo tions failure,the power supply activates all alarm outputs and t--1 instructs the dialerto transmit a default alarm message tothe Ir'I monitoring station. Display with two alarms shown ' EDWARDS SYSTEMS TECHNOLOGY, INC. Page 2 of 6 Literature Sheet #85005-0113 Issue 1 Not to be used for installation purposes. Typical Wiring Class A Signature Data Circuit LEGEND RM Mass A NotMcatlon Integrity O Junction Appliance Circuit with Horn-Strobe Box Genesis Signals and UM 4 Signal Master for Genesis End-of-Line J i ^ a Independent Horn and Horn-Strobe Resistor r^ M Strobe Control and Synchronization over �07 i-- - C R two conductors. M Genesis EE Programmable I Signal Master 1/0 Module Smoke uM Universal j Detector 1/0 Module i ® - `3' "- 2-Wire crz Dual Circuit i Class A Fire �. ---»----•-••--•--•-••-••-� i Smoke Detector Input Module ' SgnitUrO Dala Damper I� 1 Circuit _ Smoke Detector c7z Control Relay tr}»-1r+} .•{r►--fir}-O ®with Relay Base Module v �✓ 2nd Floor } n n © Smoke Detector oct Signal j with Isolator Base Module CC1 i Class B Notification Manual cct Signal Modulo Appllance Urcult F ® g j CC1S �^ ❑ Pull Station (synchronization) i ____.___..___ __._ _.._. • ©""""""""—"-'—"-"'-"--"-"-'i =""" More wiring suggestions can be found O- 10 2 2 '.. Q - F -- 2 2 --"—- in the QS 1 Fire Alarm Control Panel i i j Installation,Operation,and Mainte- r- CrilicalProcess ; Waterllow naneeManual,P/N3f00184. j ^ Monitoring r Swildr • I with Control �— CT2 Sprinkler r 3uperw5ory— SNntch CR Dimensions yElevator ! ! �.• Capture CR � • •.. r Cl000 A Natifiootion Appliance Circuit I � QS1 Panel -- 1 rr ws n.mr Class B Signature Data Circuit I RM Horn and Strobe synnhroniza6on with Audible Silence Class B Notification `'C 1 _ ^ Appliance Circuit with 4Genesis Signals and I C C 1 S J M S4nal Mistd for _— 1 Independent Horn and p><Y1 Strobe Control and j Synchronization over two conductors Mounting Signature Foe ` /`��J- ••`�.�/� U (5 6 cm) t Data Circuit(1 pr) Damper z-"—"tea♦ -\l •�10� \J••~•0 2nd Floor Be CM) 1 t Horn and Strobe CC1 0 rr• 4 Control(2 pr) C 1 S 0 :^ I 1 „van Critical Process. Walerflow i i Monitoring K__CT2 Sprinkl I Wall—• WONSprinkler i supervisory—� arty CR• Seini-flush Swface • Elevator Mounting* Mounting p Capture " *Semi-flush mounting requires an Notification Appliance Circuit: C R optional trim ring, which adds 314"to Hom and Strobe Synchronization with Audible Silence "-OS1 Panel all sides of the panel. EDWARDS SYSTEMS TECHNOLOGY, INC. Issue 1 Literature Sheet #850U5-O'I 13 Page 3 of 6 Not to be used for installation purposes. Standard Components and Option Cards QS1 panels come standard with a CPU/Display Unit,an SLIC Signature Loop Controller, and a PS6 Power Supply(see ordering information for details). Available QS1 option cards provide dialing capability or extra relays for anciliary control.Quick-Lok option cards snap onto DIN mounting railsfast,no-fuss installation. ` One option card space is available. vim Cabinet with option card -and batteries insta/led. The PS6 provides primary do power to all the TBt Specifications circuit cards installed in the cabinet.There are AC input: 115 or 230 Vac,50/60 Hertz four 24 Vdc power output circuits—three for Main supply circuit DC input:24 Vdc batteries powering auxiliary applications,and one for Battery charging circuit Charge current:2 amps powering four-wire smoke detectors—and a +, Charge capacity:40 amp hours(UL) charging circuit for standby batteries.The PS6 30 amp hours(ULC) also provides common alarm,supervisory,and Smoke/Accessory Voltage: 24 Vdc,regulated trouble relays,as well as a fourth relay that is T82I power output circuit Current:250 mA user programmable. Wire size: 12 to 18(0.75 to 2.5 mm2) Auxiliary power Quantity:3 Wiring TB2 output circuits Voltage: 24 vdc full wave rectified -�] �^� � Current: 1.5 amps each 000000000000000000 TB1 Common alarm relay Style: Form C M Contact rating: 1 amp Wire size: 12 to 18 AWG(0.75 to 2.5 mm2) Relay l: Form C.Contacts change position when the control panel processes an alarm Trouble,Supervisory Style: Form A signal and remain changed until all active alarm inputs restore andthe control panel and programmable Contact rating: 1 amp resets. relays Wire size: 12 to 18 AWG(0.75 to 2.5 mm2) Relay2: Form A,Contacts change position when the panel processes a supervisory signal and remainschanged until allactive supervisory inputs restore. Operating environment Temperature:32-120'F(0-49'C) Relay3: Form A.Contacts change position when the panel loses power or processes a Humidity:93%RH,non-condensing trouble signal and remains changed until power returns orthetrouble clears, Relay4: Form A.Relay closes and opens according to panel programming. Current requirements Standby current:72 mA Smoke/Accessory Power:Jumper setting determines ifthe 24 Vdc is constant orresettable. Alarm current:96 mA rRIN• ••• • • • �he SLIC provides one Class A or Class B data ' Specifications circuit(loop)for connecting Signature Series 781 Signaling line Configuration:Class B(Style 4)or Class A(Style 7) detectors and modules.The SLIC also provides circuit Capacity: 125 Signature detectors two programmable Class A or Class B notifica- 125 Signature modules tion appliance circuits(NACs)for connecting Wire size: 12 to 18 AWG(0.75 to 2.5 mm2) polarized 24 Vdc notification appliances such Circuit resistance:65 ohms as horns and strobes.QS1 supports one SLIC. Circuit capacitance:0.3/if Notification Configuration:Class B or Class A appliance Output voltage:24 Vdc,nominal circuits#1 Output current:2.0 A at 24 Vdc for#1 Wiring and#2 and 1.0 A at 24 Vdc for#2 CI..A GII our N LOOP Wire size: 18 to 12 AWG(0.75 to 2.5 mm2) ►E« I-( i� �_� End of line resistor: 10k ohms,1/2 W �m�mmm�® TB2 T1132 NAC power Voltage:24 Vdc,nominal z } input circuit Wire size: 18 to 12 AWG(0.75 to 2.5 mm2) • J Operating Temperature:32-1200 F(0-490 C) i Signaling Line Circuit environment Humidity:93%RH,non-condensing ct andNACsare Current Standbycurrent:33 mA 0 m m m m m 0 TB1 i ,-�} requirements Alarm current:57 mA(Both NACs on) s+ a-A+ A-e+ �A+ A- f--- power-limited. NAC t NAC2 CI.-A Card spaces Requires one card space. EDWARDS SYSTEMS TECHNOLOGY, INC. Page 4 of 6 Literature Sheet #85 005-01 1 3 Issue 1 Not to be used for installation purposes. CARD Dialer DLD The DLD is a ULI/ULC listed dual line Digital Alarm Specifications Communicating Transmitter(DACT),Itprovidestwo phone line connections for sending system messages TB1 Operating Temperature:32'F(0'C)-120'F(49°C) to a compatible Digital Alarm Communicator Receiver. environment Humidity: 93%RH,non-condensing The DLD supports 4/2 and Contact ID formats.It Current Standby: 13 mA occupies one card space on the chassis rail. requirements Dialing: 26 mA „„. Phone Lines Two loop start lines on switched telephone m r :art Yaw Wiring a aI network.Pulse or DTMF dialing. Wall Connector RJ31X/CA31A equiv.or RJ38X/CA38A equiv. „„ rt 1DnOKlYi.I Communications Contact ID(SIA DC-05),4/2(SIA DC-02 P3). ....uornw n cwc°r+e rtis caveD,wrort Protocol s+Ione ue.' D.re• i Y.1. Programming• Via QuickStart,Front Panel or PC. f � 'a 'cD�Nr[cioa on Communications Communications Canada CS-03FCC/CFR 47 Parts F FMSES Compliance 15 and 68,NFPA 72,ULI 864,ULC 5527-M87 NO Receivers Signals can be transmitted to either or both of two IKry Y11,D4! receivers. Tat Telephone#s Two 24-digit numbers per receiver. TIP RNG TIP RNG TIP RNG TIP RNG Card spaces Requires one card space. IN OUT IN OUT LINE 1 LINE 2 Relay Card ZR8 The ZR8 provides eight dry-contact relays Specifications that can be independently configured as T81 Output relays Style: Form A or Form B(jumper configurable) Form A or Form B relays.It occupies one Contact rating: 1 amp @ 30 Vdc resistive. card space on the chassis rail. PL Wire size: 18 to 12 AWG(0.75 to 2.5 mm2) 01 Operating Temperature:32-120'F(0-49'C) Wiring w L D environment Humidity:93 /DRH,non-condensing +R5- +R6- +R7- +RB- Current Standby current:7 mA PI Qs m m m®®m m raz a requirements Alarm current: 18 me per active relay vL % Card spaces Requires one card space. Y_�,Wl � � a ND. 0m0mmmm0TR1 1I82-Np% ,le +R1- +R2- +R3- +R4- ��•. TheNT-A,whichincIudestheX485/ Wiring Specifications RS-485 card and QS-232/UART port,provides one Class A serial 014 C Wire size 12 to 18 AWG(0.75 to 2.5 mmz) remote annunciator bus for con- RA PA I twisted pair(6 twists per foot minimum) necting remote annunciator panels. OR Uf. Circuit resistance 100 Ohms Control panels requirethe X485 Circuit capacitance 0.4NF card and UART port,which also Temperature:32-120'F(0-49'C) serves as a laptop or printer port. Operating environment Humidity:93%RH,noncondensinq The X485 occupies one card space on the chassis rail.The 781 TB1 Current requirements Standby:75 mA UART port plugs into _ ;. �„Z �R� Alarm:75 mA the panel CPU. ti Card Spaces Requires one space for the NT-A •' i UART -JJ EDWARDS SYSTEMS TECHNOLOGY, INC. Issue 1 Literature Sheet #BSU05-0 1 I d Page b of Ia Not to be used for installation purposes. LED/Switch Card OP- CARD r i The SL30 providesthirty switches with two associated �«�.�«•...; Specifications J♦1r. •lo[w LEDs per switch.These switches and associated LEDs e..«..«... Operating Temperature:32°F(0°C)to 120°F(49°C) can be used for point or zone annunciation of alarm, environment Humidity: 93%RH,non-condensing supervisory,monitor,and trouble signals.Buttons on Current Standby: 1mA the SL30 are numbered 1 through 30. I_y trr«z.a requirements Alarm: 0.75 mA per active LED Remote Annunciators Ordering Information QS1 supports up to eight remote Part Number Description Ship Wt. annunciators,which provide _ _ lb.(kg.) mirrored or customized annun- Basic Package-Enclosure,SLIC,Power Supply,CPU and Display ciation of front panel messages N . '. �e QS1-1-G-1 Single Loop System.One option card space. 17.0 and status indicators.RemoteGray enclosure with 115v transformer. (7,71) annunciators connect directly to t QS1-1-R-1 Single Loop System.One option card space. 17.0 the PS6 Power Supply Card or Red enclosure with 115v transformer. (7,71) an external 24 Vdc filtered Note:SLIC Card includes One Signature Loop Intelligent Controller supply.They are available with for up to 250 devices and one Class A or two Class B NACs. wallboxes for flush or surface Enclosure Accessories mounting. TRIM-1 rim Kit-gray,1 option card encolsure 5.0(2.27) Remote annunciator(Class B wiring) TRIM-1R ITrim Kit-red, 1 option card encolsure 5.0(2.27) zavoc wseR Other Option Cards PSSTe1-13 DLD Dual Line Dialer.Supports 4/2 and Contact ID 1.0 PS61`e1-14 formats. 0,45 2138 IRelay Card.8 programmable Form A contacts. 1.0(0.45) 0 e Display Options • SL30 Annunciator module.Numbered 1 to 30. 1.0 Two LEDs and one switch per zone. (0.45) RA, aA1 ; QS1-CPU-1 Single Loop CPU/Display,one annunciator 4.0 option space (1.81) NT-A RS-485 option card.Required for Class A 1.0 remote annunciation.Includes UART card. (0.45) Remote Annunciator Dimensions QS-232 UART option card.Plugs into CPU. Required for PC Programming/printer port. 1.0 Model Height Width Depth Included in NT-A package (0.45) QSA-1-S 7.6"(11.68 cm) 14.25"(36.20 cm) 2.9"(7.3 cm) Part Number Description Ship Wt. QSA-1-F(rough in) 6.56"(16.66 cm) 13.25"(33.66 cm) 2.1"(5.33 cm) Remote Annunciator Cabinets lb.(kg.) QSA-1-F(finished) 7.8"(19.81 cm) 14.42"(36.63 cm) 1.38"(3A9 cm) (c/w Interface Assembly; Require CPU/Display) Rough-in dimensions reflect the size of the cabinet where it enters the wall. QSA-1-S Surface Remote Annunciator Cabinet. Finished dimensions reflect the size of the cabinet that protrudes from the wall. Space for one SL30 display card. 4.0(1.81) QSA-1-F Flush Remote Annunciator Cabinet. Space for one SL30 display card. 4.0(1.81) Programming Tools Which Quickstart Pane/is right for you? QSC QS1 QS4 QS-CU QuickStart Panel Configuration Utility. 1.0(0.45) Signature Series devices supported 0 1 x 250 4 x 250 QS-Scan lQuickStart scanner and programming guide. 12.0(0.91) Conventional Class B circuits supported 3 x 16 0 3 x 16 Accessories Conventional Class A circuits supported 5 x 8 0 5 x 8 PT-1S SystemPrinter-Desk top Style 14.0(6.35) LCD display(lines x characters) 4 x 20 14 x 16 14 x 16 BC-1(R) Battery Cabinet.Room for one 40 Ah 22.0 Optional Zone Switch/LEDs on front panel 2 x 30 1 x 30 2 x 30 or two 24 Ah batteries. (9,98) Option card spaces 5 or 12 1 5 or 12 MFC-A MultiFunction Cabinet. 7.0(3.1) IOP3A RS-232 Isolator Module. 3.0(1.36) For more information,see 85005 This 85005 RPM Reverse Polarity Module. 3.0(1.36) catalogsheet number... -0112 Sheet -0114 2-CTM City Tie Module. 1.0(0.45) API-8/232ME Alphanumeric Pager Interface. 11.0(5.0) BPS6 6.5 Amp Booster Power Supply 13.0(5.9) BPS10 10 Amp Booster Power Supply 13.0(5.9) CDR3 PSNI Coder Module 1.0(0.45) EDWARDS SYSTEMS TECHNOLOGY, INC. It is our intention to keep the product information current and accurate.We cannot cover specific applications or anticipate all requirements. All specifications are subject to change without notice.For more information or questions relative to this Specification Sheet,contact EST. ©2001 EST Printed in U S A Page 6 of 6 Literature Sheet #85005-0113 Issue 1 Not to be used for installation purposes. EDWARDS SYSTEMSIECCHNOLOGY ANALOG ADDRESSABLE INITIATING DEVICES Intelligent Photoelectric Smoke Detector Model SIGA-PS / Note:Some features described here may not be supported by all control systems Check your control panel's Installation and Operation Guide for details. Features A J, � ■ Integral microprocessor R, ■ Non-volatile memory MEA � bff ■ Automatic mapping device ■ Electronic addressing ■ Environmental compensation The information stored in the detector's memory includes: d detectortype,serial number,and address ■ Intelligentetector ■ Wide Intelligent 3.77%/ft.sensitivity range date of manufacture,hours of operation,and last maintenance datez ■ Twenty pre-alarm sensitivity values,set in 5%increments' current vaaluludeteCtorsensitivityandenvironmentalcompensation es ■ Identification of dirty or defective detectors original detector sensitivity values uponmanufacturingz ■ Automatic day/night sensitivity adjustment number of recorded alarms andtroubleS2 ■ Twin RED/GREEN status LEDs time and date of last alarm' ■ Standard,relay,fault isolator,and audible mounting bases analog signal patterns just before the last alarm' ■ Designed and manufactured to ISO 9001 standards most recent trouble code logged by the detector—32 possible trouble codes may be used to diagnose faults. Description In the unlikely eventthat an unwanted alarm does take place,the control panel's history file can be called up to help isolate the EST's Signature Series Model SIGA-PS Intelligent Photoelectric problem and prevent it from happening again. Smoke Detector gathers analog information from its smoke sensing element and converts it into digital signals.The detector's on- Automatic Device Mapping-The loop controller learns where board microprocessor measures and analyzes these signals.It each device's serial number address is installed relative to other compares the information to historical readings and time patterns devices on the circuit.The mapping feature provides supervision to make an alarm decision.Digital filters remove signal patterns of each device's installed location to prevent a detector from that are nottypical of fires.Unwanted alarms are virtually elimi- being reinstalled(after cleaning etc.)in a different location from nated, where itwas originally.The history log forthe detector remains The microprocessor in each detector provides four additional benefits relevant and intact regardless of its new location. -Self-diagnostics and History Log,Automatic Device Mapping, The Signature Series Data Entry Program also uses the mapping Stand-alone Operation and Fast,Stable Communication. feature.With interactive menus and graphic support,the wired Self-diagnostics and History Log-Each Signature Series detector circuits between each device can be examined.Layout or"as-built" drawing information showing wire branches(T-taps),device types constantly runs self checks to provide important maintenance and their address are stored on disk for printing hard copy.This information.The results of the self-check are automatically updated takesthe mystery out of the installation.The preparation of"as-built" and permanently stored in the detector's non-volatile memory. drawings is fast and efficient. This information is accessible for review any time atthe control panel,PC or by usitiy the SIGA-PRO Signature Prograrrl/Service Device mapping allows the Signature loop controller to discover: Tool, unexpected additional device addresses 'EST3 V.2 only, missing device addresses 2 Retrievable with SIGA-PRO programming tool. Changes to the wiring in the Circuit. EDWARDS SYSTEMS TECHNOLOGY U.S.SALES:SARASOTA,FL941-739-4638,FAX 941-727-1214 • CANADA SALES:OWEN SOUND,ON519-376-2430;FAX 519-376-7258 INTERNATIONAL SALES:905-270-1711,FAX 905-270-9553 • CORPORATE HEADQUARTERS:CHESHIRE,CI • U.S.MANUFACTURING:PITTSFIELD,ME Issue 5 Literature Sheet#85001-0269 Page 1 of 4 Stand-alone Operation:A decentralized alarm decision by the Status)LEDs:Twin LEDs are visible from any direction.A flashing detector is guaranteed.On-board intelligence permits the detector GREEN LED shows normal system polling from the loop to operate in stand-alone mode.If loop controller CPU communi- controller. A flashing RED LED means the detector is in alarm cations fail for more than four seconds,all devices on that circuit state.Both LEDs on steady shows alarm state-stand-alone mode. go into stand-alone mode.The circuit acts like a conventional alarm Normal GREEN LED activity is not distracting to building occupants, receiving circuit.Each detector on the circuit continues to collect but can be quickly spotted by a maintenance technician. and analyze information from its surroundings.The detector alarms Quality and Reliability:EST detectors are manufactured in North if the preset smoke obscuration level is reached.If the detector is America to strict international ISO 9001 standards.All electronics mounted to a relay base,the relay operates.Similarly,if it is utilize surface mounttechnology(SMT)for smaller size and greater mounted to an audible base,the on-board horn sounds. immunity to RF noise.A conformal coating is used for humidity Fast Stable Communication:On-board intelligence means less and corrosion resistance.All critical contacts are gold plated. information needs to be sent between the detector and the loop controller.Otherthan regular supervisory polling response,the detector only needs to communicate with the loop controller when Installation it has something new to report.This provides very fast response time and allows a lower baud rate(speed)to be used for Signature Series detectors mountto North American 1-gang communication on the loop.The lower baud rate offers several boxes,3-1/2 inch or 4 inch octagon boxes,and to 4 inch square advantages including: electrical boxes 1-112 inches(38 mm)deep.They mount to less sensitivity to circuit wire characteristics European BESA and 1-gang boxes with 60.3 mm fixing centers. less sensitivity to noise glitches on the cable less emitted noise from the data wiring 1°�8*(20"'r") twisted or shielded wiring is not required. Electronic Addressing:The loop controller electronically ad- 2.0'(61 rnrn) dresses each detector,savi ng valuable time during system pay commissioning.Setting complicated switches or dials is not required. Each detector has its own unique serial number stored in 4,4•(112 mm) its"on-board memory".The loop controller identifies each device on the circuit and assigns a"soft"address to that device's serial number.If desired,detectors can be addressed using the SIGA- PRO Signature Program/Service Tool. Tamper—Rttro ever Arm-Break , disable- Environmental Compensation:Detection sensitivity is virtually (Located on Base) independent of its installed environment and its physical condition. Environmental compensation means the sensing element adapts to long-term changes caused by dirt,humidity,aging etc.It even com- Access slot for pensates for small amounts of normal ambientsmoke.Approximately Tamper-Resist Mechanism six times every hourthe detector adjusts and updates the sensitivity (%obscuration)baseline for its sensing element.Approximately onceevery hourthis information iswritten to its permanent memory. The detector's"learned"baseline is not lost,even when the detector is removed for cleaning.Signature Series environmental compenstion is so reliable that it meets NFPA72 field sensitivity Testing & Maintenance testing requirements—without the need for external meters. Each detector automatically identifies when it is dirty or defective The detector's sensitivity setting selected by the installer floats up and causes a"dirty detector"message.The detector's sensitivity or down to remain constant relative to the changing baseline.This measurement can also be transmitted to the loop controller.A is called differential sensing. sensitivity report can be printed to satisfy NFPA sensitivity meas- urementswhich must be conducted atthe end of the firstyear and Sensitivity Range:The SIGA-PS Photoelectric Detector has a everytwoyears thereafter. sensitivity range or wi ndow of 0.67%to 3,77%.The installer selectsthe detector's ALARM sensitivity level from five available The user-friendly maintenance program showsthe current state of settings within the range. each detector and other pertinent messages.Single detectors may be turned off temporarily from the control panel.Availability of Pre-Alarm:The detector stores one of 20 pre-alarm sensitivity values maintenance features is dependent on the fire alarm system used. to alert local personnel prior to the sensor reaching a full evacuation Scheduled maintenance(Regular or Selected)for proper detector sensitivity.Sensitivity values can be set in 5%increments.' operation should be planned to meet the requirements of the Automatic Day/Night Sensitivity Selection:Signature Series Authority Having Jurisdiction(AHJ). Refer to current NFPA 72 and detectors may be programmed for different sensitivities during day ULC CAN/ULC 536 standards. and night periods.This allows the detector to be more sensitive during unoccupied periods when lower ambient background conditions are expected. Compatibility Stability:The SIGA-PS detector's sensitivity remains stable in wind The SIGA-PS detectors are compatible only with EST's Signature velocities upto 5,000 ft/min(25.3 m/sec).Ambient temperature has Loop Controller. very little affect on the detector.The detector may be installed in rooms with ambient temperatures up to 120OF(490C). EST3 v.2 only. EDWARDS SYSTEMS TECHNOLOGY Page 2 of 4 Literature Sheet#85001-0269 Issue 5 Application Although photoelectric detectors have a wide range of fire sensing capabilities they are best suited for detecting slow,smoldering fires. The table below shows six standard test fires used to rate the sensitivity of smoke and heat detectors.The table indicates that no single sensing element is suited for all test fires. EST recommends that this detector be installed according to latest recognized edition of national and local fire alarm codes. Type of Detector SIGA-HRS and SIGA-HFS Rate-of SIGA-PHS SIGA-IPHS Test Fire SIGA-IS Ion SIGA-PS Photo -Rise/Fixed Temp. Photo/Heat 3D Ion/Photo/Heat 4D Open Wood optimum unsuitable optimum very suitable optimum Wood Pyrolysis suitable optimum unsuitable optimum optimum Smouldering Cotton very suitable optimum unsuitable optimum optimum Poly Urethane Foam very suitable very suitable suitable very suitable optimum n-Heptane optimum very suitable very suitable optimum optimum Liquid Fire without Unsuitable unsuitable optimum very suitable vory euitablo Smoke t Typical Wiring The detector mounting bases accept#18 AWG(0.75mm2),#16(1.0mm2), #14 AWG(1.5mmz),and#12 AWG(2.5mm2)wire sizes. Note:Sizes#16 AWG(1.0mm2)and#18 AWG(0.75mm2)are preferred for ease of installation. See Signature Loop Controller catalog sheet for detailed wiring requirement specifications. Standard Detector Base,SIGA-SB,SIGA-SB4 Relay Detector Base,SIGA-RB,SIGA-RB4 Remote LED Normally-Normally- Term Description Term Description Common closed ' 1 Normally(SIGA-LED) 1 Not Used y Open Max.Resistance 2 DATA IN/OUT(+) 2 DATA IN/OUT(+ per Wire 3 Not Used 3 Common _ + Must NOT Exceed IOn 4 DATA IN(-) 4 DATA IN(-) 4 Remote LED(-) 4 Not Used e 5 Remote LED(+) �\ 5 Normally-Closed 6 Not Used 6 DATA OUT(-) 7 DATA OUT(-) ^ CONTACT RATING n DATA IN(-) c 1.0 Amp @ 30 VDC DATA OUT(-) (Pilot Duty) DATAjl(-) DATA OUT(-) DATA IN(+) DA'A OUT(+) DATA IN(+) DATA OUT(+) From Signature Controller To Next Device From Signature Controller To Next Device or Previous Device or Previous Device Isolator Detector Base,SIGA-IB,SIGA-164 Audible Detector Base,SIGA-AB4 Jumper JW1 (IN mper JW2 Term Description OUT=Low VolumeUT=Steady Tone 1 Not Used IN=High Volume =Temporal Tone y e 2 DATA IN/OUT(+) Q 0 3 DATA IN(-)0 4 Not Used5 Not Used 6 DATA OUT(-)7 Not Used From Power Supplyo Next Sounder Base or DATA IN(-) ( S1 l DATA OUT(-) or Previous Sounder Base E-O-L Relay 24 VDC IN(+) 24 VDC OUT24 VDC IN H 24 VDC OUTDATA IN(+) DATA OUTDATA OUTFrom Signature Controller To Next Device DATA IN(-) To Next Signature Device or Previous Device DATA IN(+) DATA OUT(+) From Signature Controller or Previous Device EDWARDS SYSTEMS TECHNOLOGY Issue 5 Lileialure 31ieel#05001-0209 Page 3 of 4 Accessories Warnings & Cautions All detector mounting bases have wiring terminals that are This detector will not operate without electrical power.As fires accessible from the"room-side"after mounting the base to the frequently cause power interruption,we suggest you discuss further electrical box.The bases mount to North American 1-gang boxes safeguards with your fire protection specialist. and to 31/2 inch or 4 inch octagon boxes,1'/2 inches(38 mm)deep. This detector will NOTsense fires thatstartin areaswheresmoke They also mount to European BESA and 1-gang boxes with 60.3 cannot reach the detector.Smoke from fires in walls,roofs,or on the mm fixing centers.The SIGA-SB4,SIGA-RB4,and SIGA-I134 mount opposite side of closed doors may not reach the detector to alarm it. to North American 4 inch sq.electrical boxes in addition to the above boxes.They include the SIGA-TS4 Trim Skirt which is used to cover the"mounting ears"on the base. Specifications /� \ 1+ ', , vtj\l •� Catalog Number SIGA PS "Sill V Sensing Element Photoelectric-Light Scatterinq Principle Storage 6 Air Velocity Range:0 to 5,000 ft/min(0 to 25.39 rrvs); SIGA-AB4 SIGA-SB SIGA-IB SIGA-RB SIGA-LED a9. Humidity:0 to 93%RH,Non-Condensing Audible Base Standard Base kolator Base Relay Base Remote LED Operating Operating Temp:32°F to 120OF(0°C to 490C); Environment Storage Temp:-4°F to 140OF(-20°Cto 60°C) Standard Base SIGA-SB,SIGA-SB4-This is the basic mounting Sensitivity Range ULI/ULC-0.67%to 3.77% obscuration/foot base for EST Signature Series detectors.The SIGA-LED Remote User Selected Most Sensitive: 1.0%/ft.;More Sensitive:2.0%/ft.; LED is supported by the Standard Base. Alarm Sensitivity Normal:2.5%/ft.; Relay Base SIGA-RB,SIGA-RB4-This base includes a relay. Settings Less Sensitive:3.0%/ft.;Least Sensitive:3.5%/ft. Normally open or closed operation is selected during installation. Pre-alarm Sensitivity 5%increments;allowing up to 20 Dre-alarm settings The dry contact is rated for 1 amp(pilot duty)@ 30 Vdc.The relay's Operating Voltaqe 15.2 to 19.95 Vdc 119 Vdc nominal) position is supervised to avoid accidental lyjarri ng it out of position. Quiescent:45NA @ 19 V;Alarm:45pA @ 19 V The SIGA-RB can be operated as a control relay if programmed to Operating Current Emergency Stand-alone Alarm Mode: 18m4 do so at the control panel(EST3 V. only).The relay base does not Pulse Current: is NA(100 msec); P Y)• Y During Communication:9 mA max. supporttheSIGA-LED Remote LED. Construction fr Finish Hiqh Impact Enqineerinq Polvmer-White Audible Base SIGA-AB4-This base is designed for use where Compatible SIGA-SB Standard Base,SIGA-RB Relay Base, localized or group alarm signaling is required.When the detector Mounting Bases SIGA-IB Isolator Base,SIGA-AB Audible Base senses an alarm condition,the audible base emits a local alarm On-board Green LED-Flashes when polled; signal.The optional SIGA-CRR Polarity Reversal Relay can be used Onboard Red LED-Flashes when in alarm for sounding to other audible bases on the same 24 Vdc circuit. LED Operation Both LEDs-Glow steady when in alarm(stand-alone) Compatible Remote Red LED(model SIGA-LED) Relay and Audible Bases operate as follows: Flashes when in alarm at system power-up or reset,the relay is de-energized Compatibility Use With:SIGNATURE Loop Controller when a detector is installed in the base with the power Address Requirements Uses one Device Address on,the relay energizes for four seconds,then de-energizes Agency Listings UL,ULC,MEA,CSFM when a detector is removed from a base with the power on, UL Listed Spacing 30 ft the relay is de-energized when the detector enters the alarm state,the relay is energized. Isolator Base SIGA-IB,SIGA-IB4-This base includes a built-in line Ordering Information fault isolator for use on Class A circuits.A detector must be installed for it to operate.The isolator base does not support the Catalog Ship Wt SIGA-LED Remote LED. Nye- Description Ibs(kg) The isolator operates as follows: SIGA-PS Intelligent Photoelectric Detector-ULULC Listed 5(.23) a short on the line causes all isolators to open within 23 msec Accessories at 10 msec intervals,beginning on one side of the Class A SIGA-SB Detector Mounting Base-Standard circuit nearest the loop controller,the isolators close to 4-inch Detector Mounting Base provide the next isolator down the line with power SIGA-SB4 c/w SIGA-TS4 Trim Skirt when the isolator nextto the short closes,reopens within 10 msec. SIGA-RB Detector Mounting Base w/Relav 4-inch Detector The process repeats beginning on the other side of the loop SIGA-RB4 c/w SIGA TS4 Trim Skirtg Base w/Relay, 2(09) controller. Detector Mounting Base Remote LED SIGA-LED-The remote LED connects to the SIGA-SB SIGA-IB w/Fault Isolator or SIGA-SB4 Standard Base only.It features a North American size SIGA-IB4 4-inch Detector Mounting Base 1-gang plastic faceplate with a white finish and red alarm LED. wl Fault Isolator,c/w SIGA-TS4 Trim Skirt SIGA-TS4 Trim Skirt-Supplied with 4 inch bases,it can also be SIGA-LED Remote Alarm LED ordered separately to use with the other bases to help hide surface SIGA-AB4 Audible(Sounder)Base 3(0.15) imperfections not covered by the smaller bases. SIGA-TS4 JTrim Skirt(supplied with 4-inch bases) .1(.04) EDWARDS SYSTEMS TECHNOLOGY It is our intention to keep the product information current and accurate.We can not cover specific applications or anticipate all requirements. All specifications are subject to change without notice.For more information or questions relative to this Specification Sheet,contact EST. 1999 EST Printed in U.S.A. Paqe 4 of 4 Literature Sheet#85001-0269 Issue 5 F131**' 1M, - 'JJ.�Ms�1z/J+G'E' EDWAI2DS SYSTEMS TECIMOLOGY ANALOG ADDRESSABLE INITIATING DEVICES t11y Manual Pull !-3-ta#ions Models SIGA-270, SIGA-270P, SIGA-278 r Features Note:Some featur described here may not be supported by all control systems. Check your control panel's Installation and Operation Guide for details, ■ Traditional familiar appearance SIGA-270 models feature our familiar teardrop design with simple positive pull action and sturdy die-cast metal body. ■ One stage(GA),two stage(pre-signal),and double action models SIGA-270 models are available for one or two stage alarm systems.The single stage double action SIGA-278features a SIGA-278 SIGA-270 SERIES rugged Lexan housing with keyed resetmechanism. ■ Break glass operation ` ' MEA WC P,tenled An up-front visible glass rod on the SIGA-270 discourages tampering. • Intelligent device c/w integral microprocessor Description All decisions are made atthe station allowing lower communica- tion speed while substantially improving control panel response The SIGA-270 and SIGA-278 series Manual Pull Stations are part of time.Less sensitive to line noise and loop wiring properties; EST's Signature Series system.The SIGA-270 Fire Alarm Manual twisted or shielded wire is not required. Pull Stations feature our veryfamiliar teardrop shape.They are made from die-cast zinc and finished with red epoxy powder-coat ■ Non-volatile memory paint complemented by aluminum colored stripes and markings. Permanently stores serial number,type of device,and job With positive pull-lever operation,one pull on the station handle number.Automatically updates historic information including breaks the glass rod and turns in a positive alarm,ensuring hours of operation,last maintenance date,number ofalarms and protection plus fool-proof operation.Presignal models(SIGA-270P) troubles,and time and date of last alarm. are equipped with a general alarm(GA)keyswitch for applications ■ Automatic device mapping where two stage operation is required.The up-front highly visible Each station transmits wiring information to the loop controller glass rod discourages tampering. regarding its location with respect to other devices on the circuit. EST's double action single stage SIGA-278 station is a contempo- ■ Electronic addressing rary style manual station made from durable red colored lexan. Permanently stores programmable address;there are no To initiate an alarm,first lift the upper door marked"LIFT THEN switches or dials to set. Addresses are downloaded from a PC, PULL HANDLE",then pull the alarm handle. orthe SIGA-PRO Signature Program/Service Tool. The integral microprocessor built into each Signature Series ■ Stand-alone operation stationprovidesfourimportantbenefits-Self-diagnostics and The station inputs an alarm even ifthe loop controller's polling History Log,Automatic Device Mapping,Stand-alone Operation interrogation stops. and Fast,Stable Communication. ■ Diagnostic LEDs Self-diagnostics and History Log-Each Signature Series manual Status LEDs;flashing GREEN shows normal polling;flashing station constantlyruns self-checksto provide importantmain- RED shows alarm state. tenance information.The results of the self-check are automatically ■ Designed for high ambient temperature operation updated and permanently stored in the station's non-volatile Install inambienttemperaturesupto120°F(49°C►. memory.This information is accessible for review any time atthe control panel,PC,or by using the SIGA-PRO Signature Program/ ■ Designed to ISO 9001 standards Service Tool. Manufactured to strict international quality standards for highest reliability. EDWARDS SYSTEMS TECHNOLOGY U.S.SALES:SARASOTA,FL941-7394638;FAX941-727-1214 • CANADASALES:OWEN SOUND,ON 519-376-2430;FAX 519-376-7258 INTERNATIONAL SALES:905-270-17111 FAX905-270-9553 - CORPORATE HEADQUARTERS:CHESHIRE,CT - U.S.MANUFACTURING:PITTSFIELD,ME Issue 5 Literature Sheet #85001-0279 PaOP I of 4 The information stored in the station's memory includes: Typical Wiring station serial number,address,and type Thefire alarm station's terminal block accepts#18AWG(0.75mm2) date of manufacture,hours of operation,and last maintenance to#12 AWG(2.5mm2)wire sizes.See Signature Loop Controller date2 catalog sheetfor detailed wiring requirement specifications. number of recorded alarms and troubles2 time and date of last alarms most recent trouble code logged by the detector—24 possible Wiring Notes trouble codes may be used to diagnose faults. Q Referto Signature Loop Controller manual for maximum Automatic Device Mapping-The loop controller learns where wire distance. each device's serial number address is installed relative to other 2• All wiring is power limited and supervised. devices on the circuit.The loop controller keeps a map of the Signature Series devices connected to it. REAR°f VIEW The Signature Series Data Entry Program also uses the mapping SIGA-278 feature.With interactive menus and graphic support,the wired e O o circuits between each device can be examined.Layout or"as- o built"drawing information showing wire branches(T-taps),device types and their address are stored on disk for printing hard copy. TB2 This takes the mystery out of the installation.The preparation of as- built drawings is fast and efficient. • • Device mapping allows the Signature loop controller to discover: Red LED to c Green LED (Alarm/Active) (Normal) unexpected additional device addresses ' O TBl missing device addresses O changes to the wiring in the circuit. Stand-alone Operation-A decentralized alarm decision by the manual station is guaranteed.On-board intelligence permits the station to operate in stand-alone mode.If loop controller CPU DATA IN(,) OAA OUTWl communications fail for more than four seconds,all devices on DATA IN(-) DAM OUT 0 that circuit go into stand-alone mode.The circuit acts like a From Signature Controller To Ne#Device conventional alarm receiving circuit.Each station will still transmit or Previous Device n an alarm if its operating lever is pulled. Figure 4. Single Stage Systems Fast Stable Communication-Built-in intelligence means less information needs to be sent between the station and the loop controller.Otherthan regular supervisory polling response,the station only needs to communicate with the loop controller when it REAR VIEW has something new to report. provides fast control panel °f 9 P P Y p SIGA-270P, 119 o response time and allows a lower baud rate(speed)to be used for SIGC-270PB CM communication on the circuit.The lower baud rate offers several advantages including: o less sensitivity to circuit wire characteristics TB2 less sensitivity to noise glitches on the cable ill �s • less emitted noisefrom the data wiring Red LED Green LED twisted or shielded wiring is not required. (Alorm/Active) o o (Normal) Diagnostic LEDs-Twin LEDs provide visual indication of normal let and alarm conditions.They are visible only when the station is O removed from the mounting box.Aflashing GREEN LED shows C0 normal system polling from the loop controller.Aflashing RED o LED means the station is in alarm state.Both LEDs on steady shows t� c alarm state-stand-alone mode. Quality and Reliability-EST modules are manufactured in North f DATA IN(+) DATA OUT America to strict international ISO9001 standards.All electronics 1 DATA DATA OUT(-) utilize surface mount technology(SMT)for smaller size and greater From Signature Conimller n To Nee Device immunity to RF noise.A conformal coating is used for humidity or Prevlous Device L and corrosion resistance. Figure 5. Two Stage Systems EST3 V.2 only. 2 Retrievable with SIGA-PRO programming tool. EDWARDS SYSTEMS TECHNOLOGY Page 2 of 4 Literature Sheet #85001-0279 Issue 5 Installation Single-stage Signature Series fire alarm manual pull stations mount to North American 21/2 inch(64 mm)deep 1-gang boxes. Two stage presignaI(270P)models require 11/2 inch(38 mm)deep 4-inch square boxes with 1-gang,1/2-inch raised covers.Openings must be angular.Rounded openings are not acceptable. Recommended box:Steel City Model 52-C-13. All models include terminals are suited for#12 to#18 AWG(2.5 mm2 to 0.75 mm2)wire size.EST recommends that these fire alarm stations be installed according to latest recognized edition of national and local fire alarm codes. Electronic Addressing: The loop controller electronically addresses each manual station,saving valuable time during system commis- sioning.Setting complicated switches or dials is not required.Each station has its own unique serial number stored in its on-board memory.The loop controller identifies each device on the loop and assigns a"soft"address to each serial number.If desired,the stations can be addressed using the SIGA-PRO Signature Program/Service Tool. Key-Latch - Cgmpatible Electrical Box Compatible Electrical Box Cover Release Cover •y � RaleCl64 Screw Back � Bock • Q Plate ,t. \ O Plate Toggle Toggle •' Switch Switch ONORM* No Mni o p Glass Rod Glass Rod Release Lever OPEN r Figure 1. SIGA-278 installation Figure 2. SIGA-270,SIGC-270F,SIGC-270B installation Cover Release Scr O compatible Compatibility Electrical sox �',�_- Si nature Series manual stations are compatible onl with EST's with/•-inch g p only with cowers Signature Loop Controller. ® Warnings & Cautions a ® Back txtate This device will not operate without electrical power.As fires o Toggle m frequently cause power interruption,wesuggestyoudiscuss 14 4-• switch _ further safeguards with your localfire protection specialist. • o Glass Rod Application Release Lever boxes p g o not use Theo operating characteristics of the fire alarm stations are deter- b w '.,\ rounded mined bytheir sub-type code or"Personality Code'.NORMALLY- openings. OPEN ALARM-LATCHING(Pesonality Code 1)is assigned by the a factory;no user configuration is required.The device is configured for Class B IDC operation.An ALARM signal is sent to the loop controller when the station's pull lever is operated.The alarm Figure 3. SIGA-270P,SIGC-270PB installation condition is latched atthe station. EDWARDS SYSTEMS TECHNOLOGY Issue 5 Literature Sheet #55001-0279 Page 3 of 4 Specifications Table SIGA-270 SIGC-27OF SIGA-270P Catalog Number SIGC-270B SIGC-270PB SIGA-278 Description Single Action-One Stage Single Action-Two Stage Double Action-One Stage (Presignal) Addressing Requirements Uses 1 Module Address Uses 2 Module Addresses Uses 1 Module Address Operating Current Standby=250pA Standby=396YA Standby=250NA Activated=4001jA Activated=680 A Activated =400pA Construction B Finish Diecast Zinc-Red Epoxy w/Aluminum markings Lexan-Red w/White markings Type Code Factory Set Operatinq Voltaqe 15.2 to 19.95 Vdc(19 Vdc nominal) Storage and Operating Operating Temperature:32°F to 120°F(0 C to 490 C) Environment Storage Temperature:-41 F to 1401 F(-20 C to 60 C) Humidity:0 to 93%RH On-board Green LED-Flashes when polled LED Operation On-board Red LED-Flashes when in alarm Both LEDs-Glow steady when in alarm(stand-alone) Compatibility Use With:Signature Loop Controller Agency Listings I UL,ULC(note 1),MEA,CSFM Note 1:SIGC-270F,SIGC-270B and SIGC-270PB are ULC listed only.Suffix"F"indicates French markings. Suffix"B"indicates English/French bilingual markings. Ordering Information ation Tale Testing & Maintenance Catalog Ship Wt. To test(or reset)the station simply open the station and operate the Number Description lbs(kg_) exposed switch.The SIGA-270 series are opened with a tool;the One Stage Fire Alarm Station, SIGA-278 requires the key which is supplied with that station. SIGA-270 English Markings-UL/ULC Listed g g The station's automatic self-diagnosis identifies when it is defective SIGC-27OF One Stage Fire Alarm Station, and causes a trouble message.The user-friendly maintenance French Markings-ULC Listed program shows the current state of each Signature series device SIGC-270B One Stage Fire Alarm Station, and other pertinent messages.Single devices may be deactivated French/English Markings-ULC Listed temporarily,from the control panel.Availability of maintenance Two Stage(Presignal)Fire Alarm Station, 1 (5) features is dependent on thefire alarm system used. SIGA-270P English Markings-UUULC Listed Scheduled maintenance(Regular or Selected)for proper system SIGC-270PB Two Stage(Presignal)Fire Alarm Station, operation should be planned to meetthe requirements ofthe French/English Markings-ULC Listed Authority Having Jurisdiction(AHJ).Referto current NFPA 72 and SIGA-278 Double Action(One Stage)Fire Alarm ULC CAN/ULC536 standards. Station,English Markings-UL/ULC Listed ACCESSORIES 32997 GA Key w/Tag-for pre-signal station (CANADA ONLY) 276-K2 GA Key-for pre-signal station (USA ONLY) 27165 12 Glass Rods-for SIGA-270 series .1 (.05) (CANADA ONLY) 270-GLR 20 Glass Rods-for SIGA-270 series (USA ONLY) 276-GLR 20 Glass Rods-for SIGA-278 series 27193-11 Surface Mount Box,Red -for SIGA-270 series only 1 (.6) Surface Mount Box,Red 276B-RSB _for SIGA-278 only EDWARDS SYSTEMS TECHNOLOGY It is our intention to keep the product information current and accurate.We can not cover specific applications or anticipate all requirements. All specifications are subject to change without notice.For more information or questions relative to this Specification Sheet,contact EST. ©2000 EST Printed in U.S.A. Page 4 of 4 Literature Sheet #85001-0279 Issue 5 mal?, - '!//,SEiP/E.'S' EDWARDS SYSTEMS TECHNOLOGY ANALOG ADDRESSABLE INPUT/OUTPUT DEVICES Control Relay Modules - ' Model SIGA-CR, SIGA-MCR, SIGA-CRR, SIGA-MCRR "•'� Feature r ■ Provides one no/nc contact(SIGA-CR/MCR) ki if1 Form"C"dry relay contact can be used to control external i S • • Ilt4 SIGA•CRA appliances such as door closers,fans,dampers etc. gg f'E!� ■ Allows group operation of sounder bases i I Rol, The SIGA-C RR/MC RR reverses the polarity of its 24 Vdc output,.` thus activating all Sounder Bases on the data loop. ; Patented EA • Plug-in(UIO)or standard 1-gang mount SIGA*ICRx U10 versions allow quick installation where multiple modules are required.The 1-gang mount version is ideal for remote locations that require a single module. ■ Automatic device mapping Description Signature modules transmit information to the loop controller regarding their circuit locations with respect to other Signature The Control Relay Module and the Polarity Reversal Relay Module devices on the wire loop. are part of EST's Signature Series system.They are intelligent analog addressable devices available in either plug-in(UIO) ■ Electronic Addressing versions,or standard 1-gang mount versions. Programmable addresses are downloaded from the loop controller,a PC,orthe SIGA-PRO Signature Program/Service The SIGA-CR/MCR Control Relay Module provides a Form"C"dry Tool.There are no switches or dials to set. relay contactto control external appliances such as door closers, fans,dampers etc.This device does not provide supervision of the ■ Intelligent device with microprocessor state of the relay contact.Instead,the on-board microprocessor All decisions are made at the module to allow lower communi- ensures thatthe relay is in the proper ON/OFF state.Upon cation speed with substantially improved control panel response command from the loop controller,the SIGA-CR/MCR relay time and less sensitivity to line noise and loop wiring properties; activates the normally open or normally-closed contact. twisted or shielded wire is not required. The SIGA-CRR/MCRR Polarity Reversal Relay Module provides a ■ Ground fault detection by address Form"C"dry relay contact to power and activate a series of SIGA- Detects ground faults right down to the device level. A134 Audible Sounder Bases.Upon command from the Signature ■ Non-volatile memory loop controller,the SIGA-CRR reverses the polarity of its 24 Vdc Permanently stores serial number,type of device,and job output,thus activating all Sounder Bases on the data loop. number.Automatically updates historic information including Standard-mount versions(SIGA-CR and SIGA-CRR)are installed to hours of operation,last maintenance date,number of alarms and standard North American 1-gang electrical boxes,making them troubles,and time and date of last alarm. ideal for locations where only one module is required.Separate 1/0 ■ Diagnostic LEDs and data loop connections are made to each module. Flashing GREEN shows normal polling;flashing RED shows Plug-in 1.110 versions(SIGA-MCR and SIGA-MCRR)are part of the alarm/active state. U10 family of plug-in Signature Series modules.They function ■ High ambient temperature operation identically to the standard mount versions,but take advantage of Install in ambient temperatures up to 120OF(490C). the modular flexibility and easy installation that characterizes all U10 modules.Two-and six-module U10 motherboards are ■ Designed to ISO 9001 standards available.All wiring connections arc made to terminal blocks on All Signature products are manufactured to strict international the motherboard.UIO assemblies may be mounted in EST quality standards to ensure highest reliability. enclosures. EDWARDS SYSTEMS TECHNOLOGY US.SALES:SARASOTA,FL 941-739-4638.FAX 941-727-1214 • CANADA SALES:OWEN SOUND,ON 519-376-2430:FAX 519-376-7258 INTERNATIONAL SALES:905-270-1711,FAX 905-270-9553 • CORPORATE HEADQUARTERS:CHESHIRE,CT • U.S.MANUFACTURING:PITTSFIELD,ME Issue 5 Literature Sheet#85001-0239 Page 1 of 6 I Installation Application SIGA-CR and SIGA-CRR: modules mount to North American The operation of Signature Series control relays is determined by 2'/2 inch(64 mm)deep 1-gang boxes and 1'/2 inch (38 mm) their sub-type code or"Personality Code." deep 4 inch square boxes with 1-gang covers. The terminals personality Code 8:CONTROL RELAY(SIGA-CR/MCR) are suited for#12 to#18 AWG(2.5 mm2 to 0.75 mm2)wire size. -Dry Contact Output.This setting configures the moduleto provide one Form"C"DRY RELAY CONTACT to control Door Closers, - Compatible Electrical Box Fans,Dampers,etc. Contact rating is 2.0 amp @ 24 Vdc;0.5 amp @ 120 Vac(or 220 Vac for non-UL applications).Personality Code 8 is assigned at the factory.No user configuration is required. Personality Code 8:POLARITY REVERSAL RELAY MODULE (SIGA-CRR/MCRR).Thissetting configuresthe moduleto reverse the polarity of its 24 Vdc output.Contact rating is 2.0 amp @ 24 Wall PIa1e,White Vdc(pilot duty).Personality Code 8 is assigned at the factory.No n so+o� user configuration is required- � Compatibility """�"" The Signature Series modules are compatible only with EST's •'� nancnlmw z +, "oo°°°° Signature Loop Controller. Warnings & Cautions This module will not operate without electrical power.As fires SIGA-MCR and SIGA-MCRR:mount the U 10 motherboard inside a frequently cause power interruption,we suggestyou discuss suitable EST enclosure with screws and washers provided.Plug further safeguards with your local fire protection specialist. the module into any available position on the motherboard and secure the moduleto the motherboard with the captive screws. Wiring connections are made to the terminals on the motherboard Testing & Maintenance (see wiring diagram).U10 motherboard terminals are suited for #12 to#18 AWG(2.5 mm'to 0.75 MM2)wire size. The module's automatic self-diagnosis identifies when it is defective and causes a trouble message.The user-friendly ulo IMOYw"Wd maintenance program shows the current state of each module and other pertinent messages.Single modules may be turned off e-Self-lapping (deactivated)temporarily,from the control panel.Availability of screws maintenance features is dependent on the fire alarm system used. Scheduled maintenance(Regular or Selected)for proper system operation should be planned to meet the requirements of the Plug-in Captive Module le screws Authority Having Jurisdiction(AHJ).Refer to current NFPA 72 and ULC CAN/ULC 536 standards. #6 Flal washers Cabinet or electrical enclosure Electronic Addressing-The loop controller electronically ad- dresses each module,saving valuable time during system com- missioning.Setting complicated switches or dials is not required. Each module has its own unique serial number stored in its on- board memory.The loop controller identifies each device on the loop and assigns a"soft"address to each serial number.If desired, the modules can be addressed using the SIGA-PRO Signature Program/Service Tool. EST recommends that this module be installed according to latest recognized edition of national and local fire alarm codes. EDWARDS SYSTEMS TECHNOLOGY Page 2 of 6 Literature Sheet#85001-0239 Issue 5 I` Typical Wiring Modules will accept#18AWG(0.75mm2),#16(1.0mmz),#14 AWG(1.50mm2)and#12 AWG(2.5mm2)wiresizes. Note:Sizes#16 AWG(1.Omm2)and#18 AWG(0.75mm2)are preferred for ease of installation.See Signature Loop Controller catalog sheet for detailed wiring requirement specifications. Normally- Normally- Open Common Closed TB2Lij 8 7 6 — Red LED O O Green LED (Alarm/Active) 4 b.3 2 I (Normal) TB1 Notes I& Refer to Signature Loop Controller Installation Sheet DATA IN(+) DATA OUT(+) 1 for wiring specifications. DATA IN(-) DATA OUT() J} ®SIGA-CR/MCR must be installed within the same room as the device it is controlling. From Signature Controller To Next Device or Previous Device y The SIGA-U106R and the SIGA-U102R do not Ol come with TB14. SIGA-CR Control Relay ®The SIGA-U106 does not come with TB8 through TB13. ®Supervised and power-limited. Normally Open Common Normally Closed ® If the source is nonpower-limited, maintain a space of 1/4 inch from power-limited wiring or use FPL, FPLP, FPLR,or an equivalent in accordance with the National Electrical Code. 7) Maximum#12 AWG(2.5mm2)wire. Q Min.#18(0.75mm2). Q 1 23 4 1 Data In+ _ Q 4 ff+ TB7 '' TB14 No connections required for Data Out SIGA-MCR.Other modules v aD may require connections. S W zQ r(7 4 S rn 3 2 Green LED(Normal) t Red LED(Active) TB15 1234 No connections required for SIGA-MCR.Other modules may require connections. SIGA-MCR Control Relay EDWARDS SYSTEMS TECHNOLOGY Issue 5 Literature Sheet#86001-0239 Page 3 of 6 Typical Wiring Modules will accept#18 AWG (0.75mm2), #16(1.0mm2),#14 AWG(1.50mm2)and#12 AWG(2.50mm2)wire sizes. Note: Sizes#16 AWG (1.Omm2)and#18 AWG (0.75mm2)are preferred for ease of installation. See Signature Loop Controller catalog sheet for detailed wiring requirement specifications. SIGA-AB4 SIGA-AB4 SIGA-AB4 Audible Base Audible Base Audible Base JW1 JW2 Jw1 r.12 Jl'Jt ,ywz 6254A-003 AI, EOL Relay Listed 24 VDC + Q 1 Nominal Power 1 Q Supply _ A ' ' A A SIGA-CR IGA-CR SIG;-CT1 ® ® ® ® SIGA-CRR ° ° Signature <+ Controller �_ Q 0 Optional SIGA-CR for disabling/disconnecting sounderbase SIGA-MCRR SIGA-CRR Schematic SIGA-MCRR Schematic Audible Bases try try l;z l Power In power Oul PGo,Iv liew.vws Power In Power Out Jw1 JW2 6254A-003 ften ACl voted PoI ty reverses r EOLReIay — — + when activated F I - required for Z Z supevision _ O tQ- I in c� in m o 0 0 � 0 4 Signature 6 Data Data Out + • • • Notes circuit — For normal operation SIGA-CT1 Al Refer to the Signature controller installation sheet for + For General Fire wiring. i _ Alarm Operation O• O• ULIULC Listed 11 4 3 2 1 02 One Pair of Wires(24 Vdc power). 24 vdc power supply or 3 One Pair of Wires(Signature Data). —311,_— --` 40 Single Wire(24 Vdc power). 1234 1234 50 The SIGA-U 106R and the SIGA-U 102R do not come SIGA-MCRR with TB14. 1 SIGA.UIOIR)series motherboard Data Out+ 3 ©The SIGA-UI06 does notcome with TB8through — 2 No connections required for T613. D signawre 1B1L SIGA-MCRR.Othermodules ata 0 2 may Supervised and power-limited. circuit y require connections. rc s ® Ifthe source is nonpower-limited,maintain a space of + TBr # s 1/4 inch from power-limited wiring or use FPL,FPLP, Data In u < FPLR,Oran equivalent in accordance with the a a Green LED(Normal) Red LED(Active) National Electrical Code. 9 Maximum#12 AWG(2.5 mm')wire;Minimum#18 No connections required for z Green LED(Normal) let 5 SIGA-MC re c Other modules AWG(0.75 mm ). Red LED(Active) t meY require connections. 10 End-of-Line Relay must monitorand report power supplytrouble to control panel. Optional SIGA-MCRR 11 Class B Data wiring may be"T-tapped," or SIGA-MCR for No connections required for SIGA-MCRR. d isabl ingldisw nnecting an audible base. Other modules may require connections. EDWARDS SYSTEMS TECHNOLOGY Page 4 of 6 Literature Sheet 4t85001-0239 Issue 5 Specifications Catalog Number SIGA-CR SIGA-MCR SIGA-CRR SIGA-MCRR Description Control Relay Polarity Reversal Relay Type Code Personality Code 8(Factory Set) Address Requirements Uses 1 Module Address Operating Current Standby= 100NA Activated= 100NA Operating Voltage 15.2 to 19.95 Vdc(19 Vdc nominal) Form„C„ — Relay Type and Rating 24 VDC= 2 amps(pilot duty) 120 Vac=0.5 amps 220 Vac(non-UL)=0.5 amps North American 21/2 inch North American 21/2 inch (64 mm)deep 1-gang boxes Plugs into (64 mm)deep 1-gang boxes Plugs into Mounting and 11/2 inch(38 mm)deep U102R,U106R or UI06 and 11/2 inch(38 mm)deep U102R,U106R or U106 4 inch cquaro boxoc Mothorboardo 4 inch cquaro boxoc Mothorboordo with 1-gang covers with 1-gang covers Construction&Finish High Impact Engineering Polymer Storage and Operating Operating Temperature:32°F to 120OF(0°C to 49°C) Storage Temperature:-4°F to 140°F(-20°C to 60°C) Environment Humidity:0 to 93%RH LED Operation On-board Green LED-Flashes when polled On-board Red LED-Flashes when in alarm/active Compatibility Use With: Signature Loop Controller Agency Listings UL,ULC(See Ordering Table),CSFM,MEA Ordering Information Catalog Number Description Ship Weight-Ibs(kg) SIGA-CR Control Relay Module(Standard Mount)-UL/ULC Listed U.4(0.1b) SIGA-MCR Control Relay Module(UIO Mount)-UL Listed 0.18(0.08) SIGA-CRR Polarity Reversal Relay Module(Standard Mount) -UL/ULC Listed 0.4(0.15) SIGA-MCRR Polarity Reversal Relay Module(UIO Mount)-UL Listed 0.18(0.08) Related Equipment 27193-21 Surface Mount Box-Red,1-gang 1 (0.6) 27193-26 Surface Mount Box-White,1-gang 1 (0.6) SIGA-MB4 Module Mounting Bracket for installing two 1-gang modules in a single .5(.3) North American 4-inch square box. SIGA-U102R Universal Input-Output Module Board w/Riser Inputs-Two Module Positions 0.32(0.15) SIGA-U106R Universal Input-Output Module Board w/Riser Inputs-Six Module Positions 0.62(0.28) SIGA-U106 Universal Input-Output Module Board-Six Module Positions 0.56(0.25) EDWARDS SYSTEMS TECHNOLOGY Issue 5 Literature Sheet#85001-0239 Page 5 of 6 Description (Signature Overview) The Signature Series intelIigentanaIog-addressable system from Standalone Operation-A decentralized alarm decision by the Edwards Systems Technology is an entire family of multi-sensor device is guaranteed.Onboard intelligence permits the device to detectors and mounting bases,multiple-function inputand output operate in standalone(degrade)mode.If Signature loop controller modules,network and non-network control panels,and user- CPU communications fail for more than four seconds,all devices friendly maintenance and service tools.Analog information from on that circuit go into standalone mode.The circuit acts like a equipment connected to Signature devices is gathered and conventional alarm receiving circuit.Each Signature device on the converted into digital signals.An onboard microprocessor in each circuit continues to collect and analyze information from its slave Signature device measures and analyzes the signal and decides devices.When connected to a panel utilizing standalone operation, whether or notto input an alarm.The microprocessor in each modules with their"personality"set as alarm devices(IDC)will Signature device provides four additional benefits-Self-diagnos- alarm should their slave alarm-initiating device activate. tics and History Log,Automatic Device Mapping,Stand-alone Fast Stable Communication-Built-in intelligence means less Operation and Fast,Stable Communication. information needs to be sent between the device and the Signature Self-diagnostics and History Log-Each Signature Series device Data Controller(SDC).Otherthan regular supervisory polling constantly runs self-checksto provide important maintenance response,Signature devices only need to communicate with the information.The results of the self-check are automatically updated SDC when they have something new to report.This provides very and permanently stored in its non-volatile memory.This fast control panel response and allows a lower baud rate(speed) information is accessible for review any time at the control panel, to be used for communication on the circuit.The lower baud rate PC,or using the SIGA-PRO Signature Program/Service Tool.The offers several advantages including: information stored in device memory includes: Less sensitivity to circuit wire characteristics • Device serial number, address, and type Less sensitivity to noise glitches on the cable • Date of manufacture, hours of operation,and last Less emitted noise from the data wiring maintenance date • Twisted or shielded wiring is not required. • Number of recorded alarms and troubles2 • Time and date of last alarm' Diagnostic LEDs-Twin LEDs on most Signature devices provide visual indication of normal and alarm-active conditions.A flashing • Most recent trouble code logged by the detector—32 green LED shows normal system polling.A flashing red LED possible trouble codes may be used to diagnose faults. means the module is in alarm-active state.Both LEDs on steady Automatic Device Mapping-The Signature Data Controller(SDC) indicates alarm-active state-standalone mode. learns where each device's serial number address is installed relative Testing&Maintenance-Automatic self-diagnosis identifies when to other devices on the circuit.The SDC keeps a map of all Signature a Signature device is defective and causes a trouble message.The Seriesdevices connected to it.The Signature Series Data Entry user-friendly maintenance program showsthe current state of each Program also uses the mapping feature.With interactive menusand device and other pertinent information.Single devices may be graphic support,the wired circuits between each device can be turned off temporarily,from the control panel.Scheduled mainte- examined.Layout or"as-built"drawing information showing branch nance(Regular or Selected)for proper system operation should wiring(T-taps),device types and their address are stored on disk for be planned to meet the requirements of the Authority Having printing hard copy.This takes the mystery out of the installation.The Jurisdiction(AHJ).Refer to current NFPA 72 and ULC CAN/ULC preparation of as-built drawings is fast and efficient. 536 standards. Device mapping allows the Signature Data Controller to discover: Quality and Reliability-EST Signature devices are manufactured in • Unexpected additional device addresses North America to strict international ISO 9001 standards.All electron- Missing device addresses ics utilize surface mounttechnology(SMT)for smaller size and • Changes to the wiring in the circuit. greater immunityto RF noise.A conformal coating is used for humidity and corrosion resistance. Most Signature modules use a personality code selected by the installer to determine their actual function.Personality codes are downloaded from the SDC during system configuration and are indicated during device mapping. EST3 V.2 only, z Retrievable with SIGA-PRO programming tool, EDWARDS SYSTEMS TECHNOLOGY It is our intention to keep the product information current and accurate.We can not cover specific applications or anticipate all requirements. All specifications are subject to change without notice.For more information or questions relative to this Specification Sheet,contact EST. Cu 1999 EST Printed in U,SA. Page 6 of 6 Literature Sheet#85001-0239 Issue 5 %i/�,SE1ll�QL� EDWARDS SYSTEMS TECHNOLOGY"' ANALOG ADDRESSABLE INPUT/OUTPUT DEVICES Input Modules Models f -CT1, SIGA-CT2 Ft SIGA-MCT2 Featu ■ Multiple applications Including Alarm,Alarm with delayed latching(retard)for waLerfluwappliUdUOIIS,Super visury,and Munitur.The installer selects one of four"personality codes"to be downloaded to the modulethrough the loop controller. V �p •■ Plug-in(U SIGA-CT11210)or standard 1-gang mount i � 3 . , . 1_110 versions allow quick installation where multiple modules are (� required.The 1-gang mount version is ideal for remote locations r I that require a single module. C ■ Automaticdevicemapping > V Patented Signature modules transmit information tothe loopcontroller regarding their circuit locations with respectto other Signature SIGA-MCTz devices on the wire loop. ■ Electronic addressing ® PLC MEA 0 Programmable addresses are downloaded from the loop controller,a PC,orthe SIGA-PRO Signature Program/Service Tool.There are no switches or dials to set. Description ■ Intelligent device with microprocessor All decisions are made at the module to allow lower communi- The SIGA-CT1 Single Input Module and SIGA-CT2/SIGA-MCT2 cation speed with substantially improved control panel response Dual Input Modules are intelligent analog addressable devices time and less sensitivity to line noise and loop wiring properties; used to connect one or two Class B normally-open Alarm,Supervi- twisted or shielded wire is not required. sory,or Monitor type dry contact Initiating Device Circuits(IDC). ■ Non-volatile memory The actual function of these modules is determined by the"person- Permanently stores serial number,type of device,and job ality code"selected by the installer.This code is downloaded to number.Automatically updates historic information including the module from the Signature loop controller during system hours of operation,last maintenance date,numberof alarms and configuration. troubles,and time and date of last alarm. The input modules gather analog information from the initiating ■ Stand-alone operation devices connected to them and convert it into digital signals.The The module makes decisions and inputs an alarm from initiating module's on-board microprocessor analyzes the signal and devices connected to it even if the loop controller's polling decides whether or not to input an alarm. interrogation stops.(Function availability dependent upon The SIGA-CT1 and SIGA-CT2 mount to standard North American control panel.) 1-gang electrical boxes,making them ideal for locations where ■ Ground fault detection by address only one module is required.Separate 1/0 and data loop connec- Detects ground faults right down to the device level. tions are made to each module. ■ Diagnostic LEDs The SIGA-MCT2 is part of the 1_110 family of plug-in Signature Flashing GREEN shows normal polling;Flashing RED shows Series modules.Itfunctions identically to the SIGA-CT2,buttakes alarm/active state, advantage of the modular flexibility and easy installation that characterizes all U10 modules.Two-and six-module U10 ■ Hiyharnambiift ambient teempel mperatures res ato 1 motherboards are available.All wiring connections are made to Install in ambienttemperatures upto 120°F(49°C). terminal blocks on the motherboard.1_110 assemblies may be ■ Designed to ISO 9001 standards mounted in EST enclosures. All Signature products are manufactured to strict international quality standards to ensure highest reliability. EDWARDS SYSTEMS TECHNOLOGY U.S.SALES:SARASOTA,FL 941-739-4638;FAX 941-727-1214 • CANADA SALES:OWEN SOUND,ON 519-376-2430;FAX 519-376-7258 INTERNATIONAL SALES:905-270-1711;FAX 905-270-9553 • CORPORATE HEADQUARTERS:CHESHIRE,CT • U.S.MANUFACTURING:PITTSFIELD,ME Issue 5 Literature Sheet#85001-0241 Page 1 of 4 Installation Application SIGA-CT11 and SIGA-CT2:modules mount to North American 2'/2 The duty performed by the SIGA-CT1 and SIGA-CT2/MCT2 is inch(64 mm)deep 1-gang boxes and 1112 inch(38 mm)deep 4 inch determined by their sub-type code or"Personality Code".The square boxes with 1-gang covers.The terminals are suited for#12 code is selected by the installer depending upon the desired applica- to#18 AWG(2.5 mm'to 0.75 mmz)wire size. tion and is downloaded from the loop controller. One personality code can be assigned to the SIGA-CT1.Two personality codes can be assigned to the SIGA-CT2/MCT2. Codes Compatible Electrical Box 1,2,3 and 4 can be mixed on SIGA-CT2/MCT2 modules only.For example,personality code 1 can be assigned to the first address (circuit A)and code 4 can be assigned to the second address (circuit B). NORMALLY-OPEN ALARM-LATCHING(Personality Code 1)- Wall Plate,White Assign to one or both circuits. Configures either circuit A or B or (1 -Gong) both for Class B normally open dry contact initiating devices such as Pull Stations,Heat Detectors,etc.An ALARM signal is sentto the loop controller when the input contact is closed.The alarm condition is latched at the module. op,00 ne,chcn L Bona,Ve NORMALLY-OPEN ALARM-DELAYED LATCHING (Personality Code 2)-Assign to one or both circuits. Configures either circuit A or B or both for Class B normally-open dry contact initiating devices such as Waterflow Alarm Switches.An ALARM signal is sent to the loop controller when the input contact is closed for approximately 16 seconds.The alarm condition is latched at the module. SIGA-MCT2:mounttheUIO motherboard inside a suitable EST NORMALLY-OPEN ACTIVE-NON-LATCHING(Personality Code enclosure with screws and washers provided.Plug the SIGA-MCT2 3)-Assign to one or both circuits.Configures either circuit A or B into any available position on the motherboard and secure the or both for Class B normally-open dry contact monitoring input module to the motherboard with the captive screws.Wiring such as from Fans,Dampers,Doors,etc.An ACTIVE signal is sent connections are made to the terminals on the motherboard(see to the loop controller when the input contact is closed.The active wiring diagram).UIO motherboard terminals are suited for#12 to condition is not latched at the module. #18 AWG(2.5 mmz to 0.75 mm')wire size. NORMALLY-OPEN ACTIVE-LATCHING(Personality Code 4)- UIO Motherboard Assign to one or both circuits. Configures either circuit A or B or both for Class B normally open dry contact monitoring input such Oj Selz as from Supervisory and Tamper Switches.An ACTIVE signal is Self-tapping P Y P 9 screws sentto the loop controller when the input contact is closed.The active condition is latched at the module. Plug-�inpo) Captive Module screws fl--mil Ordering Information I'll N6 Flat washers Catalog Ship Wt. Number Description Ibs(kg) Cabinet or electrical enclosure SIGA-CT1 Single Input Module—UUULC Listed 0.4(0.15) SIGA-CT2 Dual Input Module—UUULC Listed 0.4(0.15) Electronic Addressing-The loop controller electronically ad- Dual Input Plug-in(UIO)Module dresses each module,saving valuable time during system com- SIGA-MCT2 —UL,ULC Listed 0.1 (0.05) missioning.Setting complicated switches or dials is not required. Related Equipment Each module has its own unique serial number stored in its on- 27193-11 Surface Mount Box-Red,1-gang 1.0(0.6) board memory.The loop controller identifies each device on the 27193-16 Surface Mount Box-White,1-gang 1.0(0.6) loop and assigns a"soft"address to each serial number.If desired, the modules can be addressed using the SIGA-PRO Signature Module Mounting es in a singet for installing Program/Service Tool. SIGA-MB4 two 1-gang modules in a single North .5(.3) American 4-inch square box. EST recommends that this module be installed according to latest Universal Input-Output Module Board recognized edition of national and local fire alarm codes. SIGA-UI02R w/Riser Inputs—Two Module Positions 0.32(0.15) SIGA-UI06R Universal Input-Output Module Board 0.62(0.28) Compatibility w/Riser Inputs—Six Module Positions Universal Input-Output Module Board The Signature Series modules are compatible only with EST's SIGA-U106 —Six Module Positions 0.56(0.25) Signature Loop Controller EDWARDS SYSTEMS TECHNOLOGY Page 2 of 4 Literature Sheet#85001-0241 Issue 5 I Typical Wiring Modules will accept#18 AWG(0.7Srrl#16(1.Omm2),and#14AWG(1.50mm2), and#12 AWG(2.50mm2)wire sizes. Note:Sizes#16 AWG(1.Omm2)and#18 AWG(0.75mm2)are preferred for ease of installation.See Signature Loop Controller catalog sheet for detailed wiring requirement specifications. Initiating(Slave)Device Circuit Wire Specifications Maximum Allowable Wire Resistance 50 ohms(25 ohms per wire)per Circuit Maximum Allowable Wire Capacitance 0.1NF per Circuit For Design Reference: Wire Size Maximum Distance to EOLR #18 AWG(0.75 mmz) #16 AWG(1.00 mmz) 4,000 ft(1,219 m) #14AWG(1.50 mmz) #12 AWG 0.50 mmz) Typical N.O.Initiating Device Typical N.O.In itiating Device ♦ I INPUT INPUT Al&A Style B(Class B) 1 TB2 I 1 TB2 a 7 UL/ULC Listed Style B(Class B) • • • 47M EOL (A/ULC Listed e t A 6 UL/ULC Usted 47KA-EOL Ql Q2 Q4 • • • 47KQ EOL 30 Red LED Green LED (Alarm/Active) ® ® (Normal) Red LED ® ® Green LED 4 3 2 1 (Alarm/Active) 4 1 7 r (Normal) TBl TBl DATA IN(+) DATA OUT(+) (DATA IN(+) DATA OUT(+)1 {DATA IN(-) DATA OUT(-) it DATA IN(-) DATA OUT(-)J To Next Device From Signature Controller To Next Device From Signature Controller or Previous Device Q or Previous Device 0 SIGA-CT1 SIGA-CT2 ♦ ♦ � ryP�ND mm.wa ooVm. IYOTES uvULc LI,I,d 1]K[1 EOL 9TKD EOL UL/ULC Lis led p1 Maximum 25 Ohm resistance perwire. A2 Maximum#12 AWG(2.5mm2)wire;Minimum#18 AWG(0.75mm2). AA3 Q3 Refer to Signature controller instal lation sheet for win ngspecifications. A4 Maximum 10 Vdc @ 350 pA SIGAfIGT] Q5 The SIGA-UI06R and the SIGA-UI02R do not come with TB1 4. t", E"'Wom ""i0in1 6 All wiring is supervised and power-limited. Dw M+ 7 These modules will not support 2-wire smoke detectors. Sry,elure T•1, tb un.asw r.p.�edb ow � s.wucsT total a + Greco LED(N—)J ®t Warnings Cautions Red LED(A.dve) This module will not operate without electrical power.As fires ► """ frequently cause power interruption,we suggestyou discuss further safeguards with your local fire protection specialist. SIGA-MCT2 EDWARDS SYSTEMS TECHNOLOGY Issue 5 Literature Sheet#85001-0241 Page 3 of 4 Specifications Catalog Number SIGA-CT1 SIGA-CT2 SIGA-MCT2 Description Single Input Module Dual Input Module Type Code 48(factory set) 49(factory set) Four sub-types(personality codes)are available Four sub-types(personality codes)are available Address Requirements Uses One Module Address Uses Two Module Addresses Operating Current Standby=250uA;Activated=400yA I Standby=396VA;Activated=6801jA Operatinq Voltage 15.2 to 19.95 Vdc(19 Vdc nominal) Construction High Impact Engineering Polymer North American 21/2 inch(64 mm)deep one-gang boxes U102R/6R/6 Mounting and 1112 inch(38 mm)deep 4 inch square boxes with one-gang covers Motherboard Storage and Operating Environment Operating Temperature: 32T to 120T(0°C to 49°C) o Storage Temperature:-4°F to 140T(-20°C to 60°C);Humidity:0 to 93/o RH LED Operation On-board Green LED-Flashes when polled;On-board Red LED-Flashes when in alarm/active Both LEDs-Glow steady when in alarm(stand-alone) Compatibility Use with Signature Loop Controller Agency Listings UL,ULC(See Orderinq Table),MEA,CSFM Description (Signature Overview) The Signature Series intelligent analog-addressable system from Standalone Operation - A decentralized alarm decision by the Edwards Systems Technology is an entire family of multi-sensor device is guaranteed. Onboard intelligence permits the device to detectors and mounting bases, multiple-function input and output operate in standalone (degrade) mode. If Signature loop controller modules, network and non-network control panels, and user- CPU communications fail for more than four seconds, all devices friendly maintenance and service tools. Analog information from on that circuit go into standalone mode. The circuit acts like a equipment connected to Signature devices is gathered and conventional alarm receiving circuit. Each Signature device on the converted into digital signals. An onboard microprocessor in each circuit continues to collect and analyze information from its slave Signature device measures and analyzes the signal and decides devices. When connected to a panel utilizing standalone whether or not to input an alarm.The microprocessor in each operation, modules with their "personality" set as alarm devices Signature device provides four additional benefits - Self-diagnos- (IDC) will alarm should their slave alarm-initiating device activate. tics and History Log, Automatic Device Mapping, Stand-alone Fast Stable Communication-Built-in intelligence means less informa- Operation and Fast, Stable Communication. tion needs to be sent between the device and the Signature Data Self-diagnostics and History Log - Each Signature Series device Controller(SDC). Other than regular supervisory polling response, constantly runs self-checks to provide important maintenance Signature devices only need to communicate with the SDC when information. The results of the self-check are automatically updated they have something new to report.This provides very fast control and permanently stored in its non-volatile memory. This panel response and allows a lower baud rate (speed)to be used for information is accessible for review any time at the control panel, communication on the circuit.The lower baud rate offers several PC, or using the SIGA-PRO Signature Program/Service Tool. The advantages including: information stored in device memory includes: • Less sensitivity to circuit wire characteristics. • Device serial number, address, and type • Less sensitivity to noise glitches on the cable. • Date of manufacture,hours of operation,and last maintenance date' • Less emitted noise from the data wiring. • Number of recorded alarms and troubles' • Twisted or shielded wiring is not required. • Time and date of last alarm' Diagnostic LEDs-Twin LEDs on most Signature devices provide • Most recent trouble code logged by the detector—32 possible visual indication of normal and alarm-active conditions. A flashing trouble codes may be used to diagnose faults. green LED shows normal system polling. A flashing red LED Automatic Device Mapping-The Signature Data Controller (SDC) means the module is in alarm-active state. Both LEDs on steady learns where each device's serial number address is installed indicates alarm-active state - standalone mode. relative to other devices on the circuit.The SDC keeps a map of all Testing & Maintenance - Automatic self-diagnosis identifies when Signature Series devices connected to it.The Signature Series Data a Signature device is defective and causes a trouble message. The Entry Program also uses the mapping feature. With interactive user-friendly maintenance program shows the current state of each menus and graphic support, the wired circuits between each device device and other pertinent information. Single devices may be can be examined. Layout or"as-built" drawing information showing turned off temporarily, from the control panel. Scheduled mainte- branch wiring (T-taps), device types and their address are stored nance (Regular or Selected) for proper system operation should on disk for printing hard copy.This takes the mystery out of the be planned to meet the requirements of the Authority Having installation.The preparation of as-built drawings is fast and efficient. Jurisdiction (AHJ). Refer to current NFPA 72 and ULC CAN/ULC 536 Device mapping allows the Signature Data Controller to discover: standards. • Unexpected additional device addresses. Quality and Reliability-EST Signature devices are manufactured in • Missing device addresses. North America to strict international ISO 9001 standards. All electron- Changes to the wiring in the circuit, ics utilize surface mount technology(SMT)for smaller size and Most Signature modules use a "personality code" selected by the greater immunity to RF noise.A conformal coating is used for installer to determine their actual function. Personality codes are humidity and corrosion resistance. downloaded from the SDC during system configuration and are EST3V.2only. indicated during device mapping. 'Retrievable with SIGA-PRO programming tool. EDWARDS SYSTEMS TECHNOLOGY It is our intention to keep the product information current and accurate.We can not cover specific applications or anticipate all requirements. All specifications are subject to change without notice.For more information or questions relative to this Specification Sheet,contact EST. s,1999 EST Printed in U.SA- Page 4 of 4 Literature Sheet#55001-0241 Issue 5 TH ERMOTECH Inc. 2900 N. 1000 W. Ogden, Utah 84414 AUTOMATIC HEAT DETECTORS (801) 782-2233 Fax: (801) 782-1746 GENERAL The Model 302 is a normally open device designed for fire detection and alarm systems. These rate compensation type detectors are available in either 135 IF or 194 IF ratings. All five basic models are self-restoring, hermetically sealed, shock and corrosion resistant, and tamperproof. Refer to NFPA STANDARD 72, STANDARD FOR AUTOMATIC FIRE DETECTORS for application requirements, testing and maintenance. PRINCIPAL OF OPERATION The Model 302 operates on the principles of a rate compensation detector. The detector consists of a Lf� hiqh expansion aluminum tube that encases two insulation struts with opposing open contact points (see cut-away view). The high expansion sensing f shell and the expansion struts have a different coefficient of expansion. A slow rate of temperature rise allows the heat to penetrate the inner expansion struts. Therefore, the tubular shell and struts expand slowly until the total device has been heated to its rated temperature level of 135 OF/194 OF. At this point, the silver contact points close which initiates the fine Silver Contact Points alarm. When subjected to a rapid rate temperature Expansion Struts rise there is not as much time for heat to penetrate the inner strut. The rapid lengthening of the shell High Expansion Sensing F allows the struts to come together at a lower level Shell,040 Anodized that compensates for thermal lag inherent in � conventional fixed temperature detectors. When the surrounding air temperature goes below the rated Heat Control Sleeve temperature level, the shell contracts which forces contacts to open, thus automatically resetting the Setting Screv� detectors. Devcon Hermetic Seal SPECIAL CONSIDERATIONS Dimensions (Model 302): Total overall Length 4 1/8", base diameter 2". Temp. Rating IF Max. Ceiling Temp. °F 135 100 194 150 • Detectors have a smooth ceiling UL rating of 50'x50' APPROVALS/LISTINGS (2500 sq. ft.). • Detectors, hub covers, or outlet boxes must never Underwriters' Laboratory be installed in direct sunlight. • Refer to NFPA STANDARD 72 for spacing and other considerations. ' Factory Mutual Apprmaa ELECTRICAL RATING 3T Voltage Current California State Fire Marshall 6 - 125 VAC S Amps Listing No. 7270-0021:001 j 6 - 25 VDC 1 Amp i � y 125 VDC 0.5 Amp i www.thermotechinc.com THERMOTECH, Inc. 2900 N. 1000 W. Ogden, Utah 84414 AUTOMATIC HEAT DETECTORS (801) 782-2233 Fax: (801) 782-1746 FIVE BASIC MODELS MODEL NO. DESCRIPTION REFER TO: 302-135 135 IF. - Interior Vertical Mounting FM &UL Fig. 1 302-194 194 IF. - Interior Vertical Mounting FM &UL Fig. 1 302-H-135 135 IF. - Interior Horizontal Mounting FM &UL Fig. 2 MODEL 302 302-H-194 194 IF. - Interior Horizontal MountingFM &UL ' 302-ET-135 135 IF. - All-weather Vertical Mounting FM &UL Fig. 3 • 302-ET-194 194 IF. - All-weather Vertical Mounting FM &UL For interior 302-AW-135 135 IF. - All-weather Vertical Mounting FM & UL Fig. 4 mounting in any 302-AW-194 194 IF. - All-weather Vertical Mounting FM &UL atmosphere that 302-EPM-135 135 IF. - Explosion Proof Mounting UL Fig. 5 is compatible with 302-EPM-194 194°F. - Ex losion Proof Mounting UL terminal screw AP-P Decorative white plastic adapter plate for Fig. 6 type connections. mounting 302 and 302AW to any 3"outlet UL Rating 50'x box or 4"octagon outlet box. 50' Fig. 2 MODEL 302-H Fig. 3 MODEL 302-ET Same as model 302 Hermetically sealed for except designed for moisture proof or dust proof horizontal mounting. installations. Requires no special UL Rating 40'x 40' /,// bushi'ng lack box. Has plastic hexagonal grip with 1/2" conduit threads for attachment to threaded hub cover, or any outlet box. Must be hand tightened only. For indoor or outdoor use (weather cover/box). Fig. 4 MODEL 302-AW Hermetically sealed for moisture proof or dust proof installations. Requires no special back box when Fig. 5 MODEL 302 EPM the all-weather leads are properly Explosion proof for installation in hazardous spliced to"THW"or equivalent type locations. Has hexagonal grip wire. For indoor or outdoor use. bushing with 1/2" conduit threads for attachment to threaded hub cover of series IL fixture fitting as manufactured by Killark Fig. 6AP-P '• l Electric Decorative Co., or white plastic equal. adapter plate for mounting 302 and 302-AW detectors only. Must be hand tightened only. For indoor use only. 2 www.thermotechinc.com I i GENESIS., EDWARDSSYSTE1v1S TECH NOLOGY' NOTIFICATION APPLIANCES • Selectable 13, 30, 73, Field Configurable �'75] or 110 cd strobe! Horns and 'strobes G1 Series eatures ? ■ Unique low-profile desiqn — The most compact UL-1971/ULC-S526listed strobe available Selectable — Ultra-slim—protrudes less than one inch from the wall Or low dB — Attractive appearance NI ! — No visible mounting screws ■ Four field-configurable options in one device , — Select 15,30,75,or 110 cd strobe output — Select high(default)or low dB horn output — Selecttemporal(default)or steady horn output — Select public mode flash rate(default)or private mode FC, E lC temporal flash z ■ Easy to install i*e, MIA � - - Fits standard 1-gang electrical boxes —no trim plate needed Listings pending �...� — Optional trim plate accommodates oversized openings One or more patents pending. — Pre-assembled with captive hardware — #12 AWG terminals—ideal for long runs or existing wiring with FuIlLighttechnology go well beyond the minimum UL- ■ Unparalleled performance required"T"pattern,significantly exceeding UL-1971 and ULC- - Industry's most even light distribution S526 light distribution requirements. — Meets tough synchronizing standardsfor strobes Although all Genesis strobes are self-synchronizing,when installed — Single microprocessor controls both horn and strobe with an optional synchronization module,strobe flashesfrom — Low current draw minimizes system overhead devices on the same circuit synchronize to within 10 milliseconds — Independent horn control over a single pair ofwires ofeach other indefinitely.This exceeds the two-hour minimum — Highly regulated in-rush current specified in the UL standards.Only one synchronization module is — Multiple frequency tone improves wall penetration required per circuit. — Industry'sfirst temporal strobe output Genesis strobes and horn-strobes offer 15 to 110 candela output, Description which is selectable with a conveniently-located switch on the side of the device.The candela output setting remains clearly visible The Genesis line of signals are among the smallest,most compact even afterfinal installation,yet it stays locked in place to prevent audible-visible emergency signaling devices in the world.About unauthorized tampering. the size of a deck of playing cards,these devices are designed to blend with any decor. Genesis horn output reaches as high as 99 d8 and features a unique multiple frequency tone that results in excellentwall penetration Thanks to patented breakthrough technology,ESTGenesis strobes and an unmistakable warning of danger.Horns may be configured do not require bulky specular reflectors and lenses.Instead,an for either coded or non-coded signal circuits.They can also be set exclusive cavity design conditions light to produce a highly for low dB output with ajumper cut that reduces horn output by controlled distribution pattern.Significant development efforts about 5 dB. employing this new technology have given rise to a new bench- mark in strobe performance—FuIlLighttechnology. Genesis signalsfeature textured housings in architecturally neutral white or traditional fire red.An ingenious iconographic symbol Full Light strobe technology produces a smooth light distribution indicates the purpose of the device.This universal symbol is code- pattern withoutthe spikes and voids characteristic of specular compliant and is easily recognized by all building occupants reflectors.This ensuresthe entire coveragearea receives consis- regardless ofwhat language they speak.Models with"FIRE" tent illumination from the strobeflash.As a result,Genesis strobes markings are also available. EDWARDS SYSTEMS TECHNOLOGY U.S.SALES:SARASOTA,FL941-739-4638;FAX941-727-1214 • CANADA SALES:OWEN SOUND,ON 519-376-2430,FAX 519-376-7258 INTERNATIONAL SALES:905-270-17111FAX905-270-9553 - CORPORATE HEADQUARTERS:CHESHIRE,CT - U.S.MANUFACTURING:PITTSFIELDbNEWPOHI,ME ISSIIR 1 Literature Sheet#e5001-0573 Page 1 of 6 Not to be used for installation purposes. For the most current literature and updates visit www.est.net. Application Horn's The suggested sound pressure level for each signaling zone used with Genesis strobes are UL 1971-listed for use indoors as wall- alert or alarm signals is at least 15 dB above the average ambient mounted public-mode notification appliances for the hearing sound level,or 5 dB above the maximum sound level having a impaired.Prevailing codes require strobes to be used where duration of at least 60 seconds,whichever is greater,measured 5 feet ambient noise conditions exceed 105 dBA(87dBA in Canada), (1.5 m)abovethefloor.The average ambientsound level is,A- where occupants use hearing protection,and in areas of public weightedsound pressure measuredovera 24-hourperiod. accommodation as defined in the Americans with Disabilities Act (see application notes-USA). Doubling the distance from the signal to the ear will theoretically result in a 6 dB reduction of the received sound pressure level.The Combination horn-strobe signals must be installed in accordance actual effect depends on the acoustic properties of materials in the with guidelines established for strobe devices. space. A 3 dBA difference represents a barely noticeable change in volume. Strobes The following guidelines are based on ANSI/NFPA 72 National Fire Alarm Code(1999).When applied and installed in accor- Application Notes - USA dance with that code,EST strobes meet or exceed the illumina- Audible signals in the public mode should never have a sound tion produced by the ADA-specified 75 candela(cd)strobe at 50 level less than 75 dBA at 10'(3 m)per NFPA 72.Signals cannot feet." exceed 120 dBA per ADA and NFPA 72 at the minimum hearing distance to audible appliance. Non-Sleeping Rooms EST wall mounted strobes" Strobe and combination horn/strobe devices should be installed Up to 20'x 20'(6.1 m x 6.1 m) One 15 cd strobe with the bottom of the device at least 80 inches(2.0 m)and no more Up to 30'x 30'(9.1 m x 9.1 m) One 30 cd or two 15 cd strobes than 96 inches(2.4 m)above the finished floor.Horns should be Up to 40'x 40'(12.2 m x 12.2 m) One 75 cd or two 30 cd strobes installedwith theirtops not less than 6 inches(152 mm)belowthe Up to 50'x 50'(15.2 m x 15.2 m) One 110 cd or two 75 cd strobes ceiling and not less than 90 inches(2.3 m)above the finished floor. Corridors Strobes must be used to supplement audible signals whereverthe average ambient sound level exceeds 105 dBA. Combination 15 cd strobes spaced at 100' audible/visual signals must be installed in accordance with NFPA Any length. (30.5 m)max.Strobes must be guidelines established for strobes. Maximum width: 20'(6.1 m), placed within 15'(4.5m)of each end of the corridor. ADA requires visible signals in the following areas: ADA suggests using 75 cd strobes throughout an area,with spacing that never ' rest rooms,meeting rooms,and other common use areas. exceeds 50 ft from the strobe to any point in the protected space. • sleeping rooms intended for use by persons with hearing Non-Sleeping Rooms and Corridors:EST strobes rated at less impairment(in accordance with Title 1 of ADA). than 110 cd per UL 1971 are intended for use in non-sleeping • work areas used by a person with a hearing impairment(per areas only.Install with the bottom of the device at least 80 inches Title 1 of ADA). (2.0 m)and no more than 96 inches(2.4 m)above the finished floor. No point in any space(including corridors)required to have Application Notes - Canada strobes should be more than 50 feet(15.2 m)from the signal(in (Based in part on 1995 Canada National Building Code) the horizontal plane). The fire alarm signal sound pressure level shall not exceed For detailed spacing requirements,consult The Handbookof 110 dBA in any normally occupied area.The sound pressure Visible Notification Appliances for Fire Alarm Applications level from an audible signal in a floor area used for occupancies published by EST Press,or contact your local EST representative. other than residential occupancies shall not be less than 10 dBA Sleeping rooms: EST 110 cd strobes are intended for use in above ambient levels,and never less than 65 dBA. In sleeping rooms the sound pressure level from an audible signal shall not sleeping rooms and should be installed along with a smoke be less than 75 dBA when any intervening doors between the detector.It must be wall mounted at least 80"(2.03 m)above floor device and the sleeping room are closed. Audible signal devices level,but no closer than 24"(610 mm)to the ceiling.The distance shall be installed not less than 1.8 m to the center of the device from the strobe to the pillow must not exceed 16'(4.8 m). above the floor(per CAN/ULC S524). Sleeping Rooms f EST wall mounted strobe The fire alarm audible signal shall be supplemented byfire alarm Any size 110 cd within 16 feet of pillow strobes in any floor area where the ambient noise level exceeds 87 dBA,or where the occupants of the floor area use ear protective devices,are located within an audiometric booth,or are located within sound insulating enclosures.This also applies to assembly occupancies in which music and other sounds associated with performances could exceed 100 dBA Strobes shall be installed in a building so that the flash from one device is visible throughout the floor area or portion thereof in which they are installed.For maximum safety,EST recommends that strobes be installed as per the guidelines shown here under Strobe Spacing. EDWARDS SYSTEMS TECHNOLOGY Page 2 of 6 Literature Sheet#85001-0573 Issue 1 Not to be used for installation purposes. For the most current literature and updates visit www.est.net Installation three-pulse temporal pattern.Units maybe configured for use with coded systems by cutting a jumper on the circuit board.This Genesis horns and strobes mount to any standard one-gang results in a steady output that can be turned on and off(coded)as surface or flush electrical box.Matching optional trim plates are the system applies and removes power to the signal circuit.A used to cover oversized openings and can accommodate one- Genesis Signal Master is required when horn-strobe models are gang,two-gang,four-inch square,or octagonal boxes,and configured for coded systems.Non-temporal,horn-only models European 100 mm square. sound a steadytone. All Genesis signals come pre-as- Genesis strobes and horn-strobes are shipped from thefactory 7 sembled with captive mounting screws ready for use as UL 1971 compliant signals for public mode for easy installation.Two tabs at the operation.These signals may be configured for temporal flash by top of the signal unlock the cover to cutting ajumper on the circuit board.This battery-saving feature is • reveal the mounting hardware.The intended for private mode signaling only. shallow depth of Genesis devices leaves ample room behind the signal Genesis strobes and horn-strobes may be setfor 15,30,75,or 110 for extra wiring.Once installed with the candela output.The output setting is changed by simply opening cover in place,no mounting screws the device and sliding the switch to the desired setting.The device are visible. does not have to be removed to change the output setting.The setting remains visible through a small window on the side of the device rifler llle cuver is clused. Genesis Horn/Strobe Field Configuration Horne and horn etroboe aro factory cot for high dB output. with optional I emporal horn and horn-strobe trim plate models are factory set to sound in a Low dB output may be selected by cutting a jumper on the circuit board.This reduces the output by about 5 dB. Wiring Field wiring terminals accommodate#18 to#12 AWG(0.75 mm2 to 2.5 mmz)wiring.Horns,strobes,and combination horn-strobes are interconnected with a single pair of wires as shown below. G + + Polarity shown in To next device alarm condition H H or end of line device ONote:Strobes must have continuous voltage EDWARDS SYSTEMS TECHNOLOGY Issue 1 Literature Sheet#85001-0573 Page 3 of 6 Not to be used for installation purposes. For the most current literature and updates visit www est.net Specifications Housing Red or white textured UV stabilized,color impregnated engineered plastic.Exceeds 94V-0 UL flammability rating. Lens Optical grade polycarbonate(clear) Mounting Flush mount:21/2 inch(64 mm)deep one-gang box (indoor wall mount only) Surface mount:EST model 27193 surface mount box,wiremold box,or equivalent surface-mount box With optional trim plate:One-gang,two-gang,four-inch square,octagonal,or European single-gang box Wire connections Screw terminals:single input for both horn and strobe.#18 to#12 AWG(0.75 mm'to 2.5 mm')wire size Operating environment Indoor only:32-120*F(0-49°C)ambient temperature.93%relative humidity Agency UL 1971,UL 1638,UL 464,ULC S525,ULC S526,CE,FCC,(MEA,FM,CSFM pending). listings/approvals (All models comply with ADA Code of Federal Regulation Chapter 28 Part 36 Final Rule.) Dimensions(HxWxD) Signal: 4-1/2"x 2-3/4"x 13/16"(113 mm x 68 mm x 21 mm) Trimplate: 5"(127 mm); Height-5-7/8"(149 mm);Depth-1/2"(13 mm) G1-HD series temporal-tone horns: non-coded,filtered 16-33 Vdc or unfiltered 16-33 Vdc FWR(or coded when horn set to steady tone) Operating voltage G1-HDVM series temporal-tone horn-strobes:non-coded,filtered 16-33 Vdc or unfiltered 16-33 Vdc FWR (or coded(audible NAC only)when used with optional G 1 M Genesis Signal Master) G1-VM series strobes:non-coded,filtered 16-33 Vdc or unfiltered 16-33 Vdc FWR G1-P series steady-tone horns:coded or non-coded,filtered 20-31 Vdc or unfiltered 20-27 Vfwr Strobe output rating UL 1971,UL 1638,ULC S526:selectable 15 cd,30 cd,75 cd,or 110 cd output G1-VM strobes and G1-HDVM series temporal-tone horn-strobes:one flash per second synchronized with Strobe flash rate optional G1 M Genesis Signal Master indefinitely within 10 milliseconds(or self-synchronized within 200 milliseconds over thirty minutes on a common circuit without G1M Genesis Signal Master) Temporal setting(private mode only):synchronized to temporal output of horns on same circuit Compatible synchronization G1M,G1M-RM,SIGA-CC1S,SIGA-MCC1S modules* G1-HD temporal-tone horns and G1-HDVM series temporal-tone horn-strobes:temporal rate synchronized Horn pulse rate with optional G1M Genesis Signal Master indefinitely within 10 milliseconds(or self-synchronized within 200 milliseconds over thirty minutes on a common circuit without G1M Genesis Signal Master) G1-P steady-tone horns:continuous,steady tone only Temporal audible pattern 1112 sec ON,1/2 sec OFF,1/2 sec ON,1/2 sec OFF,1/2 sec ON,11/2 sec OFF,then repeat Cycle *Not compatible with G1-P Series horns. dBAoutput Average Sound Output (dBA) Temporal Horns,Horn-strobes(G1-HD,G1-HDVM series)-High dB Setting (High dB setting,anechoic,24V,measured at 1 Oft) »r�N�Y Y Y Y r Y Y r r r * Y I.r A r r r Y r mm Yl UL464 Average Peak 70 - �- - - - - Temporal Steady Temporal/Stead Temporal/Steady 16 Vdc 81.4 85.5 91.4 94.2 -75': .• 24 Vdc 84.4 88.6 94.5 97.6 33 Vdc 86.3 90.4 96.9 99.5 Temporal Horns,Horn-strobes(G1-HD,G1-HDVM series)-Low dB Setting UL464 Average Peak Temporal Steady Temporal/Steady Temporal/Steady 5 " iv R 76.0 80.1 86.3 89.2 79.4 83.5 89.8 92.5 82,1 86.5 92.5 95.3 Light output -- (effective cd) Steady Tone Horns(G1-P series) Percent of UL rating versus angle UL464 Average Peak „" .. . » o »»Y »rrrr w.nu 20 Vdc 76.7 89.5 91 24 Vdc 77.1 90 91.1 31 Vdc 77.2 90.4 91.6 -75'1 75' Notes �. b• 1. All values shown are dBA measured at10 feet(3.01m)• 2. UL464 values measured in reverberation room. /s 3. Average and Peak values are measured in anechoic chamber. EDWARDS SYSTEMS TECHNOLOGY Page 4 of 6 Literature Sheet#e6001-0573 Issue 1 Not to be used for installation purposes. For the most current literature and updates visit www-est-net. Current Draw Strobes,Horn-Strobes Horns Multi-cd Wall Strobes(G1-VM) Wall Temporal Horns(G1-HD) UL Nameplate Rating(UL1971,Effective May 2004) UL Nameplate Rating(UL464 Effective May 2004) 15 cd 30 cd 75 cd 110 cd High dB Low dB RMS RMS RMS RMS RMS RMS 16 Vdc 103 141 255 311 16 Vdc 26 19 16 V(wr 125 179 346 392 24 Vdc 36 27 33 Vdc 41 33 Typical Current(Measured by EST) 16 Vfwr 51 37 15 cd 30 cd 75 cd 110 cd 24 Vfwr 69 52 RMS Mean RMS Mean RMS Mean RMS Mean 16 Vdc 85 79 127 124 245 243 285 283 33 Vfwr 76 70 20 Vdc 71 66 98 96 188 186 240 238 Typical Current(Measured by EST) 24 Vdc 59 55 82 80 152 150 191 190 High dB Low dB 99 Vdc 1 46 44 64 63 112 111 137 136 1 HMS Mean HMS Mean 16 Vfwr 119 64 169 1 97 332 203 376 240 16 Vdc 22 17 17 14 2U Vfwr 103 bl 143 76 253 150 331 196 20 Vdc 24 19 19 16 24 Vfwr 94 44 129 65 218 121 262 152 24 Vdc 27 21 22 18 33 Vfwr 87 37 112 52 179 89 205 106 33 Vdc 32 25 26 22 16 Vfwr 1 34 15 30 1 14 Multi-cd Wall Temporal Horn-strobes(G7-HDVM)—High dB Setting 120 Vfwr 40 19 34 16 UL Nameplate Rating(UL1971,Effective May 2004) 24 Vfwr 45 21 38 18 15 cd 30 cd 75 cd 110 cd 33 Vfwr 52 24 47 22 RMS RMS RMS RMS 16 Vdc 129 167 281 337 Wall Horns(GI-P) 16 Vfwr 176 230 397 443 UL Nameplate Rating Measured by EST Typical Current(Measured by EST) RMS RMS Mean 15 cd 30 cd 15 cd 110 cd 20 Vdc 9 10 10 RMS Mean RMS Mean RMS Mean RMS Mean 24 Vdc 10 11 11 16 Vdc 102 89 135 129 246 242 309 305 31 Vdc 12 12 12 20 Vdc 88 77 109 104 193 190 248 243 20 Vfwr 8 9 8 24 Vdc 81 71 94 90 161 158 203 200 24 Vfwr 9 10 9 33 Vdc 74 64 72 74 124 121 154 151 16 Vfwr 144 77 182 106 352 212 393 249 20 Vtwr 141 68 162 87 274 158 362 210 Notes and Comments 24 Vfwr 136 65 152 76 235 133 282 165 1. Current values are shown inmA. 33 Vfwr 125 54 144 65 201 101 232 123 2. UL Nameplate Rating can varyfrom Typical Current due to measure- ment methods and instruments used. 3. EST recommends using the Typical Current for system design including Multi-cd Wall Temporal Horn-strobes(G7-HDVM)—Low dB Setting NACand Power Supply loading andvoltage drop calculations. ULNameplateRetin (UL1971,Effective May 2004) 4. Use the Vdc RMS current ratings for filtered power supply and battery 15 cd 30 cd 75 cd 110 cd AH calculations.UsetheVfwr RMS current ratings for unfiltered power RMS RMS RMS RMS supply calculations. 16 Vdc 122 160 274 330 5. Fuses,circuit breakers and other overcurrent protection devices are 16 Vfwr 162 216 383 429 typically rated forcurrent in RMS values.Most ofthese devices operate based upon the heating affect of the currentflowing throughthe device. Typical Current(Measured by EST) The RMS current(notthe mean current)determines the heating affect and therefore,thetrip and hold threshold for those devices. 15 cd 30 cd 75 cd 110 cd 6. Our industry has used'mea n'currents over the years.However,ULwill RMS Mean RMS Mean RMS Mean RMS Mean direct the industry to use the 2004 RMS values in the future. 16 Vdc 96 84 130 124 243 240 302 297 20 Vdc 79 70 104 99 189 186 241 237 24 Vdc 68 61 88 84 156 154 197 193 33 Vdc 56 52 71 68 118 116 146 143 16 Vfwr 128 69 180 104 344 204 389 244 20 Vfwr 118 60 157 84 266 156 343 200 24 Vfwr 113 54 144 74 1 230 1 128 279 161 33 Vfwr 112 48 137 64 197 99 226 117 EDWARDS SYSTEMS TECHNOLOGY Issue 1 Literature Shout#85001-0573 Page 5 of 8 Not to be used for installation purposes. For the most current literature and updates visit www.est.net. Ordering Information Catalog Number Ship Wt. Description White Finish Red Finish Ibs(kg) G1-HDVM G1R-HDVM Genesis Horn-Strobe(selectable 15,30,75,or 110 cd output,selectable high/low dB output) G1-VM G1R-VM Genesis Strobe(selectable 15,30,75,or 110 cd output) G1-HD G1R-HD Genesis Temporal Horn(selectable high/low dB output) G1-P G1R-P Genesis Steady Horn(not compatible with Genesis Signal Master) 0.25 Genesis Horn-Strobe(selectable 15,30,75,or 110 cd output,selectable high/low dB output) G1F-HDVM G1RF-HDVM (0.11) _with"FIRE"marking G1F-VM G1RF-VM Genesis Strobe(selectable 15,30,75,or 110 cd output)—with"FIRE"marking G1F-HD G1RF-HD Genesis Temporal Horn(selectable high/low dB output)—with"FIRE"marking G1F-P G1RF-P 1 Genesis Steady Horn with"FIRE"marking(not compatible with Genesis Signal Master) Mounting Accessories G1T G1RT Genesis Trim Plate(for two-gang or 4"square boxes) 0.15(0.7) G1T-FIRE G1RT-FIRE Genesis Trim Plate(for two-gang_ or 4"square boxes)with"FIRE"marking_s 0.15(0.7) 27193-16 27193-11 One-ganq surface mount box 1 (0.4) Synchronization Modules G1M Genesis Siqnal Master—Snap-on Mount G1M-RM Genesis Signal Master—Remote Mount(1-gang) 0.1 (0.5) SIGA-CC1S Intelligent Synchronization Output Module(2-gang) 0.5(0.23) SIGA-MCC1S Intelligent Synchronization Output Module(Plug-in UIO) 0.18(0.08) Genesis Horn-Strobes may be ordered in red or white,with or without "ems 'FIRE'marking. FIRE ' WARNING:These devices will not operate without electrical power.As fires frequently cause power interruptions,we suggest you discuss further safeguards with your local fire protection specialist. These visible signal appliances'Ilash intensity may not be adequate to alert or awaken occupants in the protected area.Research indicates thatthe intensity of strobe needed to awaken 90%of sleeping persons is approximately 100 cd.EST recommends that strobes in sleeping rooms be 110 cd minimum. Genesis and FullLight Strobe Technology are trademarks of Edwards Systems Technology, Inc. EDWARDS SYSTEMS TECHNOLOGY It is our intention to keep the product information current and accurate.We can not cover specific applications or anticipate all requirements. All specifications are subject to change without notice.For more information or questions relative to this Specification Sheet,contact EST. ©2002 EST Printed in U.S.A,(origin) Page 6 of 6 Literature Sheet#85001-0573 Issue 1 Not to be used for installation purposes. For the most current literature and updates visit www.est.net. A product of EST Marketing,Sarasota,FL JWVJ19�kJ-ld S E R I E � EDWARDS SYSTEMS TECHNOLOGY"' NOTIFICATION APPLIANCES 757 Series Temporal Horn tegrity Family „ Patented IF Features ■ Synchronized temporal audible output Selecttorselt-synchronizingtemporalsignalorsteadytone.External"synch-control"module is not required. ■ Synchronized strobe flash Self-synchronizing flash from multiple strobes improves the safety for photosensitive people.External"synch-control" module is not required. MEA ■ Mounts to two-gang box i Flush mountto standard North American two-gang or four inch square electric box. ■ Adjustable high or low dBA output Select for 98 dBA or 94 dBA sound output. wire are provided for field connection of the strobe and horn. ■ True horn tone Matching Integrity Speakers,Chimes,and Strobe combinations are Low pitch"growling"sound demands attention. also available. ■ ADA/UL1971/ULClistedstrobe HORN:During installation,the horn is configured forsteadyor All strobe models provide"Equivalent Facilitation"allowed temporal tone signal and either low or high dB output.When under ADA Accessibility Guidelines,satisfy NFPA codes and are temporal output is selected all horns on a common two-wire UL1971 listed as Signaling Devices forthe Hearing Impaired. circuit are self-synchronized(see specifications).External"sync- ■ Easy installation control"modules are not required. A universal mounting plate allows Integrity to be wired then left Integrity Series horns emit a low frequency"growling"tone to hanging"free"to allow easy V.I.and testing before it is fastened really demand attention.Select 'high'output for 98 dBA;choose to electrical box. '/ow'output for 94 dBA.(Average measurement at 10 ft(3.05 m)in ■ Screw terminal wire connection anechoicchamber.) Large terminals speed installation and accept up to#12 AWG STROBE: EST strobes are self-synchronized to flash atone fps (2.5mmz)wire. across their full operating voltage range.The strobe operates on ■ Field changeable lens markings any existing two-wire signal circuit.Separately instal led"sync- Standard"FIRE"strobe marking/language is easily changed with control"modules are not required.A very small portion of the optional snap-on Lens Kits. population have a condition which may cause them to become ■ UL/ULC rated outdoor option disoriented from multiple random flashes of light.This risk is minimized with Integrity's strobe. The flash from EST strobes can be noticed from almost any Description position in the room,corridor,or large open space.The output is controlled using a specially shaped reflector to disperse the EST's 757 Integrity Series Temporal Horn and Temporal Horn/ light in all viewing directions.EST strobes are UL1971 listed Strobe are perfect for life safety applications as an alert and alarm with both wall and ceiling cd intensity ratings(see Specifica- signal,especially to notify the hearing impaired.The horn emits a tions).This is useful in areas where the Authority Having piercing low frequency sound that is easily heard above moderate Jurisdiction(AHJ)permits ceiling mount strobes. ambient noise levels. 757 Series Temporal Horn/Strobes are shipped with wall mount II iteyr ity's r uyyed plastic I iuusing is available with a red or white style"FIRE"lens markings.Where ceiling mount,other languages textured finish.With its ingenious mounting sub-plate,the horn is or different lens markings are required,optional LKW and LKC firmly held in place with a single screw ensuring a quick,attractive series Lens Marking Kits are offered.Lens marking sleeves snap installation.A separate trim plate is not required for flush right over the strobe lens providing quick,easy,change.Consult mounting.Separate terminals to accept up to#12 AWG(2.5mm2) EST for availability of other languages or special markings. EDWARDS SYSTEMS TECHNOLOGY U.S.SALES:SARASOTA,FL 941-739-4638,FAX 941-727-1214 • CANADASALES:OWEN SOUND,ON 519-376-2430;FAX 519-376-7258 INTERNATIONAL SALES:905-270-1711:FAX 905-270-9553 • CORPORATE HEADQUARTERS:CHESHIRE,C I • U.S.MANUFACTURING:PIIISNFLD,ME Issue 3 Literature Sheet#85001-0341 Page 1 of 4 Audible Signal Application Suggested sound pressure levels in each signaling zone for alert or 12.2 m).In large rooms or spaces(such as auditoriums)that exceed alarm signals are at least 15 dB above the average ambient sound 100ft(30.4 m)across and without obstructions morethan 72 inches level or 5 dB above the maximum sound level having a duration of (1.8 m)above the finished Floor,strobes may be placed around the at least 60 seconds,whichever is greater,measured five feet(1.5 m) perimeter,spaced a maximum of 100 ft(30.4 m)apart,in lieu of above the floor.The average ambient sound level is therms, suspending them fromthe ceiling. A-weighted sound pressure measured over a 24-hour period. Sleeping Rooms:EST model 757-8A is rated at 110 cd.It is intended Doubling the distance from the signal to the ear will theoretically for use in sleeping rooms and should be installed along with a smoke cause a 6 dB reduction in the received sound pressure level.The detector.It must be wall mounted at least 80 inches(2.03 m)above actual effect depends on the acoustic properties of materials inthe floor level,but no closerthan 24 inches(610 mm)to the ceiling.The space. A 3 dBA difference is a'just noticeable"change in volume. distance from the strobe to the pillow must not exceed 16 ft(4.8 m). Typical Sound Output Distribution Sleeping Rooms Use ONE Wall Mounted-EST Model: dBA measured at 10 ft in anechoic chamber Any Size 757-8A 110 cd @ 219 mA 757 Series Temporal Horn('HIGH'output) Application Notes - USA O\jtput Angle - Degrees In any case,audible signals cannot have a sound level less than 75 I i 15 dBA at 10 ft(3m)per NFPA 72 and cannot exceed 120 dBA per ADA -30 30 (130 dBA per NFPA 72)atthe minimum hearing distance to audible -45 5 appliance.Audible signals shall be installed with the top of the device above the floor not less than 90 inches(2.3 m)and below the -60 0 finished ceilings at least six inches(150 mm)(per NFPA 72). 75 Strobes must be used to supplement audible signals whereverthe 75 average ambient sound level exceeds 105 dBA.Combination 90 Audible/Visible signals must be installed per NFPA guidelines 90 105 95 85 75 dBA 7585 95 105 established for strobes. —Temporal Horn (dBA) ADA suggests that the following areas may require Visual Alarm Signals: rest rooms,meeting rooms,and other general usage areas. Visible Signal Application lobbies,hallways,and other common use areas. These guidelines are based on ANSI/NFPA 72 National Fire Alarm sleeping rooms intended for use by persons with hearing Code(1993).When applied and installed in accordance with that impairments. code,EST strobes meet or exceed the illumination produced by work areas used by a person with a hearing impairment(per the ADA specified 75 candela(cd)strobe at 50 ft.However, Title 1 of ADA). optimum performance is obtained by providing"Equivalent Facilitation"as allowed by the Americans with Disabilities Act Accessibility Guidelines[ADA(AG)].Contact EST for exact Application Notes - CANADA spacing requirements. (Based in part on 1995 Canada National Building Code) Use ONE Wall Mounted The fire alarm signal sound pressure level shall not exceed 1 10 dBA Non-Sleeping Rooms Use EST Model: in any normally occupied area.The sound pressure level from an Up to 20'x 20'(6.1 x 6.1 m) 757-5A 15 cd @ 70 mA or audible signal in a floor area used for occupancies other than 757-7A*15/75 cd @ 105 mA residential occupancies shall be not less than 10 dBA above the Up to 30'x 30'(9.1 x 9.1 m) 757-3A 30 cd @ 105 mA ambient noise,and never Iessthan 65 dBA.The sound pressure Up to 50'x 50' 757-8A 110 cd @ 219 mA level in sleeping rooms from an audible signal shall not be less 05.2 x 15.2m) than 75 dBA when any intervening doors between the device and Corridors Wall Mounted-EST Model: the sleeping room are closed. Audible signal devices shall be Any Length x Max.20' 757-5A or 757-7A*spaced @ 100' installed not less than 1.8 m to the center of the device above the (6.1m)Wide (30.5 m)never exceeding 15'(4.5 m) floor(perCAN/ULC S524). from end wall The fire alarm audible signal shall be supplemented by fire alarm "Model 757-7A is rated at 15 cd(wall or ceiling mount)per UL1971,and 75 cd strobes in any floor area where the ambient noise level exceeds UL1638. 87 dBA.or where the occupants of the floor area use ear protective devices,are located within an audiometric booth,or are located Non-Sleeping Rooms and Corridors:EST strobes rated at less than within sound insulating enclosures.This also applies to assembly 110 cd per UL1971 are intended for use in non-sleeping areas only, occupancies in which music and other sounds associated with Install them 80 inches(2.03 m)above Floor level OR within the space performances could exceed 100 dBA. between six inches(150 mm)to 24 inches(610 mm)belowthe ceiling, Strobes shall be installed in a building so that the flash from not whichever is lower.No point in any space(including corridors) less than one device is visible throughoutthe floor area or portion required to have strobes shall be more than 50 ft(15.2 m)fromthe thereof in which they are installed.For maximum safety,EST signal(in the horizontal plane).The 110 cd strobe should be used in recommends that strobes be installed as per the guidelines shown non-sleeping areas only when the room exceeds 40'x 40'(12.2 m x here under Strobe Application. EDWARDS SYSTEMS TECHNOLOGY Page 2 of 4 Literature Sheet#85001-0341 Issue 3 Specifications Standalone Synchronization Strobe flash at 1 per second within 200 milliseconds on common circuit Characteristics note 5 Horn pulses at temporal rate within 200 milliseconds on common circuit Operating Volts Strobe:20-24 Vdc Continuous;Horn:20-31 Vdc Continuous Anechoic:High Setting-104 dBA(peak)/98 dBA(avg);Low Setting-99 dBA(peak)/94 dBA(avg) Horn Output(note 1) Reverberent:High Setting-85 dBA(continuous)/82 dBA(temporal); Low Setting-82 dBA continuous)/75 dBA(temporal) Horn Current High Output:40 mA @ 24 Vdc;55mA @ 24 Vrms FWR;Low Output:20 mA @ 24 Vdc;28 mA @ 24 Vrms FWR Rated Strobe Output-candela(cd) 757-5A- 757-7A- 757-3A- 757-8A- UL 1971 15 cd wall mount only 15 cd wall 30 cd wall 110 cd wall 15 cd ceiling 15 cd ceiling 60 cd ceiling UL 1638 not UL 1638 rated 75 cd 30 cd 120 cd ULC S526 15 cd 75 cd 30 cd 120 cd Average Strobe Current(note 2) 24Vdc:70mA 24Vdc: 105mA 24Vdc: 105mA 24Vdc:219mA 20Vdc:80n-A 20Vdc: 125mA 20Vdc: 125mA 20Vdc:272mA Peak Strobe Current(note 2) 20Vdc:208mA 20Vdc:208mA 20Vdc:208mA 20Vdc:352mA Aveiaye Strube Cwleiil(rule 3) 24Vdc:84mA 24Vdc;168mA 24Vdc; 168mA 24Vdc:325mA 20Vdc:99rr1A 20Vdc:204mA 20Vdc:204mA 20Vdc:355mA Peak Strobe Current(note 3) 20Vdc:360mA 20Vdc:594mA 20Vdc:594mA 20Vdc:876n-A Strobe Marking Supplied with LKW-1"FIRE"red letters,vertical both sides(Wall Mount) see LKW and LKC series for ceiling style and optional markings. Flash Tube Enclosure Clear LEXAN with white marking sleeve Housing Textured,color impregnated engineered plastics-exceeds 94V-0 UL flammability rating Wire Connections Terminals-separate,polarized inputs for Horn 6 Strobe,#12 AWG(2.5mm2)maximum INDOOR Operating Environment 93%@ 40°C relative humidity;32-120°F(0-49°C)ambient temperature OUTDOOR Operating Environment 98%@ 40°C relative humidity;-35-150°F(-31-66°C)ambient temperature (must use weatherproof box) (757-7A:rated at 50 cd @-35°C per UL/@-40°C per ULC) (757-8A:rated at 100 cd(aD-35°C Der UVCa?-40°C Der ULC) Flush: North-American 2-gang box,3"high x 4"wide x 23/4"(69 mm)minimum Mounting-INDOOR Surface:757A-SB Back box Bi-directional:757A-BDF Mounting Frame Mounting-OUTDOOR Surface:757A-WB Weatherproof Box Agency Listings UL 1971,UL 1638,UL 464,ULC S526,ULC S525,MEA,CSFM,FM.CE (All models comDly with ADA Code of Federal Regulation Chapter 28 Part 36 Final Rule_1 Note 1-Measured at 1Oft(3m)@ 24 Vdc.Subtract 3 dBA for models with strobes Note 2-Connected to FILTERED do source. Note 3-Connected to UNFILTERED(Full Wave Rectified)do source. Note 4-Use the average current rating to establish the maximum number of strobes,wire gauge and standby power requirements. Note 5-Temporal audible pattern is defined as:1/2 sec ON,1/2 sec OFF,1/2 sec ON,1/2 sec OFF,1/2 sec ON,11/2 sec OFF,then repeat cvcle. Light Output Patterns '5A'Series Strobe 7A'Series Strobe '3A'Series Strobe 'BA'Serles Strobe Horizontal Output Horizontal Output Horizontal Output Horizontal Output degrees degrees degrees degrees 30 15 0%60,9 -15 5 30 15 5 300155.45 -45 45 -45 45 •45 45 -60 -GO 60 -60 60 fi0•7 5 .7 5 -7 5 -7 5 0 •9 90 90 — 90 30 20 10 cd 10 20 30 100 50 cd 50 t00 60 40 20 cd 20 40 60 200 100 cd 100 200 OSn Fvca_"c re iYU UU mn� ®)w.aage etl i&alit' '© QMMY rA adaln n:© QuMva"e ctl ,.ML�w� '5A'Series Strobe 7A'Series Strobe '3A'Series Strobe 'BA'Series Strobe Vertical Output Vertical Output Vertical Output Vertical Output -90-75 100'K75 .s0.75 Or,....r,. •90.75 30 -6�5 O,setlu�m, ,•6045 ©,ytl" 60- •6045 �a.t... 150060 „atl�m 20 .30 -30 40 - -30 1000 10 15 50 Is 20 - is 50 ism cd 0 cd 0 cd 0 cd0t0 1 1S Vp1ka1 is 20 is 50 4 30 20 5 •14r 30 45 0 \` 45 10030 5 100 5 60 5 ISq 90' Hl.wt.i 1I0e EDWARDS SYSTEMS TECHNOLOGY Issue 3 Literature Sheet#85001-0341 Page 3 of 4 Installation and Mounting All models fit to a standard flush mounted,North-American two- gang electrical box,23/a inch(69 mm)minimum.Optional flush trims are not required.For surface mount,use EST's custom indoor and outdoor surface boxes painted in color-matched red or white O North American 2-gang epoxy.EST recommends that fire alarm horn/strobes always electric box,4"s(s9m b minimum P Y• Y O (Alternative:4"square box be installed in accordance with O 2-1/8"(54mm)deep) the latest recognized edition of Mounting Plate(provided) O national and local fire alarm codes. e • o �116.32 screws(by others) Surface Box-5-5/8"(143mm)sq.x Housing 3-9/16"(91mm)deep 5-1/2"(140mm)x 5-1/2"(140mm)x 5/8"(16mm) W\\,--Single Mounting Screw(provided) Typical Wiring The strobe must be connected to signal circuits which output a Ordering Information constant(not pulsed)voltage.The horn can be connected to Catalog Ship Wt. continuous voltage circuits. Number Description Ib.(kg) Temporal Horns HORN and STROBE FIRST DEVICE 757-1 A-T* ITemporal Horn,Red ON SAME CIRCUIT Horn/Strobe x•rn/s+roae Temporal Horn/Strobes To UL/ULC Listed 757-5A-T* Temporal Horn/Strobe,15cd,Red Fire Alarm Control t Panel Signal Circue 757-7A-T* Temporal Horn/Strobe,15/75cd,Red 2(.9) To Next Device 757-3A-T* Temporal Horn/Strobe,30cd,Red Note 1 or EOL Resists 757-8A-T* Temporal Horn/Strobe,110cd,Red HORN and STROBE Mounting Accessories ON SEPARATE CIRCUIT FIRST DEVICE + 757A-SB* Surface Box,Red,Indoor 1.5(.7) To UL/ULC Listed . To Next Device Fire Alarm Control Heramlebe Horn/Strobe or EOL Resistor 757A-WB* Weatherproof Box,Red,Surface 1.5(.7) Panel Signal Circus*Note 1 757A-BDF* Bi-directional Frame,Red M To UL/ULC Listed -e Lens Marking_ Kits(see note 1) Fire Alarm Control + To Next Strobe Device Panel Signal Circuit or EOL Resistor LKW-1 "FIRE",Wall Orientation(supplied) LKW-1R "FIRE",Wall Orientation,RED Note 1:Polarity of Signal Circuit is shown in supervisory state.Polarity reverses in alarm condition. LKW-2 "FEU",Wall Orientation LKW-3 "FIRE/FEU",Wall Orientation WARNING:These devices will not operate without electrical LKW-4 "SMOKE",Wall Orientation 0.1 power.As fires frequently cause power interruptions,we suggest LKW-5 "HALON",Wall Orientation (.05) you discuss further safeguards with your local fire protection LKW-6 "CO2",Wall Orientation specialist.Thesevisual signal appliances'flash intensity may not LKW-7 "EMERGENCY",Wall Orientation be adequate to alert or waken occupants in the protected area. LKW-8 "ALARM",Wall Orientation Research indicates thatthe intensity of strobe needed toawaken LKW-9 "FUEGO",Wall Orientation 90%of sleeping persons is approximately 100 cd.EST recom- *Add Suffix"W"to catalog no.for WHITE.(e.g.757-7A-TW) mends that strobes in sleeping rooms be 110 cd minimum. Note 1 -Chanae"W"to"C"for CEILING mount.le.o.LKC-1) EDWARDS SYSTEMS TECHNOLOGY It is our intention to keep the product information current and accurate.We can not cover specific applications or anticipate all requirements. All specifications are subject to change without notice.For more information or questions relative to this Specification Sheet,contact EST. 1999 EST Printed in U.S.A. Page 4 of 4 Literature Sheet#85001-0341 Issue 3 Ema EDWARDSSYSTEMSTECHNOLOGYtu NOTIFICATION APPLIANCES Fire Alarm Bells Features r ■ Vibrating and single stroke ;''=- •;�, ■ 4 inch(100mm),6 inch(150mm),10 inch(250mm)sizes ■ Red or gray finish ■ Rugged compact mechanism ■ Heavy duty cast housing ■ Low power drain O ■ Wide voltage selection t` y ■ Indoor or weatherproof FI" MEA Description EST Fire Alarm Bells are specially designed for fire alarm Full Cast Grid—Add Suffix"G"to Catalog Number. applications.The gongs are made of selected alloy steel to give Example:438DG-6N5. the loud,resonanttones necessary in fire alarm systems. Note Cat.No 323G type bells are not LIL Listed. Two gong sizes are available to overcome different ambient noise Slotted Gong—Add Suffix"S"to Catalog Number. level. Example:438DS-6N5. The Fire Alarm Bells are of the underdone type with heavy duty Note Cat.No."S"Suffix Bells are not LIL Listed mechanisms.Each bell is supplied with a mounting plate thatfits any Finish—Standard gong and housing furnished gray with red standard single-gang opening(see Installation Data).Forweather- label.Optional red finish available.Add Suffix"R"to Catalog proof application EST offers an optional surface weatherproof Number. back box.Refer to the Specification chart for applicability and cata- FM—325,438 and 439 Series Bells shown below are FM log number of the weatherproof back box for the respective bell. approved. Specifications Cat.No. DB @ 10 ft Description Volts Amps Leads Weatherproof Box 323D-10AW 79 10 inch(250mm)Single Stroke,Diode 20-24 Vdc 0.33 X N/A 332D-4N5 78 4 inch(100mm)Single Stroke,Diode 120 Vac 0.13 X N/A 332D-6N5 82 6 inch (150mm)Single Stroke,Diode 120 Vac 0.13 X N/A 332D-10N5 83 10 inch(250mm)Single Stroke,Diode 120 Vdc 0.17 X N/A 438D-6N5(R) 76 6 inch(150mm)Vibrating,Diode 120 Vac 0.034 X 1 449 438D-10N5(R) 88 10 inch(250mm)Vibratinq,Diode 120 Vac 0.034 X 1 449 439D-6AW(R) 83 6 inch(150mm)Vibratinq,Diode 20-24 Vdc 0,085 X 1 449 439D-10AW(R) 86 10 inch(250mm)Vibratinq,Diode 20-24 Vdc 0.085 X 1 449 EDWARDS SYSTEMS TECHNOLOGY U.S.SALES:SARASOTA,FL 941-739-4638;FAX 941-727-1214 • CANADA SALES:OWEN SOUND,ON 519-376-2430;FAX 519-376-7258 INTERNATIONAL SALES:905-270-1711,FAX 905-270-9553 • CORPORATE HEADQUARTERS:CHESHIRE,CT • U.S.MANUFACTURING:PITTSFIELD,ME Issue 4 Literature.Sheet#85001-0393 Pape 1 of 2 Installation Data Cat. Nos.438D and 439D 6"and 10"Bells \ 10"DIA.GONG—! 10"DIA.GONG (250mm) (250mm) J I OUTLET 4-W8"(BASE) J 7" t i 3/4" (117mm) -+{ I � (178mm) j ( 1 t 11H6"(17.5mm) 6"DIA.GONG 6"DIA.GONG I FIRE BELL I (150mm) (150mm) _ I (76mm) I CAT.NO.449 WEATHER- 1—iC OF BASE i I PROOF BOX I I L I I (PAINTED GRAY) l' I OUTLET 2-29/32" 5-1/16' 3/4" MOUNTING PLATE(FURNISHED) (74mm).� L(129mm). MOUNTS DIRECTLY ON SURFACE OR ANY SINGLE GANG OPENING: 34/2",4"OCTAGON,4"SO.BOX OR CAT. L3-15/32;� 5 5!6"NO.449 WEATHERPROOF WALL BOX. (143mm) Cat. Nos. 323D and 332D 6" (152mm) and 10" (254mm) Bells � 4" �I (102mm) I + 3-9/16' —L (90m17- (178FIRE BELL (13mm) Inm) WARNING: These devices will not operate ( without electrical power.As fires frequently m) cause power interruptions,we suggest you 6"DIA.GONG discuss further safeguards with your local \ I (150mm) I I fire protection specialist. \ I I 7" EST recommends that these Fire Alarm t I (178mm) Bells always be installed in accordance with h I the latest recognized editions of national \ / 10'DIAO.GONG��\ I and local codes. ( ) _J EDWARDS SYSTEMS TECHNOLOGY It is our intention to keep the product information current and accurate.We can not cover specific applications or anticipate all requirements. All specifications are subject to change without notice.For more information or questions relative to this Specification Sheet,contact EST. u 2000 EST Printed in U S A Page 2 of 2 Literature Sheet#85001-0333 Issue 4 EDWAROSSYSTEMSTECHNOLOGY�I NOTIFICATION APPLIANCES Strobe Models: 405-3A, -5A, -6A, -7A-8A F Features ■ Synchronizing strobe EST strobes are self-synchronizing;no external control module is required.Synchronized flash from multiple strobes improves E the safety for photosensitive people. ■ Satisfies ADA code requirements ADA/UL1971/ULC listed strobe is available in five intensities.All Patented models provide the"Equivalent Facilitation"allowed under ADA Accessibility Guidelines. Use single strobe in rooms up to 50 ft x 405 Series 50 ft and satisfy both ADA and NFPA codes. MEA ■ Superior visibility In addition to being UL 1638 and ULC S526listed as Visual Signal Appliances,EST strobes have a"distributed"lightoutput The flash from EST strobes can be noticed from almost any pattern and are UL 1971 listed as Signaling Devices for the position in the room,corridor,or large open space.The light Hearing Impaired. dispersion is controlled with a specially shaped reflector.It directs ■ Field changeable markings a minimum of 12%of rated light output above and below the Lens language or standard"FIRE"marking is easily changed with strobe,and a minimum of 25 /o of rated light straight out both optional LKW and LKC series Lens Kits. sides.EST strobes are UL1971 listed with both wall and ceiling cd intensity ratings(see Specifications).This is useful in areas where ■ Screw terminal wirecunneutiun the Authority I laving Jurisdiction(Al IJ)permits ceiling mount Large terminals speed installation and accept up to#12 AWG strobes. (2.5mm2)wire. The 405 series is shipped with standard wall mount style"FIRE" ■ Rugged steel front plate lens markings.Where ceiling mount,other languages,or different Red or white front plate is finished with durable baked epoxy lens markings are required,EST offers optional LKW/LKC series polyester powder-coatfinish. Lens Marking Kits.These optional lens markings just"snap on"to the strobe for quick,easy,conversion.Consult EST for availability ■ Fits four inch square flush box of special lens languages or markings. Ideal for retrofit and new projects. The strobe is designed for 20 to 24 Vdc operation and must be ■ UL/ULC rated outdoor option connected to signal circuits which output a constant(not pulsed) voltage.A diode is used to allow full signal circuit supervision and terminals to accept up to#12 AWG(2.5mm2)wire are provided for Description making polarized connections. EST 405 Series Strobes are especially designed for use with The steel housing/front plate is finished in red or white color. compatible life safety communication and control equipment to Durable baked epoxy polyester powder-coad paint is used.The alert the hearing impaired. EST strobes are available with 15cd, 405 series strobes area part of a full line of ADA/UL 1971/ULC 15/75 cd,30cd,60cd,and 110cd effective flash intensity. S526 listed fire alarm Audible/Visible signals available from EST. Single-gang mount(202 series)strobes are also available. EST strobes are self-synchronized to flash at 1 fps across their full operating voltage range.The strobe operates on any existing two- wire signal circuit.Separately installed"synch control modules" are not required.A very small portion of the population have a condition which may cause them to become disoriented from multiple random flashes of light.This risk is minimized with Integrity's strobe. EDWARDS SYSTEMS TECHNOLOGY U.S.SALES:SARASOTA,FL 941-739-4638,FAX 941-727-1214 • CANADA SALES:OWEN SOUND,ON 519-376-2430,FAX 519-376-7258 INTERNATIONAL SALES:905-270-1711;FAX 905-270-9553 • CORPORATE HEADQUARTERS:CHESHIRE,CT " U.S.MANUFACTURING:PITTSFIELD,ME Icouc 6 Literature Shoot 8 8 5001-0305 Page 1 of 4 Strobe Application All models are listed to standard UL 1971-Signaling Devices for Sleeping rooms:EST model 405-8A is rated at 110 cd.It is the Hearing Impaired and CAN/ULC S526 Standard for Visual intended for use in sleeping rooms and should be installed along Signal Appliances for Fire Alarm Systems.Each strobe can with a smoke detector.It must be wall mounted at least 80 inches provide the"Equivalent Facilitation"allowed under Americans (2.03m)above floor level,but no closer than 24 inches(610mm)to with Disabilities Act Accessibility Guidelines(ADA(AG)). the ceiling.The distance from the strobe to the pillow must not These guidelines are based on ANSI/NFPA 72 National Fire Alarm exceed 16 ft(4.8m). Code(1993).When applied and installed in accordance with that Use ONE Wall Mounted- code,EST strobes meet or exceed the illumination produced by Sleeping Rooms EST Model: the ADA specified 75 candela(cd)strobe at 50 ft.However, Any size 405-8A 110 cd @ 219mA optimum performance is obtained by providing"Equivalent Facilitation"as allowed by the Americans with Disabilities Act Accessibility Guidelines[ADA(AG)].Contact EST for exact spacing requirements. Application Notes — USA Use ONEWallMounted- Strobes must be used to supplement audible signals whereverthe Non-Sleeping Rooms EST Model: average ambient sound level exceeds 105 dBA. Combination 405-5A 15 cd @ 70mA or Audible/Visible signals must be installed per NFPA guidelines Up to 20'x 20'(6.1 m x 6.1 m) 405-7A*15/75 cd @ 105 mA established for strobes. Up to 30'x 30'(9.1 m x 9.1 m) 405-3A 30 cd @ 105mA ADA suggests the following areas may require Visual Alarm Signals: Up to 40'x 40'(12.2 m x 12.2 m) 405-6A 60 cd @ 155mA . restrooms,meeting rooms,and othergeneral usage areas. Up to 50'x 50'(15.2 m x 15.2 m) 405-8A 110 cd @ 219mA • lobbies,hallways,and other common use areas. Corridors Wall Mounted-EST Model: 405-5A or 405-7A*spaced @ 100' ' sleeping rooms intended for use by persons with hearing Any Length x Max.20'(6.1 m)Wide (30.5m)never exceeding 15'(4.5m) impairment(per Title 1 of ADA). from end wall • work areas used by a person with a hearing impairment(per * Model 405-7A is rated at 15 cd (wall or ceiling mount) per UL1971, Title 1 of ADA). and 75 cd per UL 1638. Non-Sleeping Rooms and Corridors:EST strobes rated at less Application Notes— CANADA than 110 cd per UL1971 are intended for use in non-sleeping areas (Based in part on 1995 Canada National Building Code) only.Install them 80 inches(2.03m)above floor level OR within the space between six inches(150mm)to 24 inches(610mm)below the The fire alarm audible signal shall be supplemented by fire alarm ceiling,whichever is lower.No point in any space(including strobes in any floor area where the ambient noise level exceeds corridors)required to have strobes shall be more than 50 ft(15.2m) 87 dBA,or where the occupants of the floor area use ear protective from the signal(in the horizontal plane.The 110 cd strobe should devices,are located within an audiometric booth,or are located be used in non-sleeping areas only when the room exceeds 40 ft X within sound insulating enclosures.This also applies to assembly 40ft(12.2m X 12.2m). occupancies in which music and other sounds associated with performances could exceed 100 dBA. In large rooms or spaces(such as auditoriums)that exceed 100 ft (30.4m)across and without obstructions more than 72 inches(1.8m) Strobes shall be installed in a building so that the flash from not above the finished floor,strobes may be placed around the less than one device is visible throughout the floor area or portion perimeter,spaced a maximum of 100 inches(30.4m)apart,in lieu thereof in which they are installed. For maximum safety,EST of suspending them from the ceiling. recommends that strobes be installed as per the guidelines shown here under Strobe Application. Installation and Mounting All models fit to a standard flush mounted,North American four inch electrical box,1-1/2 inch(38 mm)deep minimum.Optional EST weath- erproof,surface mount boxes are available.The strobes must be connected to signal circuits which output a constant(not pulsed)voltage.EST recommends that these strobes always be installed in accordance with the latest recognized edition of national and local fire alarm codes. 025" Countersunk Philip (6 mm) —C head screws are provided to secure unit onto electrical box. F FI 5 REJ i (1 � > R Two Plastic Caps are SIDE VIEW, ,� mounting.ovided indoor CEILING MOUNTED 55" 'Changeable Lens Marking,LKW or LKC Series. (46 mm) (140 mm) EDWARDS SYSTEMS TECHNOLOGY Page 2 of 4 Literature Sheet#85001-0305 Issue 5 Specifications Catalog Number 405-5A-" 405-7A-" 405-3A-" 405-6A-" 405-8A-" UL 1971 15cd 15cd 30cd(wall) 60cd(wall) 110cd(wall) Rated Strobe Output-candela(cd) (wall only) (wall or ceiling) 15cd(ceiling) 30cd(ceiling) 60cd(ceiling) UL1638/ULC S526 15cd 75cd 30cd 60cd 120cd Rated Strobe Output (not UL 1638) Average Operating Current(note 2) 70mA @ 24 Vdc 105mA @ 24 Vdc 105mA @ 24 Vdc 155mA @ 24 Vdc 219mA @ 24 Vdc 80mA @ 20 Vdc 125mA @ 20 Vdc 125mA @ 20 Vdc 185mA @ 20 Vdc 272mA @ 20 Vdc Peak Operating Current(note 2) 208mA @ 20 Vdc 208mA @ 20 Vdc 208mA @ 20 Vdc 265mA @ 20 Vdc 352mA @ 20 Vdc Average Operating Current(note 3) 84mA @ 24 Vdc 168mA @ 24 Vdc 168mA @ 24 Vdc 219mA @ 24 Vdc 325mA @ 24 Vdc 99mA @ 20 Vdc 204mA @ 20 Vdc 204mA @ 20 Vdc 282mA @ 20 Vdc 355mA @ 20 Vdc Peak Op_eratinq Current(note 3) 360mA @ 20 Vdc 594mA @ 20 Vdc 594mA @ 20 Vdc 723mA @ 20 Vdc 876mA @ 20 Vdc Strobe Flash Rate Synchronized at one flash per second(no external control module required) Strobe Operating_Volts 20 to 24 Vdc(Continuous) INDOOR:85%@ 301C RH;32-120OF(0-49OC)ambient temperature OUTDOOR('CS'models only):93%@ 301C RH;-40-1501F(-40-660C)ambient temp Operating Environment '7A'(50cd @-35OC per UL @-401C per ULC)and '8A'(100cd(a_)-3b1C per UL(a)-40'C per ULC)models only Lolls Markings see with LKW-1"FIRE"red letters,vertical both sides(Wall Mount)- see LKW and LKC series for ceiling style and optional markings Wire Connections Terminals-polarized input,#12 AWG(2.5mm2)max wire size Flash Tube Enclosure Clear LEXAN Strobe Plate,Finish CRS steel-51/2 in(140mm)square,red or white baked epoxy of esterpowder-coat finish Mounting INDOOR:North American 4 in square electrical box;OUTDOOR:EST 449 series weatherproof surface box Agency Listings UL 1971,UL 1638,ULC S526,FM,CE,CSFM,MEA (AIL models comply w/ADA Code of Federal Regulation Chapter 28 Part 36 Final Rule) `Suffix"-T"for REDfront plate,%TW"for WHITE front plate. Note►: Use the average current rating to establish the maximum numberofstrobes,wire gauge,and standby power requirements, Note2: From a FILTERED dcsource, Note3: From an UNFILTERED(Full Wave Rectified)dcsource. tST 90° VERTICAL UL 1971 WALL MOUNTED STROBE LIGHT OUTPUT AVERAGE -90* DISTRIBUTION PATTERNS II 1 90, SOURCE:UL STANDARD 1971-SIGNALING DEVICES FOR THE HEARING IMPAIRED UL 1971 HORIZONTAL i{ SOURCE:U L STANDARD 1638-VISUAL SIGNAL APPLIANCES MINIMUM / SOURCE:UL CANADA STANDARD S526-VISUAL SIGNALAPPLIAN CES FOR FIRE ALARM SYSTEMS 90, HORIZONTAL TYPICAL EST-3A MODELS TYPICAL EST 5A MODELS TYPICAL EST-6A MODELS TYPICAL EST 7A MODELS TYPICAL EST SA MODELS 50 90 — - - 90 W5 90 - 5 70 70 - so = ur so 1_. 1n Q'. _ 30 30 30 30 ML 0 10 W — 15 5 K(0)IG r (0)0 (0) (0). (0) LI .10 -15 -10 .1s -10 ❑ p -30 30 30 -30 .50 -70 70 70 .75 a5 70 '90 -90 -90 -90 0 10 20 30 40 50 60 0 5 10 15 20 25 0 to 40 60 00 100 120 0 10 20 X 00 W W 10 10 0 25 50 75 100 125 150 175 (rd) (cd) (cd) (�d) (cd) VERTICAL TYPICAL EST-3AMODELS TYPICAL EST 5A MODELS TYPICAL EST-6A MODELS TYPICAL EST-7A MODELS TYPICAL EST BA MODELS 90 g0 90 90 90 75 - 75 75 70 - 75 80 60 60 60 45 - 45 45 50 45 to 30 30 L�T 26 30 30 30 W 15 15 10 - -- 15 �(0)0 (D)0 (0)0 (0)10 (0)0 W -I! -I5 - -13 - 1c ❑ 30 -30 -30 -3D _ -30 45 45 -45 -50 A5 -60 60 60 -70 -60 -75 -75 -75 -75 -90 u -90 -90 -90 -90 0 10 20 30 40 60 00 0 5 10 15 20 25 0 25 50 75 100 0 10 20 30 40 50 60 70 80 0 25 50 75 1D0 125 150 (cd) (cd) (cd) (cd) (cd) EDWARDS SYSTEMS TECHNOLOGY Issue 5 Literature Sheet#85001-0305 Page 3 of 4 Typical Wiring - 24 Vdc Polarity of signal circuit shown in supervisory stale,On alarm,polarity reverses_ WARNING:These devices Will not operate without electrical power.As fires frequently cause power interruptions,we suggest () you discuss further safeguards with your local fire protection ULMLC Lsld Place an end-or- specialist.These visual signal appliances'flash intensity may not 24V do line resistor on the be adequate to alert or waken occupants in the protected area. Fie Ah= Strobe Strobe 4 last device(resistor ^^°n'pa^eb I control net Research indicates that the intensity of strobe needed to awaken an a�c��1 control panel) 90%of sleeping persons is approximately 100 cd.EST recom- mends that strobes in sleeping rooms be 110 cd minimum. Ordering Information - Ordering Information -- Strobes Lens Marking Kits Catalog Number Description Ship Wt.lb(kg) Ship Wt. 405-5A-T Strobe, 15 cd,Red Cat No. Description lb(kg) 405-5A-TW Strobe,15 cd,White LKW-1 "FIRE"-Wall Orientation(supplied) 405-7A-T Strobe,15/75,Red LKW-1R "FIRE"--Wall Orientation,red w/white letters 405-7A-TW Strobe, 15/75,White LKW-2 "FEU"-Wall Orientation CS405-7A-T Strobe,15/75,Outdoor,Red LKW-3 "FIRE/FEU"-Wail Orientation 405-3A-T Strobe,30 cd,Red LKW-4 "SMOKE"-Wall Orientation 405-3A-TW Strobe,30 cd,White 1 (0.4) LKW-5 "HALON"-Wall Orientation 405-6A-T Strobe,60 cd,Red LKW-6 "C0T'-Wall Orientation 405-6A-TW Strobe,60 cd,White LKW-7 "EMERGENCY"-Wall Orientation 405-8A-T Strobe,110 cd,Red LKW-8 "ALARM"-Wall Orientation 405-8A-TW Strobe, 110 cd,White LKW-9 "FUEGO"-Wall Orientation 0.2(0.1) CS405-8A-T Strobe, 110 cd,Outdoor,Red LKC-1 "FIRE"-Ceiling Orientation Mounting Accessories LKC-2 "FEU"-Ceiling Orientation Surface Mount Box, LKC-3 "FIRE/FEU"-Ceiling Orientation 449 Outdoor,Gray 1 (0.4) LKC-4 "SMOKE"-Ceiling Orientation 1(for'CS'models only) LKC-5 "HALON"-Ceiling Orientation LKC-6 "C0T'-Ceiling Orientation LKC-7 "EMERGENCY"-Ceilinq Orientation LKC-8 "ALARM"-Ceiling Orientation EDWARDS SYSTEMS TECHNOLOGY It is our intention to keep the product information current and accurate.We can not cover specific applications or anticipate all requirements. All specifications are subject to change without notice.For more information or questions relative to this Specification Sheet,contact EST. ©1999 EST Pfinted in U.5 A_ Page 4 of 4 Literature Sheet#85001-0305 Issue 5 MWH MONTGOMERY WATSON HARZA ��.1 -4 L � �l Oc p114G r_00� CITY OF MARYSVILLE STILLAGUAMISH RIVER WATER TREATMENT FACILTY PROJECT CALCULATION •� 'F .' +, � �, . - 1-� ;� ` � G �� '1 .r, � I J .o-�, `�{tl t*�•d TI ���� ��. fir► M W H MONTGOMERY WATSON HARZA STILLAGUAMISH WTP CALCULATION Table of Content Page 1. Introduction and Design Criteria 1 2. Wind and Seismic Load 9 3. Roof Design ' 17 4. Roof Diaphragm R1 5. Roof Lateral Drag Frame RL 1 6. Roof Frame Design RF1 7. Roof Beam Design RBI 8. Bridge Crane C 1 9. CMU Wall Design W 1 10. Shear Wall and Footing Design SW 1 11. Overflow Basin Design OF1 12. Vault Design V 1 ow i ..� ,: �, . MYYH gy b� Date �Z4103, Client :ITY OF M AIF-YSVI k�t5 Sheet 1 of Chkd.By Description 571wp, W _ Job No. 17Z ON 5 1 PTr-ODUCA I or l -me 00jE"VE TFhS r oje_— IS TO DEUIG,►J 6,500 It2 WTp IN S-nwA6jVAMISR ) City OF MA-r V vt,� . -r11� fk t ;A-r 1 Cot4s1 sT Of Pfl,4 0"m t APC-A) (�L"�I G L P 6a• Qv v- c , 0r-f�-r l,6 THE OEwl,69o,"E El�-, 4�► 4 w►qE ,moo kkS A ►�c�; . �t Dy r Gr� Spar,w,� -tom W I DTW K -ram V&T-IA . VeCc SL 04- -rwE '�G-QUI(lcMC-rlr f}"K la " lK, tpUe.,t� C,�JE -nk-L. V-eaf Or- T}W- `T{ �14G1 LI UJ141 k44v STE-T--L- U'i, ri 2>0CIC ercrf-,4 ['�ram.,--ems t0�L-o.�- w!� JG►sT' S VIST�r�1 .'T�'� ' -BPS, !s A P-t*---X l drLE 3A A--F�M -F-zvj-� t UN.LZ'12 f-,- /E�-'C ( UBr-g7 ) ��-E St�� �UtZFrrC,E W6 "S�W- lil avcfi 1&" , v hl Di-g- +R- vjot-"( `� I c. QC S 1Lr ���iftL OF �1L LI(QVCf faC {�1�� . IT 1S O!'a FkT" -r:B►rC slits,+^lt✓ I NDUGc-0 ► yZ '� MAy . fh o-n M, Sot V solve,""1 D"F I' I kz,+\� ,G( '- -rp c- J ►w vpl�.l(,) A",O Y4 - 1"C44 ACZQSS Wes• ►S Wffq:ftG GUNC,4--ri v^ c 30c?OC>O 't. J rL 1S -b C-c ---f ct 6 bkTl er l 4;+ le `1 PT- C I Z� -U�-IiRc1Z ���1- -n4, C i S TC0 ✓ Ue.,� 1--1-C> 7"1.�= Gv"TYtA7UC< . ACLU DC 11�5 S uGl4 AS STA1f A,,JjP PA-vr S c-,,1 -TL TJ � S-�TLc�C.TL�12E- t`= 1(a�h 3G-� ,4•�',� � ��h�µ. T1-1 r �T�.��i`L-�= 1�= �%���;s�,;, % � , � S�unit¢t ►s To ��: �� �'�-��.1 G�J�. I f p: L (M) MWH STRUCTURAL DESIGN CRITERIA Client: City of Marysville Date: July 15,2003 Project: Stillaguamish WTP Job Number: 1520315 PM,Office,Department: Carolyn McAlpin This design criterion applies to all structures on this project. LOADINGS: Live loads: Slab on grade: 300 psf Roof. 20 psf(Reduction Allowed) Snow: 30 psf(No Further Reduction) Seismic: Seismic Zone: 3 Importance Factor: 1.25 Wind: Base Wind Speed: 80 mph Exposure: C Platforms: N/A SAFETY FACTORS: Buoyancy: 1.25 [NTE: may be varied with risk at specific structure] Overturning: 1.5 Sliding: 1.5 SOILS REPORT INFORMATION: Allowable Bearing Pressure: Dead plus Live Loads: 3000 psf All Loads(w/wind & seismic): (3000psf) 1/3 increase ok Lateral Soil Pressure:Not Yet Received Restrained (At Rest)-Above GWL: Restrained (At Rest)-Below GWL: Unrestrained (Active)-Above GWL: Unrestrained (Active)-Below GWL: Passive-Above GWL: Passive-Below GWL: Seismic: ? *HZ(H is the wall height)acting at?.?H Feet up from the bottom of the wall. Traffic Surcharge: Assume an additional 2' of soil. Ground Water Elevation: -13.7'below natural ground Soil Weight: assumed 120 pcf(moist weight) pcf(Buoyant weight) } r 3 Friction Factor: Frost Depth: 18 inches below Minimum Footing Width: 18"for strip ftg.,24"for isolated ftg. STRUCTURAL MATERIALS: Concrete: 4000 psi-STRUCTURAL(all structural applications) 3000 psi-SITEWORK(curb,gutter, and civil applications) 2000 psi-LEAN(unreinforced concrete(thrust blocks and encasements)) Reinforcing: Grade 60-all applications. Steel: Structural tubing-ASTM A500,Grade B. Structural pipe-ASTM A53, Grade B. Standard Wide Flange shape-ASTM A992 Standard shapes and plates-ASTM A36. Stainless Steel: Type 316-Submerged or corrosive areas. Aluminum: 6061-T6-All applications. Wood: N/A Masonry: ASTM C 90,Type I Weight: Medium Size: 8"and 12"units fm: 2000 psi Special Inspection: Y Solid Grouted: Y Grout: 2500 psi Mortar: M(2500 psi) Gaskets: Neoprene. Waterstops: PVC,MWH standard shapes-all new construction. Bentonite-Concrete joints at new structure/existing pipes. WEIGHTS OF MATERIALS: Concrete: 150 pcf. Steel: 490 pcf. Aluminum: 170 pcf. Fiberglass: 110 pcf. DESIGN CALCULATIONS,METHODS,AND ASSUMPTIONS: Calculations will be done in accordance with MWH Project Procedure Directive No.20. A table of contents shall be included for each set of calculations greater than five sheets long.Half size plots shall be included at the front of each set of calculations. All structures will be designed in accordance with sound engineering principles based on the references listed below. Hydraulic concrete structures designed by ultimate strength will utilize additional sanitary durability coefficients as stated in ACI 350. A load factor of 1.7 will be used for all service live and dead loads, durability factor of 1.3 for flexure and 1.65 for direct tension reinforcing and reinforcing design will consider the effects of cracking by limiting Isz to<=95 for service loads. Cracking need not be considered for seismic loads. 4 DESIGN REFERENCES: Soils ACI-318/99 Building Code Requirements for Reinforced Concrete American Concrete Institute ACI-350R/Ol Environmental Engineering Concrete Structures American Concrete Institute RISC Manual of Steel Construction Allowable Stress-Ninth Edition American Institute of Steel Construction MWII Structural Design Manual Moody Moments and reactions for Rectangular Plates Engineering Monograph No. 27 US Department of the Interior Bureau of Reclamation W.T.Moody-Reprinted 1986 1997 UBC Uniform Building Code International Conference of Building Officials MWH MONTGOMERY WATSON HARZA gy �� Date Ib3 Client GITy MySV�ti�.E Sheet 5 of Chkd.By Description Sr k-I� • W Job No. 15203ky D�� Loya�Os (i�o�) f�fiN� - 6,5 (�r+c.� INy�►�T1cri') (MA*-x, zoo ) �rk ltis : I2- iw-* f u 4•t.i.� Gi eou i - 13�j�s� 8- INGi �u ltit l GI RovTC-r� 90 Nf, I ,,� I ,� �` MWHA Design Quality Procedures MUCTURAL DESIGN 2) Calculations A. Design Criteria c. Design Loads Design Loads Structures must be designed to handle all dead and live loads, including floor and roof loads, equipment and process loads, internal and external hydraulic pressures, air pressures, vacuum pressure, earth backfill loads, monorail and crane loads, wind and seismic loads, thermal forces, construction loads, and truck loading as appropriate. A summary of the design load criteria should be filed at the beginning of the final design calculation for each structure. Dead Loads The loads resulting from the weight of all fixed construction, equipment, and fixtures, such as walls, partitions, floors, roofs, equipment bases, and soil overburden, and all permanent non-removable stationary elements and equipment's are dead loads. The numerical values to be used for the dead loads of well-defined components of the structure are documented in the following publications: • The Uniform Building Code • ANSI /ASCE 7, Minimum Design Loads for Buildings and Other Structures • AISC Manual of Steel Construction Manufacturer's catalogs should be consulted for equipment and product weights. Do not use shipping weight; instead, obtain operating weight from manufacturer if the weight is not cited in the catalog. Unit weight of chemicals for chemical storage buildings are listed in ACI 350R The following are the dead loads of different construction material for use in determining self weight: • Concrete 150 pcf • Steel 490 pcf • Aluminum 169 pcf • Masonry (8 inch wide) 77 psf (12 inch wide) 110 psf • Fiberglass 100 to 115 pcf • Wood (dry) 40 pcf • Structural Steel Platform Framing and floor plate 20 psf • Piping Floors or areas of structures supporting piping up to and including 12"diameter should be designed for an estimated uniformly distributed load, as follows: Where extensive piping is anticipated 20 psf Areas supporting a lesser amount of piping 10 psf i --� i piping larger than 12-inches in diameter should be treated as concentrated loads in their proper locations. Live Loads Live loads consist of all loads, other than dead loads, that must be considered in the design to satisfy the applicable codes and the specific project requirements. Minimum standard uniform live loads for equipment and control room slabs and beams have been tabulated below. In most cases, these minimum loads will allow the equipment to be moved or additional equipment to be added. The actual weight of the heavier equipment must be obtained during final design, and the structural members should be spot-checked for bending and shear to confirm that the assumed uniform loading is adequate. Storage live loads also should be checked by determining the stacking height and unit weight of the materials to be stored. The design live load for each floor area of a building should be clearly shown on the drawings, as well as posted in the constructed facility in accordance with the building code. Minimum standard live load values are listed below: Office areas (including partitions) 100 psf Laboratory areas 100 psf Office file, record areas, and computer equipment 125 psf rooms Light stora a areas 125 psf Heav stora a areas 250 psf Catwalks 100 psf Maintenance ara es check wheel loads 100 psf Personnel assembly areas 100 psf Stairways,corridors, and lobbies 100 psf Heavy equipment rooms 300 psf pump station and process building floor areas 300 psf Electrical control room 300 psf Unrestricted vehicular access, exce i tank covers AASHTO H-20 Grating, checker plate, and hatch covers (Same as adjacent floor area, but not less than 100 psf. Deflection must be no more than 114 inch under a 100-psf live load.) Tank covers 50 psf Raw sewage 63 pounds per cubic foot (.pcf) Grit 110 pcf Anaerobic sludge 65 pcf Thickened sludge 65 pcf Dewatered sludge 70 pcf Impact and Vibration Loads Craneways should be designed for the following: • Vertical impact load is 25 percent of rated hoist capacity for cab-operated cranes, or 10 percent of rated hoist capacity for pendant-operated cranes. �� . Lateral force on crane or hoist runway is 20 percent of the rated hoist capacity and the crane trolley weight, but exclusive of the other parts of the crane. If the lateral stiffness of both rails �� I J is equal, half of the lateral force must be applied to each rail. • Longitudinal load is 10 percent of the maximum wheel loads of the crane, applied at the top of the rail. All forces produced by the equipment or machinery having a tendency to vibrate should be considered in the design of supporting structures. The magnitude of the force should be obtained from the equipment supplier for use in design. Impact forces due to process operation such as surging fluid should be considered in the design. Light machinery supports are 25 percent or manufacturer's recommendation. Reciprocating and heavy machinery supports are 50 percent or manufacturer's recommendation. Elevator supports are 100 percent of the lifted load. Wind Loads Wind Loads should be considered in the design in accordance with the local governing code or the Uniform Building Code as appropriate. A minimum of 80 mph average velocity and exposure C should be used. The design will be governed by maximum wind or maximum earthquake load, whichever is greater. Hydrostatic and Hydrodynamic Loads All hydraulic structures should be designed for hydrostatic forces imposed by the fluid contained in these structures. All hydraulic structures should be designed for hydrodynamic forces using the ground acceleration and the response spectral provided by the geotechnical report and in accordance with Seismic Provisions of this guide Lateral Soil Loading All below-grade structures or part of structures should be designed for the following soil pressure: • All yielding walls (i.e., cantilever wall) should be designed for active soil pressure. • All non-yielding walls (i.e., restrained or supported wall) should be designed for at-rest soil pressure. • A minimum surcharge equivalent to additional 2-feet of soil. • Seismic soil pressure. The values for the above listed soil pressures should be in accordance with the geotechnical report. Snow Loads Use the current edition of the UBC for snow loading. In many regions the site-specific snow loads should be obtained from the building department. 1 a_ MWH MONTGOMERY WATSON HARZA gy p� Date !4f M 103 Client c 17 y OF M^g'/50 VUE Sheet a of Chkd.By Description "4i . vN- p Job No. 1520315 �I No �aJa'r� V13C -17 f� 1 i i DP.�iL,n1 W IND a::gZUCt W = Ce-C1, Vt 1 o IVdr-LfD�C.E -'-I A'8*- Ib-V- t.- F *sit 1l�in� Nmev 80wfo) 1 1,z7 (Fop s , h _ sA-') t7)( 16'i fA 04-S) Z4 0 I Q I k I . 1 f MWH MONTGOMERY WATSON HAR2A g�- Dt� Date Z6 O� ieni Ct rr of Nkc1�V1 wE Sheet of Chkd.By Desenption nyv` Job No. 1520315 WIN 91 p•9 0.0 0.3 O.F 3 I • i 3 � � 4 FiUILpINla Se"aC�C1oT1 'WIND � i I d.� 0.7 0. 7 4 i 19vI vt�NG�Et--1Cr�l .� J MWH MONTGOMERY WATSON HARZA Date 41261cs Client G a-- N s _VUX Sheet Chkd.By Description zm V^ • WTp ,lob No. IS'� � . 2 $V V1yIN c, SG�fia+J 1 I �/s1�t, CNraRR - 1 .5 d UK— �ee� 1�� � 7. ? o�i �li►a a �wc, . 6UT 7.0Nf�)C 1 r MYYH MONTGOMERY WATSON HARZA gy D9 Date 41Q6103 Client GSM of PA-¢smyt14 Sheet IZ of Chkd By Description Srl VwP• Wre Job No 15�317 Z_ or.�E 3 f:XT ►z�o� i'L- i..,cK CM U w• s.i 145 r-A ruu.y 61ZvVTED, �j0 CIA A-1- wc-14 -yw ZY)l s1,ISMIC. 4 S'ATE .'fP� ZSoZ` r5: JJ Qy = 6o oc7o Psi SEt SM1 C. T—e►a� t?aGTet2 �Z) �• 3 SEISMlL (I) 1-Z! Tkkt Ik- IL- ocGvVA"' / n PV l0 �t,t-r,ic5 5DIL fR-oflvt% TYPE Sp G�Co-i�4l�sturt_ � T 0��a�) - I .C-) i (-r) (0-c') - 0, x Th81 I6 `ol L (CV ) �'S¢ i I MWH MONTGOMERY WATSON HARZA By Date 4J28jo3 Client CITY of t4kgy6V 1 WE Sheet ? of Chkd By Description 3nx.A WTI Job No. 1 5203157 s�sM�o i, IA0 V6514N 15,A6f—� sib s -fn&6 44i�15ql,3tj 1&- 2. Q T = G,� (hn)3/t = (3�j)t v = cx 1 _ ©. .2- Ind - o.52 V4 TKT o.2q) V - P5 Co. I W = 2,5 (0,3` 0.2y0 vj = ©. 25h/ C3o-5) \1 = ©.i1 Cc, W = o.ii (o. )(i.7y) W = o,oSW (3a-�� V - a.25w I I I i i 1 �J. a 1 MINH MONTGOMERY WATSON HARZA By Date I03 Client Cl-t-y Or Nlkl'ySVIWG Sheet I�- of Chkd.By Description_ NI 14.k • WT1� _ Job No. 172031� SE1btn►L � � ( Com .m) § 'Ir }lr 3y o'• 3.0 ©, ►a W� I f 0.7 Co.I r wj=- 0.36 wi- �P = 4,o Cc,It- WP p s o 0, f v� I MWH MONTGOMERY WATSON NAR A By � Date 7 ZZ 4= Client Ct ry Of' VV4ZgSJI Kk Sheet _1_ of Chkd.By Description sn WT p Job No _l y2031 Slow I CA V VeC V Dt'x- ( � V, C No �u-e�l�e �o��ff�•+) ( �e�►.^ ��lwr�� �al,�, ��� l 1�41 - U rJ gR1.kNG[�D �N�rd �D6� Q'1,4 bvE: �eeFs ONLY) (S�oti t I C C i ' w�^ Q _. I 1 MWH MONTGOMERY WATSON HAR A �y Date 22 M Client Gi>� OF ��ly✓IWC— Sheet of Chkd By Description g��°' • `^�'� Job No. 1520311 XN 0 i n I _ 0 j O I ' 0 I 1 46 14.0 � p �t�l+ b►.l 1 4 d) ?„ = l (44.7 5 ) = �2. b �s� (TP1,�y�x -) i l i k � I I • l l MWH MONTGOMERY WATSON HARZA By DK Date � I o3 Client CMJ OF NIkRVsVI KE, Sheet 17 of Chkd.By Description 'VI lA • 1NM Job No. I5ZO315 f-00F Des+htJ 17 vL 20 `� SNP = 30 C -}- , MA,(. sPI cvNsT ZFAN CA-Vr,uT1 = 1 b5 pst C-A UT I IkVEtz - 2 NWIZF-o, I Se?lfl[£ (01� OT-1 CA N1n WV" s LOYID AT 'CN 4 6-,01) I Qo �Fo I i I I I. U LCMFT 1 .5 B, BI, BA, BIA Maximum Sheet Length 42'-0 Extra Charge for Lengths Under 6-0 Factory Mutual Approved (No. OC847.AM, 0G1A4.AM, and 3Y1A6.AM) ICBO Approved (No.3415) �. 6" 2/2' -•�` �� B 1112 BI ,. 36" SECTION PROPERTIES Deck Design Weight(PSF) I Sp Sn Fy Type B (wide rib) deck provides excellent structural Tv a I Thick. Pld, I Galy, in4/11 in3/n in3/h KSI load carrying capacity per pound of steel utilized, 624 0.0239 1.36 1 46 0.121 0.120 0.131 60 and its nestable design eliminates the need for die- B22 0.0295 1.68 1.78 0.169 0.186 0.192 33 set ends. B21 0.0329 1'87 1.97 0.192 0.213 0.221 33 B20 0.0358 2.04 2'14 0.212 0.234 0.247 33 1"_.or more rigid insulation is required for Type B B19 0.0418 2.39 2.49 0.253 0.277 0.289 33 deck. B18 0.0474 2.72 2.82 0.292 0.318 0.327 33 B16 0.0598 3.44 3.54 0.373 0.408 0.411 33 Acoustical deck (Type BA, BIA) is particularly suitable in structures such as auditoriums, schools, and theatres where sound control is desirable. ACOUSTICAL INFORMATION Acoustic perforations are located in the vertical Deck Absor 1.nCoefficient Noise Reduction webs whore the load carrying properties are Tyne 125 250 00 1000 1 2000 1 4000 coefficient• negligibly affected (less than 5%). 1.5BA,1.5BIA 1 .11 1 .20 1 .63 1 1.04 1 .66 1 .36 .65 Inerti'non-organic glass fiber sound absorbing Source: Riverbank Acoustical Laboratories-RALT" A94-185. batts are placed in the rib openings to absorb up to Test was conducted with 1.5 inches of 1.65 pc1 fiberglass insulation 65%of the sound striking the deck. on 3 inch EPS Plaza deck for the SDI. Batts are field installed and may require separation. VERTICAL LOADS FOR TYPE 1.56 Max. Allowable Total iUniform Loa PSF No.of Deck SDI Const. San ft.-In. C.to C.of Su on Spans Type San 5'-0 5'-6 6'-0 7*-0 7'-6 8'-0 8'-6 1 Q,-0 9'-6 10'-0 B 24 4'-8 66 52 42 36 30 27 24 21 20 B 22 5'-7 91 71 57 47 40 34 30 27 24 22 20 B 21 6'-0 104 81 64 53 44 38 33 29 26 24 22 1 B 20 6'-5 115 89 71 58 48 41 36 31 28 25 23 B 19 7'-1 139 107 85 69 57 46 41 36 32 29 26 B 18 7'-8 162 124 98 79 65 55 47 41 36 32 29 B 16 8'-8 206 157 123 99 81 68 58 50 44 39 34 B 24 5'-10 126 104 87 74 64 55 47 41 36 32 29 B 22 6%11 102 85 71 61 52 46 40 35 32 28 26 B 21 7'-4 118 97 82 70 60 52 46 41 36 33 29 2 B 20 7'-9 132 109 91 78 67 59 51 46 41 36 33 B 19 8'-5 154 127 1.07 91 1 79 69 60 53 48 43 39 B 18 9'-1 174 144 121 103 89 78 66 60 54 48 44 B 16 10'-3 219 181 152 130 112 97 86 76 68 61 55 B 24 5'-10 130 100 79 65 54 45 39 34 31 27 25 8 22 6'-11 12B 106 89 76 65 57 50 44 39 34 31 621 7'-4 147 122 102 87 75 65 56 49 42 38 34 3 B 20 7'-9 165 136 114 97 84 72 61 53 46 41 36 Big W-5 193 159 134 114 98 84 71 61 53 47 1 41 B 18 9'-1 218 180 151 129 111 96 81 69 60 52 46 B 16 10'-3 274 226 190 1 162 140 119 100 85 73 64 56 Notes: 1. Load tables are calculated using sectional properties based on the steel design thickness shown in the Steel Deck Institute(SDI)Design Manual, 2. Loads shown in the shaded areas are governed by the live load deflection not in excess o1 1/240 of the span. A dead load of 10 PSF has been included. 3 -Acoustical Deck is not covered under Factory Mutual 3 1, . } 14 SDI Specifications and Commentary FOR STEEL ROOF DECK Commentary: The above Commentary: Arbitrarily assumed tolerances reflect the fabrication effective compression flange widths processes for steel deck products. shall not be allowed. Testing shall Variation in cover width tolerances not be used in lieu of the above in may vary due to trucking, storage, determination of vertical load carry- 1. Scope handling. ing capacity of steel deck. The requirements of this section The steel roof deck shall be manu- 3.3 Moment and Deflection shall govern only ribbed steel roof factured from steel conforming to Coefficients: A moment coefficient deck construction of varying con- ASTM Designation A611, Grades C, of 1/8 shall be used for simple and figurations used for the support of D or E or from A653-94 Structural dual equal spans and a moment roofing materials, design live loads Quality grade 33 or higher. If the coefficient of 1/10 shall be used for and SDI construction loads shown published product literature does 3 or more equal spans. Deflection on page 10. not show the uncoated steel coefficients shall be .013 for simple Commentary: Suspended ceilings, thickness in decimal inches (or spans, 0.0054 for double spans light fixtures, ducts, or other millimeters) but lists gage or type and 0.0069 for triple spans. utilities shall not be supported by numbers, then the thickness of steel before coating with paint or 3.4 Maximum Deflections: the steel deck. metal shall be in conformance with Deflection of the deck shall not the following table: exceed L/240 under the uniformly 2. Materials distributed design live load. All .1 Steel Roof Deck:The steel roof ® spans are to be considered center- deck units shall be fabricated from ® to-center of supports. steel conforming to Section A3 of ®�® y� adequacy Commenter The ade y the latest edition, (1986) of the 22 0.0295 0.75 0.028 0.70 of 20 0.0358 o.so 0.034 o.e5 deck edge support details should be American Iron and Steel Institute, viewed. At the building perimeter, Specifications for the Design of 18 0.0474 1.20 0.045 1.15 reviewed. any other deck termination or Cold-Formed Steel Structural 16 0.0598 1.50 0.057 ]14 5 direction change, occasional Members. The steel used shall have concentrated loading of the roof a minimum yield strength of 33 ksi 3. Design deck could result in temporary (230 MPa). 3.1 Stress: The maximum working differences in deflection between 2.2 Tolerances: stress shall not exceed 20 ksi (140 the roof deck and the adjacent Panel length: Plus or minus MPa). The unit design stress shall stationary building component. 1/2 inch (13 mm). in no case exceed the minimum Supplemental support such as a Thickness: Shall not be less than yield strength of the steel divided perimeter angle may be warranted. 95%of the design thickness. by 1.65 for specific design uniform Panel cover width: Minus % inch loads. The unit design stress shall (10 mm), plus 3/4 inch (20 mm). be increased 33%for temporary Panel camber bnd/or sweep: concentrated loads provided the '/4 inch in 10 foot length deck thus required is no less than (6 mm in 3 meters). that required for the specific design Panel end out of square: uniform loads. 1/8 inch per foot(3 mm in 300 mm) fLLBUILDING DECK EDGE OR 3.2 Section Properties: Structural INTERIOR TERMINATION of panel width. properties of roof deck sections CONDITION shall be computed in accordance with the American Iron and Steel Institute (AISI) Specification for the Design of Cold-Formed Steel Structural Members, 1986 edition and Addenda. 9 �- 1• 20 � Sc. ' )DI OEM= Specifications and Commentary E= Construction Cantilever loads: Recommended Maximum Spans for . Construction phase load of 10 psf Maintenance Loads Standard for I V2 Inch and 3 Inch oof Deck (0.48 kPa) on adjacent span and canti- [t Max.Recommended Spans lever, plus 200 pound load (0.89 kN) Span Span Root Deck Cantilever at end of cantilever with a stress limit Type Condition Ft.-In. Meters Ft.-In. Meters of 26 ksi (180 MPa). Narrow NR22 1 3'-10" 1.15 m 1'-0" .30 m Service load of 45 psf(2.15 kPa) E� Rib Deck NR22 2 or more 4'-9" 1.45 m on adjacent span and cantilever, plus NR20 1 4'-10" 1.45 m 1'-2" .35 m 100 pound load (0.44 kN) at end of WC NR20 2 or more 5'-11" 1.80 m cantilever with a stress limit of 20 ksi NR18 1 5'-11" 1.80 m 1'-7" 45 m (140 MPa). E'_ NR18 2 or more 6'-11" 2.10 m Deflection limited to L/240 of adjacent Intermediate IR22 1 4'-6" 1.35 m span for interior span and deflection Kc Rib Deck IR22 2 or more 5'-6" 1.65 m 1 -2 .35 m at end of cantilever to L/240 of overhang. EC IR20 1 5'-3" 1.60 m 1'-5" .40 m Notes: IR20 2 or more 6'-3" 1.90 m 1. Adjacent span: Limited to those Wide Rib WR22 1 5'-6" 1.65 m 1'_11" .55 m spans shown in Section 3.4 of Roof K Deck WR22 2 or more 6'-6" 1.75 m Deck Specifications. In those WR20 1 6'-Y 1.90 m 2'-4" .70 m instances where the adjacent span is WR20 2 or more 7'-5" 2.25 m less than 3 times the cantilever span, WR18 1 7'-6" 2.30 m the individual manufacturer should WR18 2 or more 8'-10" 2.70 m 2-10 .85 m be consulted for the appropriate cantilever span. Deep Rib 3DR22 1 11'-0" 3.35 m 3'-5" 1.05 m 2. Sidela s must be attached at end Deck 3DR22 2 or more 13'-0" 3.95 m p 3DR20 1 12'-6" 3.80 m of cantilever and at a maximum of 12 3DR20 2 or more 14'-8" 4.45 m 3 11 1.20 m inches (300 mm) on center from end. 3DR18 1 15'-0" 4.55 m 3. No permanent suspended loads are 3DR18 2 or more 17'-8" 5.40 m 4-9 1.45 m to be supported by the steel deck. - 4. The deck must be completely Construction and maintenance loads: STEEL DECK CANTILEVER attached to the supports and at the Sidela s before an load is applied SPANS are governed by a maximum EXAMPLE:WR22 P Y pp' to stress of 26 ksi 180 MPa and a max- B`-°" the cantilever. ( ) DICK and ? imum deflection of L/240 with a W1221 I 200 pound (0.89 kN)concentrated 4. Installation & Site Storage N N N load at midspan on a 1'-0" (300 mm) oI :I a 4.1 Site Storage: Steel deck shall wide section of deck. If the designer be stored off the ground with one contemplates loads of greater magni- BEAM end elevated to provide drainage, tude, spans shall be decreased or the PARTIAL ROOF PLAN and shall be protected from the thickness of the steel deck increased "'""- _ elements with a waterproof as required. covering, ventilated to avoid All loads shall be distributed by J ,-c;N,; condensation. ^oropriate means to prevent damage SECTION A * he completed assembly during Construction. io i1 � i J ,� /� 21 SU 1 �JI Specifications and Commentary FOR STEEL ROOF DECK support steel)fastened at midspan deck Welding: eldi a in 111 field accordance o or 36 inches (1 m) intervals, , whichever distance is smaller. with ANSI/AWS D1.3 Structural Welding Code—Sleet Steel. Each • 4.2 Deck Placement: Place each Commentary: The deck should be welder must demonstrate an ability anchored to act as a working plat- to produce satisfactory welds using deck unit supporting structural form and to prevent blow off.The a procedure such as shown in the frame. Adjuust to final position with designer should check the appro- esigest accurately aligned side laps and ends l codes for the required uplift Steel Deck Institute Manual o1 bearing on supporling members. riate and show the required Construction with Steel Deck or On joist framing, be sure the appro g as described in ANSIIAWS D1.3. priate end lap occurs over a top anchorage connections on the A minimum visible 5/8 inch (15 mm) chord angle for proper anchorage. plans. If no information is shown diameter puddle weld or an elon- on the plans, the uplift loads shown gated weld with an equal perimeter Commentary: Staggering roof deck in paragraph 4.4 will be assumed. is required. Fillet welds,when used, end laps is not a recommended Sidelap fasteners can be welds, shall be at least 1 inch (25 mm) practice. The deck capacity is not screws, crimps (button punching), long. Weld metal shall penetrate all increased by staggering the end or other methods approved by the layers of deck material at end laps laps, yet layout and erection costs designer. Welding sidelaps on and shall have good fusion to the are increased. thicknesses 0.028 inches(.7 rnm) supporting members. Welding 3 Lapped or Butted Ends: Deck or less may cause large burn holes washers shall be used on all deck is may be either butted or and is not recommended. The units with a metal thickness less lapped over supports. Standard objective of side lap fastening is to than 0.028 inches (0.7 mm). Weld- tolerance for ordered length is plus prevent differential sheet deflection. ing washers shall be a minimum or minus 1/2 inch (13 mm). The five foot(1.5 m) limit on side thickness of 0.056 inches (1.5 lap spacing is based on experience. mm), 16 gage, and have a nominal 4. shall Anchorage: Roof deck units The deck erector should not leave 3/8 inch (10 mm) diameter hole. shall be anchored to supporting unattached deck at the end of the Care shall be exercised in the selec- members including perimeter day as the wind may displace the tion of electrodes and amperage to support steel and/or bearing walls sheets and cause injury to persons provide a positive weld and prevent fa either welding or mechanical or property. In the past, 11/2 inches high amperage blow holes. fasteners, to provrde lateral stability (38 mm) of end bearing was the Commentary:The obligation is to the top flange of the supporting minimum, this is still a good "rule >> placed on the contractor to prepare structural members and to resist of thumb that will, in general pre- welding procedure specifications the following minimum gross vent slip off. If less than 1112 inches g uplifts; 45 pounds per square foot and to qualify them before produc- (2.15 kPa) for eave overhang; 30 or i mm) of end bearing is available. lion use. These procedure specifi- or if high support reactions are cations must include classification pounds per square toot (1.44 kPa) expected, the design engineer for all other roof areas. The dead of the filler metal, its size, and for should ask the deck manufacturer each type of weld, its melting rate load of the roof deck construction to check the deck web stress. ea any other suitable means of shall be deducted trorn the above In any case, the deck must be ade- or forces. The location and number of quately attached to the structure to current control indicative of melting fasteners required for satisfactory prevent slip off. rate, as applicable. attachment of deck to supporting The welder qualification test structural members are as follows: The SDI Diaphragm Design Manual, requires each welder to prove their All side laps plus a sufficient Second Edition, should used to ability to produce satisfactory umber of interior ribs to limit the determine fastening requirements if welds using these qualified proce- pacing between adjacent points of the deck to be designed i s resist lures. The fact that the welder may It attachment to 18 inches(500 mm). horizontal loads. The most stringent have been successfully qualified on Deck units with spans greater than requirements, , the SDI Diaeither section 4.4 have plate or pipe under the provisions 5 feet (1.5 m) shall have side laps D if applicable,Design Manual, should be used.sed.g of ANSI/AWS D1.1 Structural and perimeter edges (at perimeter D -f�y 1 1 1 J•' I I � MWH MONTGOMERY WATSON HAR' Date W 63 Client G fu n� IAA40 5VIVk Sheet 1ZI of Chkd. By Description Job No 152031G7 I) VA-U, 1,PM '0 19 � ` lkfAeA 1 ( izmo-em c-i a} MAID ��►�,. S�w� ��►�ua� O � 4Q 13� (��) = lr�o Ibs/�+ cMu; 15! ® - l 35 ( l2 � 1050 Ibs4 4 4,i�o 116A >Jo�na sue, 90 2(2) yVr all S ►e,,i 1�33 , 2,q '(� `f o S $ �.V ) = 204) 4,0 t -- 70 V���F4'r o Qs 20 I ( INCw p ) (A)MM.I Pjl. Th'TY� Cnvt0iANE : Lo ( 2(f4,5 � 3,0 ) _ 104-5 I65./Pf (r--w) Ib) Ric �evD �? - 'AsT 4 Wr S�!d� Zo Z1� ) _ �20 165/4'+ swi! zo ( 5(Qo')+ 3' ) = 2-0 Go 1105/,Pa II Neic JbC q 5- ►mom► l 33 , 2.°I i (A N, 0.75�1 � . 1 MWH MONTGOMERY WATSON HARZ gy DIZ Date7103 Client C-ATV o�- µ42>lSV1 Sheet 9z— of Chkd.By Description m Lw, • WT'V Job No. 15?_O!,I5 I i NIA��, gam,. (V�- ) ► 20 �� �-,� -�►J �� (vJ) : -ems - 1045 Ibs/�t I 26 (4Z9 5 I b:Ev4A% = —5 7 1� r CUSS 11 �SD�sT) - 4 Ib44 1 S-1s1,AIC- 0.20 (334 C J79 2 (4 b7 F/'�5715 Sv.prorcr- 36�5 per► �1J /g pi bpx. w cans Sl DE � - � � `��C.E..L% VJ>a�S ( Q.►��1J..D�A�MN��I S1�R� �( nt.F} 4- b#/D TG-- Sup. 0.17� KZ = loy� !'�8 : &�Z 1, = I0---7� -3.78 t o, (eo2) t3(0. (49 4' Hog k/�rl o. 850 Coo�7- J JUL-OB-2063 15102 DESIGN WEST WCK 925 274 2373 P.02/02 r3 o ts7- 4 to24 ASS K o ,C . I n tv X ss s TOTAL P.02 } J MWH MONTGOMERY WATSON HA A gy Date I 6 Client Cttt1 of yAr.Sgtux— Sheet K+ of Chkd.By Description W-r Job No. Ir;P20315 A+ \4A VL - I o IbsA4 317 b 1 bs/�4 S�sMi(, AGE 0. 20 ( 3170 rj�SM►L ( C �, - 0.20(246D 11geA) 4-16(-4q . - Z ( 4fl') AUZA �, = 0• !-i 5 �, = L DS& = 15.38 Y-110 4' I 1 i i MWH MONTGOMERY WATSON HARZ ` , By �1Z Date 1b o3 Client Glt O� N1AWU6V11&C Sheet 0 of Chkd.By Description S711d,►°, • WTb Job No 152031b WAIT- - 01bs/-# Sr-4sM�c- C- -) _ ©,�, (87o 166/4) = 174 Ibs/�+ (2) �Sy Uos1,4 i Tor, (W) � 323o1b5/�+ o.Zo (3230 16s/ft) _ 6+�, 6-->/.Pu 1.� l I I MWH MONTGOMERY WATSON HAR A 1' $y __ � Date 0� Client C+Ttq ear M•AW—+tSVi WE Sheet �� of Chkd.By Description �T IAA . M1Z Job No t52o'�►� ��Y �lAd1Ar�A��-A Z4000 Diem T� of- GMU WAk,t-s t i t 1 } 1 IF7 E� PC ACCESSORIES � 'EOC wt F= 1-t-d aril-Uy Neel ]0 4 na 14we va.y Hale 33„ 27" noel o.d ROW E_ Neel `� Derr c SW Jdw DETAIL WHERE DECK suw Jaw CHANGES DIRECTION 23" 29" VALLEY DETAIL _ 14 GA. _ \ GALVANIZED ONLY FLAT PLATE (20 GA.) 10'-0" LENGTHS SUMP PANS 11/2 GALVANIZED ONLY = RIDGE OR VALLEY PLATE (20 GA.) 10'-0" LENGTHS GALVANIZED ONLY E piew 2" (iD Lrqur) 11/2", 3" E E- TI INSIDE OR OUTSIDE CLOSURE (20 GA.) C CANT STRIP (20 GA.) 10'-0" LENGTHS sJ w 10'-0" LENGTHS GALVANIZED ONLY E RIDGE DETAIL GALVANIZED ONLY E_ / cw., 20G. (itin.) Deer E 7" � WELDING WASHER f F 16 GAGE G 1 i' 3•. J--- 3/8= HOLE NW �rStem mmDsft E"- -�1 LwC FILLER 1/SHEET (20 GA.) RUBBER CIOSVREE REINFORCING CHANNEL 10'-0" LENGTHS TOP 8, UNDERSID GALVANIZED ONLY E- E 1e i i . � .. ,1. --rVF_e ULCRAFT DIAPHRAGM SHEAR STRENGTH AND STIFFNESS The following information is based upon the Steel Deck Institute's Second Mixed Panel Lengths Edition of the Diaphragm Design Manual prepared by Larry D.Luttrell, Ph.D., "When decks are installed with multiple spans,occasional shorter panels may P.E.. Dr. Luttrell has been involved in testing of diaphragms at West Virginia be required. in a large diaphragm area, the shear strength can be determined University since 1965. satisfactorily by using the typical three span panel length:' The following limiting conditions are taken from this book. 'The quality of a Load Tables diaphragm can be limited by inattention to detail particularly at end and edge terminations." The following load tables are based upon Vulcratt's various types of steel floor and roof deck. End Laps The Steel Deck Institute has done testing that allows prediction of deck-fill "At interior positions, panels must be sufficiently overlapped to provide combinations. One combination is lightweight insulating fill.Type I fill, with adequate distances for the connector used.A minimum end distance for fasteners vermiculite aggregate,21/2 inches deep, has been shown to exhibit some greater used should be one inch requiring an end lap not less than two inches.Within the strength than a bare diaphragm while Type II with a rigid insulation board system, end laps may be staggered or on a continuous line without particular imbedded with two or more inches of vermiculite concrete over the top has an effect on the diaphragm strength. However, greater care must be exercised in even higher value. making connections through multiple layers of deck at the panel corners on the Both lightweight and normal weight structural concrete on composite and non- end lap. If panels are butted at their ends rather than end lapped,as is common composite deck are presented here.A minimum value for 21/2 inches of concrete with floor decks,then each panel must be individually connected at its ends with over the top of the deck has been computed in the tables. the specified pattern." On some of the light-gage shallow decks,you will notice that as the spans get Side Laps long the shear strength reaches some maximum value. This is caused from "The overlapping edges of panels should be in close contact to allow minimum "plate-like shear buckling". As the thickness of the deck gets smaller and the eccentricity of fasteners in the lap. When stitch fasteners connect adjacent spans get longer for shallow decks, buckling can result as the shear strength panels between supports,equivalent or superior fasteners should be used on the increases.See Section 2.4 Stability Checks of DDM02. edgemost panel at the diaphragm perimeter.Otherwise shear strength along the This catalog-is not presented as an alternative to the use of the Second first interior sidelap may exceed that along the perimeter member and thus Edition of the Diaphragm Design Manual(DDM02),but as an extension to it for diminish the contribution of the stitch fasteners." our decks.We have given you the shear strength and stiffness of our various decks,but not the backup data behind these calculations.DDM02 does a good g job of supplying that information.We hope that you will contact the SDI about Welds should be made by qualified operators following AWS D1.3 ordering your own copy of DDM02.Steel Deck Institute,P.O.Box 25,Fox 10,3ecifications.Approximate checks on weld quality can be made by placing one Grove, IL 60021-0025. end of a long panel over a support and attaching it only to that support with two These tables were deriped making the following assumptions. welds six inches apart.The far end of the panel can be moved in the diaphragm 1. The number of fasteners are the same at both end members and interior plane by a workman until shear distress is noted in the weld.The welds should be supports. iample: 36/7 means 36 inch wide deck with 7 fasteners per sufficient to cause local distortions in the panel around both the welds and should support.One in each flute. show good perimeter contact between welds and the panel. For 22,20, and 18 2. The number of intermediate sidelap stitch connectors is assumed to be the gage panels, the weld should not shear across its contact plane on structural supports else the welding temperature may have been too low for adequate same as the number of extreme edge fasteners. penetration." 3. The values printed have the factor of safety applied. 3.25 for filled diaphragms,2.75 when any of a bare diaphragm is welded,and 2.35 when Screws a bare diaphragm is mechanically fastened. "Screws must be installed using properly calibrated tools to avoid overdriving 4. All values are for a three span condition.Greater values are available for a which can strip the threads at sidelaps or sever the screw when it is placed into 1 or 2 span condition since you will have more fasteners to count in the heavier substrata." calculation of the strength. Power Driven Fasteners 5. Where welded sidelaps are shown,either use a%'puddle weld or a a/e" "The fasteners must be installed following the manufacturer's 1'/4"arc seam weld.The Steel Deck Institute recommends not welding th recommendations.Care must be exercised in setting the driving force to obtain sidelaps if the thickness of the deck is 0.0295"or less. the proper depth of penetration. Once driven properly, these nail-like fasteners 6. Where welds are shown at the supports, the Steel Deck Institut are very resistant to extraction by uplift forces. In uplift tests on sheet materials, recommends using welding washers only on deck thicknesses less tha the usual mode of failure is one of tearing the sheet around the head or washer 0.028".These should be 16 gage with a a/e"hole in them. leaving the fastener in place." 7. Lightweight fill (vermiculite) should be placed only on slot vented d (type CSV). Split Panels 8. For roof deck and composite floor deck the steel yield point is taken a "Finishing out a diaphragm at its edge may require a split panel at what usually 33ksi.For form deck it is taken as 60ksi. is a higher shear zone in the structure.Formulas of this section may be used to evaluate this special case noting the partial panel width w. Such a partial panel 9• The column with the asterisk above it contains the number of er.ta should be connected in every valley at all supports regardless of adjacent fasteners per span.That if the line that selected has 4 under the fastener patterns. Extra stitch connectors should be considered at the split panel asterisk and the span is live feet,then it will be one fastener per foot in the sidelap. sidelap." 10. The tables already have considered a stress increase of 1.33 for short- Owtudinal Edges term or wind loading.The values are not to be increased again. "In applications where joists terminate on a shear wall, the edge-most 11.The Steel Deck Institute does not recognize button punched sidelaps, ph,ragm panel may not contact the wall. If intermediate stitch fasteners have with interlocking deck, as a valid sidelap fastener for developing dia- been required on sidelaps,similar intermediate stitch fasteners must exist at the phragm shear strength. edge.These can be accommodated by installing a block-like spacer on the wall, to match the joist elevation,and then making connections to the block." 67 VU-LrQeGT TYPICAL FASTENER LAYOUT 1 . 5 (B.F.A.VL) KC 36" COVERAGE E 36/7 PATTERN 1 1 1 1 1 .00 36/5 PATTERN 33" COVERAGE 36/4 PATTERN 33/4 PATTERN 36/3 PATTERN 2VLI and 3VLI I . 3C � 36" COVERAGE 32" COVERAGE 36/4 PATTERN 32/4 PATTERN 0. 6C 3N 44 30" COVERAGE 24" COVERAGE 30/4 PATTERN 24/4 PATTEf N -+ DIAPHRAGM SHEAR STRENGTH AND STIFFNESS DESIGN EXAMPLE For roof plan shown, calculate the deflection of diaphragm (0 q center line). w=250 Pif Joist spacing= 5'-0" - Deck: 1.56 22 (WR) in 15'-0" panels (3 span condition) Fasteners: Support-36/3 pattern B=46' W/5/8" puddle welds Sidelap- 1 #10 TEK From strength tables Ki = 0.617 L=60' G' K2 870 = 5.98 K/in _ _ _ 3.78+ 0.3DB+ 3K1 Span 3.78+ 0.3(2209) + 3(0.617) (5) Span 5 WL2 - 0.250 (60)2 = 0.39 in 8x13xG' 8 (48) (5.98) c Strength Check R - WU2 -_ 250 (60) = 7500 Ibs S = 7500 = 156 plf < 191 plf (from strength tables) OK 2 48 68 -- - ----.__ __..____._...._.........,-,�»._,�-.�..;:... .e�s,.•,-.+«;wry i � � . � 'm U LC RAFT 1.5 B BI 20 ALLOWABLE DIAPHRAGM SHEAR STRENGTH (PLF) SUPPORT FASTENERS: 3/4" puddle welds SIDELAP FASTENERS: welded' Factor of safety=2.75 Fastener SPAN(Fr.-IN.) 3'-0 3'-6 4'-0 4'-6 5'-0 5'-6 6'-0 6'-6 7'-0 7'-6 8'0 8'-6 9'-0 10'-0 K1 0 601 523 457 404 362 327 298 273 252 234 218 204 192 171 0.537 1 754 661 587 526 475 430 393 0.317 2 889 767 704 636 579 531 488 449 415 386 361 338 318 0.225 3 1009 901 812 737 673 619 573 533 496 462 432 384 342 277 0.174 4 1112 1003 910 830 762 703 652 608 566 493 433 384 342 277 0.142 36/7 5 1201 1093 999 917 845 783 728 656 566 493 433 384 342 277 0.120 6 1278 1173 1079 995 922 657 770 656 566 493 433 384 342 277 0.104 7 1343 1243 1150 1067 993 916 770 656 566 493 433 384 342 277 0.092 8 1400 1304 1214 1133 1056 916 770 656 566 493 433 384 342 277 0.082 9 1448 1357 1272 1191 1109 916 770 656 566 493 433 384 342 277 n_m4 10 1489 1404 1322 1245 1109 916 770 656 566 493 433 384 342 277 0.068 11 1525 1446 1368 1293 1109 916 770 656 566 493 433 384 342 277 0.062 DB=97 K2=1056 0 532 468 417 374 334 302 275 252 233 216 201 188 177 157 0.644 1 659 587 528 479 438 402 370 0.352 2 761 689 626 572 526 486 451 421 394 368 344 322 303 0242 3 843 773 710 654 606 562 524 491 461 434 410 384 342 277 0.184 i 4 908 842 781 726 676 631 591 556 523 493 433 384 342 277 0.149 36/5 5 960 699 841 787 738 693 652 615 566 493 433 384 342 277 0.125 6 1001 945 891 840 792 748 707 656 566 493 433 384 342 277 0.108 7 1034 984 934 886 840 796 756 656 566 493 433 384 342 277 0.094 8 1061 1015 970 925 881 839 770 656 566 493 433 384 342 277 0.084 r 9 1083 1042 1000 958 917 877 770 656 566 493 433 384 342 277 0.076 ! 10 1101 1064 1025 987 948 910 770 656 566 493 433 384 342 277 0.069 11 1116 1082 1047 1011 975 916 770 656 566 493 433 384 342 277 0.063 I� DB=567 K2=1056 0 408 359 320 283 252 228 207 190 175 162 150 140 131 116 0.805 1 528 474 428 389 356 328 302 0.395 2 618 565 517 476 440 408 380 355 333 313 293 274 256 0.281 3 685 635 590 548 511 477 447 420 396 374 354 336 320 277 0.195 4 733 689 647 608 571 537 507 479 453 429 408 384 342 277 0.156 36/4 5 770 731 693 656 621 589 558 530 504 479 433 384 342 277 0.130 6 797 763 729 696 663 632 602 575 546 493 433 384 342 277 0.111 7 818 788 758 728 698 669 640 614 566 493 433 384 342 277 0.097 8 834 808 782 754 727 699 673 647 566 493 433 384 342 277 0.086 a 847 824 800 776 751 726 701 656 566 493 433 384 342 277 0,078 10 857 637 816 794 771 748 725 656 566 493 433 384 342 277 0.071 11 865 648 829 809 788 767 745 656 566 493 433 384 342 277 0.065 DB=802 K2=1056 0 340 304 274 249 225 203 184 169_ 155 143 133 124 116 102 1.074 I 1 429 394 362 335 310 288 269 0.450 2 484 454 426 399 375 352 332 313 296 281 266 253 242 0.285 3 520 495 471 447 424 403 383 364 346 330 315 301 288 265 0.208 1 4 543 523 503 482 462 442 423 405 388 372 357 342 329 277 0.164 I 36/3 5 559 543 526 508 490 473 455 438 422 407 392 378 342 277 0.135 6 570 557 542 527 512 496 481 465 450 436 422 384 342 277 0.115 ' 7 579 567 555 542 529 515 501 487 474 460 433 384 342 277 0.100 8 585 575 565 554 542 530 518 505 493 480 433 384 342 277 0.089 9 589 581 572 563 553 542 531 520 506 493 433 384 342 277 n.nen 10 593 586 578 570 561 552 542 532 521 493 433 384 342 277 0.072 11 596 59_0 583 576 568 559 5'_,1 542 532 493 433 384 342 277 0.066 DB=1652 K2=1056 =number of sidelap fasteners per span 1 The shaded values do not comply with the I minimum spacing requirements for sidelap connections and shall not be used except with properly spaced button punched sidelaps I with 1.5BI deck. { K2 G'= Kips/inch 3.78+ 0.3'DB +3'K1'SPAN SPAN SPAN is in feet I 73 i 1 i 1 . � U tC_RA 1.5 (B, BI, F, A) 20 ALLOWABLE DIAPHRAGM SHEAR STRENGTH (PLF) SUPPORT FASTENERS: 5/8" puddle welds' SIDELAP FASTENERS: welded2 Factor of safety=2.75 Fastener SPAN(FT-IN I Layout 3'-0 3'-6 4'-0 4'•6 5'•0 5'-6 6'-0 6'-6 7'-0 7'-6 8'-0 81-6 9'-0 10'-0 K1 0 496 431 377 333 298 ::2Dz- 24W_:'c.226 ' °208t^ ' 193; 180:`" 0.537 1 647 568 505 455 412 373 341 0.317 2 777 691 619 560 511 469 433 401 371 345 322 303 285 0.225 3 888 798 722 658 603 556 515 479 448 421 394 370 342 277 0.174 4 981 891 813 746 687 636 591 552 517 487 433 384 342 277 0.142 36l7 5 1058 971 894 B25 764 711 663 621 566 493 433 384 342 277 0.120 6 1122 1040 964 896 834 779 730 656 566 493 433 384 342 277 0.104 7 1175 1098 1025 959 897 842 770 656 566 493 433 384 342 277 0.092 8 1219 1147 1079 1014 954 899 770 656 566 493 433 384 342 277 0.082 9 1256 1190 1125 1063 1005 916 770 656 566 493 433 384 342 277 0.074 10 1287 1226 1165 1106 1050 916 770 656 566 493 433 384 342 277 0.068 11 1313 1257 1200 1145 1091 916 770 656 566 493 433 384 342 277 0.062 DB=97 DF=169 DA=266 K2=1056 0 439 386 344 308 276 249. 227;t.'2Q8:z- -192, •178 166 165-- `146-_ 10_0 0.644 1 563 504 454 412 377 347 321 0.352 2 659 599 547 502 463 428 399 372 349 328 308 289 272 0.242 3 731 675 624 578 537 501 468 439 413 390 369 350 333 277 0.184 4 786 735 687 642 602 564 531 500 473 447 424 384 342 277 0.149 36/5 5 828 782 738 696 656 620 586 555 526 493 433 384 342 277 0.125 6 859 819 779 740 703 667 634 603 566 493 433 364 342 277 0.108 7 884 649 813 777 742 708 676 646 566 493 433 384 342 277 0.094 8 904 672 840 807 775 743 713 656 566 493 433 384 342 277 0.084 9 919 892 862 833 803 773 744 656 566 493 433 384 342 277 0.076 10 932 907 881 854 827 799 770 656 566 493 433 384 342 277 0.069 11 942 920 897 872 847 821 770 656 566 493 433 384 342 277 0.063 DB=567 DF=663 DA=728 K2=1056 0 336 296 264 233 208 ;:a88 :.41 A", " 1.33 124_ :116 "i09" °`'96 0.805 1 453 406 370 337 309 285 265 0.395 9 595 492 454 419 389 362 338 317 298 280 265 250 235 0.261 3 592 554 518 485 454 426 401 378 357 338 321 305 291 265 0.195 4 631 598 566 536 507 480 454 431 409 389 371 354 336 277 0.156 36/4 5 659 631 60$ 576 549 523 499 476 455 434 416 384 342 277 0.130 6 679 655 631 607 563 559 536 514 493 473 433 384 342 277 0.111 7 694 674 653 631 610 586 567 546 526 493 433 384 342 277 0.097 8 705 688 670 651 631 612 592 573 554 493 433 384 342 277 0.086 9 713 699 683 666 649 631 614 596 566 493 433 384 342 277 0.078 10 720 707 694 679 663 648 631 615 566 493 433 364 342 277 0.071 11 726 714 702 689 675 661 646 631 566 493 433 384 342 277 0.065 DB=802 DF=909 DA=959 K2=1056 0 281 251 226 206 166 „76 ::_:=152 .., 'iP.^ °•12Q: :` I`7 . ' 10_ 1 :' 96`...,85_' 1.074 1 365 337 312 289 268 250 234 0.450 2 414 391 369 346 328 310 293 277 263 250 237 226 216 0.285 3 442 424 406 388 371 354 338 323 308 295 282 271 260 240 0.208 4 460 446 431 416 401 386 372 358 344 332 319 307 296 276 0.164 36/3 5 471 460 448 436 423 411 398 385 373 361 349 338 327 277 0.135 6 479 470 460 450 440 429 417 406 395 384 374 363 342 277 0.115 7 484 477 469 461 452 442 433 423 413 403 393 384 342 277 0.100 8 488 482 476 469 461 453 444 436 427 418 409 384 342 277 0.089 9 491 486 481 475 466 461 454 446 436 430 423 384 342 277 0.080 10 494 489 485 479 474 468 461 454 448 441 433 384 342 277 0.072 11 496 492 488 483 478 473 467 461 455 449 433 384 342 277 0.066 C DB=1652 DF=1816 DA=1827 K2=1056 =number of sidelap fasteners per span 1 A 3/8"x 1 1/4"arc seam weld shall be used with F deck or A deck 2 The shaded values do not comply with the minimum spacing requirements for sidelap connections and shall not be used except with properly spaced button punched sidelaps with 1.58I deck. K2 G'_ ,Kips/inch , 1 3.78+ 0.3'DX +3'K1'SPAN SPAN SPAN is in feet Substitute DB,DF,or DA for DX 74 i } J �' BIZ VULCRAFT 1.5 (B, F, A) 20 ALLOWABLE DIAPHRAGM SHEAR STRENGTH (PLF) SUPPORT FASTENERS: 5/8" puddle welds' SIDELAP FASTENERS: #10 TEK screws Factor of safety=2.75 Fastener SPAN(Fr IN.) Layout 3'-0 3'-6 4'-0 4.6 5'-0 5'-6 61-0 6'-6 7'-0 7'-6 8-0 8 6 9-0 10-0 K1 0 496 431 377 333 298 0.537 1 573 500 443 395 354 321 292 0.417 2 644 566 504 453 410 371 339 312 286 268 250 234 220 0.341 3 711 628 561 506 460 422 386 355 328 305 285 267 252 225 0.288 4 773 687 616 557 508 466 431 398 368 343 320 300 283 253 0.250 36l7 5 830 742 668 606 554 510 471 438 408 380 355 333 314 277 0.220 6 883 793 717 653 598 551 511 476 445 417 390 366 342 277 0.197 7 931 841 764 698 641 592 549 512 479 450 424 384 342 277 0.178 6 975 885 808 740 682 631 586 547 513 482 433 384 342 277 0.163 9 1015 927 849 761 721 668 622 582 546 493 433 384 342 277 0.150 10 1052 965 867 819 758 705 657 615 566 493 433 384 342 277 0.138 11 1085 1000 924 855 794 739 691 648 566 493 433 384 342 277 0.129 DB=97 DF=169 DA=266 K2=1056 0 439 386 344 308 276 0"644 1 504 447 400 362 329 300 274 0.479 2 561 502 452 411 376 346 320 294 272 253 236 221 208 0.381 3 612 552 500 457 419 387 359 334 312 290 271 254 239 214 0.316 4 656 596 544 499 460 426 396 370 347 326 306 287 270 242 0.271 36/5 5 694 636 584 539 498 463 432 404 379 357 337 320 301 270 0.236 6 728 672 621 575 534 496 465 436 410 387 366 347 330 277 0.210 7 757 703 653 608 567 530 497 467 440 416 394 374 342 277 0.189 8 783 731 683 638 598 561 527 496 469 444 421 384 342 277 0.171 9 805 756 710 666 626 589 555 524 496 470 433 384 342 277 0.157 10 824 778 734 692 652 615 581 550 522 493 433 364 342 277 0.145 11 842 796 756 715 676 640 606 575 546 493 433 384 342 277 0.134 DB=567 DF=663 DA=728 K2=1056 0 336 296 264 233 208 0.805 1 399 355 319 289 264 239 217 0.563 2 452 407 368 336 308 284 263 243 224 20a 194 1a2 170 0.432 3 496 451 412 379 349 323 301 281 263 245 229 214 202 180 0.351 4 533 490 451 417 386 360 336 314 295 278 263 247 233 208 0.295 36/4 5 _ 564 523 485 451 420 393 366 346 326 308 291 277 263 236 0.255 6 589 551 515 482 451 423 398 375 354 336 318 303 288 263 0.224 7 611 575 541 509 479 451 426 402 381 362 344 327 312 277 0.200 8 629 596 564 533 504 476 451 428 406 386 368 351 335 277 0.181 4 644 614 583 554 526 4q0 474 451 429 409 391 a7a 342 277 n IAR 10 657 629 600 573 546 520 496 473 451 431 412 364 342 277 0.151 11 668 642 616 589 564 539 515 492 471 451 432 384 342 277 0.140 DB=602 DF=909 DA=959 K2=1056 0 281 251 226 206 186 1.074 1 328 298 272 250 230 213 198 0.682 2 364 336 310 268 267 249 233 216 205 193 180 168 1.58 0.499 3 391 366 342 319 299 280 264 246 235 222 211 200 189 169 0:394 4 412 389 367 346 326 308 291 275 261 248 236 225 215 197 0.325 36/3 5 428 408 388 36.8 349 331 315 299 285 271 259 248 237 218 0-277 6 441 423 405 386 369 352 336 321 306 293 280 269 258 238 0.241 7 451 435 418 402 385 369 354 339 325 312 300 288 277 256 0.214 8 459 445 430 415 399 385 370 356 342 329 317 305 294 274 0.192 9 465 452 439 425 411 398_ 384 370 357 345 333 321 310 277 0.174 , 10 470 459 447 435 422 409 396 383 371 359 347 336 325 277 0.159 11 475 465 454 442 431 alb 406 395 383 371 360 349 338 277 0.146 DB=1652 DF=1816 DA=1827 K2=1056 =number of sidelap fasteners per span 1 A 3/8"x 1 114"arc seam weld shall be used with F deck or A deck K2 G'_ ,Kips/inch 3.78+ 0.3'DX +3'K1'SPAN SPAN SPAN is in feet Substitute DB,DF,or DA for DX 75 i � �' • 1� ULCRAFT 1.5 (B, F, A) 20 ALLOWABLE DIAPHRAGM SHEAR STRENGTH (PLF) � SUPPORT FASTENERS: #12 TEK screws SIDELAP FASTENERS: #10 TEK screws Factor of safety=2.35 Fastener SPAN(FT Layout 3-0 T-6 4'-0 4'-6 5'-0 5'-6 6'-0 6'-6 T-0 7'-6 81-0 8'-6 9-0 10-0 K1 fir• 0 343 298 261 230 206 0.607 1 430 377 335 301 272 246 224 0.458 2 508 450 403 363 331 303 279 267 238 221 206 194 182 0.368 3 577 515 464 422 385 354 328 305 284 265 247 232 219 196 0.307 4 636 574 521 475 436 403 374 348 326 306 288 271 255 228 0.264 36/7 5 687 625 572 525 484 448 417 390 365 344 324 307 291 261 0.231 6 731 671 617 570 526 491 458 429 403 380 359 340 323 277 0.206 7 768 711 658 611 569 531 497 466 439 414 392 372 342 277 0.185 8 800 746 695 648 606 567 533 501 473 447 424 384 342 277 0.169 9 828 776 727 682 640 601 -566 534 505 479 433 384 342 277 0.155 10 851 803 756 712 671 633 598 566 536 493 433 384 342 277 0.143 11 871 826 782 740 700 662 627 595 565 493 433 384 342 277 0.133 DB=97 OF=169 DA=266 K2=1056 0 303 267 238 213 191 0.729 1 376 335 302 274 250 230 211 0.524 2 435 394 358 327 301 276 258 241 225 211 197 164 174 0.409 3 482 442 406 374 346 322 300 281 264 246 235 222 210 186 0.336 4 519 481 447 415 387 361 339 318 300 263 268 254 242 220 0.284 36/5 5 548 514 481 450 422 397 373 352 333 315 299 285 271 248 0.247 6 572 540 510 481 453 428 405 383 363 345 328 313 299 274 0.218 7 591 562 534 506 480 456 433 411 391 373 356 340 325 277 0.195 8 606 580 554 529 504 480 458 437 417 398 381 365 342 277 0.177 9 618 595 571 546 524 502 460 459 440 421 404 384 342 277 0.161 10 628 607 566 564 542 521 500 480 461 443 425 384 342 277 0.149 11 637 618 598 576 558 537 518 498 480 462 433 364 342 277 0.138 DB=567 OF=663 DA-728 K2=1056- 0 232 205 182 161 144 0.911 1 301 271 2" 222 204 188 173 0.612 2 353 323 296 272 251 233 217 203 191 179 168 157 148 0.461 3 391 363 337 314 292 273 256 241 227 214 203 193 183 164 0.370 4 419 394 370 348 327 308 290 274 259- 246 234 222 212 194 0.308 3614 5 440 418 396 375 355 337 319 303 266 274 262 250 239 219 0.265 6 455 436 417 398 379 362 345 329 314 300 287 275 264 243 0.232 7 467 450 433 416 399 382 366 351 337 323 310 298 286 265 0.206 8 476 462 446 431 415 400 385 370 356 343 330 318 306 277 0.186 9 483 471 457 443 429 415 401 387 374 361 348 336 325 277 0.169 10 489 478 466 453 440 427 414 402 389 376 364 353 342 277 0.155 11 494 484 473 462 450 438 426 414 402 390 379 368 342 277 0.143 DB=802 OF=909 DA=959 K2=1056 0 194 174 156 142 126 1.215 1 245 225 207 191 177 165 154 0.736 2 277 260 243 228 214 201 190 17Q 169 161 152 145 138 0.528 3 297 283 269 255 243 230 219 208 196 189 180 172 165 152 0.411 4 310 299 287 275 264 253 242 232 222 213 204 196 188 174 0.337 36/3 5 319 310 300 290 280 270 260 251 242 233 224 216 209 194 0.285 6 325 318 310 301 292 284 275 266 258 249 241 233 226 212 0.248 + 7 330 324 317 310 302 294 266 279 271 263 256 248 241 227 0.219 8 334 328 322 316 310 303 296 269 282 274 267 261 254 241 0.196 g 9 336 332 327 321 315 309 303 297 290 284 278 271 265 253 a177 10 338 334 330 325 320 315 309 304 298 292 286 280 274 263 0.162 11 340 336 333 329 324 319 314 309 304 299 293 288 282 271 0.149 DB=1652 OF 1816 DA=1827 K2=1056 =number of sidelap fasteners per span lk- FK K2 G'_ ,Kips/inch 3.78+ 0.3'Dx +3'K1'SPAN SPAN SPAN is in feet Substitute DB,OF,or DA for DX 76 I I - ,� �• Ni W H AONTGOMERY WATSON HARZ Esy_ Date z 1 D 3 Client C', d� `�� I Sheet 'Z of Chkd.By Description :—�Tlv�±` • Job No P 90'N 5 I �Oyr S,C-�15ml L E-v.1 0.20 (ID4 5 pi-f) = AD 0,20 ( 132o FWk) 26- YAM, I Ma .Scis 01 c, O.Zo ( I boo �Cf) = 3�� �l-F �� VL4% 49I20 ( 1060 r) Z► (P rvr- Ib/ VJAK, o.20 (400 W) _ eo rI r �ftv Q g-vb WAV- E 1 �4.0 ` 1.4J i I i � . 1 MWH MONTGOMERY WATSON HARZ gy Date7 b10 Client CIYm or bdl Sheet of Chkd.By Description Job No. 15Z 031 � -genf 4 PA 7 6 (12! 14 0 = g2.b y' 4.5 2.5(214) ( 1-4 4, 4.5 �� ��1 Dom►�� ��- + ��'r.� 12DL } .�LL + I•o f 1 j I J MWH Americas Job No Sheet No Rev 2375 130th AVE.N.E.,Suite 200 1520315 �1 Bellevue,WA 98074 Software licensed to Montgomery Watson Harza Pa"Roof Drag Frame Job Title Stillaguamish WTP Ref By DR Dale15 Jul-03 Chd Client City Of Marysville File StillaWTP roofdragFRml Dalerrime 18-Jul-2003 14:46 Whole Structure I Print Time/Dale:16/07/200314:59 STAAD.Pro for Windows Release 2002 Print Run 1 of 11 1 J I Z-4,4- MWH Americas Job No Sheet No Rev 2375 130th AVE.N.E.,Suite 200 1520315 2 Bellevue,WA 98074 1 Software licensed to MontgomeryWatson Harza PaIRoof Drag Frame Job Title Stillaguamish WTP Ref E'Y DR Date15-Jul-03 Chd Client City of Marysville File StillaWTP roofdragFRm,' Da'efr'— 18-Jul-2003 14:46 .0.21 .0.21 10 10 mG.324 -0.216 24 -0.324 Itx Whole Structure: I Seismic E-W II Print Time/Dale:18/07/2003 14:59 STAAD.Pro for Windows Release 2002 Print Run 2 of 11 f ,+ .- 1 ® MWH Americas Job No Sheet No Rev 2375 130th AVE.N.E.,Suite 200 1520315 3 Bellevue,WA 98074 Software licensed to Montgomery Watson Harza ""Roof Drag Frame Job Title Stillaguamish WTP Ref By DR Date15-Jul-03 Chd Client City of Marysville File StillaWTP roofdragFRm,' Date rime 18-Jul-2003 14:46 7. 0.080 -_ 0.215 0.172 V 2 Whole Structure: 2 Seismic N-S Print Time/Date:18/07/2003 14:59 STAAD.Pro for Windows Release 2002 Print Run 3 of 11 I ,� MWH Americas Job No Sheet No Rev Mail 2375 130th AVE.N.E.,Suite 200 1520315 4 � Bellevue,WA 98074 Software licensed to Montgomery Watson Harza Pan Roof Drag Frame Job Title Stillaguamish WTP Ref By DR Date15-Jul-03 Chd Client City of Marysville File StillaWTP_roofdragFRm,' Daterrime 18-Jul-2003 14:46 N9 X -7.073 N3 3.860 X = Z EE -0.107 MX= FR X = -0.000 FREE MY= REE N7 Y 0.15 M = FREE MZ= EE X = 7.220 Z = F E Y= REE Y = 3.582 X= REE Z= PkREE Z = 11.903 FREE N70 070 MX= FRE MZ= FREE X = 1.914 MY= FRE 11 N4 Y = -1.914 MZ= FRE FREE X = 0.000 Z = FREE - — 0.298 N2 Y = 4.213 MX= FREE Z = 2.477 X = 0.000 Z = FREE MY= FREE MX= FRE 8 Y = 4.336 MX= FREE MZ= FREE MY= FRE -7 215 Z = FREE MY- FREE MZ= FRE If -2.050 MX= FREE MZ= FREE Z = 11.684 MY= FREE MX= FREE MZ= FREE MY= FREE MZ= FREE Upper Roof Reaction: 1 Seismic E-W i Print Time/Date:18/07/2003 14:59 STAAD.Pro for Windows Release 2002 Print Run 4 of 11 I �' V-L 7 ® MWHAmericas Job No No Rev 2375 130th AVE. N.E.,Suite 200 1520315 5Bellevue,WA 98074 Sheet Software licensed to Montgomery Watson Harza Part Roof Drag Frame Job Title Stillaguamish WTP Ref 4V By DR Dale15-Jul-03 Chd Client City of Marysville File StillaWTP roofdragFRm, Dalemme 18-Jul-2003 14:46 N9 X -3.570 Ng - 719 X = ZVF4R � 1.370 MX X = -1.708 FREE MY N7 Y = 299 = FREE MZ X = -9.481 Z = F E = REE Y = 1.937 X, REE EE Z = -7.875 FREE N10 MX= FRE MZ FREE X = -3.570 MY= FRE 11 N4 Y = 1.719 FREE IX = -1.708 Z = FREE MZ= FRE 4.215 N2 I Y = 1.370 MX= FREE Z = 0.177 X = -1.708 Z = FREE MY= FREE MX= FRE 8 rY = 2.869 MX= FREE MZ= FREE MY= FRE _g,481 Z = FREE MY= FREE MZ= FRE -1.814 MX= FREE MZ= FREE Z = 7.698 MY= FREE MX= FREE MZ= FREE MY= FREE MZ= FREE Upper Roof Reaction: 2 Seismic N-S Print Time/Dale:18/07/2003 14:59 STAAD.Pro for Windows Release 2002 Print Run 5 o1 11 ,.�r t MWH Americas Job No Sheet No Rev 2375 130th AVE.N.E.,Suite 200 1520315 6 Bellevue,WA 98074 Software licensed to Montgomery Watson Harza Part Roof Drag Frame Job Title Stillaguamish WTP Ref By DR Dale15-Jul-03 Chd Client City of Marysville File StillaWTP roofdragFRms' Daterrime 18-Jul-2003 14:46 N19 X -5.419 N16 — •826 X = Z 65 N14 0.808 MX= FIR X = 0.000 Z FREE MY= RE Y = 7.482 = FREE MZ= E 0.511 Z = 32.484 REE EE Z = 2.271 MX= FREE X= F 18 MY= FREE RE MZ= FREE j MZ= FRE 5.416 N 15 -1.508 X = 0.146 Z = 8.655 N13 Y - 3.688 MX= FREE X = 0.000 Z = FREE MY= FREE Y = -1.906 MX= FREE MZ= FREE Z = FREE MY= FREE MX= FREE MZ= FREE MY= FREE MZ= FREE ` Lower Roof Reaction: 1 Seismic E-W Print Time/Dale:18/07/2003 14:59 STAAD.Pro for Windows Release 2002 Print Run 6 of 11 • �. 1 Otcl MWH Americas Job No SheelNo Rev 2375 130th AVE. N.E.,Suite 200 1520315 7 L�LC1C111 Bellevue,WA 98074 Software licensed to Montgomery Watson Harza Pa"Roof Drag Frame l Job Title Stillaguamish WTP Ref By DR Dale15-Jul-03 Chd Client City of Marysville File StillaWTP roofdragFRm, Date rime 18-Jul-2003 14:46 N19 X -7.419 N16 .849 X = Z 57 N14 1.354 MX- FR X = -0.000 Z FREE MY�= FREE MZ= R E Y = 2.725 -2.081 Z = 0.000 REE = -0.000 MX= FREE MZ EE = F 18 MY= FREE FR MZ= FREE MZ= FR = - 9 7..41419 N15 X = -2.176 Z = -6.570 N13 Y = 1.354 MX= FREE X = -0.000 Z = FREE MY= FREE Y = 2.725 MX= FREE MZ= FREE Z = FREE MY= FREE MX= FREE MZ= FREE MY= FREE L2 = FREE Lower Roof Reaction: 2 Seismic N-S Print Time/Date:16/07/2003 14:59 STAAD.Pro for Windows Release 2002 Print Run 7 of 11 J r g�L/0 MWH Americas Job No Rev 2375 130th AVE.N.E.,Suite 200 1520315 Sheet No Bellevue,WA 98074 Software licensed to Montgomery Watson Harza Pa"Roof Drag Frame Job Title Stillaguamish WTP Ref 13y DR Dale15-Jul-03 Chd Client City of Marysville File StillaWTP_roofdragFRm.' Dale/Time 18-Jul-2003 14:46 lya _ i Y tv X Load 1 :Axial Force Upper Roof. 1 Seismic E-W I Print Time/Dale:18/07/2003 14:59 STAAD.Pro for Windows Release 2002 Print Run 8 of 11 MWH Americas Job No Sheet No Rev 2375 130th AVE.N.E.,Suite 200 1520315 9 Bellevue,WA 98074 Software licensed to Montgomery Watson Hasa Part Roof Drag Frame f Job Title Stillaguamish WTP Ref By DR Date15-Jul-03 Chd Client City of Marysville File StillaWTP roofdragFRm' Date/Time 18-Jul-2003 14:46 r - -- - ---- - ------ ---- - -------- -- Load 2: Axial Force Upper Roof.2 Seismic N-S I I Print Time/Dale:18/07/2003 14:59 STAAD.Pro for Windows Release 2002 Print Run 9 of 11 I �'� Pi. I MWH Americas Job No Sheet No Rev 2375 130th AVE. N.E.,Suite 200 1520315 10 Bellevue,WA 98074 software licensed to Montgomery Watson Harza Part Roof Drag Frame Job Title Stillaguamish WTP Ref By DR Date15-Jul-03 Chd Client City of Marysville File StillaWTP_roofdragFRm� Date/rhos 18-Jul-2003 14:46 ;qtt T;1- T;qIL C;III Load 1 :Axial Force Lower Roof. 1 Seismic E-W Print Time/Date:18/07/2003 14:59 STAAD.Pro for Windows Release 2002 Print Run 10 of 11 � �1� I ��. CLl2 MWH Americas Job No J7777 Rev Wk 2375 130th AVE.N.E.,Suite 200 1520315 11 Bellevue,WA 98074 Software licensed to Montgomery Watson Harza Pa"Roof Drag Frame Job Title Stillaguamish WTP Ref By DR Dale15-Jul-03 Chd Client City of Marysville File StillaWTP_roofdragFRm, Daterrlme 18-Jul-2003 14:46 L" r 7" C— . Z= &K Load 2:Axial Force So ` Lower Roof. 2 Seimic N-S Print Time/Date:10/071200314:59 STAAD.Pro for Windows Release 2002 Print Run 11 of 11 . r , . , M HIV H MONTGOMERY WATSON HARZA gy �¢ Date 6111 03 Client C4 Ty Cr MNrVSVI u.C- Sheet of 4L Chkd By Description DTI�'P` y�T� Job No. 15�315 V E2 - 6feta k STD J Is i ® 4'- �+- - Zo r-J (4') K) 60 SNew - 30 Ff(4') = 120 3Z6� �t 4L II I_�I�4 .SDISIS �� = rLY�'O 3J3 *4 i l LH & DLH SERIES LONGSPAN STEEL JOISTSZ i STANDARD TYPES NON-STANDARD TYPES i l.-ngspan steel joists can be furnished with either The following joists can also be supplied by Vulcraft, e C :rslung or square ends, with parallel chords or with however, THE DISTRICT SALES OFFICE OR ' migle or double pitched top chords to provide sufficient MANUFACTURING FACILITY NEAREST YOU slope for roof drainage. SHOULD BE CONTACTED FOR ANY LIMITATIONS i The Longspan joist designation is determined by its IN DEPTH OR LENGTH. nominal depth at the center of the span, except for i offset double pitched joists, where the depth should be given at the ridge. A part of the designation should be either the section number or the total design load over the design live load(TULL given in plf). E All pitched joists will be cambered in addition to the pitch SCISSOR• I unless specified otherwise. ARCHED CHORDS' I PARALLEL CHORDS UNDERSLUNG 'Horizontal forces due to deflections of these types i need to be considered by the design professional. I PARALLEL CHORDS SQUARE ENDS7' I _ 1 BOW STRING �" s TOP CHORD SINGLE PITCHED UNDERSLUNG I I GABLE �� I TOP CHORD SINGLE PITCHED SQUARE ENDS "Contact Vulcraft for minimum depth at ends. I E iTOP CHORD DOUBLE PITCHED UNDERSLUNG CAMBER FOR STANDARD TYPES LH & DLH series joists shall have camber in accordance with the following table:*** TOP CHORD DOUBLE PITCHED SQUARE ENDS Top Chord Approx. I Length Camber 20'-0" (6096 mm) 1/4" (6 mm) I 30'-0" (9144 mm) 3/8" (10 mm) j TOP CHORD OFFSET DOUBLE PITCHED UNDERSLUNG 40'-0" (12192 mm) 5/8" (16 mm) J 50'-0" (15240 mm) 1" (25 mm) E ' 60'-0" (18288 mm) 1 1/2" (38 mm) E 70'-0" (21336 mm) 2" (51 mm) TOP CHORD OFFSET DOUBLE PITCHED SQUARE ENDS 80'-0" (24384 mm) 2 3/4" (70 mm) I 90'-0" (27432 mm) 3 1/2" (89 mm) CAMBER 100'-0" (30480 mm) 4 1/4" (108 mm) I 110'-0" (33528 mM) 5" (127 mm) "t Non-Standard Types: The design professional shall 120'-0" (36576 mm) 6" (152 mm) I provide on the structural drawings the amount of 130'-0" (39621 mm) 7" (178 mm) ; camber desired as a percent of live load and as a 140'-0" (42672 mm) 8" (203 mm) percent of dead load. 144'-0" (43890 mm) 8 1/2" (216 mm) " Standard Types: The camber listed in the table will , be fabricated into the joists unless the design "'NOTE: If full camber is not desired near walls or •l. EE° 19 �)ssional specifically states otherwise on the other structural members please note on the 1-uctural drawings. structural drawings. 40 E .,.....,...._..>_..aa.•..yu.s.utsteacai+rv,ti - 1Nlflh;c. ..-"� i . J ACCESSORIES AND DETAILS 3 LH & DLH SERIES LONGSPAN STEEL JOISTS PLATE WITH INOT BY VULCONORS IN07Mll'BY VUIORAFT) 1 .../ 4"A�GAGE / x 5 aSSLaOTO R 3A BOLTS ANCHORAGE TO STEEL ANCHORAGE TO MASONRY BOLTED CONNECTION SEE SJI SPECIFICATION SEE SJI SPECIFICATION See Note(c) 104.4(b)AND 104.7(b). 104.4(a)AND 104.7(a). Typically required at columns u CEILING EXTENSION BOTTOM CHORD EXTENSION TOP CHORD EXTENSION •If bottom chord extension is to be bolted See Note(a) or welded the specifying professional must provide axial loads on structural drawings. NOTE: Configurations may vary from that shown. (a) Extended top chords or full depth cantilever ends require the special attention of the specifying professional. The magnitude and location of the design loads to be supported, the deflection requirements, and the proper bracing shall be clearly indicated on the structural drawings. (b) See SJI Specification - Section 105 for Handling and Erection of LH and DLH Joists. (c) The Occupational Safety and Health Administration Standards (OSHA), Paragraph 1910.12 refers to Paragraph 1518.751 of "Construction Standards" which states: "In steel framing, where bar joists are utilized, and columns are not framed in at least two directions with SQUARE END structural steel members, a bar joist shall be field- See SJI Specification 104.5 (f). bolted at columns to provide lateral stability during Cross bridging required at end of construction." bottom bearing joist. 41 STANDARD LOAD TABLE Based on a Maximum Allowable Tensile Stress of 30,000 psi OPEN WEB STEEL JOISTS, K-SERIES i?E G Adopted by the Steel Joist Institute November 4, 1985; Revised to May 2, 1994 - Effective September 1, 1994. The black figures in the following table give the TOTAL safe The approximate joist weights per linear foot shown in these C uniformly distributed load-carrying capacities, in pounds per linear tables do not include accessories. foot,of K-Series Steel Joists.The weight of DEAD loads,including The approximate moment of inertia of the joist, in inches' is: II= the joists, must be deducted to determine the LIVE load-carrying 26.767ffl,, L)(10'6), where WLL= RED figure in the Load Table r capacities of the joists. The load table may be used for parallel and L=(Span-.33)in feet. chord joists installed to a maximum slope of 112 inch per foot. For the proper handling of concentrated and/or varying loads,see E The figures shown in RED in this load table are the LIVE loads Section 5.5 in the Recommended Code of Standard Practice. per linear foot of joist which will produce an approximate deflection Where the joist span is equal to or greater than the span of 1/360 of the span. LIVE loads which will produce a deflection of corresponding to the RED shaded area shown in the load 1/240 of the span may be obtained by multiplying the figures in table,the row of bridging nearest the mid span of the joist shall be RED by 1.5. In no case shall the TOTAL load capacity of the joists installed as bolted diagonal bridging. Hoisting cables shall not be E be exceeded. released until this bolted diagonal bridging is completely installed. JOIST 8K1 1OKI 12K1 12K3 12K5 14K1 14K3 14K4 14K6 16K2 16K3 16K4 16K5 161<6 16K7 16K9 DESIGNATION DEPTH IIN.) 8 10 1 12 12 12 14 14 14 14 16 16 16 16 16 16 16 C APPROX. WT. 5.1 5.0 5.0 5.7 7.1 5.2 6.0 6.7 7.7 5.5 6.3 7.0 7.5 8.1 8.6 10.0 (lbs./R.) SPAN (ft.) 1 8 550 E 550 9 550 r 550 C 10 550 550 480 550 E 11 532 550 C 377 542 C 12 444 550 550 550 550 C 288 455 550 550 550 13 377 479 550 550 55f; E 225 363 510 510 510 14 324 412 500 550 550 550 550 550 550 179 289. 425 463 r 463 550 550 550 550 15 281 358 434 543 550 511 550 550 550 145 234 344 428 434 475 507_ 507 507 ` 16 246 313 380 476 550 448 550 550 550 550 550 550 550 550 550 550 119 192 282 351 396 390 467 467 467 550 550 550 550 550 550 550 C 17 277 336 420 550 395 495 550 550 512 550 550 550 550 550 550 159 234 291 366 324 404 443 443 488 526 526 526 526 526 526 18 246 299 374 507 352 441 530 550 456 508 550 550 550 550 550 W 134 197 245 317 272 339 397 408 409 456 490 490 490 490 490 19 0 221 268 335 454 315 395 475 550 408 455 547 550 550 550 550 Z 113 167 207 269 230 287 336 383 347 386 452 455 455 455 455 E 20 W 199 241 302 409 284 356 428 525 368 410 493 550 550 550 550 97 142 177 230 197 246 287 347 297 330 386 426 426 426 426_ 21 218 273 370 257 322 388 475 333 371 447 503 548 550 550 123 153 198 170 212 248 299 255 285 333 373 405 406 406 22 0 199 249 337 234 293 353 432 303 337 406 458 498 550 550 C 0 106 132 172 147 184 215 259 222 247 289 323 351 385 386 23 W 227 308 214 268 322 395 277 308 371 418 455 507 550 116 150 128 160 188 226 194 216 252 282 307 339 363 E 24 208 282 196 245 295 362 254 283 340 384 418 465 550 0 101 132 113 141 165 199 170 189 221 248 269 298 346 C 25, Z 180 226 272 334 234 260 313 353 384 428 514 L 100 124 145 175 150 167 195 219 238 263 311 c P6 166 209 251 308 216 240 289 326 355 395 474 ` 88 110 129 156 133 148 173 194 211 233 276 27 193 233 285 200 223 266 302 329 366 439 Ei 98 115 139 119 132 155 173 188 208 246 28 ~� 180 216 265 186 207 249 281 306 340 408 88 103 124 106 118 138 155 168 186 220 E 29 193 232 261 285 317 380 106 124 139 151 167 198 C 30 'i 216 244 266 296 355 C e^1 _ 112 126 1 137 151 178 31 — { ;�; 203 226 249 277 332 A 101 114 124 137 161 32 .,. �:1 µ 233 259 311 ` 112 124 147 10 A11111T c � G C �� STANDARD SPECIFICATIONS / FOR OPEN WEB STEEL JOISTS, K SERIES �. DEFINITION OF SPAN U.S. CUSTOMARY UNITS E SYSTEME INTERNATIONAL E SPAN E, I E I �.e I I E I E ' E C SPAN E� 4" (102 mm) E J E' E E F� SPAN F` 4" (102 mm) 4" (102 mm) F F 7J � L i= F [DESIGN LENGTH = SPAN - 0.33 FT. (102 MM)] F F � E E t 30 r ri 1 1 ACCESSORIES AND DETAILS SPAN VS SERIES VS SERIES are joist z,/2• substitutes which are intended 7 OESICNSPAN=SPAN 4• 47 for use in very short spans (10 R R ft or less) where open web steel joists are impractical. They are commonly specified r:; AR SPAN to span over hallways and MINIMUM BEARING:4'ON MASONRY short spans in skewed bays. 2112.ON STEEL NOTE:VS SERIES NOT U.L.APPROVED. FABRICATION • Depth 2.5 in VS SERIES SIMPLE SPAN LOAD TABLE • Maximum Length 10 ft ,. • Minimum Length 3 ft S inA3 0.52 0.62 0.72 0.84 0.97 1.2 1.7 •Contact your local Vulcraft 1 inA4 0.65 0.78 0.89 1.1 1.2 1.5 2.1 Plant for sloped or pitched wT Ibs/ft 2.5 3.0 3.6 4.2 4.9 6A 8.2 seat information. :pg 4 550 STANDARD CONFIGURATION"' 5 459/296 550/338 550/380 550/465 550 550 550 2.5VS1 6 311/165 374/189 436/212 519/260 550/283 550/354 550/496 Thru 7 225/102 270/116 315/131 375/160 435/174 540/218 550/305 2.5VS2 8 170/67 204776 238/86 284/105 329/114 408/143 650/200 2.5VS3 9 222f73 257179 320/99 435/139 Thru or 10 178/52 207/57 257/71 350/100 2.5VS5 The figures shown in red in this load table are the live loads per linear foot which will produce an approximate deflection of 1/360 of the span. Live loads which will produce a deflection of 1/240 of the span may be obtained by 2.5VS6 ® multiplying the figures in red by 1.5.In no case shall the total load capacity of the joist substitute be exceeded. Thru or 2.5VS7 **Configuration may vary from that shown. 2 W' LOAD TABLE SPECIFICATIONS SPAN=UNSUPPORTED CANTILFVEF Joist substitutes are fabricated SPACE APPROx.EOUAL TO from material conforming to CANTILEVER SPAN the SJI specifications. FY = 50 ksi; Fb = 30 ksi. Full lateral support to the compression OUTRIGGER DETAIL flange is assumed to be NOTE:VS SERIES NOT U.L.APPROVED. provided by metal deck. LOAD TABLE FOR LOOSE OUTRIGGERS �r� ERECTION STABILITY a TOTAfAt1 OWA8LIG LOP F;R11#1 Caution must be exercisedr� r ; since joist substitutes exhibit OUTRIGGER SPAN ft-in TYPE 2'-0 2'-6 3'-0 T-6 4'-0 4'-6 5'-0 5'-6 6-0 6-6 some degree of instability. After erection and before loads 2.5VS1 550 416 289 212 163 128 of any description are placed 2.5VS2 550 499 346 254 195 154 125 103 on the joist substitutes the 2.5VS3 550 550 402 295 226 179 145 120 100 ends must be welded to the 2.5VS4 550 550 465 341 261 207 167 138 116 Supports per SJI specs and 2.5VS5 550 550 537 395 302 239 193 160 134 114 (� the metal deck Installed and 2.5VS6 a550 550 550 1 493 377 298 1 241 199 168 143 attached to the top flange. 2.5VS7 1 550 1 550 550 1 550 1 517 409 1 331 1 274 230 196 'Serviceability requirements must be checked by the specifying professional. 31 �I i i J ACCESSORIES AND DETAILS K SERIES OPEN WEB STEEL JOISTS TOP CHORD EXTENSIONS AND EXTENDED ENDS Joist extensions are commonly furnished to support a there are concentrated loads and/or non-uniform variety of overhang conditions. The two types are loads, a loading diagram must be provided by the pictured below. The first is the TOP CHORD specifying professional on the structural drawings. In EXTENSION or "S" TYPE, which has only the top cases where it is not possible to meet specific job chord angles extended. The second is the requirements with a 2 1/2" (64 mm) deep "R" TYPE EXTENDED END or "R" TYPE in which the standard extension (refer to "S" and "I" values in the Extended 2 1/2" (64 mm) end bearing depth is maintained over End Load Table), the depth of the extension must be the entire length of the extension. The "S" TYPE increased to provide greater load-carrying capacity. If extension is so designated because of its Simple the loading diagram for any condition is not shown nature whereas the "R" TYPE involves Reinforcing the joist manufacturer will design the extension to the top chord angles. The specifying professional support the uniform load indicated in the K-Series should be aware that an "S" TYPE is more Joist Load Table for the span of the economical and should be specified whenever possible. When TOP CHORD EXTENSIONS or EXTENDED ENDS are specified, the allowable deflection and the The following load tables for K-Series TOP CHORD bracing requirements must be considered by the EXTENSIONS and EXTENDED ENDS have been specifying authority. developed as an aid to the specifying professional. The black number in the tables is the maximum It should be noted that an "R" TYPE extension must allowable uniform load in pounds per linear foot be specified when building details dictate a 2 1/2" (Newton/Meter). The red number is the uniform load (64 mm) depth at the end of the extension. In the which will produce an approximate deflection of absence of specific instructions, the joist 1-1/240, where L1 is the length of the extension. The manufacturer may provide either type. load tables are applicable for uniform loads only. If TOP CHORD EXTENSION EXTENDED END i SPAN L1 (2 1 (64 mm) SPAN Li (2412mm) W W TOP CHORD EXTENSION - "S" TYPE_ EXTENDED END - "R" TYPE (only top chord angles extended) (standard 2 1/2" (64 mm) end depth extended) w = Uniform Load 0 = Length of Extension SPAN = See page 30 for definition of Span 37 v I `_�l �?r_.N I �� ACCESSORIES AND DETAILS K SERIES OPEN WEB STEEL JOISTS TOP CHORD EXTENSION LOAD TABLE (S TYPE) E' TYPE S I LENGTH (1-7 ) r' (in3) (in4) 0'6 110 1'6 2'0 2'6 3'0 3'6 4'0 4'6 E S1 0.099 0.088 550 363 178 105 550 363 127 58 S2 0.115 0.138 550 422 207 122 550 422 200 91 C S3 0.139 0.159 550 510 250 148 r13 550 510 230 104 S4 0.160 0.172 550 550 288 170 112 550 550 249 113 60 ` S5 0.176 0.188 550 550 316 187 123 E` 550 550 1 272 124 66 S6 0.192 0.204 550 550 345 204 135 E 550 550 295 134 1 72 S7 0.241 0.306 550 550 433 256 169 120 550 550 433 201 108 64 S8 0.266 0.332 550 550 478 283 187 132 550 550 478 219 117 70 S9 0.288 0.358 550 550 518 306 202 143 107 550 550 518 236 126 75 48 S10 0.380 0.544 550 550 550 404 267 189 141 109 ` 550 550 550 359 192 115 74 1 50 C S11 0.438 0.622 550 550 550 466 307 218 162 126 100 550 550 550 410 220 131 84 57 41 E S12 0.494 0.696 550 550 550 526 347 246 183 142 113 550 550 550 1 459 1 246 1 147 94 64 45 TOP CHORD. EXTENSION LOAD TABLE (R TYPE) E TYPE S I LENGTH (Ly ) E (in3) (in4) 0'6 1 1-0 1-6 2-0 2-6 3-0 3-6 4-0 4-6 5-0 5-6 6-0 F R1 0.895 1.119 550 550 550 550 550 446 332 257 205 167 139 117 550 550 550 550 396 236 152 103 73 54 41 32 r) ; R2 0.839 1.157 550 550 550 550 550 418 312 241 192 157 130 110 550 550 550 550 409 244 157 107 76 56 42 33 R3 0.998 1.299 550 550 550 550 550 497 371 287 229 186 155 131 �= 550 550 550 550 459 274 176 120 85 63 47 37 R4 1.147 1.433 550 550 550 550 550 550 426 330 263 214 178 150 550 550 550 550 507 302 195 132 94 69 52 41 R5 1.249 1.561 550 550 550 550 550 550 464 359 286 233 194 164 LEI 550 550 550 550 550 329 212 144 103 75 57 44 R6 1.352 1.690 550 550 550 550 550 550 502 389 310 253 210 177 550 550 550 550 550 357 230 156 111 82 62 48 R7 1.422 1.802 550 550 550 550 550 550 528 409 326 266 221 186 550 550 550 550 550 380 245 167 119 87 66 51 r. R8 1.558 1.948 550 550 550 550 550 550 550 448 357 291 242 204 550 550 550 550 550 411 265 180 128 94 71 55 r` R9 1.673 2.091 550 550 550 550 550 550 550 481 384 313 260 219 550 550 550 550 550 442 284 194 138 101 77 59 R10 1.931 2.414 550 550 550 550 550 550 550 550 443 361 300 253 550 550 550 550 550 510 328 224 159 117 1 89 69 R11 2.183 2.729 550 550 550 550 550 550 550 550 501 408 339 287 550 1 550 550 550 1 550 550 371 253 180 132 100 78 ■ 1_ R12 2.413 3.016 550 1 550 550 550 550 550 550 550 550 451 375 317 • 550 550 550 550 550 550 1 410 1 279 199 146 111 86 38 �_ 1 ACCESSORIES AND DETAILS LH & DLH SERIES LONGSPAN STEEL JOISTS PLATE WITH MRE DDED ANCHORS ,NOT BY VULCRAFT) l d - 4"GAGE +�," x 2" SLOTS FOR 44"BOLTS ANCHORAGE TO STEEL ANCHORAGE TO MASONRY BOLTED CONNECTION SEE SJI SPECIFICATION SEE SJI SPECIFICATION See Note(c) 104.4(b)AND 104.7(b). 104.4(a)AND 104.7(a). Typically required at columns i CEILING EXTENSION BOTTOM CHORD EXTENSION TOP CHORD EXTENSION *It bottom chord extension is to be bolted See Note(a) or welded the specifying processional must provide axial loads on structural drawings. NOTE: Configurations may vary from that shown. (a) Extended top chords or full depth cantilever ends require the special attention of the specifying professional. The magnitude and location of the design loads to be supported, the deflection requirements, and the proper bracing shall be clearly indicated on the structural drawings. (b) See SJI Specification - Section 105 for Handling and Erection of LH and DLH Joists. (c) The Occupational Safety and Health Administration Standards (OSHA), Paragraph 1910.12 refers to Paragraph 1518.751 of "Construction Standards" which states: "In steel framing, where bar joists are utilized, and columns are not framed in at least two directions with SQUARE END structural steel members, a bar joist shall be field- See SJI Specification 104.5(f). bolted at columns to provide lateral stability during Cross bridging required at end of construction." bottom bearing joist. 41 l _J k-R ""Date GOMETSON HARZ gy D''s Client Gru OF 1�p't'itA9 d IU.E Sheet IZS4 of Chkd. By Description STl yo1, Job No. 152n315 2t-'>0 GtiJf4n G IZOW XQ6) DL - 17 rs7 6.2.0 4.01 4.5 SUM vJ 1`L X i i J� MWH Global, Inc. Title: Stillaguamish WTP Job# 1520315 2375 130 th AVE. NE Dsgnr: DR Date: 9:33AM, 24 JUL 03 Description:WTP Facility Bellevue,WA 98005 Scope: Stuctural Design of WTP Building Rev: 560100 Page 1 User:KW-06KW-0604891.Ver5.6.1,25-oct•zooz Steel Beam Design Oiiii002 ENERCALC Engineering Software �•com�=ann:v:r,r.,nc n�.�' ��rraic«miacua Description Grid C Main Roof Beam, Span =21'-6" General Information Calculations are designed to AISC 9th Edition ASD and 1997 UBC Requirements r Steel Section : W12X16 Fy 50.00ksi Pinned-Pinned Load Duration Factor 1.00 Center Span 21.50 ft Bm Wt.Added to Loads Elastic Modulus 29,000.0 ksi Left Cant. 0.00 ft LL&ST Act Together Right Cant 0.00 ft Lu :Unbraced Length 1.00 ft Distributed Loads #1 #2 #3 #4 #5 #6 #7 DL 0.070 k/ft LL 0.120 k/ft ST k/ft Start Location ft End Location ft Summary Beam OK Static Load Case Governs Stress Using:W 12X16 section,Span=21.50ft, Fy=50.Oksi End Fixity= Pinned-Pinned,Lu=1.00ft,LDF=1.000 Actual Allowable Moment 11.903 k-ft 47.248 k-ft Max. Deflection -0.332 in fb:Bending Stress 8.314 ksi 33.000 ksi Length/DL Defl 1,864.0 : 1 fb/Fb 0.252 - 1 Length/(DL+LL Defl) 778.2 : 1 Shear 2.214 k 52.756 k fv:Shear Stres: 0.840 ksi 20.000 ksi fv/Fv 0.042 : 1 Force & Stress Summary <- These columns are Dead+Live Load placed as noted--» DL LL LL+ST LL LL+ST Maximum Only (a Center cD Center Cants Cants Max.M+ 11.90 k-ft 4.97 11.90 k-ft Max.M- k-ft Max.M @ Left k-ft Max.M @ Right k-ft Shear @ Left 2.21 k 0.92 2.21 k Shear @ Right 2.21 k 0.92 2.21 k Center Defl. -0.332 in -0.138 -0.332 -0.332 0.000 0.000 in Left Cant Defl 0.000in 0.000 0.000 0.000 0.000 0.000 in Right Cant Defl 0.000 in 0.000 0.000 0.000 0.000 0.000 in ...Query Defl @ 0.000 ft 0.000 0.000 0.000 0.000 0.000 in Reaction @ Left 2.21 0.92 2.21 2.21 k Reaction @ Rt 2.21 0.92 2.21 2.21 k Fa caldd per Eq.E2-1,K"Llr<Cc I Beam Passes Table B5.1,Fb per Eq.F1-1,Fb=0.66 Fv_ Section Properties W12X16 Depth 11.990 in Weight 16.00#/ft r-xx 4.676 in Width 3.990in I-xx 103.00 in4 r-yy 0.774 in Web Thick 0.220 in I-yy 2.82 in4 Rt 0.960 in Flange Thickness 0.265 in S-xx 17.181 in3 Area 4.71 in2 S-yy 1.414 in3 10 0.19 k/ft ; FY �vv�vv T ' , 0.19 k/ft 21.50 ft Mmax=11.90 k-ft Dmax=-0.3315 in Lmax=2.214 k Rmax=2.214 k Vmax @left=2.214 k Vmax @ rt=2.214 k r 1 MWH Global, Inc. Title: Stillaguamish WTP Job#1520315 2375 130 th AVE. NE Dsgnr: DR Date: 9:32AM, 24 JUL 03 Description:WTP Facility Bellevue,WA 98005 Scope: Stuctural Design of WTP Building • Rev: 660100 Steel Column Page 1 Use r.KW-0604891,Ver 5.6.1,25-Oc1-2002 (c) _83.2002 ENERCALC Engineering Software k:Voongsang\working 61es>enerwlds011agua Description Grid C, Roof Beam, Span = 21'-6"w/drag force from roof diaphragm. 1.2DL+ L + Em W/ 1.7(Allow. Stress Capacities) General Information Calculations are designed to AISC 9th Edition ASD and 1997 UBC Requirements Steel Section W12X16 Fy 50.00 ksi X-X Sidesway: Restrained Duration Factor 1.700 Y-Y Sidesway: Restrained Column Height 21.500 ft Elastic Modulus 29,000.00 ksi End Fixity Pin-Pin X-X Unbraced 21.500 ft Kxx 1.000 Live&Short Term Loads Combined Y-Y Unbraced 1.000 ft Kyy 1.000 Loads Axial Load... Dead Load k Ecc.for X-X Axis Moments 0.000 in Live Load k Ecc.for Y-Y Axis Moments 0.000 in Short Term Load 100.00 k Distributed lateral Loads... DL LL ST Start End Along Y-Y 0.110 0.120 k/ft --> 21.500 ft Along X-X k/ft 'a ft Summary j Column Design OK Section:W 12X16, Height= 21.50ft,Axial Loads: DL= 0.00, LL= 0.00, ST=100.00k, Ecc.= 0.000in Unbraced Lengths: X-X= 21.50ft, Y-Y= 1.00ft Combined Stress Ratios Dead Live DL+LL DL+ST+(LL if Chosen) AISC Formula H1 -1 0.7751 AISC Formula H1 -2 0.5983 AISC Formula H1 -3 0.1345 0.1468 0.2813 - XX Axis : Fa calc'd per Eq. E2-1, K*Llr<Cc XX Axis : I Beam Passes Table B5.1,Fb per Eq.F1.1, Fb=0.66 Fv YY Axis: Fa calc'd per Eq. E2-1,K*Llr<Cc YY Axis : I Beam Minor Axis Passes Table 85. Fb=0.75 Fy per Eq.F2-1 Stresses Allowable&Actual Stresses Dead Live DL+LL DL+Short Fa:Allowable 23.52 ksi 23.52 ksi 23.52 ksi 39.99 ksi fa:Actual 0.00 ksi 0.00 ksi 0.00 ksi 21.23 ksi Fb:xx:Allow[F1-6] 33.00 ksi 33.00 ksi 33.00 ksi 51.00 ksi Fb:xx:Allow[F1-7]&[F1-8] 33.00 ksi 33.00 ksi 33.00 ksi 51.00 ksi fb:xx Actual 4.44 ksi 4.84 ksi 9.28 ksi 9.28 ksi Fb:yy:Allow[F1-6] 37.50 ksi 37.50 ksi 37.50 ksi 63.75 ksi Fb:yy:Allow[F1-7]&[F1-8] 37.50 ksi 37.50 ksi 37.50 ksi 63.75 ksi fb:yy Actual 0.00 ksi 0.00 ksi 0.00 ksi 0.00 ksi Analysis Values F'ex:DL+LL 49,060 psi Cm:x DL+LL 1.00 Cb:x DL+LL 1.00 F'ey:DL+LL 620,893 psi Cm:y DL+LL 0.60 Cb:y DL+LL 1.00 F'ex:DL+LL+ST 83,402 psi Cm:x DL+LL+ST 1.00 Cb:x DL+LL+ST 1.00 F'ey:DL+LL+ST 1,055,518 psi Cm:y DL+LL+ST 0.60 Cb:y DL+LL+ST 1.00 Max X-X Axis Deflection -0.370 in at 10.750 ft Max Y-Y Axis Deflection 0.000 in at 0.000 ft 61 r' �� .,� MWH Global, Inc. Title: Stillaguamish WTP Job# 1520315 2375 130 th AVE. NE Dsgnr: DR Date: 9:32AM, 24 JUL 03 Description:WTP Facility Bellevue,WA 98005 Scope: Stuctural Design of WTP Building �8 y' 6°'°° Steel Column Page 2 ser:&-'o6od891.Ver 5.6.1,25-Oct-2002 [,�e—y )1983-2002 ENERCALC Engineering Software k:Voongsanglworking fdeslenercalc�sllltagua ` Description Grid C, Roof Beam, Span =21'-6"w/drag force from roof diaphragm. 1.2DL + L + Em w/ 1.7(Allow. Stress Capacities) Section Properties W12X16 Depth 11.99 in Weight 16.00#/ft I-xx 103.00 in4 Width 3.990in Area 4.71 in2 I-yy 2.82in4 Web Thick 0.220 in Rt 0.960 in S-xx 17.181 in3 Flange Thickness 0.265 in S-yy 1.414 in3 r-xx 4.676 in r-yy 0.774 in • 1 I`I 1 .� Axial DL=0.00k Axial LL=0.00k Axial ST=100.00k Y �i ;f s; 1 Re g« a O21.50 It Y r -:1 X-X Axis Dist Ld:DL=0.1,LL=0.1,ST=0.0 k/ft 0.00->21.50ft �N.'1F"Sig .� I 7 } MWH By h+ ONTGOMEAYWADate H-711? I Y� Date---sy!/2 !/—�'� Client C1� OF 1��I�V1�_ Sheet�� of Chkd.By Description STI 444, Wjr Job No. ES\(a Dk 0,3�v K/ �d,4s ` 4- r l I ' j I X 40 Doi art �i .,4� ,�x►�- I I i .�. MWH Global, Inc. Title: Stillaguamish WTP Job#1520315 2375 130 th AVE. NE Dsgnr: DR Date: 9:50AM, 24 JUL 03 Bellevue,WA 98005 Description :WTP Facility Scope: Stuctural Design of WTP Building Rev, KW-06 Page ,, User:3.2 02 ENE.Ver E bineercn•2002 Steel Beam Design (c)5983.2002 ENERCALC Engineering Software kaoongsangkworking riies%enerca�cLc�:uagua Description Hip Roof Beam, Span = 31'-1" General Information Calculations are designed to AISC 9th Edition ASD and 1997 UBC Requirements Steel Section : W16X40 Fy 50.00ksi Pinned-Pinned Load Duration Factor 1.00 Center Span 31.10 ft Bm Wt.Added to Loads Elastic Modulus 29,000.0ksi Left Cant. 0.00 ft LL&ST Act Together Right Cant 0.00 ft Lu:Unbraced Length 1.00 ft Distributed Loads #1 #2 #3 #4 #5 #6 47 DL 0.350 k/ft LL 0.600 k/ft ST k/ft Start Location ft End Location ft Summary Beam OK Static Load Case Governs Stress Using:W 16X40 section, Span=31.10ft, Fy=50.Oksi End Fixity= Pinned-Pinned,Lu= 1.00ft,LDF=1.000 Actual Allowable Moment 119.702 k-ft 177.951 k-ft Max. Deflection -1.387 in fb: Bending Stress 22.198 ksi 33.000 ksi Length/DL Defl 682.8 : 1 fb/Fb 0.673 : 1 Length/(DL+LL Defl) 269.0 : 1 Shear 15.396 k 97.661 k fv:Shear Stres: 3.153 ksi 20.000 ksi fv/Fv 0.158 : 1 Force & Stress Summary <- These columns are Dead+Live Load placed as noted--» DL LL LL+ST LL LL+ST Maximum Only (a Center as Center Cants Cants Max.M+ 119.70 k-ft 47.16 119.70 k-ft Max.M- k-ft Max. M @ Left k-ft Max.M @ Right k-ft Shear @ Left 15.40 k 6.07 15.40 k Shear @ Right 15.40 k 6.07 15.40 k Center Defl. -1.387 in -0.547 -1.387 -1.387 0.000 0.000 in Left Cant Defl 0.000 in 0.000 0.000 0.000 0.000 0.000 in Right Cant Defl 0.000 in 0.000 0.000 0.000 0.000 0.000 in ...Query Defl @ 0.000 ft 0.000 0.000 0.000 0.000 0.000 in Reaction @ Left 15.40 6.07 15.40 15.40 k Reaction @ Rt 15.40 6.07 15.40 15.40 k Fa caldd per Eq.E2-1,K*Ur<Cc I Beam Passes Table 85.1,Fb per Eq.F1-1,Fb=0.66 Fy Section Properties W16X40 .,c:,im�vcaaxaaxs.:r=z-.ra:n',-.xca-•rra:.-rz.s::�ziawssr;� �:aees�4sz�� Depth 16.010 in Weight 40.08#/ft r-xx 6.626 in Width 6.995in I-xx 518.00 in4 r-yy 1.565 in Web Thick 0.305 in I-yy 28.90 in4 Rt 1.820 in Flange Thickness 0.505 in S-xx 64.710 in3 Area 11.80 in2 S-yy 8.263 in3 .� I ' 0.95 k/ft , r ' , 0.95 k/ft � Y 31.10ft Mmax=119.70 k-ft Dmax=-1.3872 in Lmax=15.395 k Rmax=15.395 k Vmax @ left=15.395 k Vmax @ rt=15.395 k 00, MWH Global,Inc. Title: Stillaguamish WTP Job#1520315 2375 130 th AVE. NE Dsgnr: DR Date: 10:08AM, 24 JUL 03 Description:WTP Facility Bellevue,WA 98005 Scope : Stuctural Design of WTP Building 'CL$1 O Rev: 560100 Steel Column Page 1 KW.06 User:KW0604891,Ver 5.6.1,25-Oc1-2002 (c)1983.2002 ENERCALC Engineering Software kaoongsangkworking files�enercalc�stiltagua Description Hip Roof Beam, Span = 31'-l"w/drag force from roof diaphragm. 1.2DL + L + Em w/ 1.7(Allow. Stress Capacities) General Information Calculations are designed to AISC 9th Edition ASD and 1997 UBC Requirements Steel Section W16X40 Fy 50.00 ksi X-X Sidesway: Restrained Duration Factor 1.700 Y-Y Sidesway: Restrained Column Height 31.100 ft Elastic Modulus 29,000.00 ksi End Fixity Pin-Pin X-X Unbraced 31.100 ft Kxx 1.000 Live&Short Term Loads Combined Y-Y Unbraced 7.000 ft Kyy 1.000 Loads Axial Load... Dead Load k Ecc.for X-X Axis Moments 0.000 in Live Load k Ecc.for Y-Y Axis Moments 0.000 in Short Term Load 100,00 k Distributed lateral Loads... DL LL ST _Start End Along Y-Y 0.500 0.600 k/ft --> 31.100 ft Along X-X k/ft --> ft Summary Column Design OK Section:W 16X40, Height= 31.1 Oft,Axial Loads: DL= 0.00, LL= 0.00, ST= 100.00k, Ecc.= 0.000in Unbraced Lengths: X-X= 31.1 Oft, Y-Y= 7.00ft Combined Stress Ratios Dead Live DL+LL DL+ST+(LL if Chosen) AISC Formula H1 -1 0.7545 AISC Formula H1 -2 0.6497 AISC Formula H1 -3 0.3737 0.4484 0.8221 XX Axis : Fa calc'd per Eq.E2.1, K*Llr<Cc XX Axis : I Beam, Major Axis,(102,000*Cb I Fv)1.5<=LIrT<=(510,000*Cb I FW.5, Fb per Eq. F1-6 XX Axis : I Beam, Major Axis,Fb per Eq.F1-8,Fb=12,000 Cb Af I(I*d) YY Axis : Fa calc'd per Eq.E2-1, K*Llr<Cc YY Axis : I Beam Mi or Axis Passes Table 85.1.Fb= 0.75 Fy per E ;172-1 Stresses Allowable&Actual Stresses Dead Live DL+LL DL+Short Fa:Allowable 23.33 ksi 23.33 ksi 23.33 ksi 39.67 ksi fa:Actual 0.00 ksi 0.00 ksi 0.00 ksi 8.47 ksi Fb:xx:Allow[F1-6] 30.00 ksi 30.00 ksi 30.00 ksi 51.00 ksi Fb:xx:Allow[F1-7]& [F1-8] 30.00 ksi 30.00 ksi 30.00 ksi 51.00 ksi fb:xx Actual 11.21 ksi 13.45 ksi 24.66 ksi 24.66 ksi Fb:yy:Allow[F1-6] 37.50 ksi 37.50 ksi 37.50 ksi 63.75 ksi Fb:yy:Allow[F1-7]&[F1-8] 37.50 ksi 37.50 ksi 37.50 ksi 63.75 ksi fb:yy Actual 0.00 ksi 0.00 ksi 0.00 ksi 0.00 ksi Analysis Values .i[2f.�s'17Y1ii3J9.7S�."•C�{T.�s , u:l.�T 7.l3:3.X�1.�'3-W=.I.:iS'JLL`S=le1L�.f+:rP_�t M/Y}Yf� `IQT� F'ex:DL+LL 47,067 psi Cm:x DL+LL 1.00 Cb:x DL+LL 1.00 F'ey:DL+LL 51,833 psi Cm:y DL+LL 0.60 Cb:y DL+LL 1.00 F'ex:DL+LL+ST 80,014 psi Cm:x DL+LL+ST 1.00 Cb:x DL+LL+ST 1.00 F'ey:DL+LL+ST 88,117 psi Cm:y DL+LL+ST 0.60 Cb:y DL+LL+ST 1.00 Max X-X Axis Deflection -1.541 in at 15.550 ft Max Y-Y Axis Deflection 0.000 in at 0.000 ft ap i ,, a� MWH Global, Inc. Title: Stillaguamish WTP Job#1520315 2375 130 th AVE. NE Dsgnr: DR Date: 10:08AM, 24 JUL 03 Description:WTP Facility Bellevue,WA 98005 Scope: Stuctural Design of WTP Building . LU.-�:85M;06 60100 Steel Column Page 2 04891.Ver 5.6.1.25 Oct•2002 k voongsanglworking memenercatc�stillagua3.202 ENERCALC Engineering Sollware Description Hip Roof Beam, Span = 31'-1"w/drag force from roof diaphragm. 1.2DL + L + Em w/ 1.7(Allow. Stress Capacities) [Section Properties W16X40 Depth 16.01 In Weight 40.08#/ft I xx 518.00in4 Width 6.995 in Area 11.80 M2 I-yy 28.90in4 Web Thick 0.305 in Rt 1.820 in S-xx 64.710 in3 Flange Thickness 0.505 in S-yy 8.263 1n3 r-xx 6.626 in r-yy 1.565 in • I Axial DL=0.00k Axial LL=0.00k Axial ST=100.00k 1 Y jt f 1 X 1 31.10 ft �v Y t Ni tS7.S��c h•sn,. O X-X Axis Dist Ld:DL=0.5,LL=0.6,ST=0.0 k/ft 0.00->31.1 Oft I I .x MWH MONTGOMERY WATSON HAR.A By � Date P2 03 Client G�TM arr M�/SUI kE Sheet of —�_ Chkd.By Description JCl U/I'� � W� Job No. 1'�2031 y 4vw— R U-" l2� (30�(��•3�)(3ay�) �� bl) = '15:� 'Ups� -ii�ig. 3')7 (7 B')j/2 = I2 (TtZIA VLAu ) (17 w C 4. 5 = Slot = �►Ar, D �,►� - P• (q.o"� = P�.Z V pS 'k��EJ vG�tt[,� �IA1.1 Fif �f'ti'�c� Dt1G io �I�pI�M fi I .� Q$1¢ ® MWH Americas Job No Sheet No Rev 2375 130th AVE. N.E.,Suite 200 1520315 Bellevue,WA 98074 Part Roof Beam Software licensed to Montgomery Watson Harza Job Title Stillaguamish WTP Ref By DR Date23-Jul-03 Chd Client City of Marysville File PitchRoofBm.std Daie/Time 25-Jul-2003 06:55 Job Information Engineer Checked Approved Name: DR Date: 23-Jul-03 Structure Type I PLANE FRAME Number of Nodes 4 Highest Node 4 Number of Elements 5 Highest Beam 5 Number of Basic Load Cases 4 Number of Combination Load Cases 4 Included in this rintout are data for. All The Whole Structure Included in this rintout are results for load cases: Type L/C Name Primary 1 DEAD LOAD Primary 2 SNOW LOAD Primary 3 SNOW LOAD II Primary 4 SEISMIC (EM) Combination 20 DL + SNOW Combination 21 DL + SNOW II Combination 22 1.2DL + SNOW + SEISMIC(EM) Combination 23 1.2DL + SNOW II + SEISMIC(EM) N= Node X Y Z (ft) (ft) (ft) 1 0.000 0.000 0.000 2 48.000 0.000 0.000 3 24.000 8.000 0.000 4 24.000 0.000 0.000 Print Time/Date:25/07/200307:1C STAAD.Pro for Windows Release 2002 Print Run 1 of22 r ¢�1 s MWH Americas Job No Sheet No Rev 2375 130th AVE.N.E.,Suite 200 1520315 2 Bellevue,WA 98074 software licensed to Montgomery Watson Harza Part Roof Beam Job Title Stillaguamish WTP Ref By DR Dale23-Jul-03 Chd Client City of Marysville File PitchRoofBm.std Date/Time 25-Jul-2003 06:55 Beams Beam Node A Node B Length Property p (ft) (degrees) 1 1 3 25.298 2 0 2 3 2 25.298 2 0 3 1 4 24.000 1 180 4 4 2 24.000 1 180 5 3 4 8.000 1 90 Section Properties Prop Section Area IYy lu J Material (in 2) (in 4) (in 4) (in 4) 1 W6X15 4.430 9.300 29.100 0.093 - 2 W 18X35 10.300 15.300 510.000 0.463 - I ` Supports i Node X Y Z rX rY rZ (Ibf/ft) (Ibf/ft) (Ibf/ft) (kip-ft/deg) (kip deg) (kip'ft/deg) 1 Fixed Fixed Fixed - - 2 - I Fixed I Fixed - - - Releases Beam ends not shown in this table are fixed in all directions. Beam Node x y z rx ry rz L5 3 1 Fixed Fixed Fixed Pin Pin Pin 4 2 Fixed Fixed Fixed Pin Pin Pin 5 3 Fixed Fixed Fixed Pin Pin Pin 4 Fixed Fixed Fixed Pin Pin Pin Print Time/Dale:25/07/2003 07:10 STAAD.Pro for Windows Release 2002 Print Run 2 of 22 J MWH Americas Job No Sheet No Rev 2375 130th AVE.N.E.,Suite 200 1520315 3 Bellevue,WA 98074 Software licensed to Montgomery Watson Harza Part Roof Beam Job Title Stillaguamish WTP Ref eY DR Date23-Jul-03 Chd Client City of Marysville File PitchRoofBm.std Daterrime 25-Jul-2003 06:55 Basic Load Cases Number Name 1 DEAD LOAD 2 SNOW LOAD 3 SNOW LOAD II 4 SEISMIC (EM) Combination Load Cases Comb. Combination L/C Name Primary Primary L/C Name Factor 20 DL + SNOW 2 SNOW LOAD 1.00 1 DEAD LOAD 1.010 21 DL + SNOW II 3 SNOW LOAD II 1 1.0 1 DEAD LOAD 1.0 22 1.2DL + SNOW +SEISMIC(EM) 2 SNOW LOAD 1.0p 4 SEISMIC (EM) 1.0p 1 DEAD LOAD 1.20 23 1.21DL + SNOW II + SEISMIC(EM) 3 SNOW LOAD II 1.0 4 SEISMIC (EM) 1.0) 1 1 DEAD LOAD 1.20 Node Loads : 1 DEAD LOAD Node FX FY FZ MX MY MZ (kip) (kip) (kip) (kip ft) (kip-ft) (kip-ft) 3 - -8.500 - - - Beam Loads : 1 DEAD LOAD Beam Type Direction Fa Da Fb Db Ecc. (ft) (ft) 1 UNI kips/ft GY -0.070 - - - - 2 UNI kips/ft GY -0.070 - - - - 4 CON kip GY -2.000 12.000 - - - Print TirnelDate:25107/2003 07:10 STAAD.Pro for Windows Release 2002 Print Run 3 of 22 r J MWH Americas Job No Sheet No Rev 2375 130th AVE. N.E.,Suite 200 1520315 4 Bellevue,WA 96074 Software licensed to Montgomery Watson Harza Part Roof Beam Ref Job Title Stillaguamish WTP By DR Date23-Jul-03 Chd Client City of Marysville File PitchRoofBm.std Date/Time 25-Jul-2003 06:55 Sefteight : 1 DEAD LOAD Direction Factor Y -1.000 Node Loads : 2 SNOW LOAD Node FX FY FZ MX MY MZ (kip) (kip) (kip) (kip-ft) (kip ft) (kip-ft) 3 - -15.000 - - Beam Loads " 2 SNOW LOAD Beam Type Direction Fa Da Fb Db Ecc. (ft) (ft) 1 UNI kips/ft GY -0.120 - - - - 2 UNI kips/ft GY -0.120 - - - - i Node Loads : 3 SNOW LOAD II Node FX FY FZ MX MY MZ (kip) (kip) (kip) (kip-ft) (kip-ft) (kip-ft) 3 - -15.000 - - - Beam Loads : 3 SNOW LOAD II Beam Type Direction Fa Da Fb Db Ecc. (ft) (ft) 1 UNI kips/ft GY -0.150 - - - Beam Loads : 4 SEISMIC (EM) Beam Type Direction Fa Da Fb Db Ecc. (ft) (ft) 1 CON kip X 26.000 12.650 - � II i Print Time/Date:25/07/2003 07:10 STAAD.Pro for Windows Release 2002 Print Run 4 of 22 r MWH Americas Job No Sheet No Rev 2375 130th AVE. N.E.,Suite 200 1520315 5 Bellevue,WA 98074 / Software licensed to Montgomery Watson Hasa Part Roof Beam �( Job Title Stillaguamish WTP Ref eY DR Dale23-Jul-03 Chd Client City of Marysville File PitchRoofBm.std Dalerrime 25-Jul-2003 06:55 Node Displacements Node L/C X Y Z Resultant rX rY rZ (in) (in) (in) (in) (rad) (rad) (rad) 1 1:DEAD LOAD 0.000 0.000 0.000 0.000 0.00000 0.00000 -0.00132 2:SNOW LOA[ 0.000 0.000 0.000 0.000 0.00000 0.00000 -0.00173 3:SNOW LOA[ 0.000 0.000 0.000 0.000 0.00000 0.00000 -0.00196 4:SEISMIC (EA 0.000 0.000 0.000 0.000 0.00000 0.00000 0.00008 20:DL + SNOV\ 0.000 0.000 0.000 0.000 0.00000 0.00000 -0.00306 21:DL + SNOV\ 0.000 0.000 0.000 0.000 0.00000 0.00000 -0.00328 22:1.2DL + SN, 0.000 0.000 0.000 0.000 0.00000 0.00000 -0.00324 23:1.2DL + SN, 0.000 0.000 0.000 0.000 0.00000 0.00000 -0.00346 2 1:DEAD LOAD 0.088 0.000 0.000 0.088 0.00000 0.00000 0.00132 2:SNOW LOX 0.120 0.000 0.000 0.120 0.00000 0.00000 0.00173 3:SNOW LOM 0.111 0.000 0.000 0.111 0.00000 0.00000 0.00102 4:SEISMIC (EK 0.000 0.000 0.000 0.000 0.00000 0.00000 -0.00010 20:DL + SNOV\ 0.208 0.000 0.000 0.208 0.00000 0.00000 0.00306 i11 21:DL + SNOV\ 0.199 0.000 0.000 0.199 0.00000 0.00000 0.00234 i 22:1.2DL + SN1 0.226 0.000 0.000 0.226 0.00000 0.00000 0.00322 1 23:1.2DL + SN, 0.217 0.000 0.000 0.217 0.00000 0.00000 0.00251 3 1:DEAD LOAD 0.044 -0.198 0.000 0.203 0.00000 0.00000 0.00000 2:SNOW LOA[ 0.060 -0.270 0.000 0.277 0.00000 0.00000 0.00000 3:SNOW LOX 0.055 -0.250 0.000 0.256 0.00000 0.00000 0.00047 4:SEISMIC (EA 0.007 0.020 0.000 0.021 0.00000 0.00000 -0.00001 20:DL + SNOV\ 0.104 -0.468 0.000 0.480 0.00000 0.00000 0.00000 21:DL + SNOV\ 0.099 -0.448 0.000 0.459 0.00000 0.00000 0.00047 22:1.2DL+ SN, 0.120 -0.488 0.000 0.502 0.00000 0.00000 -0.00001 23:1.2DL + SN, 0.115 -0.468 0.000 0.482 0.00000 0.00000 0.00046 4 1:DEAD LOAD 0.044 -0.199 0.000 0.204 0.00000 0.00000 -0.00614 2:SNOW LOA[ 0.060 -0.270 0.000 0.277 0.00000 0.00000 0.00000 3:SNOW LOA[ 0.055 -0.250 0.000 0.256 0.00000 0.00000 0.00000 4:SEISMIC (EK 0.000 0.020 0.000 0.020 0.00000 0.00000 0.00000 20:DL+ SNOV\ 0.104 -0.470 0.000 0.481 0.00000 0.00000 -0.00614 21:DL+ SNOV\ 0.099 -0.449 0.000 0.460 0.00000 0.00000 -0.00614 22:1.2DL+ SN 0.113 -0.490 0.000 0.502 0.00000 0.00000 -0.00737 23:1.2DL-+ SN, 0.108 -0.469 0.000 0.482 1 0.00000 1 0.00000 -0.00737 Print Time/Dale:25/07/2003 07:10 STAAD.Pro for Windows Release 2002 Print Run 5 of 22 I MWH Americas Job No Sheet No Rev 2375 130th AVE. N.E.,Suite 200 1520315 6 Bellevue,WA 98074 ` Software licensed to Montgomery Watson Harza Part Roof Beam Job Title Stillaguamish WTP Ref By DR Date23-Jul-03 Chd Client City of Marysville File PitchRoofBm.std Dalefrime 25-Jul-2003 06:55 Beam Maximum Moments Distances to maxima are given from beam end A. Beam Node A Length L/C d Max My d Max Mz (ft) (ft) (kip-ft) (ft) (kip-ft) 1 1 25.298 1:DEAD LOAD Max-ve 0.000 0.000 0.000 0.000 Max +ve 1 0.000 0.000 1 12.649 -8.029 2:SNOW LOA[ Max-ve 0.000 0.000 Max +ve 0.000 0.000 12.649 -10.071 3:SNOW LOX Max-ve 0.000 0.000 Max +ve 0.000 0.000 14.757 -13.688 4:SEISMIC (EA Max-ve 0.000 0.000 25.298 0.749 Max+ve 0.000 0.000 0.000 -0.000 20:DL + SNOV1 Max-ve 0.000 0.000 Max +ve 0.000 0.000 12.649 -18.100 21:DL + SNOV\ Max-ve 0.000 0.000 Max+ve 0.000 0.000 12.649 -21.658 22:1.2DL + SN, Max-ve 0.000 0.000 Max+ve 0.000 0.000 12.649 -19.331 23:1.2DL+ SN, Max-ve 0.000 0.000 Max +ve 0.000 0.000 12.649 -22.890 2 3 25.298 1:DEAD LOAD Max-ve 0.000 0.000 25.298 0.000 Max +ve 0.000 0.000 12.649 -8.029 2:SNOW LOX Max-ve 0.000 0.000 25.298 0.000 Max +ve 0.000 0.000 12.649 -10.071 3:SNOW LOX Max-ve 0.000 0.000 25.298 0.000 Max +ve 0.000 0.000 0.000 -4.491 4:SEISMIC (EK Max-ve 0.000 0.000 0.000 0.749 Max +ve 0.000 0.000 20:DL + SNOV1 Max-ve 0.000 0.000 25.298 0.000 Max +ve 0.000 0.000 12.649 -18.100 21:DL + SNOV\ Max-ve 0.000 0.000 25.298 0.000 Max +ve 0.000 0.000 10.541 -10.437 22:1.2DL + SNP Max-ve 0.000 0.000 25.298 0.000 Max +ve 0.000 0.000 12.649 -19.331 23:1.2DL + SN, Max-ve 0.000 0.000 25.298 0.000 Max +ve 0.000 0.000 10.541 -11.564 3 1 24.000 1:DEAD LOAD Max-ve 24.000 0.000 0.000 0.000 Max +ve 0.000 0.000 24.000 -5.066 2:SNOW LOX Max-ve 0.000 0.000 24.000 0.686 Print Time/Dale:25i07/2003 07:10 STAAD.Pro for Windows Release 2002 Print Run 6 of 22 MW H Americas Job No Sheet No Rev 2375 130th AVE. N.E.,Suite 200 1520315 7 Bellevue,WA 98074 Software licensed to Montgomery Watson Harza Part Roof Beam ` lob rue Stillaguamish WTP Ref By DR Date23-Jul-03 Chd Client City of Marysville File PitchRoofBm.std Daternme 25-Jul-2003 06:55 Beam Maximum Moments Cont... Beam Node A Length L/C d Max My d Max Mz (ft) (ft) (kip-ft) (ft) (kip-ft) Max +ve 24.000 -0.000 0.000 0.000 3:SNOW LOA[ Max-ve 0.000 0.000 24.000 0.635 Max +ve 24.000 -0.000 0.000 0.000 4:SEISMIC (EA Max-ve 24.000 0.000 0.000 0.000 Max+ve 0.000 0.000 24.000 -0.051 20:DL + SNOVli Max-ve 1 24.000 0.000 0.000 0.000 Max +ve 0.000 0.000 24.000 -4.380 21:DL + SNOV1 Max-ve 24.000 0.000 0.000 0.000 Max +ve 0.000 0.000 24.000 -4.431 22:1.2DL + SNP Max-ve 24.000 0.000 0.000 0.000 Max +ve 0.000 0.000 24.000 -5.444 23:1.2DL + SN, Max-ve 24.000 0.000 0.000 0.000 Max +ve 0.000 0.000 24.000 -5.495 4 4 24.000 1:DEAD LOAD Max-ve 24.000 0.000 12.000 10.550 Max +ve 0.000 -0.000 0.000 -5.066 2:SNOW LOA[ Max-ve 24.000 0.000 0.000 0.686 I Max +ve 0.000 -0.000 24.000 0.000 3:SNOW LOX Max-ve 24.000 0.000 0.000 0.635 Max +ve 0.000 -0.000 24.000 0.000 4:SEISMIC (EA Max-ve 0.000 0.000 24.000 0.000 Max +ve 24.000 0.000 0.000 -0.051 20:DL + SNOVli Max-ve 24.000 0.000 12.000 10.893 Max +ve 0.000 -0.000 0.000 -4.380 21:DL + SNOV1 Max-ve 24.000 0.000 12.000 10.867 Max +ve 0.000 -0.000 0.000 -4.431 22:1.2DL + SN, Max-ve 24.000 0.000 12.000 12.978 Max +ve 0.000 -0.000 0.000 -5.444 23:1.2DL + SN, Max-ve 24.000 0.000 12.000 12.952 Max +ve 0.000 -0.000 0.000 -5.495 5 3 8.000 1:DEAD LOAD Max-ve 0.000 0.000 0.000 0.000 Max +ve 0.000 0.000 0.000 0.000 2:SNOW LOX Max-ve 7.333 0.000 0.000 0.000 Max +ve 0.000 0.000 0.000 0.000 • 3:SNOW LOX Max -ve 7.333 0.000 0.000 0.000 Max +ve 0.000 0.000 0.000 0.000 4:SEISMIC (EA I Max -ve 0.000 0.000 0.000 0.000 Print Time/Date:25/07/2003 07:10 STAAD.Pro for Windows Release 2002 Print Run 7 of 22 I - - - - - - - - . � Z MWH Americas Job No Sheet No Rev 2375 130th"E. N.E.,Suite 200 1520315 8 Bellevue,WA 98074 Software licensed to Montgomery Watson Harza Part Roof Beam Job Title Stillaguamish WTP Ref By DR Date23-Jul-03 Chd Client City of Marysville File PitchRoofBm.std Daterrime 25-Jul-2003 06:55 Beam Maximum Moments Cont... Beam Node A Length L/C d Max My d Max Mz (ft) (ft) (kip-ft) (ft) (kip ft) Max+ve 7.333 -0.000 0.000 0.000 20:DL + SNOV1 Max-ve 7.333 0.000 0.000 0.000 Max+ve 0.000 0.000 0.000 0.000 21:DL + SNOV1 Max -ve 7.333 0.000 0.000 0.000 Max+ve 0.000 0.000 0.000 0.000 22:1.2DL+ SNP Max-ve 0.000 0.000 0.000 0.000 Max+ve 7.333 -0.000 0.000 0.000 23:1.2DL + SNP Max-ve 0.000 0.000 0.000 0.000 Max+ve 7.333 -0.000 0.000 0.000 Beam Maximum Axial Forces Distances to maxima are given from beam end A. Beam Node A Length L/C d Max Fx (ft) (ft) (kip) i 1 25.298 1:DEAD LOAD Max -ve 0.000 21.054 Max +ve 2:SNOW LOA[ Max -ve 0.000 28.678 Max +ve 3:SNOW LOA[ Max-ve 0.000 26.701 Max +ve 4:SEISMIC (EK Max-ve 25.298 0.095 Max +ve 0.000 -25.905 20:DL + SNOVA Max -ve 0.000 49.732 Max +ve 21:DL + SNOV\ Max-ve 0.000 47.755 Max +ve 22:1.2DL + SN, Max-ve 25.298 52.071 Max +ve 23:1.2DL + SNP Max-ve 25.298 49.853 Max +ve 2 3 25.298 1:DEAD LOAD Max-ve 25.298 21.054 Max +ve 2:SNOW LOA[ Max-ve 25.298 28.678 Max +ve 3:SNOW LOA[ Max -ve 0.000 26.101 i Print Time/Date:25/07n003 07:10 i STAAD.Pro for Windows Release 2002 Print Run 8 of 22 t , I J. rL Z'L MWH Americas Job No Sheet No Rev 2375 130th AVE. N.E.,Suite 200 1520315 9 Bellevue,WA 98074 Software licensed to Montgomery Watson Harza Pad Roof Beam • obTitle Stillaguamish WTP Ref By DR Date23-Jul-03 Chd Client City of Marysville File PitchRoofBm.std Date/Time 25-Jul-2003 06:55 Beam Maximum Axial Forces Cont... Beam Node A Length L/C d Max Fx (ft) (ft) (kip) Max +ve 4:SEISMIC (EK Max=ve 0.000 0.095 Max+ve 20:DL + SNO\A I Max-ve 1 25.298 49.732 Max+ve 21:DL + SNOV1 Max-ve 25.298 47.155 Max +ve 22:1.2DL + SN, Max -ve 25.298 54.038 Max +ve 23:1.2DL + SN, Max-ve 25.298 51.461 Max+ve 3 1 24.000 1:DEAD LOAD Max-ve Max +ve 0.000 -19.574 2:SNOW LOX Max-ve Max +ve 0.000 -26.727 3:SNOW LOA[ Max-ve Max +ve 0.000 -24.705 4:SEISMIC (EK Max-ve Max +ve 0.000 -0.100 20:DL + SNOV1 Max-ve Max +ve 0.000 -46.301 21:DL + SNOV1 Max-ve Max +ve 0.000 -44.279 22:1.2DL + SN, Max-ve Max +ve 0.000 -50.315 23:1.2DL + SN, Max-ve Max +ve 0.000 -48.294 4 4 24.000 1:DEAD LOAD Max-ve Max +ve 0.000 -19.574 2:SNOW LOA[ Max-ve Max +ve 0.000 -26.727 3:SNOW LOA[ Max -ve Max +ve 0.000 -24.705 4:SEISMIC (EK Max-ve Max +ve 0.000 -0.100 20:DL + SNOV\ Max-ve Print Time/Date:25/07/2003 07:10 STAAD.Pro for Windows Release 2002 Print Run 9 of 22 I 1 MWH Americas Job No 777 Rev 2375 130th AVE.N.E.,Suite 200 1520315 0 Bellevue,WA 98074 Software licensed to Mcnigomery Watson Harza Pad Roof Beam Job Title Stillaguamish WTP Ref By DR Date23-Jul-03 Chd Client City of Marysville File PitchRoofBm.std Daterrime 25-Jul-2003 06:55 Beam Maximum Axial Forces Cont- Beam Node A Length L/C d Max Fx (ft) (ft) (kip) Max +ve 0.000 -46.301 21:DL + SNOV1 Max -ve Max +ve 0.000 -44.279 22:1.2DL + SN, Max-ve Max +ve 0.000 -50.315 23:1.2DL + SN, Max-ve Max +ve 0.000 -48.294 5 3 8.000 1:DEAD LOAD Max -ve Max +ve 0.000 -1.904 2:SNOW LOA[ Max-ve 0.000 0.057 Max +ve 3:SNOW LOA[ Max-ve 0.000 0.053 Max +ve 4:SEISMIC (EA Max-ve Max +ve 0.000 -0.004 20:DL + SNUA Max -ve Max +ve 0.000 -1.846 21:DL + SNOV1 Max -ve Max +ve 0.000 -1.851 22:1.2DL + SN, Max -ve Max +ve 0.000 -2.231 23:1.2DL + SN, Max-ve Max +ve 0.000 -2.236 Reactions Horizontal ) Vertical Horizontal Moment Node L/C FX FY FZ MX MY MZ (kip) (kip) (kip) (kip-ft) (kip-ft) (kip-ft) 1 1:DEAD LOAD -0.000 7.827 -0.000 0.000 0.000 0.000 2:SNOW LOX -0.000 10.536 -0.000 0.000 0.000 0.000 3:SNOW LOK 0.000 10.346 -0.000 0.000 0.000 0.000 4:SEISMIC (EA -24.666 -8.222 0.000 0.000 0.000 0.000 20:DL + SNOV1 -0.000 18.363 -0.000 0.000 0.000 0.000 21:DL + SNOV1 0.000 18.173 -0.000 0.000 0.000 0.000 22:1.2DL+ SN, -24.666 11.706 -0.000 0.000 0.000 0.000 i Print Time/Date:25107/2003 07:10 STAAD.Pro for Windows Release 2002 Print Run 10 of 22 i ,. ,�, MWH Americas Job No Sheet No Rev 2375 130th AVE. N.E.,Suite 200 1520315 11 Bellevue,WA 98074 Software licensed to Montgomery Watson Harza Part Roof Beam Job Title Stillaguamish WTP Ref By DR Date23-Jul-03 Chd Client City of Marysville File PitchRoofBm.std Dale/Time 25-Jul-2003 06:55 Reactions Cont... Horizontal Vertical Horizontal Moment Node L/C FX FY FZ MX MY MZ (kip) (kip) (kip) (kip-ft) (kip ft) (kip-ft) 23:1.2DL + SN, -24.666 11.517 -0.000 0.000 0.000 0.000 2 1:DEAD LOAD 0.000 8.827 -0.000 0.000 0.000 0.000 2:SNOW LOA[ 0.000 10.536 -0.000 0.000 0.000 0.000 3:SNOW LOA[ 0.000 8.449 -0.000 0.000 0.000 0.000 4:SEISMIC (EK 0.000 0.000 0.000 0.000 0.000 0.000 20:DL + SNOV\ 0.000 19.363 -0.000 0.000 0.000 0.000 21:DL + SNOV\ 0.000 17.276 -0.000 0.000 0.000 0.000 22:1.201- + SNP 0.000 21.128 -0.000 0.000 0.000 0.000 l 23:1.2DL + SN, 0.000 19.041 -0.000 0.000 0.000 0.000 I i �-- -- - - Print Time/Date:le.25/07/200307:10 STAAD.Pro for Windows Release 2002 Print Run 11 of 22 i I �1 .f MWH Americas Job No SheelNo Rev 2375 130th AVE.N.E.,Suite 200 1520315 12 Bellevue,WA 98074 Software licensed to Montgomery Watson Harza Part Roof Beam Job Title Stillaguamish WTP Ref ey DR Dale23-Jul-03 Chd Client City of Marysville File PitChRoofBm.std Dale/Ti— 25-Jul-2003 06:55 /W18X35 6X15 l�l W1 5 S - W6X15 W6X1s Whole Structure I Print Time/Date:25/07/2003 0710 STAAD.Pro for Windows Release 2002 Print Run 12 of 22 1 1 I I � J eA$14- ® MWH Americas Job No Sheet No Rev 2375 130th AVE.N.E.,Suite 200 1520315 13 Bellevue,WA 98074 Software licensed to Montgomery Watson Harza Par'Roof Beam Job Title Stillaguamish WTP Ref By DR Date23-Jul-Jul Chd Client City of Marysville File PitchRoofBm.std Dalernme 25-Jul-2003 06:55 �2 i Load 1 Load Case 1 • I I Print Time/Dale:25/07/2003 07:10 STAAD.Pro for Windows Release 2002 Print Run 13 of 22 I r :� � ® MWH Americas Job No Sheet No Rev�32 2375 130th AVE.N.E.,Suite 200 1520315 14 Bellevue,WA 98074 Software licensed to Montgomery Watson Harza Par'Roof Beam Job Title Stillaguamish WTP Ref By DR Dale23-Jul-03 Chd Client City of Marysville File PitchRoofBm.std Dale/Time 25-Jul-2003 06:55 F15 .120 Gp i 1 I I I Load 2 Load Case 2 Print Time/Dale:25/07/2003 07:10 STAAD.Pro for Windows Release 2002 Print Run 14 of 22 J J AM Americas Job No SheelNo Rev AW I 2375 130th AVE.N.E.,Suite 200 1520315 15 Bellevue,WA 98074 Software licensed to Montgomery Watson Harza Part Roof Beam Job Title Stillaguamish WTP Ref By DR Date23-Jul-03 Chd Client City of Marysville File PitchRoofBm.std Date/Time 25-Jul-2003 06:55 ---f i Load 3 Load Case 3 Print Time/Date:25/07/2003 07:10 STAAD.Pro for Windows Release 2002 Print Run 15 of 22 .2q. _ MWH Americas Job No Sheet No Rev 2375 130th"E.N.E.,Suite 200 1520315 16 Bellevue,WA 98074 software licensed to Montgomery Watson Harza Pall Roof Beam Job Title Stillaguamish WTP Ref By DR Date23-Jul-03 Chd client City of Marysville File PitchRoofBm.std Daterrime 25-Jul-2003 06:55 T Load 4 Load Case 4 l Print Time/Dale:25/07/2003 07:10 STAAD.Pro for Windows Release 2002 Print Run 16 of 22 i i _ J F-19 MWH Americas Job No Sheet No Rev 2375 130th AVE.N.E.,Suite 200 1520315 17 Bellevue,WA 98074 Software licensed to Montgomery Watson Harza Pan Roof Beam Job Title Stillaguamish WTP Ref By DR Date23-Jul-03 Chd Client City of Marysville File PitchRoofBm.std Daterrime 25-Jul-2003 06:55 ex 9.1 Max;'-18.r 1 • ax�1 . Load Case 20:DL + SNOW(Bending) L ------ Print Time/Date:25/07/2003 07:10 STAAD.Pro for Windows Release 2002 Print Run 17 of 22 1 .fir Q�31 ® MWH Americas Job No Sheet No Rev 2375 130th AVE. N.E.,Suite 200 1520315 18 Bellevue,WA 98074 Software licensed to Montgomery Watson Harza Part Roof Beam Job Title Stillaguamish WTP Ref eY DR Date23-Jul-03 Chd Client City of Marysville File PitchRoofBm.std Datel'rime 25-Jul-2003 06:55 1 1.• ' Maxr'-1 'r ax•421. 1 i '\ 0X7�1:43 L J axY-10: Load Case 21:DL + SNOW H (Bending) Print Time/Dale:25/07/2003 07:10 STAAD.Pro for Windows Release 2002 Print Run 18 of 22 J (�g32 IrkMWH Americas Job No Sheet No Rev 2375 130th AVE. N.E.,Suite 200 1520315 19 Bellevue,WA 98074 Software licensed to Monlgon-.-:ry Watson Harza Par'Roof Beam Job Title Stillaguamish WTP Ref I By DR Date23-Jul-03 Chd Client City of Marysville File PitchRoofBm.std Datern"I 25-Jul-2003 06:55 I it Max;-1 ax a3 Load Case 23: 1.2DL + SNOW I1 + SEISMIC(EM) (Bending) Print Time/Date:25/07/2003 07:10 STAAD.Pro for Windows Release 2002 Print Run 19 of 22 I I � - 'e 3 MWH Americas Job No Sheet No Rev 2375 130th AVE. N.E.,Suite 200 1520315 20 11. Bellevue,WA 98074 Software licensed to Montgomery Watson Harza Part Roof Beam Job Title Stillaguamish WTP Ref By DR Date23-Jul-03 Chd Client City of Marysville File PitchRoofBm.std Dale/Time 25-Jul-2003 06:55 . ----------------------------------- Load Case 23: 1.2DL + SNOW ll+ SEISMIC(EM) (Fx) Print Time/Date:25/07/2003 07:10 STAAD.Pro for Windows Release 2002 Print Run 20 of 22 f I I 'F6 3+ Americas H Ame MW Job No Sheet No Rev 2375 I m'30t!h AVE. N.E.,Suite 200 1520315 21 Bellevue' Bellevue,WA 98074 Software licensed to Montgomery Watson Harza Par'Roof Beam Job Title Stillaguarnish WTP Ref By DR Da'E23-Jul-03 Chd Client City of Marysville File PitchRoofBm.std Daterrime 25-Jul-2003 06:55 ........ .. Fqi I 1 111 1-- HII 49.7 -------------------- ----------------------------------------------- -------------------------- -46.3 Load Case 20:DL + SNOW(Fx) Print Time/Date:25/0712003 07:10 STAAD.Pro for Windows Release 2002 Print Run 21 of 22 �� I J Qb 72375130th ricas Job No Sheet No Rev W AVE. N.E.,Suite 200152031522WA 98074owarsed to Montgomery Watson Hama j— Part Beam Job Title Stillaguamish WTP Ref By DR Da1e23-Jul-03 Chd Client City of Marysville File PitchRoofBm.std oatelTime 25-Jul-2003 06:55 i Max:max:0,4181 i ax:1.23 i I Load Case 20:DL + SNOW(Deft.) f-- - - - - Print Run 22 of 22 Print TimelDate:25/07I200307:10 STAAD.Pro for Windows Release 2002 ..�� I _-�. MWH MONTGOMERY WATSON HAR A ����` � i gy Date bpi a� Client G o� ►�'�w/SVILA,6 Sheet e83j�of �► Chkd. By Description LTI�w• wTr Job No. 152 0315 NjIgX �� CAr^e nm �Ix = -t5 VI.; ( 57.07 i�3) = 11�8 ��-V, 12 V� = ln6 I�►ps ' x = wrs 20.0 0 3 3 �. Q . UIL \\ 873 Y Ir �v 1� 16�3. 2. 7 i �Fjc 44 7 l �► � 1 ' J MWH Global, Inc. Title: Stillaguamish WTP Job#1520315 2375 130 th AVE. NE Dsgnr: DR Date: 7:24AM, 25 JUL 03 Bellevue,WA 98005 Description:WTP Facility Scope: Stuctural Design of WTP Building Rev. 100 Steel Column Page 1 K -06 User: W-0604891,Ver 5.6J.25.OU•2002 (c)7983-2002 ENERCALC Engineering Sofl"are kAmonesangtworking GleslenercalOstillagua ►vcvaa�r rm Description Upper Roof Beam, Span = 49'-2" General Information Calculations are designed to AISC 9th Edition ASD and 1997 UBC Requirement Steel Section W18X35 Fy 50.00 ksi X-X Sidesway: Restrained Duration Factor 1.000 Y-Y Sidesway: Restrained Column Height 49.200 ft Elastic Modulus 29,000.00 ksi End Fixity Pin-Pin X-X Unbraced 24.600 ft Kxx 1.000 Live&Short Term Loads Combined Y-Y Unbraced 1.000 ft Kyy 1.000 ( Loads Axial Load... Dead Load k Ecc.for X-X Axis Moments 0.000 in Live Load k Ecc.for Y-Y Axis Moments 0.000 in Short Term Load 1.00 k Point lateral Loads... DL LL ST Height Along Y-Y(strong axis moments) 1.000 1.000 k 24.600 ft Along X-X(y moments) k ft Distributed lateral Loads... DL LL ST Start End Along Y-Y 0.100 0.100 k/ft --> 49.200 ft Along X-X k/ft --> ft Summary Column Design OK Section:W 18X35, Height= 49.20ft,Axial Loads: DL= 0.00, LL= 0.00, ST= 1.00k, Ecc.= 0.000in Unbraced Lengths: X-X= 24.60ft, Y-Y= 1.00ft Combined Stress Ratios Dead Live DL+LL DL+ST+(LL if Chosen) AISC Formula H1 -1 AISC Formula H1 -2 AISC Formula H1 -3 0.2685 0.2685 0.5371 0.5409 XX Axis : Fa calc'd per Eq. E2-1,K*L/r<Cc XX Axis : I Beam Passes Table B5,1, Fb per Eq.F1-1,Fb=0.66 Fy YY Axis : Fa calc'd per Eq. E2-1, K*L/r<Cc YY Axis : I Beam, Minor Axis, Passes Tahle B5.1 Fb= U7_5 Fy Per Eq. F2-1 l Stresses 1 •:xr_ z a-r�s�osrsn�+�mwe Allowable&Actual Stresses Dead Live DL+LL DL+Short Fa:Allowable 25.56 ksi 25.56 ksi 25.56 ksi 25.56 ksi fa:Actual 0.00 ksi 0.00 ksi 0.00 ksi 0.10 ksi Fb:xx:Allow[F1-6] 33.00 ksi 33.00 ksi 33.00 ksi 33.00 ksi Fb:xx:Allow[F1-7]&[F1-8] 33.00 ksi 33.00 ksi 33.00 ksi 33.00 ksi fb:xx Actual 8.86 ksi 8.86 ksi 17.72 ksi 17.72 ksi Fb:yy:Allow[F1-6] 37.50 ksi 37.50 ksi 37.50 ksi 37.50 ksi Fb:yy:Allow[F1-7]&[F1-8] 37.50 ksi 37.50 ksi 37.50 ksi 37.50 ksi fb:yy Actual 0.00 ksi 0.00 ksi 0.00 ksi 0.00 ksi [Analysis Values - _. .y,a-sc;r�+aa'.r�r�'��•FrwQan.m era��.v F'ex:DL+LL 84,850 psi Cm:x DL+LL 1.00 Cb:x DL+LL 1.00 F'ey:DL+LL 1,540,433 psi Cm:y DL+LL 0.60 Cb:y DL+LL 1.00 F'ex:DL+LL+ST 84,850 psi Cm:x DL+LL+ST 1.00 Cb:x DL+LL+ST 1.00 F'ey:DL+LL+ST 1,540,433 psi Cm:y DL+LL+ST 0.60 Cb:y DL+LL+ST 1.00 Max X-X Axis Deflection -2.362 in at 24.600 ft Max Y-Y Axis Deflection 0.000 in at 0.000 ft i �: �. MWH Global,Inc. Title: Stillaguamish WTP Job#1520315 2375 130 th"E. NE Dsgnr: DR Date: 7:24AM, 25 JUL 03 Bellevue,WA 98005 Description:WTP Facility Scope: Stuctural Design of WTP Building Rey -seoloo Page 2 User:KW-0604891.Ver5.6.1.25.Oct-2002 Steel Column f (c)1983.2002 ENERCALC Engineering Software k:Voongsang\working Gtes\enercatc\sv11agua ..\:irA T4.rIa�Cs��.nC!4r�fS'S9�Yte'ilSs9:'c�dll7�Y.K�1'��f�".i'4.:`,Yi P.i:�.. Description Upper Roof Beam, Span =49'-2" Section Properties W18X35 Depth 17.70 in Weight 34.99#/ft I-xx 510.00 in4 Width 6.000 in Area 10.30 in2 I-yy 15.30 in4 Web Thick 0.300 in Rt 1.490 in S-xx 57.627 in3 Flange Thickness 0.425 in S-yy 5.100 in3 r-xx 7.037 in r-yy 1.219 in .r 1 1 J MWH MONTGOMERY WATSON ZA Date n � S Date D3! Client =�_� D{_ Chkd.BY Description IST1 WTI Job No 1�203►�� � pD M 6nn g� (W(-x IV) G�AcA tl ES : x = !I. 14 3 lei (q.71 c�i,��) = q .o fE-vi (T�*jSt tn.1) FX 1 -; 55 vie. 4 7.0 IG�p s �{7 Y evoe ►- 32, q ,o Sulalw 'r jq&V jbS Nell A� AGEl�h1 I.rll�, NffVI! 1N C46E L = 4. 5; �oz) = PIC1 i �. MWH Global, Inc. Title: Stillaguamish WTP Job# 1520315 2375 130 th AVE. NE Dsgnr: DR Date: 7:59AM, 25 JUL 03 Bellevue,WA 98005 Description:WTP Facility Scope: Stuctural Design of WTP Building Rev: 560100 Page 1 User:KW-0604891,Ver5.6.1.25-oct-2002 Steel Beam Design (c)1983.2002 ENERCALC Engineering Software k:VNn�Sanp\w�rkin�fileslenercalcl5lilla�w Description Upper Roof Beam,Tie Member General Information Calculations are designed to AISC 9th Edition ASD and 1997 UBC Requirements Steel Section : W6X15 Fy 50.00ksi Pinned-Pinned Load Duration Factor 1.00 Center Span 46.67 ft Bm Wt.Added to Loads Elastic Modulus 29,000.0ksi Left Cant. 0.00 ft LL&ST Act Together Right Cant 0.00 ft Lu: Unbraced Length 23.33 ft Point Loads ���-. :T-X+761 L3id2RC'Sl'Q:i:2L`.'.'�rFS�1'!'42 �AYs:'Y/L19 LH.'A7�Z1RL`YYiT9'� #1 #2 #3 #4 45 #6 #7 Dead Load k Live Load 0.500 k Short Term k Location 11.667 ft Summarymmmi Beam Static Load Case Governs Stress OK Using:W6X15 section, Span=46.67ft, Fy=50.Oksl End Fixity= Pinned-Pinned,Lu=23.33ft,LDF=1.000 Actual Allowable Moment 7.532 k-ft 9 022 k-ft Max. Deflection -3.404 in fb:Bending Stress 9.303 ksi 11 143 ksi Length/DL Defl 294.3 : 1 fb/Fb 0.835 :1 Length/(DL+LL Defl) 164.5 : 1 Shear 0.726 k 27.554 k fv:Shear Stres: 0.527 ksi 20.000 ksi fv/Fv 0.026 :1 Force & Stress Summary <- These columns are Dead+Live Load placed as noted->> DL LL LL+ST LL LL+ST Maximum Only cD Center �a Center Cants Cants Max. M+ 7.53 k-ft 4.10 7.53 k-ft Max.M- k-ft Max. M @ Left k-ft Max. M @ Right k-ft Shear @ Left 0.73 k 0.35 0.73 k Shear @ Right 0.48 k 0.35 0.48 k Center Defl. -3.404 in -1.903 -3.404 -3.404 0.000 0.000 in Left Cant Defl 0.000in 0.000 0.000 0.000 0.000 0.000 in Right Cant Defl 0.000 in 0.000 0.000 0.000 0.000 0.000 in ...Query Defl @ 24.000 ft -1.901 -3.381 -3.381 0.000 0.000 in Reaction @ Left 0.73 0.35 0.73 0.73 k Reaction @ Rt 0.48 0.35 0.48 0.48 k Fa calc'd per Eq.E2-2,K"Ur>Cc I Beam,Major Axis,UrT>(510,000 Cb I Fy)A.5,Fb per Eq.F1-7 I Beam,Major Axis,Fb per Eq.F1-8,Fb= 12,000 Cb Af/0'd) Section Properties W6X15 Depth 5.990 in Weight 15.05#/ft r-xx 2.563 in Width 5.990in I-xx 29.10 in4 r-yy 1.450 in Web Thick 0.230 in I-yy 9.32 in4 Rt 1.610 in Flange Thickness 0.260 in S-xx 9.716)n3 Area 4.43 in2 S-yy 3.112 in3 I i ,t MWH MONTGOMERY WATSON HAR By Date Client C41,4 ( � SVI' Sheet of . Chkd.By Description ST11 p Job No. <<J7031'7 I ; t I 1 1 E I I �� I J MWH MONTGOMERY WATSON RAR A �s�����, By �� Date 7 26�— Client Gl D wC Sheet �of Chkd- By Description ST vf, . W° Job No. lam?c 3j!�2' TPIW l ar�o►Nc�s �t - 17 ps� (�0 7') - 20o ?,-f (� �eNIG41 .2 ) S►��l- �75 ( ID 7') = 4-p3 rL( ( �/I-�- � ��ISM►C - ,;� t<tps i 4�0 ' = 3� Ll�s � sEE �� I,6A01hi6iS 17 W(29+ 400 C !��w� / f pp Fx = Q3.(, ►-51 ( 7.65 i-j -) : iSO w L I. o �G 1.7080) I r/ :� MWH MONTGOMERY WATSON HARZ By 1 —Date 2 O$ Client GI r b A<-LIS VI VVc Sheet R✓ .3 of ` Chkd.By Description `�T W Th Job No. 15262A 5 nes Va = 27.G11�� (7. 6�i►�2) = l75 was Vx - S� ►���s i �K ENCzyAL V-eSvVTS i 4D. O ll 7474 5,o -IG,rs < 1 .7 ¢ = I'{2.v -V-1 V� l2 XQ� 91L �i�Gt �amoo� i i �. MWH Global, Inc. Title: Stillaguamish WTP Job#1520315 2375 130 th AVE. NE Dsgnr: DR Date: 1:21PM, 25 JUL 03 Bellevue,WA 98005 Description:WTP Facility Scope: Stuctural Design of WTP Building i i Rev: 560100 Rev:5 0100 891,Ver 5.6.1,25-Oct-2002 Steel Beam Design Page 1 (c)1983-2002 ENERCALC Engineering Software kdroongsanglworking files%enercalcIs1111egua Description Grid 4 Truss Beam General Information Calculations are designed to AISC 9th Edition ASD and 1997 UBC Requirements Steel Section : W12X26 Fy 50.00ksi Pinned-Pinned Load Duration Factor 1.00 Center Span 46.67 ft Bm Wt.Added to Loads Elastic Modulus 29,000.0 ksi Left Cant. 0.00 ft LL 8 ST Act Together Right Cant 0.00 ft Lu :Unbraced Length 4.00 ft Distributed Loads #1 #2 #3 #4 #5 #6 #7 DL 0.100 k/ft LL 0.100 k/ft ST k/ft Start Location ft End Location ft Summary Beam OK Static Load Case Governs Stress Using:W12X26 section,Span=46.67ft, Fy=50.Oksi End Fixity= Pinned-Pinned,Lu=4.00ft, LDF=1.000 Actual Allowable Moment 61.519 k-ft 91.817 k-ft Max.Deflection -4.076 in fb:Bending Stress 22.111 ksi 33.000 ksi Length/DL Defl 246.4 : 1 fb/Fb 0.670 :1 Length/(DL+LL Defl) 137.4 : 1 Shear 5.273 k 56.212 k fv:Shear Strew 1.876 ksi 20.000 ksi tv/Fv 0.094 :1 Force & Stress Summary <- These columns are Dead+Live Load placed as noted--» DL LL LL+ST LL LL+ST Maximum Only (a Center )Center Cants C@ Cants Max.M+ 61.52 k-ft 34.30 61.52 k-ft Max.M- k-ft Max.M @ Left k-ft Max.M @ Right k-ft Shear @ Left 5.27 k 2.94 5.27 k Shear @ Right 5.27 k 2.94 5.27 k Center Defl. -4.076 in -2.272 -4.076 -4.076 0.000 0.000 in Left Cant Defl 0.000 in 0.000 0.000 0.000 0.000 0.000 in Right Cant Defl 0.000 in 0.000 0.000 0.000 0.000 0.000 in ...Query Defl @ 24.000 ft -2.271 -4.073 -4.073 0.000 0.000 in Reaction @ Left 5.27 2.94 5.27 5.27 k Reaction @ Rt 5.27 2.94 5.27 5.27 k Fa calc'd per Eq.E2-1,K*Ur<Cc I Beam Passes Table B5.1,Fb per Eq.F1-1,Fb=0.66 Fy Section Properties W12X26 Depth 12.220 in Weight 25.98#/ft r-xx 5.164 in Width 6.4901n I-xx 204.00 in4 r-yy 1.504 in Web Thick 0.230 in I-yy 17.30 in4 Rt 1.720 in Flange Thickness 0.380 in S-xx 33.388 in3 Area 7.65 in2 S-yy 5.331 in3 � f MWH Global, Inc. Title: Stillaguamish WTP Job# 1520315 2375 130 th AVE. NE Dsgnr: DR Date: 1:10PM, 25 JUL 03 Description:WTP Facility Bellevue,WA 98005 Scope: Stuctural Design of WTP Building 'E • '�" �010° Steel Beam Design Page 1 User.KW-0604881,Ver 5.6.1,25.Od•�Z k:u gsa opnnoworking files\enercalclslHiagua (c)1gp3-?002 ENERCAiC Engineering Software Description Grid 4 Truss Beam General Information Calculations are designed to AISC 9th Edition ASD and 1997 UBC Requirements Steel Section : W12X26 Fy 50.0oksi Pinned-Pinned Load Duration Factor 1.00 Center Span 46.67 ft Bm Wt.Added to Loads Elastic Modulus 29,000.0 ksi Left Cant. 0.00 ft LL&ST Act Together Right Cant 0.00 ft Lu:Unbraced Length 1.00 ft Distributed Loads �� =:�Q+=x+tiarssz��wruasrr�•�z.^•�.t:rz+tx�r,��vie�:u-� .era # 1 #2 #3 #4 #5 #6 #7 DL 0.100 k/ft LL 0.100 k/ft k/ft ST ft Start Location ft End Location Summary Beam OK Static Load Case Governs Stress Using:W12X26 section, Span=46.67ft, Fy=50.Oksi End Fixity= Pinned-Pinncd, Lu= 1.00ft, LDF=1.000 Actual Allcw.ahle Moment 61.519 k-ft 91.817 k-ft Max.Deflection 4.076 in fb:Bending Stress 22.111 ksi 33.000 ksi Length/DL Defl 246.4 : 1 fb/Fb 0.670 : 1 Length/(DL+LL Defl) 137.4 : 1 Shear 5.273 k 56.212 k • fv:Shear Stres! 1.876 ksi 20.000 ksi fv I Fv 0.094 : 1 Force & Stress Summary - �a��fiyr::ee.�os��:ta�trecru.,�..r,=,--t:-•�-�.-r-Vrrersvr..-.ss:msv. see <- These columns are Dead+Live Load placed as noted-» DL LL LL+ST LL LL+ST Maximum Only cD Center as Center Cants Cants Max.M+ 61.52 k-ft 34.30 61.52 k-ft k-ft Max.M k-ft Max.M @ Left k-ft Max.M @ Right Shear @ Left 5.27 k 2.94 5.27 k Shear @ Right 5.27 k 2.94 5.27 k Center Defl. -4.076 in -2.272 -4.076 -4.076 0.000 0.000 in Left Cant Defl 0.000 in 0.000 0.000 0.000 0.000 0.000 in Right Cant Defl 0.000 in 0.000 0.000 0.000 0.000 0.000 in ...Query Defl @ 24.000 ft -2.271 -4.073 -4.073 0.000 0.000 in Reaction @ Left 5.27 2.94 5.27 5.27 k Reaction @ Rt 5.27 2.94 5.27 5.27 k Fa calc'd per Eq.E2-1,K"Ur<Cc I Beam Passes Table B5.1,Fb per Eq.F1-1,Fb=0.66 Fy Section Properties W12X26 Depth 12.220 in Weight 215.98#/ft r-xx 5.164 in Width 6.490in I-xx 204.00 in4 r-yy 1.504 in Web Thick 0.230 in I-yy 17.30 in4 Rt 1.720 in Flange Thickness 0.380 in S-xx 33.388 in3 Area 7.65 in2 S-yy 5.331 in3 I I I �, I I r MWH Global, Inc. Title: Stillaguamish WTP Job# 1520315 2375 130 th AVE. NE Dsgnr: DR Date: 1:18PM, 25 JUL 03 Description :WTP Facility Bellevue,WA 98005 Scope: Stuctural Design of WTP Building 1704 6 • I Rev' 560100 Steel Column Page 1 User.560100 4891,Ver 5.6.1,25-Oct-2002 kaoon¢sanowo kino rile55ener6atd9tillagua (c)1983.2002 ENERCALC Engineering software Description Grid 4Truss Beam Capacities General Information Calculations are designed to AISC 9th Edition ASD and 1997 UBC Requirements Steel Section W12X26 Fy 50.00 ksi X-X Sidesway: Restrained Duration Factor 1.000 Y-Y Sidesway: Restrained Column Height 23.667 ft Elastic Modulus 29,000.00 ksi End Fixity Pin-Pin X-X Unbraced 23.667 ft Kxx 1.000 Live&Short Term Loads Combined Y-Y Unbraced 4.000 ft Kyy 1.000 Loads Axial Load... Dead Load k Ecc.for X-X Axis Moments 0.000 in Live Load k Ecc.for Y-Y Axis Moments 0.000 in Short Term Load 1.00 k Distributed lateral Loads... DL LL ST Start End Along Y-Y 0.110 0.120 k/ft --> 21.500 ft Along X-X k/ft -> ft Summary Column Design OK Section:W 12X26, Height= 23.67ft,Axial Loads: DL= 0.00, LL= 0.00, ST= 1.00k, Ecc.= 0.000in Unbraced Lengths: X-X= 23.67ft, Y-Y= 4.00ft Combined Stress Ratios Dead Live DL + L.L DL+ST+(LL if Chosen) AISC Formula H1 -I AISC Formula H1 -2 AISC Formula H1 -3 0.0825 0.0900 0.1725 0.1780 XX Axis: Fa calc'd per Eq.E2-1, K*L/r<Cc XX Axis : I Beam Passes Table B5.1, Fb per Eq.F1-1,Fb=0.66 Fv YY Axis: Fa calc'd per Eq. E2-1,K*Llr<Cc YY Axis: I Beam Minor Axis Passes Table B5 Fb=0.75 Fy er E F -1 Stresses Allowable&Actual Stresses Dead Live DL+LL DL+Short Fa:Allowable 23.55 ksi 23.55 ksi 23.55 ksi 23.55 ksi fa:Actual 0.00 ksi 0.00 ksi 0.00 ksi 0.13 ksi Fb:xx:Allow[F1-6] 33.00 ksi 33.00 ksi 33.00 ksi 33.00 ksi Fb:xx:Allow[F1-7]&[F1-8] 33.00 ksi 33.00 ksi 33.00 ksi 33.00 ksi fb:xx Actual 2.72 ksi 2.97 ksi 5.69 ksi 5.69 ksi Fb:yy:Allow[F1-6] 37.50 ksi 37.50 ksi 37.50 ksi 37.50 ksi Fb:yy:Allow[F1-7]&[F1-8] 37.50 ksi 37.50 ksi 37.50 ksi 37.50 ksi fb:yy Actual 0.00 ksi 0.00 ksi 0.00 ksi 0.00 ksi Analysis Values iM:.'.:lff7lr3."V.[Y.dSiY.l.7 :UCR F'ex:DL+LL 49,371 psi Cm:x DL+LL 1.00 Cb:x DL+LL 1.00 F'ey:DL+LL 146,573 psi Cm:y DL+LL 0.60 Cb:y DL+LL 1.00 F'ex:DL+LL+ST 49,371 psi Cm:x DL+LL+ST 1.00 Cb:x DL+LL+ST 1.00 F'ey:DL+LL+ST 146,573 psi Cm:y DL+LL+ST 0.60 Cb:y DL+LL+ST 1.00 Max X-X Axis Deflection -0.269 in at 11.833 ft Max Y-Y Axis Deflection 0.000 in at 0.000 ft i MWH Global, Inc. Title : Stillaguarnish WTP Job#1520315 2375 130 th AVE. NE Dsgnr: DR Date: 1:18PM, 25 JUL 03 Bellevue,WA 98005 Description:WTP Facility Scope: Stuctural Design of WTP Building 5 Rev: Rev: 0100 891,Ver5.6.t,25-Oct-2002 Steel Column Page 2 KW-06 (c)1983-2002 ENERCALC Engineering Software k:\roongsang\working f les\enercalc\slillagua �-a r_aurnr_�se�t�»�cr�•z.-..�+.w�::�4 F�a Description Grid 4Truss Beam Capacities Section Properties W12X26 Depth 12.22 in Weight 25.98#/ft I-xx 204.00 in4 Width 6.490 in Area 7.65 in2 I-yy 17.30 in4 Web Thick 0.230 in Rt 1.720 in S-xx 33.388 in3 Flange Thickness 0.380 in S-yy 5.331 in3 r-xx 5.164 in r-yy 1.504 in U - U _ ---- __ -------- - ----- - -------- ---------- --_ .^ ^� = MWH Global, Inc. Title : Stillaguamish WTP Job#1520315 2375 130 th AVE. NE Dsgnr: DR Date: 8:14AM, 26 JUL 03 Description :WTP Facility Bellevue,WA 98005 Scope: Stuctural Design of WTP Building �Q 45 Rev: 5e°'00 Steel COlumn Page 1 User:KW-0604891,Ver 5.6.1,25Oct-2002 tc)1983-2002 ENERCALC Engineering Sollware k Voonosang\wort ing fileslenercaktSGltagua Description Grid 4Truss Beam Capacities(Pitched Member) General Information Calculations are designed to AISC 9th Edition ASD and 1997 UBC Requirements Steel Section W12X26 Fy 50.00 ksi X-X Sidesway: Restrained Duration Factor 1.000 Y-Y Sidesway: Restrained Column Height 50.600 ft Elastic Modulus 29,000.00 ksi End Fixity Pin-Pin X-X Unbraced 25.300 ft Kxx 1.000 Live&Short Term Loads Combined Y-Y Unbraced 1.000 ft Kyy 1.000 Loads Axial Load... Dead Load k Ecc.for X-X Axis Moments 0.000 in Live Load k Ecc.for Y-Y Axis Moments 0.000 in Short Term Load 1.00 k Distributed lateral Loads... DL LL ST Start End Along Y-Y 0.110 0.120 k/ft -> 21.500 ft Along X-X k/ft '"> ft Summary Column Design OK Section:W 12X26, Height= 50.60ft,Axial Loads: DL= 0.00, LL= 0.00, ST= 1.00k, Ecc.= 0.000in Unbraced Lengths: X-X= 25.30ft, Y-Y= 1.00ft Combined Stress Ratios Dead _Live DL+LL _nL+ST+ILL if Chosen) AISC Formula H1 -1 AISC Formula H1 -2 to AISC Formula H1 -3 0.1717 0.1874 0.3591 0.3648 XX Axis : Fa calc'd per Eq.E2-1,K*Llr<Cc XX Axis : I Beam Passes Table B5.1, Fb per Eq. F1-1, Fb=0.66 Fy YY Axis : Fa calc'd per Eq. E2-1,K*Llr<Cc YY Axis : I Beam, Minor Axis,Passes Table 651 Fb=0.75 Fy per Eq.F2-1 Stresses Allowable&Actual Stresses Dead Live DL+LL DL+Short Fa:Allowable 22.92 ksi 22.92 ksi 22.92 ksi 22.92 ksi fa :Actual 0.00 ksi 0.00 ksi 0.00 ksi 0.13 ksi Fb:xx:Allow[F1-6] 33.00 ksi 33.00 ksi 33.00 ksi 33.00 ksi Fb:xx:Allow[F1-7]&[F1-8] 33.00 ksi 33.00 ksi 33.00 ksi 33.00 ksi fb:xx Actual 5.67 ksi 6.18 ksi 11.85 ksi 11.85 ksi Fb:yy:Allow[F1-6] 37.50 ksi 37.50 ksi 37.50 ksi 37.50 ksi Fb:yy:Allow[F1-7]&[F1-8] 37.50 ksi 37.50 ksi 37.50 ksi 37.50 ksi fb:yy Actual 0.00 ksi 0.00 ksi 0.00 ksi 0.00 ksi Analysis Values - lwwww'Ej' rir�rv� s T•.:tr.wx rn.tQ:rr. v .ztn_.. n ti, rarr F'ex:DL+LL 43,203 psi Cm:x DL+LL 1.00 Cb:x DL+LL 1.00 F'ey:DL+LL 2,345,165 psi Cm:y DL+LL 0.60 Cb:y DL+LL 1.00 F'ex:DL+LL+ST 43,203 psi Cm:x DL+LL+ST 1.00 Cb:x DL+LL+ST 1.00 F'ey:DL+LL+ST 2,345,165 psi Cm:y DL+LL+ST 0.60 Cb:y DL+LL+ST 1.00 Max X-X Axis Deflection -2.213 in at 22.601 ft Max Y-Y Axis Deflection 0.000 in at 0.000 ft to .1 ✓, MWH Global, Inc. Title: Stillaguarnish WTP Job# 1520315 2375 130 th AVE. NE Dsgnr: DR Date: 8:14AM, 26 JUL 03 Description:WTP Facility Bellevue,WA 98005 Scope: Stuctural Design of WTP Building [Te : 560100 Page 2 r:KW-0604891,Ver5.6.1.25-Oct-2002 Steel Column 91 2002 ENERCALC Engineering Software k\!o0ngsangtworking Gleslenercatc\stillagua Description Grid 4Truss Beam Ca pa cities(Pitched Member) Fection Properties W12X26 s(if�n CT-I�QlYl'f�'£,�'i.'LG4LiC- 2YSi!4(�=•;7'•6 Depth 12.22 in Weight 25.98#/ft I-xx 204.00 in4 Width 6.490 in Area 7.65 in2 I-yy 17.30 in4 Web Thick 0.230 in Rt 1.720 in S-xx 33.388 in3 Flange Thickness 0.380 in S-yy 5.331 1n3 r-xx 5.164 in r-yy 1.504 in ,� I I MWH Americas Job No Sheet No Rev 2375 130th AVE. N.E.,Suite 200 1520315 Bellevue,WA 98074 Software licensed to Montgomery Watson Harza Part Grid 4 Truss Job Title Stillaguamish WTP Ref By DR Date25-Jul-03 Chd Client City of Marysville File Grid4Truss.std Dater"- 26-Jul-2003 07:06 Job Information Engineer Checked Approved Name: DR Date: 25-Jul-03 Structure Type I PLANE FRAME Number of Nodes 6 Highest Node 6 Number of Elements 7 Highest Beam 7 Number of Basic Load Cases 4 Number of Combination Load Cases 4 Included in this printout are data for: All The Whole Structure Included in this Printout are results for load cases: j Type L/C Name i Primary 1 DEAD LOAD Primary 2 SNOW LOAD Primary 3 SNOW LOAD II Primary 4 SEISMIC (E/1.4) Combination 20 DEAD + SNOW LOAD Combination 21 DEAD + SNOW II Combination 22 1.2DL + SNOW + SEISMIC (EM) Combination 23 1.2DL + SNOW II + SEISMIC (EM) Beams Beam Node A Node B Length Property a (ft) (degrees) 1 1 4 24.000 1 0 2 4 2 24.000 1 0 3 3 4 25.298 1 j 0 4 4 5 25.298 1 0 ` 5 3 6 24.000 2 90 6 6 5 24.000 2 90 7 6 4 8.000 2 90 Print Time/Dale:26/07/2003 07:19 STAAD.Pro for Windows Release 2002 Print Run 1 of 22 :� I '• 1.- Q 51 MWH Americas Job No Sheet No Rev 2375 130th AVE. N.E.,Suite 200 1520315 2 Bellevue,WA 98074 Software licensed to Montgomery Watson Harza Pad Grid 4 Truss Job Title Stillaguamish WTP Ref BY DR Date25-Jul-03 Chd t Client City of Marysville File Grid4Truss.std Date/Time 26-Jul-2003 07:06 Section Properties Prop Section Area lyy lu J Material (in 2) (in 4) (in 4) (in 4) 1 W 12X26 7.650 17.300 204.000 0.285 - 2 W6X15 4.430 9.300 29.100 0.093 - Supports Node X Y Z rX rY rZ (Ibf/ft) (Ibf/ft) (Ibf/ft) (kip"ft/deg) (kip-ft/deg) (kip-ft/deg) 1 - Fixed Fixed - - - 2 - Fixed Fixed - - - 3 - Fixed Fixed - - - 5 Fixed Fixed Fixed - - - I Basic Load Cases Number Name 1 DEAD LOAD 2 SNOW LOAD 3 SNOW LOAD II 4 SEISMIC (E/1.4) Combination Load Cases Comb. Combination L/C Name Primary Primary L/C Name Facto 20 DEAD + SNOW LOAD 1 DEAD LOAD 1.00 2 SNOW LOAD 1.00 21 DEAD + SNOW II 1 DEAD LOAD 1.00 3 SNOW LOAD II 1.00 22 1.2DL + SNOW + SEISMIC (EM) 2 SNOW LOAD 1.00 1 DEAD LOAD 1.20 4 SEISMIC (E/1.4) 3.92 23 1.2DL +SNOW II + SEISMIC (EM) 1 DEAD LOAD 1.20 i 3 SNOW LOAD II 1.0 4 SEISMIC (E/1.4) 3.9'2 Print Time/Dale:26/0712003 07:19 STAAD.Pro for Windows Release 2002 Print Run 2 of 22 i �gsv MWH Americas Job No Sheet No Rev 2375 1301h AVE.N.E.,Sulte 200 1520315 3 Bellevue,WA 98074 f Software licensed to Montgomery Watson Harza Pan Grid 4 Truss / Job Title Stillaguamish WTP Ref eY DR Date25-Jul-03 Chd Client City of Marysville File Grid4Truss.std Date/Time 26-Jul-2003 07:06 Beam Loads : 1 DEAD LOAD Beam Type Direction Fa Da Fb Db Ecc. (ft) (ft) 1 TRAP kips/ft GY 0.000 0.000 -0.200 24.000 - 2 TRAP kips/ft GY -0.200 0.000 0.000 24.000 - 3 UNI kips/ft GY -0.435 - - - - 4 UNI kips/ft GY -0.435 - - - Beam Loads : 2 SNOW LOAD Beam Type Direction Fa Da Fb Db Ecc. (ft) (ft) 1 TRAP kips/ft GY 0.000 0.000 -0.400 - - 2 TRAP kips/ft GY -0.400 0.000 0.000 24.000 - 3 UNI kips/ft GY -0.070 - 4 UNI kips/ft GY -0.070 - - - - i Beam Loads : 3 SNOW LOAD II Beam Type Direction Fa Da Fb Db Ecc. (ft) (ft) 1 TRAP kips/ft GY 0.000 0.000 -0.400 24.000 3 UNI kips/ft GY -0.075 - - - Beam Loads : 4 SEISMIC (E/1.4) Beam Type Direction Fa Da Fb Db Ecc. (ft) (ft) 1 CON kip GX 30.000 - - - - Print Time/Date:26107/2003 07:19 STAAD.Pro for Windows Release 2002 Print Run 3 of 22 i i �; ��. 1�g 53 MWH Americas Job No Sheet No Rev 2375 130th AVE. N.E.,Suite 200 1520315 4 Bellevue,WA 98074 Par'Grid 4 Truss / Software licensed to Montgomery Watson Harza Job Title Stillaguamish WTP Ref By DR Date25-Jul-03 Chd client City of Marysville File Grid4Truss.std Daternme 26-Jul-2003 07:06 Node Displacements Node L/C X Y Z Resultant rX rY rZ (in) (in) (in) (in) (rad) (rad) (rad) 1 1:DEAD LOAD -0.056 0.000 0.000 0.056 0.00000 0.00000 -0.00203 2:SNOW LOA[ -0.032 0.000 0.000 0.032 0.00000 0.00000 -0.00197 3:SNOW LOA[ -0.016 0.000 0.000 0.016 0.00000 0.00000 -0.00208 4:SEISMIC (E/' 0.075 0.000 0.000 0.075 0.00000 0.00000 0.00050 20:DEAD + SN -0.088 0.000 0.000 0.088 0.00000 0.00000 -0.00400 21:DEAD + SN -0.073 0.000 0.000 0.073 0.00000 0.00000 -0.00411 22:1.2DL + SN1 0.194 0.000 0.000 0.194 0.00000 0.00000 -0.00243 23:1.2DL + SN1 0.210 0.000 0.000 0.210 0.00000 0.00000 -0.00254 2 1:DEAD. LOAD -0.056 0.000 0.000 0.056 0.00000 0.00000 0.00203 2:SNOW LOX -0.032 0.000 0.000 0.032 0.00000 0.00000 0.00197 3:SNOW LOX -0.016 0:000 0.000 0.016 0.00000 0.00000 -0.00010 4:SEISMIC (E/' 0.055 0.000 0.000 0.055 0.00000 0.00000 -0.00049 20:DEAD + SN -0.088 0.000 0.000 0.088 0.00000 0.00000 0.00400 21:DEAD + SN -0.073 0.000 0.000 0.073 0.00000 0.00000 0.00193 22:1.2DL + SN, 0.118 0.000 0.000 0.118 0.00000 0.00000 0.00248 23:12DL + SN1 0.134 0.000 0.000 0.134 0.00000 0.00000 0,00041 3 1:DEAD LOAD -0.113 1 0.000 0.000 0.113 0.00000 0.00000 -0.00485 2:SNOW LOX -0.063 0.000 0.000 0.063 0.00000 0.00000 -0.00135 3:SNOW LOX -0.032 0.000 0.000 0.032 0.00000 0.00000 -0.00151 4:SEISMIC (E/ 0.065 0.000 0.000 0.065 0.00000 0.00000 0.00047 20:DEAD + SN -0.176 0.000 0.000 0.176 0000000 0.00000 -0.00620 21:DEAD + SN -0.145 0.000 0.000 0.145 0.00000 0.00000 -0.00637 t2:SN 0.058 0.000 0.000 0.058 0.00000 0.00000 -0.00533 0.089 0.000 0.000 0.089 0.00000 0.00000 -0.00550 4 -0.056 -0.282 0.000 0.288 0.00000 0.00000 -0.00000 -0.032 -0.159 0.000 0.163 0.00000 0.00000 0.00000 -0.016 -0.081 0.000 0.083 0.00000 0.00000 0.00105 4:SEISMIC (E/' 0.055 0.096 0.000 0.111 0.00000 0.00000 -0.00001 20:DEAD + SN -0.088 -0.442 0.000 0.450 0.00000 0.00000 -0.00000 21:DEAD + SN -0.073 -0.363 0.000 0.370 0.00000 0.00000 0,00105 22:1.2DL + SN, 0.118 -0.121 0.000 0.169 0.00000 0.00000 -0.00005 2372DL + SN 0.134 -0.043 0.000 0.140 0.00000 0.00000 0.00101 5 1:DEAD LOAD 0.000 0.000 0.000 0.000 0.00000 0.00000 0.00485 2:SNOW LOX 0.000 0.000 0.000 0.000 0.00000 0.00000 0.00135 1 3:SNOW LOX 0.000 0.000 0.000 0.000 0.00000 0.00000 -0.00011 4:SEISMIC (E/' 0.000 0.000 0.000 0.000 0.00000 0.00000 -0.00053 ' Print Time/Dale:26/07/2003 07:19 STAAD.Pro for Windows Release 2002 Print Run 4 of 22 1 1 �� _ eB54 MWH Americas Job No Sheet No Rev 2375 130th AVE. N.E.,Suite 200 1520315 5 Bellevue,WA 98074 Software licensed to Montgomery Watson Harza Part Grid 4 Truss Job Title Stillaguamish WTP Ref 4P By DR Date25-Jul-03 Chd Client City of Marysville File Grid4Truss.std Date/Time 26-Jul-2003 07:06 Node Displacements Cont... Node L/C X Y Z Resultant rX rY rZ (in) (in) (in) (in) (rad) (rad) (rad) 20:DEAD + SN 0.000 0.000 0.000 0.000 0.00000 0.00000 0.00620 21:DEAD + SN 0.000 0.000 0.000 0.000 0.00000 0.00000 0.00474 22:1.2DL + SN, 0.000 0.000 0.000 0.000 0.00000 0.00000 0.00510 23:1.2DL + SN, 0.000 0.000 0.000 0.000 0.00000 0.00000 0.00364 6 1:DEAD LOAD -0.056 -0.282 0.000 0.288 0.00000 0.00000 0.00000 2:SNOW LOA[ -0.032 -0.159 0.000 0.163 0.00000 0.00000 0.00000 3:SNOW LOA[ -0.016 -0.081 0.000 0.083 0.00000 0.00000 0.00000 4:SEISMIC (E/' 0.033 0.096 0.000 0.102 0.00000 0.00000 0.00000 20:DEAD + SN -0.088 -0.442 0.000 0.450 0.00000 0.00000 0.00000 j 21:DEAD + SN -0.072 -0.363 0.000 0.370 0.00000 0.00000 0.00000 i 22:1.2DL + SN, 0.029 -0.121 0.000 0.124 0.00000 0.00000 0.00000 j 23:1.2DL + SN, 0.044 -0.043 0.000 0.061 0.00000 0.00000 0.00000 Reactions Horizontal Vertical Horizontal Moment Node L/C FX -FY FZ MX MY MZ (kip) (kip) (kip) (kip-ft) (kip-ft) (kip-ft) 1 1:DEAD LOAD 0.000 0.690 0.000 0.000 0.000 0.000 2:SNOW LOX 0.000 1.081 0.000 0.000 0.000 0.000 3:SNOW LOX 0.000 1.247 0.000 0.000 0.000 0.000 4:SEISMIC (E/' 0.000 -0.073 0.000 0.000 0.000 0.000 20:DEAD + SN 0.000 1.771 0.000 0.000 0.000 0.000 21:DEAD + SN 0.000 1.937 0.000 0.000 0.000 0.000 22:1.2DL + SN, 0.000 1.621 0.000 0.000 0.000 0.000 23:1.2DL + SN, 0.000 1.787 0.000 0.000 0.000 0.000 2 1:DEAD LOAD 0.000 0.690 0.000 0.000 0.000 0.000 2:SNOW LOX 0.000 1.081 0.000 0.000 0.000 0.000 3:SNOW LOA[ 0.000 -0.164 0.000 0.000 0.000 0.000 4:SEISMIC (E/' 0.000 -0.069 0.000 0.000 0.000 0.000 j 20:DEAD + SN 0.000 1.771 0.000 0.000 0.000 0.000 21:DEAD + SN 0.000 0.526 0.000 0.000 0.000 0.000 22:1.2DL + SNP 0.000 1.640 0.000 0.000 0.000 0.000 II 23:1.2DL + SN, 0.000 0.395 0.000 0.000 0.000 0.000 3 1:DEAD LOAD 0.000 12.715 0.000 0.000 0.000 0.000 2:SNOW LOX 0.000 5.490 0.000 0.000 0.000 0.000 i i Print Time/Date:26/07/2003 07:19 STAAD.Pro for Windows Release 2002 Print Run 5 of 22 � � � I �f ,; �, (a 55 MWH Americas Job No Sheet No Rev 2375 130th AVE. N.E.,Suite 200 1520315 6 Bellevue,WA 98074 Software licensed to Montgomery Watson Harza ',"Grid 4 Truss Job Title Stillaguamish WTP Ref ey DR Dale25-Jul-03 Chd Client City of Marysville File Grid4Truss.std Dale/Time 26-Jul-2003 07:06 Reactions Cont... Horizontal Vertical Horizontal Moment Node L/C FX FY FZ MX MY MZ (kip) (kip) (kip) (kip-ft) (kip-ft) (kip-ft) 3:SNOW LOA[ 0.000 3.376 0.000 0.000 0.000 0.000 4:SEISMIC (E/' 0.000 -4.927 0.000 0.000 0.000 0.000 20:DEAD + SN 0.000 18.205 0.000 0.000 0.000 0,000 21:DEAD + SN 0.000 16.091 0.000 0.000 0.000 0.000 22:1.2DL + SN, 0.000 1.436 0.000 0.000 0.000 0.000 23:1.2DL + SNP 0.000 -0.678 0.000 0.000 0.000 0.000 5 1:DEAD LOAD -0.000 12.715 0.000 0.000 0.000 0.000 2:SNOW LOA[ 0.000 5.490 0.000 0.000 0.000 0.000 3:SNOW LOA[ 0.000 2.238 0.000 0.000 0.000 0.000 4:SEISMIC (E/' -30.000 5.069 0.000 0.000 0.000 0.000 20:DEAD + SN -0.000 18.205 0.000 0.000 0.000 0.000 21:DEAD + SN 0.000 14.953 0.000 0.000 0.000 0.000 i 22:1.2DL + SN, -117.600 40.616 0.000 0.000 0.000 0.000 23:1.2DL + SN, -117.600 37.365 0.000 0.000 0.000 0.000 Beam Maximum Moments Distances to maxima are lven from beam end A. Beam Node A Length L/C d Max My d Max Mz (ft) (ft) (kip-ft) (ft) (kip-ft) 1 1 24.000 1:DEAD LOAD Max -ve 0.000 0.000 24.000 2.644 Max +ve 0.000 0.000 12.000 -5.878 2:SNOW LOX Max -ve 0.000 0.000 24.000 12.459 Max +ve 0.000 0.000 12.000 -8.171 3:SNOW LOX Max -ve 0.000 0.000 24.000 8.477 Max +ve 0.000 0.000 12.000 -10.161 4:SEISMIC (E/' Max -ve 0.000 0.000 24.000 1.762 Max +ve 0.000 0.000 20:DEAD + SN Max -ve 0.000 0.000 24.000 15.103 Max +ve 0.000 0.000 12.000 -14.049 21:DEAD + SN Max-ve 0.000 0.000 24.000 11.121 Max +ve 0.000 0.000 12.000 -16.040 22:1.2DL + SN, Max -ve 0.000 0.000 24.000 22.540 Max +ve 0.000 0.000 12.000 -11.770 23:1.2DL + SN, Max -ve 0.000 0.000 24.000 18.558 Print Time/Date:26/07/2003 07:19 STAAD.Pro for Windows Release 2002 Print Run 6 of 22 _ ��• ,�i ® MWH Americas Job No Sheet No Rev 2375 130th AVE.N.E.,Suite 200 1520315 7 Bellevue,WA 98074 Software licensed to Montgomery Watson Harza Part Grid 4 Truss Job Title Stillaguamish WTP Ref By DR oale25-Jul-03 Chd Client City of Marysville File Grid4Truss.std Daterrime 26-Jul-2003 07:06 Beam Maximum Moments Cont... Beam Node A Length L/C d Max My d Max Mz (ft) (ft) (kip-ft) (ft) (kip-ft) Max +ve 0.000 0.000 12.000 -13.761 2 4 24.000 1:DEAD LOAD Max-ve 0.000 0.000 0.000 2.644 Max +ve 0.000 0.000 12.000 -5.878 2:SNOW LOX Max-ve 0.000 0.000 0.000 12.459 Max +ve 0.000 0.000 12.000 -8.171 3:SNOW LOA[ Max-ve 0.000 0.000 0.000 3.937 Max +ve 0.000 0.000 4:SEISMIC (EP Max-ve 0.000 0.000 0.000 1.644 Max +ve 0.000 0.000 24.000 -0.000 20:DEAD + SN Max -ve 0.000 0.000 0.000 15.103 Max +ve 0.000 0.000 12.000 -14.049 21:DEAD + SN Max-ve 0.000 0.000 0.000 6.581 Max +ve 0.000 0.000 12.000 -3.909 22:1.2DL + SN, Max-ve 0.000 0.000 0.000 22.077 Max +ve 0.000 0.000 12.000 -12.001 i 23:1.2DL + SN, Max-ve 0.000 0.000 0.000 13.555 Max +ve 0.000 0.000 16.000 -2.308 3 3 25.298 1:DEAD LOAD Max-ve 0.000 0.000 25.298 28.259 Max +ve 0.000 0.000 10.541 -20.323 2:SNOW LOA[ Max-ve 0.000 0.000 25.298 2.708 Max +ve 0.000 0.000 10.541 -4.037 3:SNOW LOA[ Max-ve 0.000 0.000 0.000 0.000 Max +ve 0.000 0.000 12.649 -6.066 4:SEISMIC (E/- Max -ve 0.000 0.000 25.298 1.561 Max +ve 0.000 0.000 0.000 -0.000 20:DEAD + SN Max -ve 0.000 0.000 25.298 30.967 Max +ve 0.000 0.000 10.541 -24.359 21:DEAD + SN Max -ve 0.000 0.000 25.298 27.511 Max +ve 0.000 0.000 10.541 -26.168 22:1.2DL + SN, Max-ve 0.000 0.000 25.298 42.738 Max +ve 0.000 0.000 10.541 -25.874 23:1.2DL + SN, Max -ve 0.000 0.000 25.298 39.282 Max +ve 0.000 0.000 10.541 -27.683 4 4 25.298 1:DEAD LOAD Max-ve 0.000 0.000 1 0.000 28.259 Max +ve 0.000 0.000 14.757 -20.323 2:SNOW LOA[ Max -ve 0.000 0.000 0.000 2.708 Print Time/Date:26/07/2003 07:19 STAAD.Pro for Windows Release 2002 Print Run 7 of 22 } 1 p MWH Americas Job No SheelNo Rev CUM 2375 130th AVE. N.E.,Suite 200 1520315 Bellevue,WA 98074 Software licensed to Montgomery Watson Harza Part Grid 4 Truss Job Title Stillaguamish WTP Ref By DR Dale25-Jul-03 Chd Client City of Marysville File Grid4Truss.std Dale rime 26-Jul-2003 07:06 Beam Maximum Moments Cont... Beam Node A Length L/C d Max My d Max Mz (ft) (ft) (kip-ft) (ft) (kip ft) Max +ve 0.000 0.000 14.757 -4.037 3:SNOW LOA[ Max -ve 0.000 0.000 0.000 3.792 Max +ve 0.000 0.000 4:SEISMIC (E/- Max-ve 0.000 0.000 0.000 1.679 Max +ve 0.000 0.000 25.298 0.000 20:DEAD + SN Max-ve 0.000 0.000 0.000 30.967 Max +ve 0.000 0.000 14.757 -24.359 21:DEAD + SN Max -ve 0.000 0.000 0.000 32.051 Max +ve 0.000 0.000 14.757 -18.742 22:1.2DL+ SN, Max-ve 0.000 0.000 0.000 43.201 Max +ve 0.000 0.000 14.757 -25.681 23:1.2DL + SN, Max-ve 0.000 0.000 0.000 44.285 Max +ve 0.000 0.000 16.865 -20.453 5 3 24.000 1:DEAD LOAD Max-ve 0.000 0.000 0.000 0.000 Max +ve 24.000 -0.229 0.000 0.000 2:SNOW LOA[ Max-ve 0.000 0.000 0.000 0.000 Max +ve 24.000 -0.130 0.000 0.000 3:SNOW LOA[ Max -ve 0.000 0.000 0.000 0.000 Max +ve 24.000 -0.066 0.000 0.000 4:SEISMIC (E/ Max -ve 24.000 0.078 0.000 0.000 Max +ve 0.000 0.000 0.000 0.000 20:DEAD + SN Max-ve 0.000 0.000 0.000 0.000 Max +ve 24.000 -0.359 0.000 0.000 21:DEAD + SN Max-ve 0.000 0.000 0.000 0.000 Max +ve 24.000 -0.295 0.000 0.000 22:1.2DL + SN, Max-ve 0.000 0.000 0.000 0.000 Max +ve 24.000 -0.098 0.000 0.000 23:1.2DL+ SN, Max-ve 0.000 0.000 0.000 0.000 Max +ve 24.000 -0.035 0.000 0.000 6 6 24.000 1:DEAD LOAD Max-ve 24.000 0.000 0.000 0.000 Max +ve 0.000 -0.229 0.000 0.000 2:SNOW LOA[ Max-ve 24.000 0.000 0.000 0.000 Max +ve 0.000 -0.130 0.000 0.000 3:SNOW LOA[ Max -ve 24.000 0.000 0.000 0.000 Max +ve 0.000 -0.066 1 0.000 0.000 4:SEISMIC (E/* Max -ve 0.000 0.078 0.000 0.000 I� Print Time/Dale:26/07/200307:19 STAAD.Pro for Windows Release 2002 Print Run 8 of 22 �� I ,._� i MWH Americas Job No sheet No Rev 2375 130th AVE. N.E.,Suite 200 1520315 9 Bellevue,WA 98074 Software licensed to Montgomery Watson Harca Part Grid 4 Truss • Jab Title Stillaguamish WTP Ref 6y DR Date25-Jul-03 Chd client City of Marysville File Grid4Truss.std Date/Time 26-Jul-2003 07:06 Beam Maximum Moments Cont... Beam Node A Length LIC d Max My d Max Mz (ft) (ft) (kip-ft) (ft) (kip-ft) Max +ve 24.000 0.000 0.000 0.000 20:DEAD + SN Max -ve 24.000 0.000 0.000 0.000 Max +ve 0.000 -0.359 0.000 0.000 21:DEAD + SN Max-ve 24.000 0.000 0.000 0.000 Max +ve 0.000 -0.295 0.000 0.000 22:1.2DL + SN, Max -ve 24.000 0.000 0.000 0.000 Max +ve 0.000 -0.098 0.000 0.000 23:1.2DL + SN, Max-ve 24.000 0.000 0.000 0.000 I Max +ve 0.000 -0.035 0.000 0.000 7 6 8.000 1:DEAD LOAD Max-ve 0.000 0.000 0.000 0.000 Max +ve 7.333 -0.000 0.000 0.000 2:SNOW LOA[ Max-ve 7.333 0.000 0.000 0.000 Max +ve 0.000 0.000 0.000 0.000 3:SNOW LOA[ Max-ve 7.333 0.000 0.000 0.000 f Max +ve 0.000 0.000 0.000 0.000 4:SEISMIC (E/' Max -ve 0.000 0.000 0.000 0.000 Max +ve 7.333 -0.000 0.000 0.000 20:DEAD + SN Max -ve 0.000 0.000 0.000 0.000 Max +ve 7.333 -0.000 0.000 0.000 21:DEAD + SN Max-ve 7.333 0.000 0.000 0.000 Max +ve 0.000 0.000 0.000 0.000 22:1.2DL + SN, Max-ve 0.000 0.000 0.000 0.000 Max +ve 7.333 -0.000 0.000 0.000 23:1.2DL + SN, Max-ve 0.000 0.000 0.000 0.000 Max +ve 7.333 -0.000 0.000 0.000 Print Time/Dale:26/07/2003 07:19 STAAD.Pro for Windows Release 2002 Print Run 9 of 22 i � � .� 1 i i MWH Americas Job No Sheet No Rev 2375 130th AVE. N.E.,Suite 200 1520315 10 Bellevue,WA 98074 Software licensed to Montgomery Watson Harza Part Grid 4 Truss61 I obTitle Stillaguamish WTP Ref By DR Da1e25-Jul-03 Chd Client City of Marysville File Grid4Truss.std Dale/Time 26-Jul-2003 07:06 Beam Maximum Axial Forces Distances to maxima are given from beam end A. Beam Node A Length L/C d Max Fx (ft) (ft) (kip) 1 1 24.000 1:DEAD LOAD Max -ve 0.000 0.000 Max +ve 0.000 0.000 2:SNOW LOAC Max -ve 0.000 0.000 Max +ve 0.000 0.000 3:SNOW LOX Max-ve 0.000 0.000 Max +ve 0.000 0.000 4:SEISMIC (E/- Max -ve 24.000 30.000 Max +ve 0.000 0.000 , 20:DEAD + SN Max-ve 0.000 0.000 Max +ve 0.000 0.000 21:DEAD + SN Max-ve 0:000 0.000 Max +ve 0.000 0.000 i 22:1.2DL + SNP Max -ve 24.000 117.600 Max +ve 0.000 0.000 23:1.2DL + SN, Max -ve 24.000 117.600 Max +ve 0.000 0.000 f 2 4 24.000 1:DEAD LOAD Max -ve 0.000 0.000 Max +ve 0.000 0.000 2:SNOW LOX Max -ve 0.000 0.000 Max +ve 0.000 0.000 3:SNOW LOX Max -ve 0.000 0.000 Max +ve 0. 000 0.000 4:SEISMIC (E/' Max -ve 0.000 0.000 Max +ve 0.000 0.000 20:DEAD + SN Max-ve 0.000 0.000 Max +ve 0.000 0.000 21:DEAD + SN Max -ve 0.000 0.000 Max +ve 0.000 0.000 22:1.2DL + SNP Max -ve 0.000 0.000 Max +ve 0.000 0.000 23:1.2DL + SN, Max -ve 0.000 0.000 Max +ve 0.000 0.000 3 3 25.298 1:DEAD LOAD Max -ve 0.000 27.869 ' Max +ve 2:SNOW LOAC I Max -ve 0.000 15.145 L - - -- Print Time/Dale:26/07/2003 07:19 STAAD.Pro for Windows Release 2002 Print Run 10 of 22 }Zb 6O MWH Americas Job No Sheet No Rev 2375 130th AVE.N.E.,Suite 200 1520315 11 Bellevue,WA 98074 Software licensed to Montgomery Watson Harza Part Grid 4 TTUSS ` Job Title Stillaguamish WTP Ref By DR Dale25-Jul-03 Chd Client City of Marysville File Grid4Truss.std Dale/Time 26-Jul-2003 07:06 Beam Maximum Axial Forces Cont... Beam Node A Length L/C d Max Fx (ft) (ft) (kip) Max+ve 3:SNOW LOA[ Max-ve 0.000 7.879 Max +ve 4:SEISMIC (E/' Max-ve Max +ve 0.000 -15.384 20:DEAD + SN Max-ve 0.000 43.014 Max +ve 21:DEAD + SN Max-ve 0.000 35.748 I Max +ve 22:1.2DL+ SN, Max-ve Max +ve 25.298 -16.453 23:1.2DL + SN Max-ve Max +ve 25.298 -23.758 4 4 25.298 1:DEAD LOAD Max-ve 25.298 27.869 Max +ve 2:SNOW LOA[ Max-ve 25.298 15.145 Max +ve 3:SNOW LOA[ Max -ve 0.000 7.519 Max +ve 4:SEISMIC (E/' Max -ve 0.000 16.237 Max +ve 20:DEAD + SN Max-ve 25.298 43.014 Max +ve 21:DEAD + SN Max-ve 25.298 35.388 Max +ve 22:1.2DL + SN, Max-ve 25.298 112.239 Max +ve 23:1.2DL+ SN, Max -ve 25.298 104.613 Max+ve 5 3 24.000 1:DEAD LOAD Max-ve Max +ve 0.000 -25.141 2:SNOW LOX Max-ve Max +ve 0.000 -14.136 3:SNOW LOA[ Max-ve Max +ve 0.000 -7.181 4:SEISMIC (E/- Max-ve 0.000 14.575 i Print Run��orzz �PrintTimefDate.zeio7izoo3or.19 STAAD.Pro for Windows Release 2002 �l' ili t /� ® MWH Americas Job No Sheet No Rev 2375 130th AVE. N.E.,Suite 200 1520315 12 Bellevue,WA 98074 - _ Software licensed to Montgomery Watson Harza Part Grid 4 Truss Job Title Stillaguamish WTP Ref I By DR Date25-Jul-03 Chd Client City of Marysville File Grid4Truss.std Date/Time 26-Jul-2003 07:06 Beam Maximum Axial Forces Cont... Beam Node A Length L/C d Max Fx (ft) (ft) (kip) Max+ve 20:DEAD + SN Max-ve Max +ve 0.000 -39.277 21:DEAD + SN Max-ve Max +ve 0.000 -32.322 22:1.2DL + SNP Max-ve 0.000 12.828 Max +ve 23:1.2DL + SN, Max-ve 0.000 19.783 Max+ve 6 6 24.000 1:DEAD LOAD Max-ve Max +ve 0.000 -25.141 2:SNOW LOA[ Max-ve Max +ve 0.000 -14.136 ` 3:SNOW LOA[ Max-ve Max +ve 0.000 -7.181 4:SEISMIC (E/- Max-ve 0.000 14.575 Max+ve 20:DEAD + SN Max-ve Max+ve 0.000 -39.277 21:DEAD + SN Max-ve Max +ve 0.000 -32.322 22:1.2DL + SNP Max-ve 0.000 12.828 Max +ve 23:1.2DL + SN, Max -ve 0.000 19.783 Max +ve 7 6 8.000 1:DEAD LOAD Max -ve 0.000 0.019 Max +ve 2:SNOW LOA[ Max-ve 0.000 0.011 Max +ve 3:SNOW LOA[ Max-ve 0.000 0.005 Max +ve 4:SEISMIC (E/' Max-ve Max+ve 0.000 -0.007 20:DEAD + SN Max -ve 0.000 0.030 Max +ve 21:DEAD + SN Max -ve 0.000 0.025 -- ---�-- - — i PrintTime/Date:26/07/200307:19 STAAD.Pro for Windows Release 2002 Print Run 12 of 22 i f, �� Te b�- MWH Americas Job No shcel No Rev 2375 130th AVE. N.E.,Suite 200 1520315 13 Bellevue,WA 98074 Software licensed to Montgomery Watson Harza Pan Grid 4 Truss Job Title Stillaguamish WTP Ref By DR Date25-Jul-03 Chd Client City of Marysville File Grid4Truss.std Dalernme 26-Jul-2003 07:06 Beam Maximum Axial Forces Cont... Beam Node A Length L/C d Max Fx (ft) (ft) (kip) Max +ve 22:1.2DL + SNP Max-ve 0.000 0.008 Max+ve 23:1.2DL + SN, Max-ve 0.000 0.003 Max +ve I' I I W12X26 W12X26 W12X26 N6XI5 Wt4X2.8 W6X15 W6X15 Whole Structure Print Time/Date:26/07/200307:19 STAAD.Pro for Windows Release 2002 Print Run 13 of 22 ��: I , � MWH Americas Job No Sheet No Rev 2375 130th AVE. N.E.,Suite 200 1520315 14 Bellevue,WA 98074 Software licensed to Montgomery Watson Harza Pa'Grld 4 Truss Job Title Stillaguamish WTP Ref By DR Date25-Jul-03 Chd Client City of Marysville File Grid4Truss.std Datefrime 26-Jul-2003 07:06 I -0.as5 I Lczd 1 DEAD LOAD Print rime/Date:26/07/2003 07:19 STAAD.Pro for Windows Release 2002 Print Run 14 of 22 I �1 4,4- MWH Americas Job No Sheet No Rev 2375 130th AVE. N.E.,Suite 200 1520315 15 Bellevue,WA 98074 1 Software licensed to Montgomery Watson Harza Pan Grid 4 Truss Job Title Stillaguamish WTP Ref By DR Da'e25-Jul-03 Chd Client City of Marysville File Grid4Truss.std Daterriffm 26-Jul-2003 07:06 . .......... Load 2 SNOW LOAD Print Time/Dale:26/0712003 07:19 STAAD.Pro for Windows Release 2002 Print Run 15 of 22 _, ,� r J rz `J/ MWH Americas Job No Sheet No Rev 2375 130th AVE. N.E.,Suite 200 1520315 16 Bellevue,WA 98074 Software licensed to Montgomery Watson Harza Par'Grid 4 Truss Job Title Stillaguamish WTP Ref By DR Dale25-Jul-03 Chd Client City of Marysville File Grid4Truss.std Dale/Time 26-Jul-2003 07:06 .0.400 l--x II SNOW LOAD ll i i 1 Print Time/Dale:26/07/2003 07:19 STAAD.Pro for Windows Release 2002 �^ Print Run 16 of 22 .� 1 V-A�'Lite MWH Americas Job No Sheet No Rev A 2375 130th AVE. N.E.,Suite 200 1520315 17 Bellevue,WA 98074 Software licensed to Montgomery Watson Harza Part Grid 4 Truss Job Title Stillaguamish WTP Ref By DR Date25-Jul-03 Chd Client City of Marysville File Grid4Truss.std Date/Time 26-Jul-2003 07:06 i �x SEISMIC(E/1.4) i I I Print Time/Dale:26/07/2003 07:19 STAAD.Pro for Windows Release 2002 Print Run 17 of 22 1 i b IMMWH Americas Job No SheelNo Rev 2375 130th AVE.N.E.,Suite 200 1520315 18 Bellevue,WA 98074 Software licensed to Montgomery Watson Harza Pan Grid 4 Truss Job Title Stillaguamish WTP Ref By DR Date25-Jul-03 Chd Client City of Marysville File Grid4Truss.std Daterrime 26-Jul-2003 07:06 iI 2 Max:0.4 - - ax: --- Max:OA83 U ax:0.586 Max:0. s - - - - - — — -— Max:0A50 - T :oad 20:DlsplacernG f- 2--X DEAD + SNOW LOAD �PrintTime/Date:26/07/200 3 07:19 STAAD.Pro for Windows Release 2002 Print Run 18 of 22 �' 1� /�' bb ® MWH Americas Job No Sheet No Rev 2375 130th AVE. N.E.,Suite 200 1520315 19 Bellevue,WA 98074 1 j Software licensed to Montgomery Watson Harza "'Grid 4 Truss Job Title Stillaguamish WTP Ref By DR Dale25-Jul-03 Chd Client City of Marysville File Grid4Truss.std Dalerrime 26-Jul-2003 07:06 i i i 14 14 j -r�.a r i �— o t y� Load 20: Bending= DEAD + SNOW LOAD Print Time/Dale:26/07n003 07:19 STAAD.Pro for Windows Release 2002 _ Print Run 19 of 22 � . I I f 7-d MWH Americas Job No Sheet No Rev 2375 130th AVE. N.E.,Suite 200 1520315 20 Bellevue,WA 98074 Software licensed to Montgomery Watson Harza Pan Grid 4 Truss Job Title Stillaguamish WTP Ref By DR Dale25-Jul-03 Chd Client City of Marysville File Grid4Truss.std Dalerrime 26-Jul-2003 07:06 f i 1 r� 2 .2��. s Load 22:Bending"Z— 1.2DL + SNOW+ SEISMIC (EM) Print Time/Date:26107/2003 07:19 STAAD.Pro for Windows Release 2002 Print Run 20 of 22 I a J� MWH Americas Job No Sheet No Rev L-k MW 130th icas N.E.,Suite 200 1520315 21 Bellevue,WA 98074 Software licensed to Montgomery Watson Harza Part Grid 4 Truss Job Title Stillaguamish WTP Ref By DR Dale25-Jul-03 Chd Client City of Marysville File Grid4Truss.std Daterrime 26-Jul-2003 07:06 9 -_- - ::: __: 43 s __:__ - _ ------------ -------- -39.3 -39.3 -39.3 Load 20:Axial Fort— DEAD + SNOW LOAD Print Time/Dale:26/07/2003 07:19 STAAD.Pro for Windows Release 2002 Print Run 21 of 22 2' MWH Americas Job No Sheet No Rev 2375 130th AVE. N.E.,Suite 200 1520315 22 Bellevue,WA 98074 Software licensed to Montgomery Watson Harza Par'Grid 4 Truss I Job Title Stillaguamish WTP Ref By DR Date25-Jul-03 Chd I Client City of Marysville File Grid4Truss.std Dalerrime 26-Jul-2003 07:06 r i 1 112 - UA 1.7 T Load 22:Axial Fort e— L-X �i 1.2DL + SNOW+ SEISMIC (EM) ! i i Print Time/Date:26/07/2003 07:19 STAAD.Pro for Windows Release 2002 Print Run 22 of 22 t� F MWH MONTGOMERY WATSON HARZ B�_ Date 2l� b3 Client Gl Of Uf7 Sheet JZ157,zol 4L Chkd.By Description T1 V^+- Job No. \S20-Sl 5 CA VAC nE = o,�(�v►�st���• �a�> o 4I Vs �� _ _ ►b� L �cx G1L r 5• ib4 ►a I .IGNI� I I i 'i I II I L t <� MWH Global, Inc. Title: Job# 2375 130 th AVE. NE Dsgnr: Date: 9:38AM, 2 MAY 03 Bellevue,WA 98005 Description Scope: Rev: KW-061 User83-2000ENERCer5.6. gineerin Soft Steel Beam Design Page (c)i983.2002 ENERCAIC Engineering Software kVoongsangNvaking fileskenercaldshnagua �A Description Facia Roof Beam, Span = 20'-0" General Information Calculations are designed to AISC 9th Edition ASD and 1997 UBC Requirements Steel Section : C10X15.3 Fy 50.00ksi Pinned-Pinned Load Duration Factor 1.00 Center Span 20.00 ft Bm Wt.Added to Loads Elastic Modulus 29,000.0ksi Left Cant. 0.00 ft LL&ST Act Together Right Cant 0.00 ft Lu :Unbraced Length 4.00 ft Distributed Loads #1 #2 #3 #4 #5 #6 #7 DL 0.100 k/ft LL 0.100 k/ft ST k/ft Start Location ft End Location ft Summary Beam OK Static Load Case Governs Stress Using: C10X15.3 section,Span=20.00ft, Fy=50.Oksi End Fixity= Pinned-Pinned,Lu=4.00fl,LDF= 1.000 Actual Allowable Moment 10.763 k-ft 31.835 k-ft Max. Deflection -0.396 in fb: Bending Stress 9.581 ksi 28.340 ksi Length/DL Defl 1,130.7 : 1 fb/Fb 0.338 : 1 Length/(DL+LL Defl) 605.4 : 1 Shear 2. k .000 k fv: Shear Stres: 0.897 897 ksi 20 20.000 ksi fv/Fv 0.045 : 1 Force & Stress Summary <- These columns are Dead+Live Load placed as noted--» DL LL LL+ST LL LL+ST Maximum Only na. Center (d)Center Cants 0 Cants Max. M+ 10.76 k-ft 5.76 10.76 k-ft Max. M- k-ft Max. M @ Left k-ft Max. M @ Right k-ft Shear @ Left 2.15 k 1.15 2.15 k Shear @ Right 2.15 k 1.15 2.15 k Center Defl. -0.396 in -0.212 -0.396 -0.396 0.000 0.000 in Left Cant Defl 0.000 in 0.000 0.000 0.000 0.000 0.000 in Right Cant Defl 0.000 in 0.000 0.000 0.000 0.000 0.000 in ...Query Defl @ 0.000 ft 0.000 0.000 0.000 0.000 0.000 in Reaction @ Left 2.15 1.15 2.15 2.15 k Reaction @ Rt 2.15 1.15 2.15 2.15 k Fa calc'd per Eq.E2-2,K*Ur>Cc I Beam,Maior Axis.Fb per Eq.F1.8.Fb=12,000 Cb Af I 0 d) Section Properties C10X15.3 Depth 10.000 in Weight 15.25#/ft r-xx 3.874 in Width 2.600in I-xx 67.40 in4 r-yy 0.713 in Web Thick 0.240 in I-yy 2.28 in4 Flange Thickness 0.436 in S-xx 13.480 in3 Area 4.49 in2 S-yy 1.160 in3 � I�, I �� 1 F-37 0.20 k/ft I I I I 0.20 k/ft Sri r t rrrrrtr r r rrrrrrr rrttrrrr t r r 20.00 ft Mmax=10.76 k-ft Dmax=-0.3964 in Lmax=2.152 k Rmax=2.152 k Vmax @ left=2.152 k Vmax @ rt=2.152 k J J c� BUDGIT, wGHOISTS V"i MOT ONE & TWO SPEED HOISTS �-�, , AG MI11' AC BUDGit 8C + � + z 7I K I { s. c�—D-- 1/4-1 Ton&2 Ton Trolley ATALOG NUMBERS, SPECIFICATIONS & DIMENSIONS E Lift Electric Hoist C D H K Z S Capacity Speed Motor Paris of Net Wt. P Y P H.P. Current Chain Catalog (lbs) (in) (in) One Two (in) (in) (in) (tons) fPh Number (Pm) Phase Speed(in) Speed(in) r_ SINGLEk :. , 10 7!8 ��i ' ~ �1 7 ELTfHREE i BEH25:16 164 -• 1S a tSSINGLE� ' 11'3J 8• )4 / Of THREE* 8EH25.3 •.16i - =:51/8' 65116 6"1 16 15 3, try'• >,_< 84 ,1 BEH25_ 163 }' 1, 12,1116 Y aS� ` IEtTHREEr, SINGLE 113/8 - 16 112 THREE BEH5016 167 1/2 SINGLE 1 5 1/8 6 5/16 211 1/8 11 'fix 9 15/16 15 3/8 4 7/8 32 1 THREE BEH5032 168 111/2 121/16 ,. SINGLE : ` �. t 11 3/8 ".� ^� - Oi +ai, 8 BEH0108 1Z c i 1l 1 1 1 � "rn r'r rI&THREe+Pitr 15)NGLL° ' gE 176 i 5 118 . 65116l 1/2 T 1695 153/8 , 8 ` *:WRfI 43anu�- t . BEH0132, .�w. 32 KTHREEJE �. . 4 1/2 SINGLE BEH0204 210 1113/8 _ THREE 1 SINGLE 2 BEH0208 211 6 7/16 4 718 12 1/8 10 11/ 6 20 1/16 4 7/8 2 8 THREE 111/2 121/16 16 2112 THREE BEH0216 212 12 14 `t I S1IJGLEf v++ 1J8)BEH0305 296 F;THREEx1271 2sL- -i .12,� 73/8 .~ �.B0306 1 ,2 1t2 THREE s3t3t, Two speed hoist has a 1/2 H.P.motor ._ ., �, 1 C-2— WG HOISTS Vm. MOTOR-DRMN TROLLEY BUDGM ONE & TWO SPEED HOISTS AG Af 5/E wo T- 8 1/4 TREAD 0 H Iml 7 —f-- Lc I p- 3 Ton Trolley k�—ATALOG NUMBERS, SPECIFICATIONS & DIMENSIONS AC AE AD AF AG BB BC WD Min.Radius Std.Flange (in) (in) (in) Max. Max. AY Max. (in) (in) (ft) Width Adj. (in) (in) (in) (in) (in) All 8-:3Z16 16 718; 12.,1/-, 291, 3 1 PISRI NJ 3 W06; 76 il� . I J3/15.�. -8 P'4 4"A 12 67/8 83/16 167/8 121/2 26/16 31/8 113/16 4 3 3-5 Z1. NAm ,Ell-, 167/8- "=U 12 79/16 83/16 167/8 121/2 115/16 21/16 27/16 4 4 35/8-6 1613/1 5 7 2 1*/Q; ' �. I �) �• • C3 "Puskas, Robin" To: <Carolyn.R.McAlpin@us.mwhglobal.com> <rpuskas@zenon.com cc: ' > Subject: RE: Marysville WTP 04/09/2003 08:57 AM Carolyn Additional answers: 1 . ZENON start-up document - attached 2 . Chloraminated water does not adversely affect our membranes 3 . Pipe sizes and materials - To be completed 4 . Tank dimensions - sent perviously 5 . Crane capacity - 3300 lbs - cassette wet weight ---,Q�/ �- 6 . Mag meter sizing - see attached spread sheet r/ 7 . Process Description - to be completed 8 . Skid drawings and pics attached 9 . MWH drawings our only comment is with respect to height - ZW500c cassette is 812" tall and the tank is 8110" - the tank will be installed on a "house-keeping" pad say 12" - TOTAL 18 ' plus lifting clearance of 12" - the choice of crane and roofing system must allow for a minimum of 19, lifting distance from the floor l0. P-100 and P-200 - sent perviously Regards Robin -----Original Message----- From: Carolyn.R.McAlpin@us .mwhglobal.com [mailto:Carolyn.R.McAlpin@us.mwhglobal .com] Sent : Tuesday, April 08, 2003 12 :02 PM To: Puskas, Robin Subject: Re: Marysville WTP Hi Robin, How are some of these other items coming? It would be helpful for us at this point to know the anticipated crane capacity so that we can look at the layout of a bridge crane vs. a monorail, and to see if our building height restriction can be accommodated. Thanks, Carolyn "Puskas, Robin" <rpuskas@zenon.co To: <carolyn.r.mcalpin@us.mwhglobal .com> m> cc: Subject: Marysville WTP 04/01/2003 12 :2 0 PM Carolyn c� M I N N F W O a o W N f rv� w w J N°Cu sw 4�O oar a.i3 U N r 2 5� ArZL 4 / Iv z 0 w o CA YI aI i L n pyY I clt�3io �qYp Y L' .9•,r .9•.tt •0-.ri f 0:.]�![�.1 P.rrU.Oprr iral�..<PNe�r rrNtn We'CPas..rM�.a�.Ay eP�wle�e fS varr.rawra4vse Ours"AS P�oMJ.er..ariwr ae ri)arP•erl �APPP00 rsu eor Job No Sheet No Rev 1520315 1 Software licensed to Montgomery Watson Harza Part Runway Crane Beam Ref Job Title Stillaguamish WTP By DR Dale04-Jul-03 Chd Client City of Marysville File StillarunwayBm.std Dalerrime 04-Jul-2003 18:12 Job Information Engineer Checked Approved Name: DR Date: 04-Jul-03 Structure Type I SPACE FRAME Number of Nodes 4 Highest Node 4 Number of Elements 3 Highest Beam 3 Number of Basic Load Cases 1 1 Number of Combination Load Cases 0 Included in this printout are data for: All I The Whole Structure a Included in this rintout are results for load cases: i Type L/C Name Primary 1 SELF WEIGHT Generation 2 LOAD GENERATION, LOAD#2, (1 of 12) Generation 3 LOAD GENERATION, LOAD #3, (2 of 12) Generation 4 LOAD GENERATION, LOAD #4, (3 of 12) Generation 5 LOAD GENERATION, LOAD#5, (4 of 12) Generation 6 LOAD GENERATION, LOAD #6, (5 of 12) Generation 7 LOAD GENERATION, LOAD #7, (6 of 12) Generation 8 LOAD GENERATION, LOAD #8, (7 of 12) Generation 9 LOAD GENERATION, LOAD #9, (8 of 12) Generation 10 LOAD GENERATION, LOAD #10, (9 of 12 Generation 11 LOAD GENERATION, LOAD#11, (10 of 1 Generation 12 LOAD GENERATION, LOAD #12, (11 of 1 Generation 13 LOAD GENERATION, LOAD #13, (12 of 1 i Print Time/Date:04/07/2003 1e:23 STAAD.Pro for Windows Release 2002 Print Run 1 of 6 _ C _ Job No Sheet No Rev Q1520315 2 Software licensed to Montgomery Watson Harze Part Runway Crane Beam Job Title Stillaguamish WTP Ref By DR Date04-Jul-03 Chd Client City of Marysville File StillarunwayBm.std Dale/Time 04-Jul-2003 18:12 Nodes Node X Y Z (ft) (ft) (ft) 1 0.000 0.000 0.000 2 20.000 0.000 0.000 3 40.000 0.000 0.000 4 60.000 0.000 0.000 Beams Beam Node A Node B Length Property a (ft) ((degrees) 1 1 2 20.000 1 0 2 2 3 20.000 1 0 3 3 4 20.000 1 0 Section Properties Prop Section Area lye, lu J Material (in 2) (in4) (in4) (in4) 1 W 18X50 14.700 40.100 800.000 1.185 - Supports Node X Y Z rX rY rZ (Ibf/ft) (Ibf/ft) (Ibf/ft) (kip-ft/deg) (kip-ft/deg) (kip-ft/deg) 1 Fixed Fixed Fixed - - - 2 - Fixed Fixed - - - 3 - Fixed Fixed - - 4 - Fixed Fixed - - - Basic Load Cases Number Name 1 SELF WEIGHT Print Time/Dale:04/07/2003 18:23 STAAD.Pro for Windows Release 2002 Print Run 2 of 6 Job No Sheet No Rev 1520315 3 Software licensed to Montgomery Watson Harza Part Runway Crane Beam Job Title Stillaguamish WTP Ref By DR Dale04-Jul-03 Chd Client City of Marysville File StillarunwayBm.std Dale/Time 04-Jul-2003 18:12 Moving Load Definition : Type 1 Width (ft) Force Distance (kip) (ft) 5.000 - 5.000 5.000 l Sefteight : 1 SELF WEIGHT i Direction Factor Y -1.000 Moving Loads: Loads 2 to 13 Initial Position Increment Type X Y Z X Y Z Range (ft) (ft) (ft) (ft) (ft) (ft) (ft) 1 0.000 0.000 0.000 5.000 - - - Include loads from primary load case 1. Print Time/Date:04/07/2003 18:23 STAAD.Pro for Windows Release 2002 Print Run 3 of 6 _ Ct Job No Sheet No Rev 1520315 4 Software licensed to Montgomery Watson Harza Pan Runway Crane Beam Job Title Stillaguamish WTP Ref By DR Date04-Jul-03 Chd Client City of Marysville File StillarunwayBm.std Dale/Time 04-Jul-2003 18:12 I 17. B ` II II 3.q6 I�lp-FT 31.1 KlP-ft Load 12:Bending Z Mz:12. LOAD GENERATION, LOAD#12, (11 of 12) Print Run 4 of 6 Print Time/Date:04/07/2003 18:23 STAAD.Pro for Windows Release 2002 Gl Job No I Rev ® 1520315 5 software licensed to Monlgomery Watson Harza Pan Runway Crane Beam Job Title Stillaguamish WTP Ref By DR Date04-Jul-03 Chd Client City of Marysville File StillarunwayBm.std Daterrime 04-Jul-2003 18:12 I I - L�J- � I 0.06 w Load 12: Displacement it - Whole Structure Displacements: 12. LOAD GENERATION, LOAD #12, (11 of 12) i Print Time/Dale:04/07/2003 16:23 STAAD.Pro for Windows Release 2002 Print Run 5 of 6 _ BIZ Job No Sheet No Rev Ak 1520315 6 Software licensed to Montgomery Watson Harza Part Runway Crane Beam Job Title Stillaguamish WTP Ref By DR Date04-Jul-03 Chd Client City of Marysville File StillarunwayBm.std Date/Time 04-Jul-2003 18:12 AL w1axw MUM w1g)[50 4 f r Load 12. Whole Structure 'Print Time/Date:04/071200318:23 STAAD.Pro for Windows Release 2002 Print Run 6 of MWH MONTGOMERY WATSON HARZ f' By D(� Dated 3 Client h� �(Shc 1NC Sheet �� of Chktl.By Description ST1� W�p Job No- f52o31� Y�In4E �� Sum ( IZVNIn/� ��v� !�-4otc, Ion 1.27i6 IMF[ L /{G I I � I MWH MONTGOMERY WATSON HARZA g� Date 7 O� Client Ct~ii C� f�1U�V1 V� Sheet CV of Chkd. By Description Job No. !NUD IDS Iw.vAC-q. LOAD � F� = � vq,- j mow . �•M. _ $�� �►p -`� ( Mxx) 0IAy b.M = 2_o _�t - A-c i D I a I�rCt�cne�•l -TWO i s2. . 4 = 0. 8 .c 33 .q- DEC i^- I i i 1 MWH Global, Inc. Title: Job# 2375 130 th AVE. NE Dsgnr: Date: 6:41PM, 4 JUL 03 Bellevue,WA 98005 Description Scope : C s Rev: 560100 User:KW-0604891,Ver5.6.1,25-Oc1-2002 Steel Beam Design Page 1 (c)1983.2002 ENERCALC Engineering Software Description General Information Calculations are designed to AISC 9th Edition ASD and 1997 UBC Requirements Steel Section : W18X50 Fy 50.00ksi Pinned-Pinned Load Duration Factor 1.00 Center Span 20.00 ft Bm Wt.Added to Loads Elastic Modulus 29,000.0 ksi Left Cant. 0.00 ft LL&ST Act Together Right Cant 0.00 ft Lu:Unbraced Length 20.00 ft Summary Beam OK Static Load Case Governs Stress Using:W 18X50 section,Span=20.00ft, Fy=50.Oksi End Fixity= Pinned-Pinned,Lu=20.00ft, LDF=1.000 Actual Allowable Moment 2.497 k-ft 88.002 k-ft Max.Deflection -0.008 in fb:Bending Stress 0.337 ksi 11.874 ksi Length/DL Defl 30,976.6 : 1 fb/Fb 0.028 : 1 Length/(DL+LL Defl) 30,976.E : 1 Shear 0.499 k 127.729 k fv:Shear Strew 0.078 ksi 20.000 ksi fv/Fv 0.004 : 1 Force & Stress Summary <- These columns are Dead+Live Load placed as noted--» DL LL LL+ST LL LL+ST Maximum Only (a)Center (a)Center Cants Cants Max.M+ 2.50 k-ft 2.50 k-ft Max.M- k-ft Max.M @ Left k-ft Max.M @ Right k-ft Shear @ Left 0.50 k 0.50 k Shear @ Right 0.50 k 0.50 k Center Defl. -0.008 in -0.008 0.000 -0.008 0.000 0.000 in Left Cant Defl 0.000in 0.000 0.000 0.000 0.000 0.000 in Right Cant Defl 0.000 in 0.000 0.000 0.000 0.000 0.000 in ...Query Defl @ 0.000 ft 0.000 0.000 0.000 0.000 0.000 in Reaction @ Left 0.50 0.50 0.50 k Reaction @ Rt 0.50 0.50 0.50 k Fa caldd per Eq.E2-2,K'Ur>Cc I Beam,Maior Axis,UrT>(510,000"Cb/Fy)1.5,Fb per Eq.F1-7 I Beam,Maior Axis,Fb per Eq.F1-8.Fb= 12,000 Cb Af/(I'd) Section Properties W18X50 Depth 17.990 in Weight 49.93#/ft r-xx 7.377 in Width 7.495in I-xx 800.00 in4 r-yy 1.652 in Web Thick 0.355 in I-yy 40.10 in4 Rt 1.940 in Flange Thickness 0.570 in S-xx 88.938 in3 Area 14.70 in2 S-yy 10.700 in3 MWH Global, Inc. Title: Job# 2375 130 th AVE. NE Dsgnr: Date: 12:39PM, 6 JUL 03 Description Bellevue,WA 98005 Scope: �I l� f2ev; 580foo User:KW0604891,Ver5.6.t,25Oct•zoo2 Steel Beam Design Page 1 (c)1983-2002 ENERCAIC Engineering Sofiwwe ro Description General Information Calculations are designed to AISC 9th Edition ASD and 1997 UBC Requirements Steel Section : W18X50 Fy 50.00ksi Pinned-Pinned Load Duration Factor 1.00 Center Span 20.00 ft Bm Wt.Added to Loads Elastic Modulus 29,000.0 ksi Left Cant. 0.00 ft LL&ST Act Together Right Cant 0.00 ft Lu :Unbraced Length 20.00 ft Minor Axis Bending! Summary Beam OK Static Load Case Governs Stress Using:W 18X50 section,Span=20.00ft, Fy=50.Oksi End Fixity= Pinned-Pinned,Lu=20.00ft,LDF= 1.000 Actual Allowable Moment 2.497 k-ft 33.439 k-ft Max.Deflection -0.155 in fb: Bending Stress 2.800 ksi 37.500 ksi Length/DL Defl 1,552.7 : 1 fb/Fb 0.075 :1 Length/(DL+LL Defl) 1.552.7 : 1 Shear 0.499 k 170.886 k fv:Shear Stres: 0.058 ksi 20.000 ksi fv/Fv 0.003 :1 Force & Stress Summary <- These columns are Dead+Live Load placed as noted--» DL LL LL+ST LL LL+ST Maximum Only (aD Center (a)Center Cants Cants Max. M+ 2.50 k-ft 2.50 k-ft Max. M- k-ft Max. M @ Left k-ft Max. M @ Right k-ft Shear @ Left 0.50 k 0.50 k Shear @ Right 0.50 k 0.50 k Center Defl. -0.155 in -0.155 0.000 -0.155 0.000 0.000 in Left Cant Defl 0.000 in 0.000 0.000 0.000 0.000 0.000 in Right Cant Defl 0.000 in 0.000 0.000 0.000 0.000 0.000 in ...Query Defl @ 0.000 ft 0.000 0.000 0.000 0.000 0.000 in Reaction @ Left 0.50 0.50 0.50 k Reaction @ Rt 0.50 0.50 0.50 k Fa caldd per Eq.E2-2,K*Ur>Cc I Beam,Minor Axis,Passes Table 135.1,Fb=0.75 Fy per Eq.F2-1 Section Properties W18X50 Depth 17.990 in Weight 49.93#/ft r-xx 7.377 in Width 7.495in I-xx 800.00 in4 r-yy 1.652 in Web Thick 0.355 in I-yy 40.10 in4 Rt 1.940 in Flange Thickness 0.570 in S-xx 88.938 in3 Area 14.70 in2 S-yy 10.700 in3 MWH MONTGOMERY WATSON HARZ /� , A By p2 Date 7 7 DS Client CrrM 0� Alr— SVI vx Sheet �-�7 of 4L Chkd,By Description �tl p Job No, Qf�+txt�lt (4) /e AID (1�3� s� 9 �N �2(3•75''}{4 I I I i I I i CAB a Z„ 3 s� 'o i a O C I� Job No Sheet No Rev ® - 1520315 1 Software licensed to Montgomery Watson Harz@ Part Runway Crane Beam Job Title Stillaguamish WTP Ref BY DR Date04-Jul-03 Chd Client City of Marysville File StillarunwayBm.std Date/Time 04-Jul-2003 18:12 Job Information Engineer Checked Approved Name: DR Date: 04-Jul-03 Structure Type I SPACE FRAME Number of Nodes 4 Highest Node 4 Number of Elements 3 Highest Beam 3 Number of Basic Load Cases 1 Number of Combination Load Cases 0 Included in this printout are data for: All I The Whole Structure Included in this printout are results for load cases: Type L/C Name Primary 1 SELF WEIGHT Generation 2 LOAD GENERATION, LOAD#2, (1 of 12) Generation 3 LOAD GENERATION, LOAD#3, (2 of 12) Generation 4 LOAD GENERATION, LOAD#4, (3 of 12) Generation 5 LOAD GENERATION, LOAD#5, (4 of 12) Generation 6 LOAD GENERATION, LOAD#6, (5 of 12) Generation 7 LOAD GENERATION, LOAD#7, (6 of 12) Generation 8 LOAD GENERATION, LOAD#8, (7 of 12) Generation 9 LOAD GENERATION, LOAD#9, (8 of 12) Generation 10 LOAD GENERATION, LOAD#10, (9 of 12 Generation 11 LOAD GENERATION, LOAD#11, (10 of 1 Generation 12 LOAD GENERATION, LOAD#12, (11 of 1. Generation 13 LOAD GENERATION, LOAD#13, (12 of 1 1 i Print Time/Date:07/07/2003 11:20 STAAD.Pro for Windows Release 2002 Print Run 1 of 3 _ c2o Job No Sheet No Rev 1520315 2 Software licensed to Montgomery Watson Harza Part Runway Crane Beam 4LJob Title Stillaguamish WTP Ref oate04-Jul-03 Chd By DR Client City of Marysville File StillarunwayBm.std DatelTime 04-Jul-2003 18:12 Reactions Horizontal Vertical Horizontal Moment Node L/C FX FY FZ MX MY MZ (kip) (kip) (kip) (kip ft) (kip ft) (kip-ft) 1 1:SELF WEIGF 0.000 0.400 0.000 0.000 0.000 0.000 2:LOAD GENE 0.000 8.848 0.000 0.000 0.000 0.000 3:LOAD GENE 0.000 5.860 0.000 0.000 0.000 0.000 4:LOAD GENE 0.000 3.230 0.000 0.000 0.000 0.000 510AD GENE 0.000 1.219 0.000 0.000 0.000 0.000 6:LOAD GENE 0.000 0.040 0.000 0.000 0.000 0.000 TLOAD GENE 0.000 -0.332 0.000 0.000 0.000 0.000 8:LOAD GENE 0.000 -0.171 0.000 0.000 0.000 0.000 9:LOAD GENE 0.000 0.201 0.000 0.000 0.000 0.000 10:LOAD GENI 0.000 0.502 0.000 0.000 0.000 0.000 11:LOAD GENI 0.000 0.619 0.000 0.000 0.000 0.000 12:LOAD GENI 0.000 0.588 0.000 0.000 0.000 0.000 13:LOAD GENI 0.000 0.472 0.000 0.000 0.000 0.000 2 1:SELF WEIGF 0.000 1.098 0.000 0.000 0.000 0.000 2:LOAD GENE 0.000 3.022 0.000 0.000 0.000 0.000 3:LOAD GENE 0.000 6.614 0.000 0.000 0.000 0.000 410AD GENE 0.000 9.406 0.000 0.000 0.000 0.000 5:LOAD GENE 0.000 10.813 0.000 0.000 0.000 0.000 610AD GENE 0.000 10.369 0.000 0.000 0.000 0.000 TLOAD GENE 0.000 8.241 0.000 0.000 0.000 0.000 8:LOAD GENE 0.000 5.257 0.000 0.000 0.000 0.000 9:LOAD GENE 0.000 2.385 0.000 0.000 0.000 0.000 10:LOAD GENI 0.000 0.461 0.000 0.000 0.000 0.000 11:LOAD GENI 0.000 -0.259 0.000 0.000 0.000 0.000 12:LOAD GENI 0.000 -0.067 0.000 0.000 0.000 0.000 1'3:LOAD GENT 0.000 0.653 0.000 0.000 0.000 0.000 3 1:SELF WEIGF 0.000 1.098 0.000 0.000 0.000 0.000 2:LOAD GENE 0.000 0.653 0.000 0.000 0.000 0.000 3:LOAD GENE 0.000 -0.067 0.000 0.000 0.000 0.000 4:LOAD GENE 0.000 -0.259 0.000 0.000 0.000 0.000 5:LOAD GENE 0.000 0.461 0.000 0.000 0.000 0.000 610AD GENE 0.000 2.384 0.000 0.000 0.000 0.000 7:LOAD GENE 0.000 5.257 0.000 0.000 1 0.000 0.000 810AD GENE 0.000 8.241 0.000 0.000 0.000 0.000 9:LOAD GENE 0.000 10.369 0.000 0.000 0.000 0.000 Print Time/Date:07/07/2003 11:20 STAAD.Pro for Windows Release 2002 Print Run 2 of 3 Cal Job No Sheet No Rev 1520315 3 Software licensed to Montgomery Watson Harza Par'Runway Crane Beam Job Title Stillaguamish WTP Ref By DR Date04-Jul-03 Chd Client City of Marysville File StillarunwayBm.std Dale/Tirne 04-Jul-2003 18:12 Reactions Cont... Horizontal Vertical Horizontal Moment Node L/C FX FY FZ MX MY MZ (kip) (kip) (kip) (kip-ft) (kip-ft) (kip ft) 10:LOAD GENI 0.000 10.813 0.000 0.000 0.000 0.000 111 )AD GENI 0.000 9.406 0.000 0.000 0.000 0.000 12:LOAD GENI 0.000 6.614 0.000 0.000 0.000 0.000 13:LOAD GENI 0.000 3.022 0.000 0.000 0.000 0.000 4 1:SELF WEIGI• 0.000 0.400 0.000 0.000 0.000 0.000 2:LOAD GENE 0.000 0.472 0.000 0.000 0.000 0.000 3:LOAD GENE 0.000 0.588 0.000 0.000 0.000 0.000 4:LOAD GENE 0.000 0.619 0.000 0.000 0.000 0.000 5:LOAD GENE 0.000 0.503 0.000 0.000 0.000 0.000 6:LOAD GENE 0.000 0.201 0.000 0.000 0.000 0.000 7:LOAD GENE 0.000 -0.171 0.000 0.000 0.000 0.000 8:LOAD GENE 0.000 -0.332 0.000 0.000 0.000 0.000 9:LOAD GENE 0.000 0.040 0.000 0.000 0.000 0.000 10:LOAD GENI 0.000 1.218 0.000 0.000 0.000 0.000 11:LOAD GENI 0.000 3.230 0.000 0.000 0.000 0.000 12:LDAD GENI 0.000 5.860 0.000 0.000 0.000 0.000 13:LDAD GENI 0.000 8.848 0.000 0.000 0.000 0.000 i Print Time/Dale:07/07/2003 11:20 STAAD.Pro for Windows Release 2002 Print Run 3 of 3 Job No Sheet No CZZRev ® 1520315 4 Software licensed to Montgomery Watson Harza Pa^Runway Crane Beam ob Title Stillaguamish WTP Re( By DR D8te04-Jul-03 Chd Client City of Marysville rile StillarunwayBm.std Dale/Time 04-Jul-2003 18:12 i l T LWd 12 2� I Whole Structure I Print Run 1 of 1 Print Time/Date:07/07/2003 11:21 STAAD.Pro for Windows Release 2002 MWH MONTGOMERY WATSON HAR Cz3 By W- Date 03 Client �—rR/ OF I /S�I Vl,>C Sheet of Chkd By Description STl WTl? Job No �SZD3 2 O/, - �I I I I � � I I � i f � � f -A j C ( 0 4,c A,\) I E (M) MWH MONTGOMERY WATSON HARZA gy Date -7/D3 Client Sheet 1--;24 of Chkd.By Description Job No. 15201—j' �!✓ = 6000c S (a) @ 4�-- w►iwAl �M v�l 2/o"� beep(: , oo - 6 1 LL 7-+" -LL22 < < (74 - ,3 / es T J rr� IJ A t� ;,,_ i I? . 2 �IN . �°MiN = O•Ql� \ bw - 0.04 GO i i i Cz� 4 � I a s� a MWH MONTGOMERY WATSON HARZ By 9 Gate 7 D;; Client +^•IR/ Dk" `�fn21�(_q(,ij Sheet of 4LChkd.By Description &� w� Job No. I i720 '� 1 IV �1 N M I ' I I ! . � I J •r I , 1 1 ' 1 , MONTGOMERY WATSON Of Z CLIENT: City of Marysville JOB NO: 1520315 DATE: Feb-04 TASK: Overflow Structure-Cover Top Beam BY: Dusit Roongsane DESCRIPTION: Bending and Crack Control. CHKD: span (ft)= 16 LL(psf)= 100 DL(psf)= 40.6 Service Moment(ft-Kips)= 44 fc(psi)= 4,000�y{�'<�� rho Max= �Ynr{fS�,," .t� s Bending Moment,Mu(ft-kips)= fy(psi)= 60000 { Therefore As max= 8.39 sq in Shear(w/o ACI 350 L.F.),Vu(k)= S Es(psi)= 90000 �zg Axial Force(Tension),Pu(k)= Ec(psi)= 3604 ; Load Factor(For bending)= n=Es/Ec= 8 Load Factor for Shear Steel(ACI 350)= 1. Allowable Stress for Direct Tension(ksi)_ Compression flange width,be(in)= Thickness of slab(in)= phi,for Bending= Cover(in)= phi,for Shear and Torsion= Is the bar on the outside or inside? 6u , Depth to reinforcing,d(in)= 17.50 =Thickness-Cover- 1/2 Bar Diameter Shear Capacity and Reinforcement(Based on ACI 318-11 2)Assumes No Torsion Note:For Slabs& walls,shear reinforcement is not required as long as Vu<phi*Vc Vu*d/Mu(max of 1.0)= 1.00 1.9*s rt(fc)+2500*As/(bd)*Vu d/Mu= 151.33 Concrete Shear Capacity,Phi*Vc(kips)= 1 40.52 =phi*1.9*sgrt(f c)+2500*rho*Vu*d/Mu phi*Vc/(phi*sgrt(fe)*bd)= 2.393 Wall or Slab thickness is adequate ' Minimum Shear Reinforcement is required for Beam Stirrup Spacing= in a y Max spacing of shear reinforcement(in)= 8.75 Non-Seismic loads-ACI 318-11.5.4 En Max spacing of shear reinforcement(in)= 4.38 Seismic requirements- See ACI 318-21.3.3 Min.area of one leg of shear reinforcement= 0.045 (50 Bw s/fy)/2- See ACI 318-11.5.5.3 2 W Req'd Area of One Leg of Shear Stirrups,Av= 0.045 ►rC s� Requimd Stirrup Bar Size for Beams= U Bending Ru=Mu/(phi*bc*d^2)= 138.4 Use Ru= 13 ¢ Rho=(.85*fc/fy)*{1-[l-(2*Ru/(.85*fc)))^.5) = 0.0024 As Required for bending=Rho*bc*d= 0.742 in^2 As Min(for bending)= 1.050 Per ACI 318-95 Sect 10.5.1 As Required for Direct Tension(in^2)= 0.000 Bar size As supplied for bending(in^2)= 3.927 } Spacing .3. Number of bars= 5.0000 As Total(in^2)= 3.927 ok As/bd= 0.01247 ra kin Location of C.G.of cracked section (from compression fiber) (in)= 6.28 fs(ksi)=Ms/(As*moment arm)= 8.73 Z<95 for extreme exposures Ae=2*(dc=cover(2 max)+1/2 Bar Dia)*bc= 90 Z< 115 for hydraulic structures A=Ae/number of bars= 18.00 Z< 145 for exterior exposure Z=fs*((dc=cover(2 max)+ 1/2 Bar dia)*A)^(1/3)= 31.0 Z< 175 interior exposure File: 0vrf1wCoverTopBmRcbend2.x is MWH MONTGOMERY WATSON HARZA gy 1� Date alf9/03 Client C—Irl Dr— "Alf— sV I Vve Sheet W1 of Chkd.By Description Job No. 1'�;20315 CIA w�, �►�,� � MAN 4�— O 1 y0 CNIV WA-K— C �fAq11A/ - �) x ► �c 26.�� - 532 If x r4x / x 26,6f = 800 12"cM0 VJAI - W 1351 122x 1'124' 4L 04g. Try. c�- 000 4 Qtf �6S �f� v � W1h1rJ / V4 _I _ i 2 I MWH MONTGOAAERYWATSON HARZA gy Date � D3 Client Gi'�! OF sy Sheet W Z of. Chkd By Description pp I � 00 1 x rd 6� CCU �l Vl �d 'Y1 xlb = I i j�G,iJ 1►1,N c .Qe�_�� MWH MONTGOMERY WATSON HARZ 1'' �,.' gy Date 6 Q 03 Client G�� oi�r I�•t�VSV i we Sheet )N3 of IL Chkd. By Description 'STl Job No. ! �7205I'3' 1 } i2r riMV raw = D.yyll i) = 74, s F- , 7-4 � J:F f I MWH MONTGOMERY WATSON HAR A By Dt� Date Qil� Client ITV DT Pft-e ✓ylV4 _Sheet w� of Chkd.By Description ✓�1 W'i� Job No.� 03��J Gt�l u tiles S 1�tJ 1Ja+4 Ih'1r �o p��S ; G�teovr vAivj - StcPcQ-i s 1s 2800 s,L i S 2�t,ate, o ok::� rE L_ M,'-j. Cum f0f, sI � ��Tw © cm� (AAA, I 1 � II I I t I i MWH MONTGOMERY WATSON HARIA / By DIz Date �5;�' Client �..�'"'1 r� 1r' f Sheet I�1� of Chkd.By DescriptionT �:., 1 l�ia` V�1T i-� Job No amv ul � �� C MA�� ���►����� CMS) `JAAA_ � v! To I �? ,•/&©G . 1I 2 8 Ir�vJ� �e-e�r�; - �2 ( � 6'>Z - 'Lo73� IN -�CIS (�G�r•� # a � 1 i MWH MONTGOMERYWATSON HAR2 _ Client D IU' Sheet W� of _ Chkd.By Description sal W job No. I�Zb3l� ���1 � V��4-tom D�a1G►�1 WhIN (iz„ GMv� , G67 J5t 5 �p GM y WA-M, � 0,23 0.0o i MAN c Vi .45(12'', I T - 32�foo - 7 7" O-C'0070� ")((W�///' P�- O I;A-4t to r— T I 24 vJA-V,- i i i 1 292 RMEH W 7 $ W W � $ in N n c O) N } r• r 6 i po $ N 8 try c�7 m N n N Oi tV ^ O r n } � r r• r Q 8 8 op g W O O $ m N N n N O n O O � Oi cV LO N p r r Q } � N ec�$ N r- � cn0 h m n LO n cmO O cif co m r to r r O l7 0 E N S S 8 N co n LO Q a o W nno r i3 C4 a $ } r N O co M � U9 N V) P cc) L N 0 r t0 z cV O _C O l�0 t�0 C, in m t 8 n n0 LO n O Lq r ► $ S N in N 4 !r1 !7 n N N uoi n N 8 �N C y C7 t7 V co r ^ l7 < N t m � n a i $ tD W c r co cl pp cc 3 R v N N W W tv7 V Ol ' NO3 o z r fO g _o g W t i t i �7S V) m in 0 co � C-4 co°D � �i � g yam. r 4 [O 1Ln N N N N N N CD 8 6 n Q v r N r N N (n Z V ° x x xn E dl E E E E E E E E a a �+ N h L`E b a ;,E o Q N •a .a 'a .� ' C a 7 ` O p X W p C�gg n \ X N Ln O a e -E c��E ?_ T_ p ? N QE $ wE -E .-E N N l7 O O ` m O N •.•-CY y0y�� aj � N l7 M O O O r r N r n N O O O dl O �E x Di N E - E n E I•E E E E C E ^E of to _C o a a E �- a a N n g LOH > N °t� a pE o O ; Z cm m n Ln O N X 3 O _ _ a! CE`E QE �E x a I �E �E a N cr) N N e�� o :.E + m O LO N r E § 3 0 0 0 r c W o 0 0 a - - - � N Q E E E y o �, ", o C IA a = C X 0 � ,� c c o � c c �^ C m N O Q c H d B e H a 3, II 2+o !0 O �CO) O o $ _`o� o _ IK o ¢ 3 n cgq 3 n Ca a Ll c a m ti 21 ► ul o Q Q W $ rd"' Q m E m y t x m > > o x m > > ► r oo 10 0 E CD m $ 8 L3 ° rz Cc 'a a w a cg v Cf) H wlb FLEXURAL COEFFICIENTS TABLE E-2b Flexural Design Coefficients for Full Allowable Stresses: For use of Table, Q= 2000 psi, fy=60,000 psi and n= 19.3 see Example 5-A M DESIGN DATA id f,' =2000 psi fy =60,000 psi Fb =0.33 f'=667 psi F, =24,000 psi fb I E. =750f,' =1,500,000 psi E, = 29,000,000 psi Tif,In DESIGN EQUATIONS kd �- n= E, =19.3 �y M(ft kips or M(in, lbs) - K=-=- -- t E. F bd 1�12,000 bds K=Y2jkfb k 1+fI n j=1 3 ,� fb Increase for wind or earthquakt A = M P= As =K 1.33Fb =889 psi I.d•-I f,jd bd f,j 1.33F, =32,000 psi fb f= K p n p k j 2li k tb f, K 150 24,000 7.8 0.0003 0.006 0.108 0.964 19.27 200 32,000 10.4 200 24,000 13.2 0.0006 0.011 0.139 0.954 15.13 267 32,000 17.6 250 24,000 19.8 0.0009 0.017 0.167 0.944 12.65 333 32,000 26.3 300 24,000 27.3 0.0012 0.023 0.194 0.935 11.00 400 32,000 36.4 350 24,000 35.6 0.0016 0.031 0,220 0.927 9.83 467 32,000 47.5 400 24,000 44.7 0.0020 0.039 0.243 0.919 8.94 533 32,000 59.6 450 24,000 54.5 0.0025 0.048 0.266 0.911 8.26 600 32,000 72.7 500 24,000 64.8 0.0030 0.058 0.287 0.904 7.71 667 32,000 86.5 550 24,000 75.7 0.0035 0.068 0.307 0.898 7.26 733 32,000 100.9 600 24,000 87.0 0.0041 0.079 0.325 0.892 6.89 800 32,000 116.1 650 24,000 98.8 0.0046 0.090 0.343 0.886 6.58 867 32,000 131.7 667 24,000 102.9 0.0049 0.094 0.350 0.883 6.48 889 32,000 137.2 667 23,000 105.4 0.0052 0.100 0.359 0.880 6.33 889 30,667 140.5 667 22,000 108.0 0.0056 0.108 0.369 0.877 6.18 889 29,333 143.9 667 21,000 110.7 0.0060 0.116 0.380 0.873 6.03 889 28,000 147.6 667 20,000 113.6 0.0065 0.126 0.392 0.869 5.87 889 26,667 151.4 667 19,000 116.6 0.0071 0.137 0.404 0.865 5.72 889 25,333 155.4 667 189000 119.7 0.0077 0.149 0.417 0.861 5.57 889 24,000 159.6 667 17,000 123.1 0.0085 0.163 0.431 0.856 5.42 889 22,667 164.1 667 16,000 126.6 0.0093 0.179 0.446 0.851 5.27 889 21,333 168.8 667 15,000 130.3 0.0103 0.198 0.462 0.846 5.12 889 20,000 173.8 667 14,0DO 134.2 0.0114 0.220 0.479 0.840 4.97 889 18,667 179.0 667 13,000 138.4 0.0128 0.246 0.498 0.834 4.82 889 17,333 184.5 667 12,000 142.8 0.0144 0.278 0.518 0.827 4.67 889 16,000 190.4 667 11,000 147.5 0.0163 0.316 0.539 0.820 4:52 889 14,667 196.7 667 10,000 152.5 0.0188 0.362 0.563 0.812 4.37 889 13,333 203.3 "q FLEXURAL DIAGRAMS 341 Diagram F-2 K vs p for Various Masonry and Steel Stresses: For use of Diagram, fm= 2000 psi, n= 19.3 see Example 5-Y 200 M oq oq�` oQ�` ,1op0 psi 11 180 ;—o psi Sl k d �° r ,q,90 4 1.1n � b 160 d �s oQ�1 si Ll b 5� 140 °04 fb c b (, J :66'1 psi JO ) f b Zi y1 120 00°4 = 640 psi O ,��+ fb OCL J N (D �s 4y1 .Y N 100 (0 SS oo4g� ; 500 psi fb II �QO � ' f = 444psi b �c 80 �,ti0 fb = 400 psi SS 5 4N fb = 333 psi 60fb =300 psi 15 fb =250 psi 40 -6000 fb =200 psi 4 rs 20 0 0 0.002 0.004 0.006 0.008 0.010 Steel Ratio, p= bd W�0 MWH Global, Inc. Title: Stillaguamish WTP Job#1520315 2375 130 th AVE. NE Dsgnr: DR Date: 12:59PM, 26 JUN 03 Description:WTP Facility Bellevue,WA 98005 Scope: Stuctural Design of WTP Building Rev: 560100 KW-06 Masonry Wall Design Page 1 User:KW-0604891,Ver 5.6.1,25.Oc1-2002 (c)l903.2002 ENERCALC Engineering Software k 400ngsang%working tites�enercatc�suttaguo Description Main Building 24'-0"wall (12" CMU) General Information Calculations are designed to 1997 UBC Requirements Wall Height 24.00 ft Seismic Factor 0.4000 fm 2,000.0 psi Parapet Height 0.00 ft Calc of Em=fm" 750.00 Fs 24,000.0 psi Duration Factor 1.000 Special Inspection Thickness 12.0 in Wall Wt Mult. 1.000 Solid Grouted Rebar Size 5 Normal Weight Block Rebar Spacing 16 in Equivalent Depth to Rebar 9.000 in @ Edge Solid Thickness 11.620 in Loads Uniform Load Concentric Axial Load Wind Load 36.000 psf Dead Load 0.000#/ft Dead Load 550.000#/ft Live Load 0.000#/ft Live Load 800.000#/ft Load Eccentricity 0.000 in Roof Load Roof Load Design Values E 1,500,000 psi Rebar Area 0.233 in2 np 0.04162 j 0.91671 n: Es/Em 19.333 Radius of Gyration 3.357 in k 0.24988 2!kj 8.73105 Wall Weight 133.000 psf Moment of Inertia 1,571.010 in4 Max Allow Axial Stress=0.25 fm(1-(h/140r)^2)'Spinsp 312.19 psi Allow Masonry Bending Stress=0.33 fm"Spinsp= 660.00 psi Allow Steel Bending Stress= 24,000.00 psi Load Combination & Stress Details Summary Axial Bending Stresses Axial Maximum: Moment Load Steel Masonry Compression fb/Fb+fa/Fa Top of Wall in-# Ibs psi psi psi O s DL+LL 0.0 1.350.0 0.0 0.0 9.68 0.0310 DL+LL+Wind 0.0 550.0 0.0 0.0 3.94 0.0126 DL+LL+Seismic 0.0 550.0 0.0 0.0 3.94 0.0126 Between Base&Top of Wall DL+LL 0.0 2,946.0 0.0 0.0 21.13 0.0677 DL+LL+Wind 31,104.0 2,146.0 16,215.1 279.4 15.39 0.6756 DL+LL+Seismic 45,964.8 2,146.0 23,962.4 412.9 15.39 0.9984 Summary Wall Design OK 24.001ft high wall with 0.00ft parapet, Normal Block w/ 12.00in wall w/#5 bars at 16.00ino.c. at edge Governing Load Combination is.... Dead + Live + Seismic Between Top & Bottom Masonry Bending Stress 412.88 psi Steel Bending Stress 23,962.36 psi Masonry Axial Stress 15.39 psi Combined Stress Ratio 0.9984 < 1.0000 (allowable) Final Loads & Moments Wall Weight moment @ Mid Ht 1,596.00 Ibs Wind Moment @ Mid Ht 31,103.99 in-# Seismic Moment @ Mid Ht 45,964.80 in-# Dead Load Moment @ Top of Wall 0.00 in-# Dead Load Moment @ Mid Ht 0.00 in-# Total Dead Load 550.00 Ibs Total Live Load 800.00 Ibs Live Load Moment @ Top of Wall 0.00 in-# LiveLoad Moment @ Mid Ht 0.00 in-# Maximum Allow Moment for Applied Axial Load= 46,036.99 in-# Maximum Allow Axial Load for Applied Moment= 43,532.46 Ibs Wks MONTGOMERY WATSON CLIENT: _City of Marysville JOB NO: 1520315 DATE: Jun-03 PROJECT: Stilla.guamish WTP BY: Dusit Roon san DESCRIPTION: Masonry Wall Design CHKD: Design of Typical Wall- 12"reinforced fully grouted CMU Column/Wall Height,h'(ft)= fm(psi)= :r 2,000- Special Inspection?(y/n) Column/Wall Width(in)= . fy(psi) Column/Wall Depth(in)= Em(psi)= 3 1,500,00 Strength Increase for Depth to reinforcing,d(in)= Es(psi)= 2y,000,000 wind or seismic force?(y/n) Axial Load,P(Ibs)= n= 19.33 M(ft-lb)= 3888 Try bar size and spacing Bar Size= 5 Total Number of bars= " 0 750' I(in^4)= 1571.0 Ast total(sq in)= 0.23 radius of gyration,r= 3.36 =sqrt(I/Ae) Number of bars resisting bending= 0.750 h'/r= 86 <99 As(bending)(sq in)= 0.23 Allowable Stresses Pa(lb)= 43,540 =(.25 *fm Ae)(1 -(h'/(140r))^2) Fb(psi)= 889 Eq 7-15 Fs(psi)= 32,000 EQ 7-25 Fv(psi)= 60 Eq 7-17 Fa(psi)= 416 =Pa/Ae Calculate actual stresses Rho=As(bending)/bd= 0.0020 Rho X n= 0.0385 k= 0.242 =sgrt(2Rho n+(Rho n)^2)-Rho n kd= 2.327 j= 0.919 = 1-k/3 fb(psi)= 377 =2M/okbd^2) fs(psi)= 22,900 =M/(As(bending)jd) fa(psi)= 33.0 Check stress ratios fs/Fs= 0.72 OK fb/Fb= 0.42 OK fa/Fa= 0.08 OK fb/Fb+fa/Fa= 0.79 OK MWH MONTGOMERY WATSON HARZA 1 A By Date 2 Dom_ Client_ CQ oir N kygSVI Wt Sheet VA 12 of Chkd. BY Description �� W Job No (�J1 V W�►�A- � �binl ( AtIo6x) z OAU- 8 �f *Polo 0c, 0- 00 � = 104 s = 2,:�-000 >a54 �VT wwov� LIV 667 FsL, A5T i D. n007 ] D. OOP 7 (1�'')(8F,} s D 07 f rOG I �T OG vve�r rt13 MWH Global, Inc. Title: Stillaguamish WTP Job#1520315 2375 130 th AVE. NE Dsgnr: DR Date: 1:32PM, 26 JUN 03 Description:WTP Facility Bellevue,WA 98005 Scope: Stuctural Design of WTP Building Re 560100 Masonry Wall Design Page 1 User:KW080<891,Ver 5.6.1,25-OCt-2002 (c)1983.2002 ENERCALC Engineering Software r Voongsangiworking freslenercardstillagua Description Annex 16'-0"wall (8"CMU) General Information Calculations are designed to 1997 UBC Requiments re Wall Height 16.00ft Seismic Factor 0.4006 fm 2,000.0 psi Parapet Height 0.00 ft Calc of Em=fm* 750.00 Fs 24,000.0 psi Duration Factor 1.000 Special Inspection Thickness 8.0 in Wall Wt Mult. 1.000 Solid Grouted Rebar Size 5 Normal Weight Block Rebar Spacing 16 in Equivalent Depth to Rebar 3.810 in @ Center Solid Thickness 7.600 in Loads Uniform Load Concentric Axial Load Wind Load 32.000 psf Dead Load 0.000#/ft Dead Load 450.000#/ft Live Load 0.000#/ft Live Load 675.000#/ft Load Eccentricity 0.000 in Roof Load Roof Load Design Values E 1,500,000 psi Rebar Area 0.233 in2 np 0.09832 j 0.88137 n: Es/Em 19.333 Radius of Gyration 2.205 in k 0.35588 2/kj 6.37620 Wall Weight 84.000 psf Moment of Inertia 443.320 in4 Max Allow Axial Stress=0.25 fm(1-(h/140r)^2)*Spinsp 306.54 psi Allow Masonry Bending Stress=0.33 fm*Spinsp= 660.00 psi Allow Steel Bending Stress= 24,000.00 psi Load Combination & Stress Details Summary Axial Bending StressesAxial Maximum: Moment Load Steel Masonry Compression fb/Fb+fa/Fa Top of Wall in-# Ibs psi psi psi f&S DL+LL 0.0 1,125.0 0.0 0.0 12.34 0.0402 DL+LL+Wind 0.0 450.0 0.0 0.0 4.93 0.0161 DL+LL+Seismic 0.0 450.0 0.0 0.0 4.93 0.0161 Between Base&Top of Wall DL+LL 0.0 1,797.0 0.0 0.0 19.70 0.0643 DL+LL+Wind 12,288.0 1,122.0 15,738.9 449.8 12.30 0.7216 DL+LL+Seismic 12,902.4 1,122.0 16,525.8 472.3 12.30 0.7557 Summary Wall Design OK 16.00ft high wall with 0.00ft parapet, Normal Block w/8.00in wall w/#5 bars at 16.00ino.c. at center Governing Load Combination is.... Dead + Live + Seismic Between Top & Bottom Masonry Bending Stress 472.28 psi Steel Bending Stress 16,525.83 psi Masonry Axial Stress 12.30 psi Combined Stress Ratio 0.7557 < 1.0000 (allowable) Final Loads & Moments r Wall Weight moment @ Mid Ht 672.00 Ibs Wind Moment @ Mid Ht 12,288.00 in-# Seismic Moment @ Mid Ht 12,902.40 in-# Dead Load Moment @ Top of Wall 0,00 in-# Dead Load Moment @ Mid Ht 0,00 in-# Total Dead Load 450.00 Ibs Total Live Load 675.00 Ibs Live Load Moment @ Top of Wall 0.00 in-# 40 Livel-oad Moment @ Mid Ht 0.00 in-# Maximum Allow Moment for Applied Axial Load= 18,030.72 in-# Maximum Allow Axial Load for Applied Nlornent= 27,956.34 lbs MWH MONTGOMERY WATSON HARZ By U _ Date 7 ,��03 Client 1V4 Sheet SWI of Chkd.By Description t5 \A/ Job No E'a2¢�IS r„,� ,W S N Way 32V- 3(0�`' I,,r a,►a� v�1 r�U. '�3 Y 4 e I1T.35 25V- 4 q le '64' 0.045IL i J o, l51 b� N-S Saf WT. SW Wei ll` Z7 V- 1 ec 0.09D INtkl. Wrhi1. - 3q 0•046> fi - IZ V- IB'L 301t 212'� i I Sri z --------------------- ................. .�. ..................................... n .......... ......... .. 0 0 ------••--•---•........... .. C� ........ ........ ........ .... ...... 2 Sbv� N 0 �O •----•----- .......................... ---------- ---• Q ................ S [�Oo .............................. / � 1 3 � r N ) 0 ..................... = o N a � Q --------------------- .................... . MWH MONTGOMERY WATSON HARZ �,�► By >!� Date �1-q �3 Client CIS O� H USVIk,6 Sheet � of Chkd By Description Sm V Job No. 152a-Ny I I ! :09 I I I b� , Iis - 3'4. j I I IDS- 8� I Z i I I I /O I I iI I I G--��•, 3/32 V �210�+ Z��> -b = Sf�-t�lt7A 2107, 1,7 t 4. y S1ie' IF; -FvfE I NLb + �� 4,O O� I N SE►sin t c 26W c 344 i c�-c�-►oae �o>r�a= � ��x� �. �I x>c0 �,1�n. Caua��17r1 � ��►�IornEs � D�srntgyita� ©� � ����� � a v: I,D ,,,, : -14.7 971 4t � 2P 5� 17 g ,1� 0241 p,318 14 �� 23.6 0.V I tf 0. Zoo Z 25 4 0,V- >2 0 7rj 0,275 0 32v 3,�� 13,q 0,V ' MO 0,661 6,g) 10A 0,V- MWH _ \ MONTGOMERY WATSON HA VA I- - By- J Date J 0 3 Client GIT � Inc 6VI V E Sheet �W5 of Descri ption Job No.:— V l22e3�� r �U►'LP�t- f�'I r�'�d'2e.1 N G� V�Mti 1r� AS = 22.5(Zy')( �2) - 125 lz (4#6, Rs- tl4. L 14, 2) = I:7 3 ►"z ( 6 # 5, As 64 1'(61. irlo VIAN, AS 6 6 MWH MONTGOMERY WATSON HAR By A(L Date I ti3 b3 Client G I��K�IbVI Lt.t Sheet SN 6 of Chkd.By Description S-1 WT Job No. 1570311 gam¢ �g3� + 28 psi 1 (7.659(01)( ="V') 670 L 1.0 V d 43( � _ �• 0 �i�M � 35 1�51 }'-t�cyePd- � •►►Y� � � �r M 35 �s� s i I 1 MWH MONTGOMERY WATSON HA RZ gy Date 1 5103 Client G M cF IAAgyJv i ue Sheet SW of Chkd. By Description ST}�A• W Job No- g Way, Des, 46� i V, V I � �Zo►�+ Zo�� 4•� = 3 6� Q if -- 2 4.5 IF� 3G� Il.b 49.IL rl�Vk�hl. �IN�tZet r1Gt t vJArtk t P-�'o As = M ( 36 V 25'xIZ) MWH Global, Inc. Title: Stillaguamish WTP Job# 1520315 2375 130 th AVE. NE Dsgnr: DR Date: 2:55PM, 26 JUN 03 Bellevue,WA 98005 Description:WTP Facility Scope: Stuctural Design of WTP Building hl�j Rev: 560100 Page4L 1 user:KW-0604891,Ver 5.6.1,25-Oct-2002 Rectangular Concrete Column (c)19E3-2002 ENERCALC Engineenng Software k:troongsang%woddng fileslenercal0slillal�ua Description Main Building Typical Column (24"x24") General Information Calculations are designed to ACI 318-95 and 1997 UBC Requirements Width 24.000 in fC 4,000.0 psi Total Height 24.000 ft Depth 24.000 in Fy 60,000.0 psi Unbraced Length 24.000 ft Rebar: Seismic Zone 3 Eff.Length Factor 1.000 4- # 7 d= 2.000 in LL&ST Loads Act Together Column is BRACED 4- # 7 d= 22.000 in 2- # 7 d= 12.000 in Loads Dead Load Live Load Short Term Eccentricity Axial Loads 11.000 k 16.000 k k in Lateral Uniform Loads Start Loc End Loc #1 k/ft k/ft 2.000 k/ft 24.000 ft #2 k/ft k/ft k/ft ft Summary I Column is OK 24.00 x 24.00in Column, Rebar: 447 @ 2.00in, 447 @ 22.00in, 247 @ 12.00in ACI 9-1 ACI 9-2 ACI 9-3 Applied:Pu: Max Factored 42.60 k 37.80 k 9.90 k Allowable:Pn`Phi @ Design Ecc. 1,286.88 k 59.56 k 14.78 k M-critical 4.69 k-ft 199.52 k-ft 201.06 k-ft Combined Eccentricity 1.320 in 63.340 in 243.704 in Magnification Factor 1.00 1.02 1.01 Design Eccentricity 1.320 in 64.301 in 245.067 in Magnified Design Moment 4.69 k-ft 202.55 k-ft 202.18 k-ft Po• 80 1,838.40 k 1,838.40 k 1,838.40 k P:Balanced 899.04 k 899.04 k 899.04 k Ecc:Balanced 9.608 in 9.608 in 9.608 in Slenderness per AC1318-95Section 10.12&10.13 Actual k Lu/r 40.000 Elastic Modulus 31605.0 ksi Beta 0.850 ACI Eq.9-1 ACI Eq.9-2 ACI Eq.9-3 Neutral Axis Distance 26.2000 in 3.1400 in 2.6950 in Phi 0.7000 0.8578 0.8899 Max Limit kl/r 34.0000 34.0000 34.0000 Beta=M:sustained/M:max 0.3615 0.4074 1.0000 Cm 0.6000 1.0000 1.0000 EI/1000 29,282.64 28,327.53 19,934.19 Pc:pi^2 E I/(k Lu)^2 3,484.38 3,370.73 2,371.99 alpha:MaxPu/(.75 PC) 0.0163 0.0150 0,0056 Delta 1.0000 1.0152 1.0056 Ecc:Ecc Loads+Moments 1.320 63.340 243.704 in Design Ecc=ECc'Delta 1.320 64.301 245.067 in ACI Factors (per ACI,applied internally to entered loads) ACI 9-1 &9-2 DL 1.400 ACI 9-2 Group Factor 0.750 UBC 1921.2.7"1.4"Factor 1.400 ACI 9-1 &9-2 LL 1.700 ACI 9-3 Dead Load Factor 0.900 UBC 1921.2.7"0.9"Factor 0.900 ACI 9-1 &9-2 ST 1.700 ACI 9-3 Short Term Factor 1.300 ....seismic=ST": 1.100 slo,� SWcl DL=11.0,LL=16.0,ST=0.0 k 24.00 In 24:00 in I • • O24.00 ft I _ 1 Dst Ld#1:DL=0.0,LL-0.0,ST=2.0 ktft From 0.00->24.00 SWro 2045.004 I u,Mu(Eq 9-1) iWGK 4.6k4 Pu,Mu(Eq 9-2)137.8k,199.5k-h Pu,Mu(Eq 9-3 :9.9k,201.Ok-fl �? 1840.608 1431 An 169a.G09 1227.002 _-- ` 1022.502 B18 001 613.501 204.500 254.0 31T5 301. 444.5 5138.0 571.5 0 Axial:Pn'phi(k) Moment:Mn'pni(k-fl) MWH Global, Inc. Title: Stillaguamish WTP Job#1520315 2375 130 th AVE. NE Description DR Date: 2:54PM, 26 JUN 03 Description:WTP Facility Bellevue,WA 98005 Scope: Stuctural Design of WTP Building -N"\ . [u'e, 0100Concrete Rectangular & Tee Beam DesignPage 1 0604897,Ver 5.6.1,25.Ot�•2002 k:Voongsanglvrork�ng files�enerua2-02 ENERCAL5 Engineering Soltvrare Description Main Building Typical Column (24"x24") General Information Calculations are designed to ACI 318-95 and 1997 UBC Requirements Span 24.00 ft fc 4,000 psi Depth 24.000 in Fy 60,000 psi Width 24.000 in Concrete Wt. 145.0 pcf Seismic Zone 3 End Fixity Pinned-Pinned Beam Weight Not Added Live Load acts with Short Term Reinforcing Rebar @ Center of Beam... Rebar @ Left End of Beam... Rebar @ Right End of Beam... Count Size 'd'from Top Count Size 'd'from Top Count Size 'd'from Top #1 4 7 2.00in #1 4 7 2.00 in #1 4 7 2.00 in #2 4 7 22.00 in #2 4 7 22.00 in #2 4 7 22.00 in #3 2 7 12.00in #3 2 7 12.00 in #3 2 7 12.00 in Uniform Loads Dead Load Live Load Short Term Start End #1 k k 2.000 k 0.000 ft 24.000 ft Summary Beam Design OK Span=24.0 0 ft,Width=24,01in Depth=24,00in Maximum Moment:Mu 201.60 k-ft Maximum Deflection -0.3343 in Allowable Moment:Mn*phi 281.95 k-ft Maximum Shear:Vu 28.49 k Max Reaction @ Left 24.00 k Allowable Shear:Vn*phi 101.65 k Max Reaction @ Right 24.00 k Shear Stirrups... Stirrup Area @ Section 0.440 in2 Region 0.000 4.000 8.000 12.000 16.000 20.000 24.000 ft Max.Spacing 11.000 Not Req'd Not Req'd Not Req'd Not Req'd Not Req'd Not Req'd in Max Vu 28.493 22.579 11.290 11.021 11.021 22.310 28.224 k Bending & Shear Force Summary 1 Bending... Mn*Phi Mu,Eq.9-1 Mu,Eq.9-2 Mu,Eq.9-3 281.95 k-ft 0.00 k-ft 201.60 k-ft 201.60 k-ft @ Center @ Left End 281.95 k-ft 0.00 k-ft 0.00 k-ft 0.00 k-ft @ Right End 281.95 k-ft 0.00 k-ft 0.902-ft 0.00 k-ft Vu,E Shear... Vn*Phi Vu,Eq.9-1 q Vu,Eq.9-3 @ Left End 101.65 k 0.00 k 28.49 k 28.49 k @ Right End 56.82 k 0.00 k 28.22 k 28.22 k Deflection Upward Downward Deflections... DL+[Bm Wt] 0.0000 in at 24.0000 ft 0.0000 in at 24.0000ft DL+LL+[Bm Wt] 0.0000 in at 24.0000 ft 0.0000 in at 24.0000ft DL+LL+ST+[Bm Wt] 0.0000 in at 24.0000 ft -0.3343 in at 12.0000ft Reactions... cD Left Ri,�t_ DL+ [Bm Wt]] 0.000 k 0.000 k DL+LL+[Bm Wt] 0.000 k 0.000 k DL+LL+ST+[Bm Wt] 24.000 k 24.000 k MWH Global, Inc. Title: Stillaguamish WTP Job#1520315 2375 130 th "E. NE Dsgnr: DR Date: 2:54PM, 26 JUN 03 Bellevue,WA 98005 Description :WTP Facility Scope: Stuctural Design of WTP Building Rev: 560100 Sw Page 2 User:KW-0604691,Ver5.6.1.25-Oct-2002 Concrete Rectangular& Tee Beam Design (c)1983.2002 ENERCALC Engineerin�Software n:vcon�sano wwkin�Gieslenerwk sWlagua Description Main Building Typical Column (24"x24") Section Analysis Evaluate Moment Capacity... Center Left End Riaht End X:Neutral Axis 2.565 in 2.565 in 2.565 in a=beta*Xneutral 2.180 in 2.180 in 2.180 in Compression in Concrete 177.908 k 177.908 k 177.908 k Sum[Steel comp.forces] 37.833 k 37.833 k 37.833 k Tension in Reinforcing -216.000 k -216.000 k -216.000 k Find Max As for Ductile Failure... X-Balanced 13.020 in 13.020 in 13.0204 in Xmax=Xbal*0.75 9.765 in 9.765 in 9.765 in a-max=beta*Xbal 11.067 in 11.067 in 11.067 in Compression in Concrete 677.322 k 677.322 k 677.322 k Sum[Steel Comp Forces] 135.840 k 135.840 k 135.840 k Total Compressive Force 813.162 k 813.162 k 813.162 k AS Max=Tot Force/Fy 13.553 in2 13.553 in2 13.553 in2 Actual Tension As 3.600 OK 0.000 OK 0.000 OK Additional Deflection Calcs Neutral Axis 5.225 in Mcr 91.07 k-ft Igross 27,648.00 in4 Ms:Max DL+LL 144.00 k-ft Icracked 7,217.93 in4 R1 =(Ms:DL+LL)/Mcr 0.632 Elastic Modulus 3,605.0 ksi Ms:Max DL+LL+ST 144.00 k-ft Fr=7.5*fc^.5 474.342 psi R2=(Ms:DL+LL+ST)/Mcr 0.632 Z:Cracking 155.985 ksi I:eff...Ms(DL+LL) 12,386.380 in4 Z:cracking> 145 :Interior Only 1 1eff...Ms(DL+LL+ST) 12,386.380 in4 - Eff.Flange Width 24.00 in ACI Factors (per ACI,applied internally to entered loads) a�-4�assr.�stiwn� ACI 9-1 &9-2 DL 1.400 ACI 9-2 Group Factor 0.750 UBC 1921.2.7"1.4"Factor 1.400 ACI 9-1 &9-2 LL 1.700 ACI 9-3 Dead Load Factor 0.900 UBC 1921.2.7"0.9"Factor 0.900 ACI 9-1 &9-2 ST 1.700 ACI 9-3 Short Term Factor 1.300 ....seismic=ST* 1.100 2.00 k!ft T , j , 2.00 k/ft 24.00 ft Mu:Max=201.59 k-ft Dmax=0.3343 in Rmax=23.999 k Rmax=23.999 k Vu-Max=28.492 k Vu Max=28.223 k i MWH MONTGOMERY WATSON HAR A By TjfL Date Z 03 Client CnU Of MMMVIVX Sheet b_Wgof Chkd.By Description `mot-I►�LA 11411 Job No 17Zo31� �o oTl N A A-.>1 itJ GoWMtJ INCG, — (�i�y'�1M �1vTJ I ,rn� 24 x 26 x 9A- o Cow w\0 Sri►.( t^1-r. I'MD 01X E S5,c 24") A � eq r o !C--& . X I i i v"-- W 13y `�x 4 x yg = l 3 boo Ib5 + ,,, , �e8yo ib5 C G/ X �,� � MWH MONTGOMERY WATSON NAR 'A gy �� Date Qj_Client Gl OF m Sheet SW15 of Chkd.By Description i5n Nam. . Wl-r- Job No. 1 1'220 3i:_ fizm rJ� 14AL j 7cdo -f 16�4 I P.�10� + 1-7�45Q?) = IS 7-5 mot- 6/X r � fflc bw � ) - 0.6y ( 2 40a� E-3 ' .0 wr5 ? VIA —v�/ �t = 2.0 (� �') - (P �y'X? 7y') - 57.E C r� 2,33� I.Ib7 Vc = [20 (0 752 + 2] �L�flr�►� i�rJ�Rc£-y�tE►.�i T 2 P ' Z P o�y l MWH MONTGOMERY WATSON HAR A By 1>14 Date 7111 IPS Client G1 of (J>✓ SV 1 UC— Sheet SV4 lb of Chkd.By Description -8nV^ Job No 1520?—; J M�' - 0,00I g) > 0. 000�j rJ I�w = �,OUlB(7P"�(01�� - i•I o< d� 40 ,�� rc,� �r � `40,�� l7•'�, db 61 12 — Y4_ _ ?j = ZI�� >I OIL Z Z l i f I � MWH MONTGOMERY WATSON HARZ By Date Q 2 03 Client CIEV� OF =NAP —q6i/1 U.E Sheet SW 11 of Chkd.By Description 51 IU�I WTI? Job No. 1520 1� r-C,oi 1r.1G, 7?G�16t�1 VGA w �OO n N�, u, gt _ � (5� ��•� �rrv1N e i C>tp Wt Un-k yl_ - Zo • �s� x I �X 26,b� � 532 1�5 n .b' 532 Ibs Sr�rar► - �o psi x i' x Zb. 6' = 7116 Ibs (40v;A) 1 I � l MWH MONTGOMERY WATSON NARZ By A� Date_ 2 Client Qnj OE UA-CV,SVlwe Sheet Sw� of IL Chkd.By Description wA . WTI Job No. 152031�_ w I r3 Lw _�f►J ►� N,-xi ml vy\ _ (�FlIc = 12,, �/c r"Ic t I ,7 (37. +71 t �►ofi1JV �. 1. 4 iD l 5400 + I.7 Q sT IN ( 1 f.�tk IZA 0.1K (4 fY C o.,3y 0.co7(4bo) L9•000 �M IrJ 0.001&.. A,N JJ I I AS = -00►(3 (l2„)�CI�'� = 0 . 0 �2 ��5®IQ� = 0.31 �2 MWH MONTGOMERY WATSON HARZA By V4 Date O_?, client—� Bf 1/6AVvsy,vl.c sheet -�Ij of Chkd. By Description_ SI . . 1p/'� Job No. LSZ©3I1� ZL, x 23. I 4 6 2 lbs x ' x 23 � ' 462 Ibs 23, 1 ' �q 3 Ibs 4s,jfteo A CIAV VIM qo �`C x 11 x )71 o = 1500 16s Oif 300 �s 1 i ', ,1D V✓ 1/1 �- �{70 4 70r, 1900 1 Ibs = 1 0" W►DC �fl� L 3 ccv o - 30o I 1 Svc) MWHA Design Quality Procedures 2) Calculations B. Concrete c.5. Item Specific Design- Floors Floors Non-Hydraulic Slabs on Grade Minimum thickness and reinforcing for non-hydraulic slabs-on-grade must follow the guidelines in the table below Use Minimum f'c= 3,000 psi concrete for all slabs on grade Locate control joints for interior slabs and expansion joints for exterior slabs as described in section joints. Provide 1/4-inch premolded joint filler at interior isolation joints at slab edge, and 1/2-inch premolded joint filler at exterior expansion joints. Provide smooth dowels for shear transfer where required for vehicular loads. Do not use rolled welded wire fabric. Use deformed steel reinforcing bars or sheet form with bar supports. Refer to PCA Concrete Floors on Ground. Minimum Slab-On-Grade Thickness and Reinforcing Application Minimum Minimum Reinforcing (each Thickness, way) inches Sidewalks 4 #3 @ 16 inch at center of slab 1- 1/2-inch cover or VWNF Office areas 5 #4 @ 18 inch at center of slab 1-1/2-inch cover Process and storage areas, 6 #4 @ 12 inch at center of slab passenger vehicle access, and 2-inch cover parking Light truck access and parking 8 #5 @ 12 inch at center of slab (AASHTO HS-15 or less) 2-1/2-inch cover Heavy truck access and parking 10 14/@inch andtop an bottom at (AASHTO HS-20 or more) bottom IIHP�M Date 5�� 9/03 Client Arvol c Sheet of ILChkd.By Description ' IOvedL2 / Job No. duT of &tier-F/eta t ds'n = a, 1 + -, -3bz - + h A 0 - .Clo 6nsdi � f� r ry _ 0 n � 0 S/off o,03(,y i-lu dc.nv<_s o r- l;A( UA kx-eu n, I 'THlU-WkLL, i I O� � I f I MWH MONTGOMERY WATSON HAR By b,9 Date ZIZOIClient 0-1T4 Or M Sheet Z of ` Chkd.By Description z��r LVt — Job No. 1y2031'�✓ fly E-e )Owl)De�'O �P I2�M 55(2�)'I lopsf `O N %T7i•} SOIL Sw6v IL MWH MONTGOMERY WATSON HAR A By Z¢ Date Z D Client G l O F MSV�VVk_ Sheet �� of ILChkd.By Description f- �A Vl�rp Job No. Si��E TIC ��,r,►,� 11�� 1;�-�t-� � �-; �2- c �rl �N�s�c-r �z.r�c� .E�v Cyr C-41 vJ I vv, Boc: (DF+ PACRIM GEOTECHNICAL INC. GEOTECHNICAL ENGINEERING 506 SW 6"AVENUE,SUITE.1006,PORTLAND,OR 97204 AND APPLIED EARTH SCIENCES Date January 8,2004 Project Stillaguamish Treatment Facility To Ms. Carolyn McAlpin Subject Overflow Basin Montgomery Watson Harza From Andre D. Mar6, P.E. MEMORANDUM We understand a rectangular buried concrete tank will be constructed in the southern portion of the site,near the west end of the access drive. The tank will extend from ground surface to approximately 12 to 13 feet below grade. Plan dimensions are 16 feet x 32 feet. Site Investigation PacRim performed a geotechnical study at the site,titled Geotechnical Report, City of Marysville Stillaguamish Treatment Facility,Arlington, Washington, dated October 17, 2002. Explorations included one soil boring,three backhoe test pits, and three cone penetrometer soundings(CPT's). A piezometer was installed in the boring for long-term monitoring of groundwater levels. Findings Explorations performed in all areas of the site encountered very similar soil conditions. Soils generally consist of medium dense,clean to slightly silty sand. In the vicinity of the proposed tank, CPT-3 encountered dense to very dense gravelly sands between about 10 and 15 feet depth. Groundwater was encountered approximately 13'/2 feet below ground surface. For design purposes, the groundwater table may be conservatively estimated as 12 feet below ground surface. Foundation Support A reinforced concrete mat slab is appropriate for support of the structure. We anticipate the weight of the structure will be similar to the weight of soils removed;thus net bearing loads will be minimal. The soils at the proposed bearing elevation should be capable of developing net allowable bearing pressures of 4,000 pounds per square foot(psf). We anticipate that reinforced concrete foundations designed for an allowable bearing pressure of 4,000 psf will settle less than '/2 inch, and differential settlement across the structure will be less than inch. It is anticipated that the majority of settlement will occur during construction as loads are applied. Wind, earthquakes, and unbalanced earth loads will subject the proposed structure to lateral forces. Lateral forces on a structure will be resisted by a combination of sliding resistance of its base or footing on the underlying soil and passive earth pressure against the buried portions of the structure. For use in design,a coefficient of sliding friction of 0.35 may be assumed. Passive resistance may be calculated as a triangular equivalent fluid pressure distribution,using an equivalent fluid density of 280 pounds per cubic foot(pcf) above the water table and 140 pcf below the water table. The recommended value of passive resistance is based on the assumption that the ground surface adjacent to the structure is level in the direction of loading for a distance equal to or greater than three times the embedment depth. The top 1-foot of soil should be neglected in passive resistance computations unless it is overlain by pavement or slab-on-grade. The recommended coefficient of friction and passive resistance values incorporate a safety factor of about 1.5 applied to the estimated ultimate values. Off' MWH January 8,2004 Page 2 A minimum of 6 inches of foundation gravel should be placed beneath the structure. The foundation gravel should meet the requirements for Gravel Backfill for Foundations-Class A, Section 9- 03.12(1)A of the WSDOT Standard Specifications(WSDOT, 2002), compacted to at least 95 percent of maximum dry density,based on Modified Proctor(ASTM D 1557). We recommend the excavation be observed by the geotechnical engineer prior to placing steel and concrete,to verify that the recommendations of this memorandum have been followed, and that an appropriate bearing stratum has been exposed. Where concrete slabs are designed as beams on an elastic foundation,the compacted subgrade should be assumed to have a modulus of subgrade reaction of 150 pounds per cubic inch(pci). Groundwater Control and Buoyancy Dewatering plans should be implemented to allow work to be performed in the dry and to prevent upward hydraulic gradients from developing at the bottom of the excavation. Design,implementation, and permitting of dewatering systems should be the responsibility of the contractor. At the location of the proposed structure,we recommend assuming a high groundwater level of about 12 feet below ground surface. Thus,if construction is performed during the wet season,the excavation may extend below the water table. If groundwater is encountered within the excavation, we expect that it can be controlled using ditches,sumps, and pumps;however,the need for and type of dewatering system required will depend on the depth of excavations, and the groundwater level at the time of construction. The structure could experience upward buoyancy forces when the groundwater level is higher than the fluid level inside the structure. The structure should be designed to resist this upward force and to prevent possible heave and cracking of the base slab. The weight of the structure and friction along its sides will provide_resistance to uplift forces. The uplift resistance can be increased by extending a flange at the base of the structure outside the walls. Lateral Loads on Permanent Structures Lateral earth pressures against below-grade retaining walls depend upon the inclination of the back- slope, degree of wall restraint,type of backfill,method of backfill placement, degree of backfill compaction, drainage provisions, and magnitude and location of any surcharge loads. At-rest soil pressure is exerted on a subsurface wall when the wall is restrained against rotation. Such restraint may be the result of an inherently stiff wall or if the wall is braced by rigid structural elements, such as a floor system. In contrast,active soil pressure will be exerted on a subsurface wall if the top of the wall is allowed to rotate or yield. We anticipate the subsurface walls of the overflow basin will be restrained. As such, an at-rest earth pressure equivalent to that generated by a fluid weighing 55 pcf is recommended for use in design. If yielding walls are required,they should be designed for an active earth pressure of 35 pcf. The portion of any wall below the groundwater table should be designed using an equivalent fluid density of 90 pcf. These recommendations assume no adjacent surcharge loading. If the walls will be subjected to the influence of surcharge loading within a horizontal distance less than the height of the wall,the walls should be designed for the surcharge loading. A common practice is to assume a surcharge loading equivalent to 2 feet of additional fill to simulate traffic loading;we consider this method appropriate. During a seismic event, lateral earth pressures acting on below-grade structural walls will increase by an incremental amount that corresponds to the earthquake loading. For use in design of permanent restrained retaining walls with level backfill under design seismic conditions, a uniform,rectangularly- PACRIM GEOTECHNICAL INC. �Q3 MWH January 8,2004 Page 3 4Wdistributed, seismic pressure of 11H psf should be added to the equivalent fluid pressure. This seismic load was calculated using the Mononobe-Okabe method for pseudo-static earthquake loading on a retaining wall,with appropriate adjustments for non-yielding walls. Construction Considerations Excavation can be accomplished with conventional excavating equipment such as backhoes and trackhoes. The contractor should be aware that the on site soils will not support vertical excavations without lateral support. Maintenance of safe working conditions, including temporary excavation stability, is the responsibility of the contractor and all excavations must comply with current federal, state,and local requirements. For planning purposes,it is recommended that excavations deeper than 4 feet either be sloped no steeper than 1H:1V or shored. On-site excavated soils should be appropriate for use as wall backfill material. On-site soils used as wall backfill should consist of sand or sand and gravel, should be free of organics and debris,and should have a maximum particle size of about 3 inches. Wall backfill should be moisture conditioned to within about 3 percent of optimum moisture content, and placed in loose,horizontal lifts of equivalent thickness. Fill should be compacted to at least 95 percent maximum dry density(MDD), as determined by ASTM D 1557 (Modified Proctor). Concrete wall backfill should not be placed until the concrete has attained at least 2/3 of its specified compressive strength. The procedure to achieve proper density of a compacted fill depends on the size and type of compacting equipment,the number of passes,thickness of the layer being compacted, and certain soil properties. In general,we recommend the following maximum loose lift thicknesses: 6 inches for hand-operated compactors such as jumping jacks and small vibratory base plate compactors; 10 inches for large smooth drum vibratory rollers, and 18 inches for excavator-mounted hoe-pacs. PACRIM GEOTECHNICAL INC. MWH MONTGOMERY WATSON HARZj4 �h��, By— BIZ Date 2 20 O Client C�� OF W`� m Sheet of ILChkd. By Description �WEI? Job No. I�120�1 CJ nyr=0nAn4 ) ST�''�•L'iTIJ�� �� eAs U�>uFr ViKec ��v► bl,zo�n„Qw e « � A MIKI AL FAD �DI I i 117060 T �0 41 70l2v .h� 7©il • v f :�7CiP 2Z M H MONTGOMERY WATSON HARZ gy �� Date Z 20 1 0¢ Client CIT� 0f MAY*Wl Sheet o�g or ILChkd.BY Description 9TI LION job No 1 h7-0 � 444, Sr-r�Ic_ 'Pw : ZSICL x &Ww (.ACI 55k9, -01) ifW� 0.31?,0 (0 (►.38)( l.o�►f„ 2.0 (S-IL Sa� 1 . 0 ( I►a FDrTA'.-'Cc �= Q--O CL ?, F 138 2.0 0.21 (170� (1.D ,i , - 3f,O F IL l n-MD CDM 0 0f�S �.3 ( 1.7 (So l L Pe boa L - ti ,E ;i 1' , © 75� 1,7 �Sasy T PiL'`Sr�t j + R,I 17 �EISTNIIC) / I MVVH MO TGOMERYWATSON NAR'A B� Date ZI 2 O 0 Client C I t��nSV I VO Sheet (DF9_ of Chkd.By Description STl LLA 'lam Job No. 152031 \Alk - 'Desk la I , ����� 2.0) ) 177 K-P(/fr IA t 4-1 4 V--Fr�r�r, uzo-N�t �r �LILY ) ewnc41. k-fr/ � 1,-7 ( 3,�T+ 1. 040.3) 0,Z) � / I C,Fb OUTPUT'DAT � ^ � ]M MONTGOMERY * * * PLATE: INTERPOLATION OF USBR MOMENTS AND REACTIONS FOR RECTANGULAR PLATES soil Pressure PLATE HINGED TOP, FIXED THREE SIDES pL/g'E HEIGHT WIDTH THICKNESS 13'00 FT I6'00 FT 12'00 IN LOADING TOP PRESSURE 8O77TVM PRESSURE .0 PSF 000.0 PSF ULTIMATE STRENGTH DESIGN CONCRETE COMPRESSIVE STRENGTH STEEL YIELD STRENGTH 4.00 KSI 60'00 KSI STEEL [OVER NEGATIVE FACE POSITIVE FACE Z'OO IN 2.00 IN BENDING MOMENT STEEL AREA KFT/FT SQ IN VERTICAL TOP 'OO '00 POSITIVE I'GZ .04 BOTTOM 4'21 'IO HORIZONTAL NEGATIVE 2 .77 '07 POSITIVE 1.12 .03 HORIZONTAL VERTICAL MAXIMUM REACTION, K/FT 2.03 2.87 SHEAR AT D, PSI 19.88 24'27 I � � * ]M MONTG0MERY * * * PLATE: INTERPOLATION OF U5BR MOMENTS AND REACTIONS FOR RECTANGULAR PLATES soil Surcharge�*�^*^*�»�����^�*�**+*�**«���*��*�*�***����+*^ PLATE HINGED TOP, FIXED THREE SIDES PLATE HEIGHT WIDTH THICKNESS 12'00 FT I6'00 FT 12'00 IN LOADING TOP PRESSURE BOTTOM PRESSURE I10.0 PSF 110.0 PSF ULTIMATE STRENGTH DESIGN CONCRETE COMPRESSIVE STRENGTH STEEL YIELD STRENGTH 4 U0 KSI 60.00 KSI ' Page 1 OUTPUT.DAT STEEL COVER NEGATIVE FACE POSITIVE FACE 2.00 IN 2.00 IN BENDING MOMENT STEEL AREA KFT/FT SQ IN VERTICAL TOP .00 .00 POSITIVE .60 .01 BOTTOM 1.22 .03 HORIZONTAL NEGATIVE 1.04 .03 POSITIVE .43 .01 HORIZONTAL VERTICAL MAXIMUM REACTION, K/FT .69 .71 SHEAR AT D, PSI 6.00 6.46 1 JM MONTGOMERY PLATE: INTERPOLATION OF USBR MOMENTS AND REACTIONS FOR RECTANGULAR PLATES Soil Seismic PLATE HINGED TOP, FIXED THREE SIDES PLATE HEIGHT WIDTH THICKNESS 12.00 FT 16.00 FT 12.00 IN LOADING TOP PRESSURE BOTTOM PRESSURE 132.0 PSF 132.0 PSF ULTIMATE STRENGTH DESIGN CONCRETE COMPRESSIVE STRENGTH STEEL YIELD STRENGTH 4.00 KSI 60.00 KSI STEEL COVER NEGATIVE FACE POSITIVE FACE 2.00 IN 2.00 IN BENDING MOMENT STEEL AREA KFT/FT SQ IN VERTICAL TOP .00 .00 POSITIVE .72 .02 BOTTOM 1.46 .03 HORIZONTAL NEGATIVE 1.24 .03 POSITIVE . 51 .01 HORIZONTAL VERTICAL MAXIMUM REACTION, K/FT .83 .86 SHEAR AT D, PSI 7.20 7.75 1 JM MONTGOMERY Page 2 Cif►2 OUTPUT.DAT PLATE: INTERPOLATION OF USBR MOMENTS AND REACTIONS FOR RECTANGULAR PLATES ...... .. t•sY :r•'r:r•k•'.:•'• d::k sY:k sY sY sY�sk sk sr sk dr sk'::; s::;::X:Y..s`.sY k sk sY sY sk X sY sk sk .....,sk sY s',k s:dr sY sk sY sY sY� ••• wall Seismic t;r:rsk:rsYsYsYs':'XsY�s'rsYsY�sksYsk:`.i:ie ::ir:: ::st�•:Y:rsksYsk::sY:r:rsYi:::4r sk ::sr sY�4rir�sY��ir�: PLATE HINGED TOP, FIXED THREE SIDES PLATE HEIGHT WIDTH THICKNESS 12.00 FT 16.00 FT 12.00 IN LOADING TOP PRESSURE BOTTOM PRESSURE 35.0 PSF 35.0 PSF ULTIMATE STRENGTH DESIGN CONCRETE COMPRESSIVE STRENGTH STEEL 6YIELD KSISTRENGTH 4.00 KSI STEEL COVER NEGATIVE FACE POSITIVE FACE 2.00 IN 2.00 IN BENDING MOMENT STEEL AREA KFT/FT SQ IN VERTICAL TOP .00 .00 POSITIVE .19 .00 BOTTOM .39 .01 HORIZONTAL .01 NEGATIVE .33 POSITIVE .14 .00 HORIZONTAL VERTICAL MAXIMUM REACTION, K/FT .22 •23 SHEAR AT D, PSI 1.91 2.05 Page 3 OUTPUT.DAT 1 * * * JM MONTGOMERY PLATE: INTERPOLATION OF USBR MOMENTS AND REACTIONS FOR RECTANGULAR PLATES •k st st is�st st st st st st iF st st ��st�st st X st X k st i::':it st st is`is sY sr ;Y st X:".:t is i;st st st st is is�>;it�is X k�•s4 Soil Pressure (Long wall) ststsrststststststststststi:sYststirstststststst�icksti: »•i:icstst�Xst irkstir�kst:ti.•i::tst�st*ststki:sty PLATE HINGED TOP, FIXED THREE SIDES PLATE HEIGHT WIDTH THICKNESS 12.00 FT 32.00 FT 12.00 IN LOADING TOP PRESSURE BOTTOM PRESSURE .0 PSF 660.0 PSF ULTIMATE STRENGTH DESIGN CONCRETE COMPRESSIVE STRENGTH STEEL YIELD STRENGTH 4.00 KSI 60.00 KSI STEEL COVER NEGATIVE FACE POSITIVE FACE 2.00 IN 2.00 IN BENDING MOMENT STEEL AREA KFT/FT SQ IN VERTICAL TOP .00 .00 POSITIVE 2.70 .06 BOTTOM 5.91 .14 HORIZONTAL NEGATIVE 2.39 .06 POSITIVE .74 .02 HORIZONTAL VERTICAL MAXIMUM REACTION, K/FT 2.00 3.16 SHEAR AT D, PSI 19.64 27.27 1 * ' * JM MONTGOMERY * 't PLATE: INTERPOLATION OF USBR MOMENTS AND REACTIONS FOR RECTANGULAR PLATES -k st is st�it st st sY st st st st st st�st st st is it st st st:t is is�k st k�>`st st k::is s:st i: :t k>`:t st it:t a is t:t�>; Soil Surcharge (Long wall) �„�*stskit*::stststststst::>;scst::kkisiri; i: ::isstst�stitstststiri:isi:ststic kststsYstkstkststi; PLATE HINGED TOP, FIXED THREE SIDES PLATE HEIGHT WIDTH THICKNESS 12.00 FT 32 .00 FT 12.00 IN LOADING TOP PRESSURE BOTTOM PRESSURE 110.0 PSF 110.0 PSF ULTIMATE STRENGTH DESIGN CONCRETE COMPRESSIVE STRENGTH STEEL YIELD STRENGTH 4.00 KSI 60.00 KSI Page 1 OUTPUT.DAT cr STEEL COVER NEGATIVE FACE POSITIVE FACE 2.00 IN 2.00 IN BENDING MOMENT STEEL AREA KFT/FT SQ IN VERTICAL TOP .00 .00 POSITIVE 1.07 .03 BOTTOM 1.84 .04 HORIZONTAL NEGATIVE .91 .02 POSITIVE .29 .01 HORIZONTAL VERTICAL MAXIMUM REACTION, K/FT .71 .82 SHEAR AT D, PSI 6.18 7.60 4L Page 2 OUTPUT.DAT 1 * * * ]M MONTGOMERY * * * PLATE: INTERPOLATION OF USBR MOMENTS AND REACTIONS FOR RECTANGULAR PLATES *:�,sY:YsY�•*s:sYst**s:sYs:*s:sYrtsfsYs':sus::::r:`.*:rirs';*sYsY*s:*sk:::Ys:stsY*sYs:s::rs';s::r**s:s:::*s;4rs: Soil Seismic (Long Wall) irsY:Y:Y::sY*•:.sYsY•Xs:srs:*sYsrsYsYs:sYsYsYsY:rsY**se:r:'rsY::sY4r::s:sYsksY:rs:*sY::**'.r:r*s':s:sYs:***s'rsr:: PLATE HINGED TOP, FIXED THREE SIDES PLATE HEIGHT WIDTH THICKNESS 12.00 FT 32.00 FT 12.00 IN LOADING TOP PRESSURE BOTTOM PRESSURE 132.0 PSF 132.0 PSF ULTIMATE STRENGTH DESIGN CONCRETE COMPRESSIVE STRENGTH STEEL 6YIELD 0.00 KSISTRENGTH 4.00 KSI STEEL COVER NEGATIVINFACE POSIITTIVE FACE 2.00 IN BENDING MOMENT STEEL AREA KFT/FT SQ IN VERTICAL TOP .00 .00 POSITIVE 1.-28 .03 BOTTOM 2.21 .05 HORIZONTAL .03 NEGATIVE 1.09 POSITIVE .35 .01 HORIZONTAL VERTICAL MAXIMUM REACTION, K/FT •85 .99 SHEAR AT D, PSI 7.41 9.12 1 * * * JM MONTGOMERY PLATE: INTERPOLATION OF USBR MOMENTS AND REACTIONS FOR RECTANGULAR PLATES r*•:.s:*uir*:c**:rsY::*s'rsYs:*�:rsc*........:rs'r*:sY*s'rsY:.....*sY*sYsYsY*s':....;s::::ic:.::sYsY:.:rs': Wall Seismic (Long wall) PLATE HINGED TOP, FIXED THREE SIDES PLATE HEIGHT WIDTH THICKNESS 12.00 FT 32.00 FT 12 .00 IN LOADING TOP PRESSURE BOTTOM PRESSURE 35.0 PSF 35.0 PSF ULTIMATE STRENGTH DESIGN CONCRETE COMPRESSIVE STRENGTH STEEL 6YIELD 0.00 KSISTRENGTH 4.00 KSI Page 1 OUTPUT.DAT STEEL COVER NEGATIVE FACE POSITIVE FACE 2.00 IN 2.00 IN BENDING MOMENT STEEL AREA KFT/FT SQ IN VERTICAL TOP .00 .00 POSITIVE .34 .01 BOTTOM .58 .01 HORIZONTAL NEGATIVE .29 .O1 POSITIVE .09 .00 HORIZONTAL VERTICAL MAXIMUM REACTION, K/FT .23 .26 SHEAR AT D, PSI 1.97 2.42 Page 2 MONTGOI1J'IERY WATSON CLIENT: City of Marysville JOB NO: 1520315 DATE: Feb-04 TASK: Overflow Structure-Walls(Vertical) BY: Dusit Roonesan. DESCRIPTION: Bending and Crack Control. CHKD: span(ft)= 12 LL(psf)= 100 DL(psf)= 40.6 Service Moment(ft-Ki s AZA20wW. p )= 13.85 PWO fc(psi)= �4, rho Max=Bending Moment,Mu(ft-kips)_ 18.00 fy(psi)= ' Therefore As max= 2.72 sq in 00 Shear(w/o ACI 350 L.F.),Vu(k)= 8.00 Es(psi)= 12Axial Force(Tension),Pu(k)_ `000 Ec(psi)= ;3 ,, Load Factor(For bending)= n=Es/Ec= 8 Load Factor for Shear Steel(ACI 350)= Allowable Stress for Direct Tension(ksi)= 18'6 , Y Compression flange width,be(in)_ Thickness of slab(in)= phi,for Bending= 0, Cover(in)= phi,for Shear and Torsion Is the bar on the outside or inside? Depth to reinforcing,d(in)= 8.50 =Thickness-Cover- 1.5 *Bar Diameter Shear Capacity and Reinforcement(Based on A CI 318-11 3 2)Assumes No Torsion Note:For slabs& walls,shear reinforcement is not required as long as Vu<phi*Vc Vu*d/Mu(max of 1.0)= 1.00 1.9*s rt(fc)+2500*As/(bd)*Vu d/Mu= 158.67 Concrete Shear Capacity,Phi*Vc(kips)= I 13.76 =phi*1.9*sgrt(f c)+2500*rho*Vu*d/Mu phi*Vc/(phi*sgrt(fc)*bd)= 2.509 Wall or Slab thickness is adequate Minimum Shear Reinforcement is required for Beam Stirrup Spacing= { in � y ZO Max spacing of shear reinforcement(in)= 4.25 Non-Seismic loads-ACI 318-11.5.4 Max spacing of shear reinforcement(in)= 2.13 Seismic requirements-See ACI 318-21.3.3 Min.area of one leg of shear reinforcement= 0.030 (50 Bw s/fy)/2-See ACI 318-11.5.5.3 z wr � Req'd Area of One Leg of Shear Stirrups,Av= Required Stirrup Bar Size for Beams= Bending Ru=Mu/(phi*bc*dA2)= 276.8 Use Ru Rho=(.85*fc/fy)*{1-[l-(2*Ru/(.85*fc))]^.5) = 0.0048 As Required for bending=Rho*bc*d= 0.491 in^2 As Min(for bending)= 0.340 Per ACI 318-95 Sect 10.5.1 As Required for Direct Tension(in^2)= 0.000 Bar size 8 As supplied for bending(in^2)= 1.571 Spacing 6 Number of bars= 2.0000 As Total(in^2)= 1.571 ok As/bd= 0.01540 Cra`ckinne Location of C.G.of cracked section (from compression fiber) (in)= 3.31 fs(ksi)=Ms/(As*moment arm)= 14.30 Z<95 for extreme exposures Ae=2*(dc=cover(2 max)+1/2 Bar Dia)*bc= 60 Z< 115 for hydraulic structures A=Ae/number of bars= 30.00 Z< 145 for exterior exposure Z=fs*((dc=cover(2 max)+ 1/2 Bar dia)*A)^(1/3)= 60_3 Z< 175 interior exposure File: OvrflwWal]Rcbend2.xls MONTGOMERY WATSON CLIENT: City of Marysville JOB NO: 1520315 DATE: Feb-04 TASK: Overflow Structure- Walls(Horizontal) BY: Dusit Roon san DESCRIPTION: Bending and Crack Control. CHKD: span(ft)= 12 LL(psf)= 100 DL(psf)= 40.6 Service Moment(ft-Kips)= hl fc(psi)= 4 rho Max=00_:ii ; Bending Moment,Mu(ft-kips)= 1 . fy(psi)= Therefore As max= 2.84 sq in Shear(w/o ACI 350 L.F.),Vu(k)= Es(psi)= 2" . �► Axial Force(Tension),Pu(k)= Ec(psi)= 3 Load Factor(For bending)= n=Es/Ec= 8 Load Factor for Shear Steel(ACI 350)= Allowable Stress for Direct Tension(ksi)_ Compression flange width,be(in)_ Thickness of slab(in)= phi,for Bending= Cover(in)= phi,for Shear and Torsion= Is the bar on the outside or inside? mst Depth to reinforcing,d(in)= 8.88 =Thickness-Cover- 1.5 *Bar Diameter Shear Capacity and Reinforcement(Based on ACI 318-11 2)Assumes No Torsion Note:For Slab&& walls,shear reinforcement is not required as long as Vu<phi*Vc Vu*d/Mu(max of 1.0)= 1.00 1.9*s rt(fc)+2500*As/(bd)*Vu d/Mu= 140.91 Concrete Shear Capacity,Phi*Vc(kips)= 1 12.76 =phi*1.9*sgrt(f c)+2500*rho*Vu*d/Mu phi*Vc/(phi*sgrt(fc)*bd)= 2.228 Wall or Slab thickness is adequate No Shear Reinforcement is required for Beam Stirrup Spacing S " a g= ������'� in � ZO Max spacing of shear reinforcement(in)= 4.44 Non-Seismic loads-ACI 318-11.5.4 v� Max spacing of shear reinforcement(in)= 4.44 Seismic requirements-See ACI 318-21.3.3 O � Min.area of one leg of shear reinforcement= 0.030 (50 Bw s/fy)/2-See ACI 318-11.5.5.3 z W Req'd Area of One Leg of Shear Stirrups,Av= 0.000 ►rC Re wired Stirrup Bar Size for Beams= V Bencline Ru=Mu/(phi*bc*d^2)= 225.7 Use Ru= 2 0 Rho=(.85*fc/fy)*11-[1-(2*Ru/(.85*fc))]^.5) = 0.0039 As Required for bending=Rho*bc*d= 0.415 in^2 As Min(for bending)= 0.355 Per ACI 318-95 Sect 10.5.1 As Required for Direct Tension (in^2)= 0.000 Bar size �' As supplied for bending(in = 0.884 Spacing '., Number of bars= 2.0000 As Total(in^2)= 0.884 ok As/bd= 0.00830 rackine Location of C.G.of cracked section (from compression fiber)(in)= 2.70 fs(ksi)=Ms/(As*moment arm)= 20.96 Z<95 for extreme exposures Ae=2*(dc=cover(2 max)+1/2 Bar Dia)*bc= 57 Z< 115 for hydraulic structures A=Ae/number of bars= 28.50 Z< 145 for exterior exposure Z=fs*((dc=cover(2 max)+ 1/2 Bar dia)*A)^(1/3)= i� Z< 175 interior exposure File: OvrflwWal IRcbend2.xls MWH A MONTGOMERY WATSON HAR-A J' By Date 2 2 Client � 0 5y Sheet Of7Vq of ` Chkd.By Description 5Tl1/ Job No. `i2o31h covett SA-6 AAA ( RIO ►-� �y) ago g V5 VA i 1 I 1 I MONTGOMERY WATSON, (M.) 20 CLIENT: City of Marysville JOB NO: 1520315 DATE: Feb-04 TASK: Overflow Structure- Cover Slab BY: Dusit Roon san DESCRIPTION: Bending and Crack Control. CHKD: span (ft)= 12 LL(psf)= 100 DL(psf)= 40.6 Service Moment(ft-Kips)= 2 fc(psi)= 4000 x., rho Max=REM Bending Moment,Mu(ft-kips)= • fy(psi)= �600 Therefore As max= 3.08 sq in Shear(w/o ACI 350 L.F.),Vu(k)= Es(psi)= 00000 Axial Force(Tension),Pu(k)= Ec(psi)= 3604 Load Factor(For bending)= n=Es/Ec= 8 Load Factor for Shear Steel(ACI 350)= Allowable Stress for Direct Tension(ksi)_ Compression flange width,be(in)_ Thickness of slab(in)= phi,for Bending= Cover(in)= phi,for Shear and Torsion= Is the bar on the outside or inside? Depth to reinforcing,d(in)= 9.63 =Thickness-Cover- 1/2 Bar Diameter Shear anacity and Reinforcement(Based on ACl 318-11 2)Assumes No Torsion Note:For clabc&walls,shear reinforcement is not required as long as Vu<phi*Vc Vu*d/Mu(max of 1.0)= 1.00 1.9*s rt(fc)+2500*As/(bd)*Vu d/Mu= 139.29 Concrete Shear Capacity,Phi*Vc(kips)= 1 13.67 1=phi*1.9*sgrt(fc)+2500*rho*Vu*d/Mu phi*Vc/(phi*sgrt(fc)*bd)= 2.202 Wall or Slab thickness is adequate Minimum Shear Reinforcement is required for Beam >" Stirrup Spacing acin in a g= CMax spacing of shear reinforcement(in)= 4.81 Non-Seismic loads-ACI 318-11.5.4 Max spacing of shear reinforcement(in)= 2.41 Seismic requirements-See ACI 318-21.3.3 0 Min.area of one leg of shear reinforcement= 0.030 (50 Bw s/fy)/2-See ACI 318-11.5.5.3 Z � r Req'd Area of One Leg of Shear Stirrups,Av= 0.030 ►C Required Stirrup Bar Size for Beams= Bendant Ru=Mu/(phi*bc*d^2)= 317.8 Use Ru= .r 3178, Rho=(.85*fc/fy)*{1-[1-(2*Ru/(.85*fc))]^.51 = 0.0056 As Required for bending=Rho*bc*d= 0.643 in^2 As Min(for bending)= 0.385 Per ACI 318-95 Sect 10.5.1 As Required for Direct Tension (in^2)= 0.000 Bar size f '�6";' ' As supplied for bending(in^2)= 0.884 Spacing s +;. 6';; Number of bars= 2.0000 As Total(in^2)= 0.884 ok As/bd= 0.00765 Cracking Location of C.G.of cracked section (from compression fiber)(in)= 2.84 fs(ksi)=Ms/(As*moment arm)= 31.90 Z<95 for extreme exposures Ae=2*(dc=cover(2 max)+1/2 Bar Dia)*bc= 57 Z< 115 for hydraulic structures A=Ae/number of bars= 28.50 Z< 145 for exterior exposure Z=fs*((dc=cover(2 max)+ 1/2 Bar dia)*A)^(1/3)= 130.0 Z< 175 interior exposure File: OvrflwCoverSlablRcbend2.xls MWH MONTGOMERY WATSON NAR A gy Date A_ ? �Q Client Cl 0 �Ac�-��VILt� Sheet 0f;7zl of Chkd.By Description_ Chu dIV�M� � Job No. Ot TU1 (1 (PD Vpra�IN� 5#6 Lon 8 i I MWH F 1 gy S/3 Date '��Jn4 ` / Client �.7I1 /'/ D � ����C.�/!'� Sheet 141 _ c` Chkd.By Description y AULT— DES(a PJ Job No. JES16cN OF VAULT 1N7�c� .�vGTroN - ' SUMP DESI(xN �0K Tr` F— P-07EC_7 ST GrUAMa.c RI VE-k Iv T).::, ro P— TH E- C i T y (� M/� V,S V LL. 2) /MANS r oN S / 5 X 5, x Li_� DGE:r (ID) Des ICznl ;,AvCLU D 6 S 1 0 A= KJA LI,S 4LDFS) 6ctj F SDI i , , , 11 I gy 5t3 Date 6 L{r/o I Client G_ I7;f b P �4 A-F—ysVtL1E Sheet "`.% of ` Chkd By Description vD VJA LL 71,f� c ! fr /-,I Job No. i WALL DES/&-t1/ (i) s,A7(L CS`l S)tub NO C 607'e t4 REPOP.T, UAIIFOkH So1L- QOAD j 13s PS'F- SOIL- �-r BEST �2) �y tiA-ra tC ts; 4,6f x kuTlvc L2q ►3� U3 * * * JM MONTGOMERY PL350: INTERPOLATION OF USBR MOMENTS AND REACTIONS FOR RECTANGULAR PLATES JMM/ACI 350 DESIGN CRITERIA: Mu=2.21Mw Vu=1.7Vw VERSION 1.0 ************************************************* ************************************************* PLATE HINGED TOP, FIXED THREE SIDES PLATE HEIGHT WIDTH THICKNESS 4.67 FT 6.33 FT 8.00 IN LOADING TOP PRESSURE BOTTOM PRESSURE 224.0 PSF 135.0 PSF CONCRETE fC STEEL fy COVER: LOADED FACE OTHER FACE 4.00 KSI 60. KSI 2 .00 IN 2.00 IN Mw REQ As REINF BAR @ KFT/FT SQIN/FT 6" 8" 10" 12" > VERT < TOP .00 .00 # 4 # 5 # 4 # 5 # 4 # 5 # 4 # 5 As/FT .40 .62 .30 .47 .24 .37 .20 .31 Z FACTOR 0. 0. 0 . 0. 0. 0. 0. 0. MIDDLE .16 .01 # 4 # 5 # 4 # 5 # 4 # 5 # 4 # 5 As/FT .40 . 62 .30 .47 .24 .37 .20 .31 Z FACTOR 4. 3 . 6 . 4 . 8. 5. 10. 6. BOTTOM .30 .03 # 4 # 5 # 4 # 5 # 4 # 5 # 4 # 5 As/FT .40 . 62 .30 .47 .24 .37 .20 .31 Z FACTOR 7 . 5. 11 . 7 . 15. 10. 19 . 12. > HORIZ < CORNER .27 .03 # 4 # 5 # 4 # 5 # 4 # 5 # 4 # 5 As/FT .40 .62 .30 .47 .24 .37 .20 .31 Z FACTOR 8. 5. 12 . 8 . 16. 10. 21 . 13. MIDDLE .11 .01 # 4 # 5 # 4 # 5 # 4 # 5 # 4 # 5 As/FT .40 .62 .30 .47 .24 .37 .20 .31 Z FACTOR 3. 2 . 5 . 3 . 7. 4. 8. 5. HORIZONTAL VERTICAL TOP BOTTOM MAXIMUM REACTION, Rw, K/FT .46 .34 .42 SHEAR, Vu, AT D, PSI 11.82 10 .81 HORIZONTAL REACTIONS AT ELEV 0.8H 0. 6H 0 .4H 0.2H Rw, K/FT .40 .46 .37 .13 l -/!' a \4 I 4:� Date �10 Client Cjr.111 OF H tY-I�V I tl-,6 Sheet — of Chkd. By Description f-I L 4-J Ffi7 Q Job No. 2-1 o -5 2— Wk—L 12x.5' "X 61 -7, MATE >( ,5 x 7 -4- Ks J! (71�77) USE G 1 CO Title: Job# Dsgnr: 5� Date: Descriptien Scope: V Rev: 560000 User:KW-0604880.Ver5.6.0.2-Sep-2002 Concrete Rectangular & Tee Beam Design (c)1983-2002 ENERCALC Engineering Software c:�documents and seningslssbanalmy document Description City of Marysville-Foundation design General Information Calculations are designed to ACI 318-95 and 1997 UBC Requirements r Span 7.67 ft fc 4,000 psi Depth 12.000 in Fy 60,000 psi Width 12.000 in Concrete Wt. 145.0 pcf Seismic Zone 3 End Fixity Pinned-Pinned Beam Weight Added Internally Live Load acts with Short Term Reinforcing Rebar @ Center of Beam... Rebar @ Left End of Beam... Rebar @ Right End of Beam... Count Size 'd'from Top Count Size 'd'from Top Count Size 'd'from Top #1 1 6 2.50in #1 in #1 in #2 1 6 9.50 in #2 in #2 in Uniform Loads �z, I:..a:•.riwws Dead Load Live Load Short Term Start End #1 0.600 k k k 0.000 ft 7.670 ft Summary Beam Design OK Span=7.67ft,Width=12.00in Depth=12.00in Maximum Moment:Mu 7.67 k-ft Maximum Deflection -0.0093 in Allowable Moment:Mn'phi 21.15 1-ft Maximum Shear:Vu 3.20 k Max Reaction @ Left 2 86 k Allowable Shear:Vn'phi 12.27 k Max Reaction @ Right 2.86 k Shear Stirrups... Stirrup Area @ Section 0.440 in2 Region 0.000 1.278 2.557 3.835 5.113 6.392 7.670 ft Max.Spacing Not Req'd Not Req'd Not Req'd Not Req'd Not Req'd Not Req'd Not Req'd in Max Vu 3.200 2.688 1.344 1.312 1.312 2.656 3.168 k Bending & Shear Force Summary Bending... Mn•Phi Mu,Eq.9-1 Mu,Eq.9-2 Mu,Eq.9-3 @ Center 21.15 k-ft 7.67 k-ft 7.67 k-ft 4.93 k-ft @ Left End 0.00 k-ft 0.00 k-ft 0.00 k-ft 0.00 k-ft @ Right End 0.00 k-ft 0.00 k-ft 0.00 k-ft 0.00 k-ft Shear... Vn"Phi Vu,Eq.9-1 Vu,Eq.9-2 Vu,Eq.9-3 @ Left End 12.27 k 3.20 k 3.20 k 2.06 k @ Right End 12.27 k 3.17 k 3.17 k 2.04 k Deflection Deflections... Upward Downward DL+[Bm Wt] 0.0000 in at 0.0000 ft -0.0093 in at 3.8350ft DL+LL+[Bm Wt] 0.0000 in at 0.0000 ft -0.0093 in at 3.8350ft DL+LL+ST+[Bm Wt] 0.0000 in at 0.0000 ft -0.0093 in at 3.8350ft Reactions... (QD Left (a) Right DL+[Bm Wt]] 2.857 k 2.857 k DL+LL+[Bm Wt] 2.857 k 2.857 k DL+LL+ST+[Bm Wt] 2.857 k 2.857 k Title: Job# Dsgnr: S 3 Date: Description Scope: (o Rev: 560000 User:KW-0604880.Ver5.6.0,2-Sep-2002 Concrete Rectangular & Tee Beam Design (c)19E3-2002 ENERCALC Engineering Software c:\documents and settingslssbatralmy document Description City of Marysville-Foundation design Section Analysis Evaluate Moment Capacity... Center Left End Riaht End X: Neutral Axis 1.500 in 0.000 in 0.000 in a=beta'Xneutral 1.275 in 0.000 in 0.000 in Compression in Concrete 52.020 k 0.000 k 0.000 k Sum[Steel comp.forces] 0.000 k 0.000 k 0.000 k Tension in Reinforcing -51.920 k 0.000 k 0.000 k Find Max As for Ductile Failure... X-Balanced 5.622 in 0.000 in 0.0000 in Xmax=Xbal"0.75 4.217 in 0.000 in 0.000 in a-max=beta"Xbal 4.779 in 0.000 in 0.000 in Compression in Concrete 146.240 k 0.000 k 0.000 k Sum[Steel Comp Forces) 14.089 k 0.000 k 0.000 k Total Compressive Force 160.329 k 0.000 k 0.000 k AS Max=Tot Force/Fy 2.672 in2 0.000 in2 0.000 in2 Actual Tension As 0.880 OK 0.000 OK 0.000 OK Additional Deflection Calcs r� Neutral Axis 2.140 in Mcr 11.38 k-ft (gross 1,728.00 in4 Ms:Max DL+LL 5.48 k-ft Icracked 231.40 in4 R1 =(Ms:DL+LL)/Mcr 2.078 Elastic Modulus 3,605.0 ksi Ms:Max DL+LL+ST 5.48 k-ft Fr=7.5`fc^.5 474.342 psi R2=(Ms:DL+LL+ST)/Mcr 2.078 Z:Cracking 107.863 ksi Leff...Ms(DL+LL) 1,728.000 in4 Leff...Ms(DL+LL+ST) 1,728.000 in4 Eff.Flange Width 12.00 in ACI Factors (per ACI,applied internally to entered loads) ACI 9-1 &9-2 DL 1.400 ACI 9-2 Group Factor 0.750 UBC 1921.2.7"1.4"Factor 1.400 ACI 9-1 &9-2 LL 1.700 ACI 9-3 Dead Load Factor 0.900 UBC 1921.2.7"0.9"Factor 0.900 ACI 9-1 &9-2 ST 1.700 ACI 9-3 Short Term Factor 1.300 ....seismic=ST`: 1.100 Title: Job# Dsgnr: 5 Date: Description Scope Rev, 560000 V USer:KW-0604880.Ver5.15.0,2-Sep-2002 Concrete Rectangular & Tee Beam Design m (c)1983.2002 ENERCALC Engineering Software c:\docuents and semngslastratralmydocumem Description City of Marysville-Foundation design Sketch & Diagram 0.77 1.53 2.30 3.07 3.84 4.60 5.37 6.14 6,90 7.67 4,00 0.77 153 2.30 3.07 3.84 4.60 5.37 614 690 7.67 320 t 2.40 Q6k/h••.n•••••.•••,•.•••.•,•..•••..........•.. 0,6kf11 -_ Mu:Max=7.671,41 -2.30 1 .2.3B Dmax=0,0D93in 3 17 -3 17 Rmax=2.857k Rmax=2 .Load(k) Location Along Member(N) Shear Load(k) Location Along Member(N) Vu-Max=3.200k Vu Max= 7 0,77 1,53 2.30 3.07 3.84 4.60 5.37 6.14 6.90 7.67 7,67 0.77 1 53 2.30 3.07 3.84 4.60 5.37 6 14 6.90 767 6.90 6,90 6.14 6.14 r 5.37 5.37 i 4.60 4,60 l 3.83 3.63 I( 3.07 3.07 . 1,53 30 15 ,53 1.533 0.77 0.77 BeAA Moment(k-h) Location Along Member(N) BeAA Moment(k-h) Location Along Member(h) Beam Sketch Stresses for ACI 9-1 Combination Stresses for ACI 9-2 Combination 0.77 1.53 2.30 3.07 3 84 4 60 5.37 6.14 6 90 7.67 ZOO i'P.77 1.53 2.30 3.07 3.84 4.60 5.37 6.14 6.90 7.67 2A- 0." 1.53 2.30 3.07 3.84 4.60 5.37 6.14 6.90 7.67 h _. Ilia Y kill." ''fi -r_^�T"T, --- Q,S �_- ?_-1 -----•�••-- -1.13 -1.13 -170 ` .2.27 - -2.27 - 1. Shear Load(k) Location Along Member IN) Shear Load Ik) Location Non M nber IN) •1 02 - 5A8 0. 1.53 2.30 3.07 3.84 4.60 5.37 SA 6.90 7.67 5.48 0 77 1.53 2.30 3.07 3.84 4.60 � 6.14 6.90 7.67 4.93 4.93 -1.53 •t 4.38 4.303 •2.04 '..;' 3 83 3.83 Location Along Member(N) 2.14 3.29 Shear Load(k) 2.74 4.93 0.77 1.53 2.30 3.07 3.84 4.60 5.37 6.14 6.90 7,67 2.19 2 19 1 64 4.44 1.10 1.10 3. �� ��r�� p ,� _ 0.55 3.5 �0 0f,537 3.04�4.60 -5.37m 617N76 Bel pv�80_1.53� 230 3.07 3.84�4.60 3.J) 6,140)'V',)�b-7,67 2.96 -0.DO -0 00 247 _g OD -O.OD 1.97 -0 00 -0 Ito -0'00 -0.00 1.48 -0.01 -D.D7 0,99 -0.01 -0.(),-0.01 001 a49 _ -0.01 0,01 Be Moment(k•h) LoralwnA"Member 4N) Local'y'Deflection(in) Location Along Member(N) Local'y'Deflection(in) Location Along Member(it)Stresses for ACI 9-3 Combination Stresses for Service Dead+Live Loads Stresses for Dead+Live+Short Term Loads CASCADE TESTING LABORATORY; INC.TESTING&INSPECTION PREVIOUS 123657 12919 N.E. 126TH PLACE REPORT No. No. . KIRKLAND,WASHI NGTON 98034 (425)823-9800 EVERETT (425)259-0817 DATE CERT. N , 2 q ` c� 0 5 04 G 2 FIELD REPORT PRR§ f `� Q �Q LOCATION n TO: �� O -1 ';�A<� i BLDG.PERMIT NO OWNER WEATHER TEMP. AT AM AT PM ENGINEER ARCHITECT ATTN: CONTRACTOR 1 4 (2) (3) INSPECTION PERFORMED ITEMS INSPECTED _ FOUNDATIONS — RESTEEL/CONCRETE — FRI TEEL ONLY _ FOOTINGS _ SLAB — RESTEELIMASONRY ✓JSTR.ST/WELDING _ AUGER CAST PILES _ COLUMNS — OTHER — STR.STIBOLTING — DRILLED PIERS — WALLS BEAMS (LOCATION(AREAS) Ice* '_r { J / (5) CONCRETEWASONRY MIX NO. DESIGN STRENGTH(f'c) SUPPLIER TOTAL CU.YD.PLACED SLUMP(INCHES) SPECIMENS CAST AIR CONTENT(%) SEE CYLINDER REPORT NO. _YES_NO_ITEMS INSPECTED WERE IN CONFORMANCE WITH BLDG.DEPT.APPROVED PLANS REMARKS: `le `_ c_(4yx \4 TEST RESULTS APPLY ONLY TO THE ITEMS _ HEREIN TESTED.THIS REPORT SHALL NOT INSPECTOR(S),NAME(S)PRINTED BE REPRODUCED EXCEPT IN FULL,WITH- OUT THE WRITTEN APPROVAL OF CASCADE TESTING LABORATORY.INC. INSPECTOR SIGNATURE x REVISED 7/05 SIGNED BY COPIES TO: CASCADE TESTING LABORATORY, INC. TESTING &INSPECTION PREVIOUS 1 12919 N.E. 126TH PLACE REPORT NO. NO. KIRKLAND,WASHINGTON 96034 (425)823-9800 EVERETT (425)259-0817 DATE / CERT.NO. 2// 7 O ( -L 2 -- FIELD REPORT PROJECT LOCATION �/` TO: L< C�l� r✓�l� C 170 "' / Y l- BLDG.PERMIT NO. OWNER 0 WEATHER TEMP. AT $ lC K�L CiCiL•'(it L V( �J�t�"� rlec(_ 'g. AT I PM ENG EER l t c ARCHITECT ATTN: 4CNTRACTOR (2) (3) INSPECTION PERFORMED ITEMS INSPECTED — FOUNDATIONS = EUCONCRETE — RESTEEL ONLY — FOOTINGS _ SLAB RESTEEUMASONRY _ STR.STlWELDING — AUGER CAST PILES _ COMNS —OTHER STR.STIBOLTING — DRILLED PIERS J/WALLS — BEAMS (4) ( ( �s (��C LOCATI N(AREAS) 1^ V C. � O 41 r ^o,c (/ 1C 1 � i / 1 io ) CONCRETE/MASO Y MIX NO. DESIGN STRENGTH(f'c) �Qd SUPPLIER O TOTAL CU.YD. PLACED r SLUMP(INCHES) SPECIMENS CAST AIR CONTENT(%) SEE CYLINDER REPORT NO. _YES_NO_ITEMS INSPECTED WERE IN CONFORMANCE WITH BLDG.DEPT.APPROVED PLANS REMARKS: J I�E� WL �'0(cQc-(?e-Q U ,h ( 'ter i TEST RESULTS APPLY ONLY TO THE ITEMS HEREIN TESTED-THIS REPORT SHALL NOT INSPECTOR(S),NAME(S)PRINTED 3E REPRODUCED EXCEPT IN FULL, WITH- JUT THE WRITTEN APPROVAL OF CASCADE -�- TESTING LABORATORY,INC. INSPECTOR SIGNATURE ' r REVISED 7/05 SIGNED BY _ COPIES TO: M O J �`A FIELD Ar CASCADE TESTING LABORATORY, INC. REPORT No. No. 56179 TESTING & INSPECTION DATE CERTNO. 12919 N.E. 1 SHI PLACE '- KIRKLAND, WASHINGTON 98034 (425) 823-9800 EVERETT (425) 259-0817 PR J CT COMPRESSION REPORT LOCATIO BLDG.PE MI O. OWNER _- C���p� WEATER LLd TEMP. AT AM JZ AT ENPEER l ` , ARCHITECT ATTN: w Ey , THE FOLLOWING WAS NOTED:I CONT �R FIELD TEST DATA .. BATCH DATA FOR DESIGN % ADJUSTED TRUCK SAMPLED TRUCK TICKET NO. MIX NO. cu vo WEIGHTS MOIST. WEIGHTS SLUMP UNIT CEMENT TEMP. CEMENT TIME ASTM C-143 %AIR WEIGHT YIELD FACTOR ASTM C-1064 FLY AS — ASTM C-138 CONC I AIR p ✓ p C.A. d O C.A. ZZ C.A. AIR TEST METHOD: ElPRESSURE ASTM C-231 OR ❑VOLUME ASTM C-173 FINE AGG. EQUIPMENT USED I.D. WATER Qp SLUMP CONE CSL.:00 THERMOMETER CCOTHO TOTAL AIRMETER CCOAIO OTHER TYPE OF BREAK: (A)Cone (C)Cone and Shear (b)Cone and Split (d)Shear (e)Columnar COMPRESSIVE STRENGTH INDER DATE DATE AGE AREA TOTAL STRENGTH TYPE NUMBER MADE TESTED DAYS SIZE (SQ.IN) LOAD PSI BREAK f� 1"27 Z_ 29,'27 205' 2/2 � 2-1 - 42 f5� 555cti CONCRETE COMPRESSION MACHINE I.D.#CCOCOOOI- - -k TM C-1231 SAMPLING IN ACCORDANCE WITH _ SAMPLE P/U DATE r Z TEST METHOD ❑ASTM C-617 APPLICABLE CODES&SPECS. SUPPLIER , "f� f � �CLJG — I�` CEMENT TYPE T_ Zr CU.YARDS PLACED :3f— AEA i J A 1 l ADMIX. CAC12 % DESIGN STRENGTH r t PLACEMENT AREA&NOTES 16 (r),red bon 2it)ck clotj consol, Ad TEST R ULTS APPLY ONLY TO THE ITEMS HEREIN TESTED,THIS REPORT SHALL NOT INSPECTOR(S),NAME(S)PRINTED BE REPRODUCED EXCEPT IN FULL,WITH- OUT THE WRITTEN APPROVAL OF CASCADE TESTING LABORATORY,INC. INSPECTOR SIGNATURE i REVISED 8/04 //�� SIGNED BY COPIESTO: 6D M JW CASCADE TESTING LABORATORY, INC. TESTING &INSPECTION PREVIOUS 12919 N E. 126TH PLACE REPORT No. No. L !- KIRKLAND,WASHINGTON 98034 (425)823-9800 EVERETT (425)259-0817 DATE CERT.Ng. i FIELD REPORT PROJECT 5 P,7-c c LOCATION dS BLDG. PERM T NO. OWNER t) Fill WEATHE TEMP AT AM ce- L-,4-40; /, s5c AT � � M EN IN EFL ARCHITECT ATTN: CONTRACTOR (2) (3) INSPECTION PERFORMED ITEMS INSPECTED - FOUNDATIONS _ZSTEEL/MASONRY EL/CONCRETE _ RESTEEL ONLY _ FOOTINGS _ SLAB _ STR.ST/WELDING _ AUGER CAST PILES _ C MNS OTHER - STR.STIBOLTING - DRILLED PIERS �I-LS BEAMS (LOCATION(AREAS) CONCRETE/MASONRY MIX 10. 'D c DESIGN STRENGTH(f'c) I�l� SUPPLIER ? 1 l TOTAL CU.YD.PLACED SLUMP(INCHES) f(Ul o7( SPECIMENS CAST 4f ( )? Ck:jC � � AIR CONTENT I%) SEE CYLINDER REPORT NO. / /�� YES_N/O(_ITEMS INSPECTED WERE IN CONFORMANCE WITH BLDG.DEPT.APPROVED PPLANS('l REMARKS: �i ` P S P.� as ,0Ij ac i 61 c 1_;7 r CJ i TEST RESULTS APPLY ONLY TO THE ITEMS 1EREIN TESTED THIS REPORT SHALL NOT INSPECTOR(S),NAME(S)PRINTER�_: 6;c ;E REPRODUCED EXCEPT IN FULL, WITH- OUT THE WRITTEN APPROVAL OF CASCADE _ TESTING LABORATORY,INC. INSPECTOR SIGNATURE / yd REVISED 7/05 SIGNED BY COPIES TO:� T/6() -) d� %) I CASCADE TESTING LABORATORY, INC_ TESTING &INSPECTION / 12919 N E 126TH PLACE PREVIOUS KIRKLAND, WASHINGTON 98034 REPORT NO. NO. _ EVERETT (425)823-9800 (425)259-0817 DATE CERT NO- FIELD REPORT / . '° � � PROJECT 11 L_�j � J TO: III -' LOCATION r BLDG.PERMIT NO. OWNER WEATHER TEMP. AT AM AT I PM ENGINEER ARCHITECT ATTN: CONTRACTOR INSPECTION PERFORMED (3) ITEMS INSPECTED _ RESTEEUCONCRETE _ RESTEEL ONLY _ FOOTINGS — FOUNDATIONS — SLAB RESTEEUMASONRY _ STR.ST/WELDING _ AUGER CAST PILES COLUMNS OTHER — STR.ST/BOLTING — DRILLED PIERS WALLS — BEAMS LOCATION(AREAS) (EAU[ r j !� CONCRETEIMASONRY MIX NO. V/ lJ r DESIGN STRENGTH(fc) SUPPLIER �) /✓�. NLEtJ 465I/d % TOTAL CU.YD. PLACED %! SLUMP(INCHES) SPECIMENS CAST AIR CONTENT SEE CYLINDER REPORT NO. X YES_NO_ITEMS INSPECTED WERE IN CONFORMANCE WITH BLDG.DEPT.APPROVED PLANS REMARKS: Z/l/ TL`J ife AZ,We-fG zr1 T 6114- TEST RESULTS APPLY ONLY TO THE ITEMS HEREIN TESTED.THIS REPORT SHALL NOT INSPECTOR(S),NAMES)PRINTED 9 REPRODUCED EXCEPT IN FULL, WITH ✓UT THE WRITTEN APPROVAL OF CASCADE TESTING LABORATORY.INC. INSPECTOR SIGNATURE REVISED 7/05 SIGNED BY COPIES TO: I (�CII! l"c ��� 0 ��: CASCADE TESTING LABORATORY, INC. TESTING &INSPECTION 12919 N E 1267H PLACE PREVIOUS REPORT No. No. KIRKLAND, WASHINGTON 98034 (425)823-9800 -- EVERETT (425)259-0817 DAT CERT. NO. FIELD REPORT PROJECT Te l�J I LOCATION / BLDG. PERMIT NO. OWNER / WEA ER TEMP. AT AM /ENGINEER �- ARCHITECT ATTN: L CONTRACTOR (2) , INSPECTION PERFORMED (3) ITEMS INSPECTED _ FOUNDATIONS _ RESTEEUCONCRETE _ RESTEEL ONLY FOOTINGS — SLAB RESTEEUMASONRY STR.ST/WELDING _ AUGER CAST PILES — COLUMNS OTHER STR.ST/BOLTING f — DRILLED PIERS — WALLS cc('t'ke r6- — BEAMS (LOCATION(AREAS) ^ CONCRETEIMASONRY NO DESIGN STRENGTH(Pc) SUPPLIER O C vt+ CC L'LC TOTAL CU.YD.PLACED SLUMP(INCHES)_ 74 SPECIMENS CAST Q-� AIR CONTENT(%) - //'� l�i 1 /� SEE CYLINDER REPORT NO. YES—NO _ITEMS INSPECTED WERE IN CONFORMANCE WITH BLDG.DEPT.APPROVED PLANS REMARKS: I TEST RESULTS APPLY ONLY TO THE ITEMS Lo HEREIN TESTED.THIS REPORT SHALL NOT INSPECTOR(S),NAME(S)PRINTED .I v E REPRODUCED EXCEPT IN FULL,WITH THE WRITTEN APPROVAL OF CASCADE TESTING LABORATORY,INC. INSPECTOR SIGNATURE / T REVISED 7/05 SIGNED BY COPIES TO: �) ' I/j /� � 1��l�I)(. ! '�i' CASCADE TESTING LABORATORY, INC. RIEPORTNo..Z (/� No, 55113 TESTING & INSPECTION DAT�//�z CERT.NO. IRKL N.E. 126 I PLACE &��c - - EVERETT 14251 259-0817 PR .l CT COMPRESSION REPORT LOCATION I ,. BLDG.PERMIT NO OWNER TO: I I )LAW L L C ; 111L6 WEATHER TEMP. AT/, AT PM ENGINE ATTN __I/ : ILL, �//((J[ LLE��� ARCHITECT THE FOLLOWING WAS NOTED: CONTRACTOR FIELD TEST DATA BATCH DATA FOp WEIGHTS MOIST. WEIGHTS DESIGN % ADJUSTED TRUCK SAMPLED _ S _TRUCK TICKET NO 2 MIX NQ.TEMP CEMENT SLUMP UNIT CEMENT TIME ASTM C-143 %AIR WEIGHT YIELD FACTOR ASTM C-1064 FLY ASH ASTM C-136 CONC AIR C.A. i7 �JC� C.A. AIR TEST METHOD: [B RESSURE ASTM C-231 OR ElVOLUME ASTM C-173 FINE AGG- �{y[} EQUIPMENT USED I.D. i WATER y yc4/_ SLUMP CONE CSLC00iO—=� THERMOMETER CCOTHO_'Qf�_ ITOTAL AIRMETER CCOAIO-coz OTHER TYPE OF BREAK: (A)Cone (C)Cone and Shear (b)Cone and Split (d)Shear (e)Columnar COMPRESSIVE STRENGTH LINDER DATE DATE AGE AREA TOTAL STRENGTH TYPE -UMBER MADE TESTED DAYS SIZE (SQ.IN) LOAD PSI BREAK i0D7 ii-2B /,.,X/ ;zk.z-7 z.S7Y0 0 12 -19 CONCRETE COMPRESSION MACHINE I.D.#CCOCOOOI [?4 ASTM C-1231 SAMPLING IN ACCORDANCE WITH SAMPLE P/U DATE I�—zZ' TEST METHOD — ❑ASTM C-617 APPLICABLE CODES&SPECS. SUPPLIER �' P /// A _ CEMENT TYPE%ram( fl�k5 rL CU.YARDS PLACED AEA �(L7t i ADMIX. CAC12 o DESIGN STRENGTH PLACEMENT AREA A.NOTES )L?Ub S c r TEST RESULTS APPLY ONLY TO THE ITEMS HEREIN TESTED.THIS REPORT SHALL NOT INSPECTOR(S).NAME(S)PRINTED _ I BE REPRODUCED EXCEPT IN FULL,WITH- OUT THE WRITTEN APPROVAL OF CASCADE TESTING LABORATORY,INC. INSPECTOR SIGNATURE _ REVISED 8/04 ,( SIGNED BY COPIES TO: �'�� 1 I�� ' /j�`�I ' /"A� /Z.It L ��_ 1 z CASCADE TESTING LABORATORY, INC. RIEPORTNo..�/.� � No. 55140 TESTING &INSPECTION DATE / CERT-NO r 1291 9 N.E. 126TH PLACE /��Co..0. T < '1 .-_ 11/ KIRK LAND, WASHINGTON 9803A (4251 823-9800 ( J EVERETT (4251 259.0817 PR CT r COMPRESSION REPORT LOCATION l 'C t .fie I TO: I l 1 `I'� I BLDG.PERMIT NO OWNER -4 WEATHER TEMP. AT AM ENGINEER ARCHITECT ATTN: THE FOLLOWING WAS NOTED: CONTRACTOR FIELD TEST DATA CN / HATCH DATA FOR DESIGN ADJUSTED TRUCK SAMPLED ; �( TRUCK TICKET NO. . `I' / MIX NO.C/iC !1 -- cu.vo WEIGHTS MOIST. WEIGHTS SLUMP UNIT CEMENT TEMP CEMENT TIME ASTM C-143F/*A WEIGHT YIELD FACTOR ASTM C-11064 FLY ASH - ASTM C-138 CONG AIR L ' ( C.A. C.A. / C.A. AIR TEST METHOD: RESSURE ASTM C-231 OR ❑VOLUME ASTM C-173 FINE AGG. EQUIPMENT USED I.D. s WATER SLUMP CONE CSLCOO 0(5 THERMOMETER CCOTHO [TOTAL AIRMETER CCOAIO 66q OTHER TYPE OF BREAK: (A)Cone (C)Cone and Shear (b)Cone and Split (d)Shear (e)Columnar COMPRESSIVE STRENGTH YLINDER DATE DATE AGE AREA TOTAL STRENGTH TYPE NUMBER MADE TESTED DAYS SIZE (SQ.IN) ,LOAD PSI BREAK ue 13Yy10 14,77C CONCRETE COMPRESSION MACHINE I D#CCOCOOO ' •t'SAbfM C-1231 SAMPLING IN ACCORDANCE WITH "` SAMPLE P/U DATE b" TEST METHOD = ' ❑ASTM C-617 APPLICABLE CODES&SPECS. L--`� SUPPLIER C Lr ' I "� CEMENTTYPE �/ r�� L o iiL('K CU.YARDS PLACED ��" } AEA ID L� ADMIX. (SAC1g ( r�T DESIGN STRENGTH PLACEMENT AREA&NOTES G` ✓, G i k l/ t�t!h� :ice �_ 1 ` �.� �1 i i�"\ �.^7�.�!�I il',�c1 '�.`�''\ TEST RESULTS APPLY ONLY TO THE ITEMS HEREIN TESTED.THIS REPORT SHALL NOT INSPECTOR(S).NAME(S)PRINTED 1� _ BE REPRODUCED EXCEPT IN FULL,WITH- / OUT THE WRITTEN APPROVAL OF CASCADE TESTING LABORATORY.INC. INSPECTOR SIGNATURE REVISED 8/04 SIGNED BY COPIES TO: bilf��1�� 'L���� CASCAI]ETESTING LABORATORY. INC. 1 TESTING&INSPECTION/ENGINEERS PREVIOUS 12919 N.E.126TH PLACE REPORT No. No. KIRKLAND,WASHINGTON 98034 (425) 823-9800 DATE CERT.NO. EVERETT (42S) 259-0817 FIELD REPORT � J_ � �� PROJECT LOCATION BLDG.PERMIT NO. OWNER �[f��j WEATHER TEMP. AT AM TV`I �I�,'c_i Cif i AT PM ENGINEER - /--/ '?�_ �/ . r 1 ARCHITECT ATTN• CONTRACTOR ! /`- 00 THE FOLLOWING WAS NOTED: L/LL % �' �r ,ti F G%;� tit `u %�C /���: r� z i/•� �� � �.�i� i� �.y � -J TEST RESULTS APPLY ONLY TO THE ITEMS / �r HEREIN TESTED.THIS REPORT SHALL NOT INSPECTOR(S),NAME(S)PRINTED BE REPRODUCED EXCEPT IN FULL WITH- OUT THE WRITTEN APPROVAL OF CASCADE ; �, ✓ `�, '•-�.Jr-•.r TESTING LABORATORY,INC. INSPECTOR SIGNATURE REVISED 1102 SIGNED BY —� COPIES TO:,Nj a/P[- dD i- L)A k L f FIELD CASCADE TESTING LABORATORY, INC. REPORT No. N®, 55500 TESTING &INSPECTION DATE�UCy:'t ,r! / CERT.NO. 12919 N.E. 126TH PLACE l L KIRKLAND, WASHINGTON 9803d 14251 823-9800 v re L C� 5 t?� •' I— X C EVERETT (425( 259-0817 PROJECT COMPRESSION REPORT LOCATION ` < " ' ; i`1 L 1 )L BLDG.PERMIT NO. OWNER TO: � ��1 TV") (- cc r- ri.I C_ f !- `0 3 r— WEATHER TEMP. AT AM L' LI c L•Li 4'• ! C; `� ► AT PM ENGINEER ARCHITECT ATTN: THE FOLLOWING WAS NOTED: CONTRACTOR FIELD TEST DATA BATON i211F01 % ADJUSTED TRUCK SAMPLED• o TRUCK TICKET NO. MIX NO. u'Yo WEIGHTS MOIST. WEIGHTS SLUMP UNIT CEMENT TEMP. CEMENT , TIME ASTM C-143 %AIR WEIGHT YIELD FACTOR ASTM C-1064 FLY ASH ASTM C-138 CONC AIR C.A. Sit" / C.A. D C.A. AIR TEST METHOD: ❑PRESSURE ASTM C-231 OR ❑VOLUME ASTM C-173 FINE A G. EQUIPMENT USED I-D. WATER ',y SLUMP CONE CSLCOOP THERMOMETER CCOTHO /0 TOTAL AMMETER CCOAIO OTHER TYPE OF BREAK: (A)Cone (C)Cone and Shear (b)Cone and Split (d)Shear (e)Columnar COMPRESSIVE STRENGTH YLINDER DATE DATE AGE AREA TOTAL STRENGTH TYPE NUMBER MADE TESTED DAYS SIZE (SQ.IN) LOAD PSI BREAK g rt5 - 1 -`x ///6 7 zs.z: 71 Z30 z ' qs96 i7,-a/ q,,,,v95-7 2-bi .aR- Gi g C� CONCRETE COMPRESSION MACHINE I.D.#CCOCOOO ❑ASTM C-1231 ❑ASTM C-617 SAMPLING IN ACCORDANCE WITH SAMPLE P/U DATE TEST METHOD / APPLICABLE CODES&SPECS- l SUPPLIER CEMENT TYPE CU.YARDS PLACED AEA ' ADMIX. CAC12 % DESIGN STRENGTH PLACEMENT AREA&NgTES 1c4 r4.F Lj^I')L TEST RESULTS APPLY ONLY TO THE ITEMS ,J L� / Y��`�LJ y � ,��✓ HEREIN TESTED.THIS REPORT SHALL NOT INSPECTOR(S),NAME(S)PRINTED BE REPRODUCED EXCEPT IN FULL,WITH- OUT THE LABORATORY, APPROVAL INC. OF CASCADE y , j�,/Qom/ 7 J/ .� TESTING LABORATORY,INC. INSPECTOR SIGNATURE, REVISED8/04 SIGNED BY COPIESTO: I'� I��" L'�' �C\ Lt tt (117 CASCADE TESTING LABORATORY, INC. 4�l/ TESTING &INSPECTION ' PREVIOUS � 12919 N E. 126TH PLACE REPORT No. No. - - KIRKLAND, WASHINGTON 98034 (425)823-9800 EVERETT (425)259-0817 DATE CERT.NO. 1 SO RELD REPORT PRO J CTc I( �)s LOC TION r +1 TO: BLDG.PERMIT O. OWNER� WEATHER TEMP. AT AM AT 57 i c1 C, ENGINEER ARCHITECT ATTN: CONTF3qC.TOR � INSPECTION PERFORMED ITEMS I CTED _ FOUNDATIONS _ RESTEEL/CONCRETE _ RESTEEL ONLY FOOTINGS _ SLAB RESTEELIMASONRY _ STR.STIWELDING _ AUGER CAST PILES _ COLUMNS O ER STR.STIBOLTING�j_ — DRILLED PIERS — WALLS 1 C LU CC wzk — BEAMS ( AQ LOCATION(AREAS) ,L CONCRETE/MASONRY IX NO. D DESIGN STRENGTH(f'c) OyO SUPPLIER Q L C-Mro TOTAL CU.YD. PLACED ]/ SLUMP(INCHES) r SPECIMENS CAST �/t I� AIR CONTENT(%) 't ��+ SEE CYLINDER REPORT NO. YES_NO_ITEMS INSPECTED WERE IN CONFORMANCE WITH BLDG.DEPT.APPROVED PLANS t � REMARKS: �It,1Ct�T� Lc. O GlzL,-J i TEST RESULTS APPLY ONLY TO THE ITEMS HEREIN TESTED THIS REPORT SHALL NOT INSPECTOR(S),NAME(S)PRINTED 111 BE REPRODUCED EXCEPT IN FULL, WITH- / OUT THE WRITTEN APPROVAL OF CASCADE TESTING LABORATORY,INC. INSPECTOR SIGNATURE REVISED d 7/O5 (! SIGNED BY 11 COPIES TO: 01/r - clil � I 40 I .� FIELD CASCADE TESTING LABORATORY, INC. REPORT No. No. 55075 TESTING &INSPECTION DATE CERTNO. 12919 N.E. 126TH PLACE r/ / KIRKLAND, WASHINGTON 9803A (A25) 823-9800 / - `/ - �� �o EVERETT IA25) 259-0817 PROJECT COMPRESSION REPORT LOCATION TO �� l SLOG.PERMIT NO. OWNER _ D ,Q WEATHER �,/ ,^�/ `' TEMP. AT AM l On 0 ENGINEEj AT PM /\. / L ATTN: �!� aual- ARCHITECT THE FOLLOWING WAS NOTED: CONTRACTOR FIELD TEST DATA / /� C 0 eArc DATA FOR DESIGN % ADJUSTED TRUCK SAMPLED 607A TRUCK TICKET NO. MIX NO.0/(00)4 cu.YD_ WEIGHTS MOIST WEIGHTS SLUMP UNIT CEMENT TEMP. CEMENT j 3 TIME ASTM C 143 %AIR WEIGHT YIELD FACTOR ASTM C-1064 FLY ASH 5-1/2 ASTM C-138 CONC AIR / :3 0 " C.A. �77 C.A. AIR TEST METHOD: ❑PRESSURE ASTM C-231 OR ❑VOLUME ASTM C-173 FINE AGG. 3 l EQUIPMENT USED I.D. WATER 3 a N L SLUMP CONE CSLCOO THERMOMETER CCOTHO TOTAL AIRMETER CCOAIO OTHER O TYPE OF BREAK: (A)Cone (C)Cone and Shear (b)Cone and Split (d)Shear (e)Columnar COMPRESSIVE STRENGTH YLINDER DATE DATE AGE AREA TOTAL STRENGTH TYPE NUMBER MADE TESTED DAYS SIZE (SQ.IN) LOAD PSI BREAK 7 Z5 7-7 1;'7 z-z5 7 CONCRETE COMPRESSION MACHINE I.D.#CCOCOOO ❑ASTM C-1231 SAMPLING IN ACCORDANCE WITH SAMPLE P/U DATE TEST METHOD ❑ASTM C-617 APPLICABLE CODES&SPECS. S SUPPLIER S�'��/«-( Po CEMENT TYPE CU.YARDS PLACED 7 AEA ADMIX. CAC12 % DESIGN STRENGTH �7' C U r PLACEMENT AREA&NOTES + /j > T � I LA-1 (J 7 /.4 ,4 Z 7- r�q xf � TEST RESULTS APPLY ONLY TO THE ITEMS /� C HEREIN TESTED.THIS REPORT SHALL NOT INSPECTOR(S),NAME(S)PRINTED 14`/ 57-2- L15�'_e BE REPRODUCED EXCEPT IN FULL,WITH- OUT THE WRITTEN APPROVAL OF CASCADE o TESTING LABORATORY.INC. INSPECTOR SIGNATURE REVISED 8/04 SIGNED BY COPIES TO: IP-e ) I' 6L'jT 6tj W-5 .p2x1 J/ ENTRANCO Daily Construction Report en ranca. No. :'. - 7:1 Day: Tuesday Date: 8/9/05 Work Hrs. 7:00 AM to :> 6:00 PM o4m Project No: 05021-20 Project Name: Ma sville Stilla uamish River WTP Location: 59th Ave NE & 43rd Ave NE City: Arlington ,y - Weather, AM: Fog/sun 54 OF Weather, PM: Sun 78 OF .;.; Contractor: IMCO Construction Subs: �+ Contractor's Rep(s) and Title: Greg Burress Work Day Charge: Day: 1 Reason: TRAFFIC CONTROL ❑Signs ❑Barc. ❑Flag. Reviewed AM PM Acceptable❑Yes ❑No Corrective Action: Condition of Roadway: ❑Dry ❑Clean ❑Wet ❑Ice ❑Snow ❑Slippery Roadway Clean at The End of the Day? ❑Yes ❑No Corrective Action: Project Pictures Cj Yes ❑No Subject: Vis;tors: ITEM QUANTITY NO ITEM DESCRIPTION TODAY 0 REMARKS No Items Todav Diary: (REPORT OF DAYS OPERATIONS,ORDERS GIVEN AND RECEIVED,DISCUSSIONS WITH CONTRACTOR,VISITORS,UNUSUAL CONDITIONS,MAJOR MATERIAL DELIVERIES,DELAYS) ---> IMCO crew continue resto on 59th Ave NE. Also continue work on clear well footing forms and rebar. Prep for concrete pour tomorrow Resident Engineer: �� �- Project Engineer: Alex K Page 1 of 2 .._...x W� r��{ �,- i.•t�'r yf�y '� f}d t.;• 7 i,N;'i ay +,,w•�� ,�,,, VMt.�!#rR y ����nu. t t ENTRANCO •�s, s � ,{.�i+s�;� �t '- Dai Daily Construction Report -e—nJ ranco. No. =.71 Day: Tuesday Date: 8/9/05 Work Hrs. 7:00 AM to wu 6:00 PM -tgwr Project No: 05021-20 Pro-ect Name: Ma sville Still- uamish River WTP a kr —> Cleaned out the yard at the Smokey Point Concrete plant. —> Discussion with Brett and Greg Burress, additional ties needed on rebar. Iron workers didn't tie the rebar 1' down enough, as a lot of the bars were loose and could be moved by hand. Also,some of the rebars are too v ' close to the forms. Not enough clearance, need to fix/resolve. 4. 11:00 -Onsite at Loren Trask's field. Loren in field with IMCO workers. Showing the crew how to install the barb x wire on the fence posts. He was watching for a bit, commenting and helping workers out. Loren was ok with the work and material being used. , 3:20 - JCB JS130 excavator picked up and removed from site by rental company. 5:30 -59th Ave crew done for day. 6:00 -Crew at WTP site done for day. —> Clear well ringwall footing pour scheduled for 7:00 am tomorrow. i 7 i t t i Resident Engineer: Project Engineer: Alex Kv6ok L Page 2 of 2 CASCADE TESTING LABORATORY, INC. ailTESTING&INSPECTION PREVIOUS 120067 12919 N.E. 126TH PLACE REPORT No. No. KIRKLAND,WASHINGTON 98034 (425)823-9800 EVERETT (425)259-0817 DATE L.)Lj Vat 1 rj'!-•�. CERT.NO. FIELD REPORT �� � �'3 � PROJECT LOCATION !� TO: 1 BLDG. PERMIT NO. OWNER WEATHER TEMP. AT -7 -3D AM CA '•J :i� F iiL�� ,l� Jn. � ��� � E,c� 1rr ??.!J_ w AT PM ENGINEER ARCHITECT ATTN: _ I�LCY7/Z U.�u- �-DD rl�a.�f CONTRACTOR (2) (3) INSPECTION PERFORMED ITEMS INSPECTED _ FOUNDATIONS �ESTEELICONCRETE _ RESTEEL ONLY FOOTINGS — SLAB _ RESTEEUMASONRY _ STR.STIWELDING _ AUGER CAST PILES — COLUMNS — OTHER — STR.ST/BOLTING — DRILLED PIERS — WALLS BEAMS ) i (LOCATION(AREAS) X. '• 'I_ -�, _ '` t vY 1''.2 ( p 0 CONCRETE/MAS©NftY MIX NO. DESIGN STRENGTH(f'c) SUPPLIER r' . `' `� '. TOTAL CU.YD. PLACED SLUMP(INCHES) SPECIMENS CAST AIR CONTENT I%) ' - SEE CYLINDER REPORT NO. -'YES_NO_ITEMS INSPECTED WERE IN CONFORMANCE WITH BLDG.DEPT.APPROVED PLANS F REMARKS: ±1 �1;^t•Y.• � - '�,, w, L "�,. '` 1=1•.•�•i%, ,l •1 .3 1.���;!�, ; � 1 L} •-�� •�,•�� f+ ,,� �-. �_ -��• l •-t-,� •y"',�tii� � •`� r" .� .v� � ,T -� -�•- !t 1 j "2.j� 4� T7'C r..� 'r}.`r'y � 5� (� . 11fi'.h�`. 11 r T�4,�� 1• i ��` r •:. c" Y tl•./ t �~ . 1� �'� 'a- l EST RESULTS APPLY ONLY TO THE ITEMS \_ •`' iV"I ` .IEREIN TESTED.THIS REPORT SHALL NOT INSPECTOR(S),NAME(S) PRINTED JBE REPRODUCED EXCEPT IN FULL, WITH- OUT THE WRITTEN APPROVAL OF CASCADE •��', ; TESTING LABORATORY,INC. INSPECTOR SIGNATURE REVISED 7/05 SIGNED BY COPIES TO: SEP-08-2005 11 :30 AM CASCADE TESTING 425 743 1865 P. 02 FIELD CASCADE TESTING LABORATORY, INC. REPO TESTING&INSPECTK]N DEPORT Na NM 54338 12919 N.A. 126TH PLACE WWANO, WAsMINGTON 99034 V lHI�ITT 4251■23-9�00 14281 2i9.oY 17 5 CIS o y• a COMPRESSION REPORT w 9"P TO: Sop �+ ct7 Q 414 9 8'O o S� H TEMP 7' AM � ' t r?=.•21� a ATTN: THE FOLLOIMNQ WAS NWW: A b F'V-rdTIMT nATA (� TRUCK SAMPLED 6 6t,STRLiC1C ��I5 Q.� �—_ SLUMP UNIT KEr NO. ___ MIX NO.4�/�,.� a o 96 TIME ASTM C-143 %AIR WEIGHT YIELD CEMENT ? MF'. CEMEM iTS ASTMC-138 FACTOR ASfM •i0 �� C NG AIR FLY ASH �,1 b AIR 7—MET 00-D PRESSURE Aspy C-231 on C A. _ a EQUIPMENT USED LQ ❑VOLUME ASTWI G173 FINE AGO. A.0 SLUMP GONE CaMd.`p0� WATER `•�rHEAMOMETER CCOTHO�U AlRME R CCC]Ap_ MHER TOTAL TYPE OF BRIM( (A)Caw (C)Caw an�d Shear (b)CnrN uld SpMt (�efyar (G)Columnar CYLINDER SATE CONIpREB>;ryE STRENGTH NUmBeR DATE TESTED DA S AREA SIZE AREA IN) LOAD PSI TYPE � PS—__! BREAK 1� �0 5 7 CONCRETE COMP"BAWN MACHINE I D#CC00000 SAMPLE PAJ DATE__ TEST METHOD 0 A$M 0-1231 AMU C-617 SAMPLINQ IN ACCORDANCE WITH APPUCABL.E CODES A SPEC& " G3 SUPPLIER i'�'1 IC 1 CEMENTTYPE AEA 02S O f 99 - — CU.YARDS PLACE0 ADMIX. CAC12-- i 96 DESIGN STRENGrIi d CrGJ PLACEMENT AREA¢NOTES Q 1 Y TEST RMATI3 Apply OWy TO THE ITEA6 1 HEREIN TL-sTM�REPORT 8t-W'L NOT INSPECTOR($),NAME(S)PRINTED_. 7UT WAf TEN APPROWAL C.M/1T11- ?ST*4 LARORaoRy,91C. At1CADE • INSPECTOR SIGNATURE rA IFEVIBEO SARI -- ,� 51(3NED BY f COPIES TO: litA►/r ' �/� g•� =f•1�a6.,aTS:ce� ~fir= k 3 _;4. -.r."r .. ._ -_T- a'_- - ��__ _ PREVIOUS / ` REPORT NO. 6 U/ CASCADE TESTING LABORATORY,INC. DATES _ CERT. NO. 78 TESTING 61NSPECTION / ENGINEERS / GEOLOGISTS y O� - 12S19 N.E.126TH PLACE, KIRKLANO,WA S6034 12081623-SSOO PROJECT / ` 'w /fl EVERETT 12061 255-06 U17 S T/L L /bJ u l IS L1 LOCATION) 1 TO: /7 46 24' BLDG. PERMIT NO. ✓ OWNER WEATHER TEMP AT AM V/ ,Jy�dAs r AT PM ENGINEER ARCHITECT ATTN: CONTRACTOR AS REQUESTED BY: THE FOLLOWING WAS NOTED: 00 Location '� Ian'` �' �''�� �JZ- Elevation 1 . 6. . . r . . . . S; . �. . . . Wet Density PCF l.�.y.. �, . . . Moisture Content , G!. , • • yr� dd F J Dry Density - PCF ./�Qrc �, • • • • ./�'� . ./,�J/.�/'. . . • • Proctor Value rJ� ��J,,. • • . 77 . . . . . . . . . . . . . . . Compaction — % « y�� G Location Elevation . . . . . . . . . . • . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . Wet Density - PCF . . . . . . . - . . . Moisture Content Dry Density - RCF Proctor Value I Compaction — APROVED BY. INSPECTOR: /r/rG� ����✓���� COPIES TO FIELD REPORT DMJM Harris SC,,o oa Daily.xls DMJM HARRIS AE(:(:)N1 NO. 81 Day: Tuesday Date: 8123/05 Work Hrs. 7:00 AM to 5:30 PM Project No: 05021-20 Project Name: Marysville Stilla uamish River WTP Location: 59th Ave NE & 43rd Ave NE City Arlington Weather, AM: Overcast 54 OF Weather, PM- Overcast 70 'F Sun Sun Contractor: IMCO Construction Subs: Contractor's Rep(s) and Title: Greg Burress Work Day Charge: Day: 1 Reason: TRAFFIC CONTROL ❑Signs ❑Barc. ❑Flag. Reviewed AM PM Acceptable❑Yes ❑No Corrective Action: Condition of Roadway: 0 Dry ❑Clean ❑Wet ❑Ice ❑Snow ❑Slippery Roadway Clean at The End of the Day? 21 Yes ❑No Corrective Action: , i Project Pictures ❑Yes EjNo Subject: Visitors: ITEM QUANTITY NO ITEM DESCRIPTION TODAY " REMARKS No Items Today Diary: (REPORT OF DAY'S OPERATIONS,ORDERS GIVEN AND RECEIVED,DISCUSSIONS WITH CONTRACTOR,VISITORS,UNUSUAL CONDITIONS,MAJOR MATERIAL DELIVERIES,DELAYS) ---> IMCO crew finished excavating for the overflow basin. Crew placed cstc& compacted it. Native ground was hard glacial till like material. Compaction of the cstc gave a firm & unyielding base. Resident Engineer:g� ��/ -, � Project Engineer: Aledc Kwok Page 1 of 2 DMJM Harris Daily.xls DMJM HARRIS No. 81 Day: Tuesday Date: 8/23/05 Work Hrs. 7:00 AM to 5:30 PM Project No: 05021-20 Project Name: Marysville Stills uamish River WTP ---> IMCO crew on 59th Ave NE working on resto. Removed silt fence, graded shoulders, placed cstc on the shoulders, cleanup, installed 2'x2' forms around water valves in the shoulder and field for concrete pad. Pads to be poured later today. ---> Discussion with Greg Burress re hydrant IMCO installed on 59th Ave NE at 26+00. Hydrant too close to the edge of pavement per Earl Anderson with Arlington. Per Greg, location was ok'd by Lee Eide with Entranco, who was monitoring work at that time. I called and spoke with Lee, he only gave direction on the height the hydrant was to be set at, not location from edge of roadway. 8:45 - I called and informed Earl Anderson about IMCO crew working on restoration on 59th Ave NE. Crew to be pouring the pads around the water valves In shoulder and field today ---> Had discussion with Greg about dust control on 43rd Ave NE. Getting too dusty from traffic. Also spoke with Greg about keeping the water valves at Loren Trask's field low due to field being hayed/mowed. 9:10 - Received call from Gary Millar with Snohomish County. Updated him on paving and remaining work to be done. He's going to be contacting the county overlay crew for review of the paved roadway to make sure they are ok with resto work. They need to give ok and get overlay scheduled. Gary to contact me tomorrow when he's going to be onsite for field meeting. ---> City of Marysville Water Dept crew onsite at 43rd Ave NE. Crew finished tying in the 6" DI watermaln ---> Met with Carolyn McAlpin at MWH office in Bellevue. Discussed submittals on project. 3:30 -Smokey Point Concrete truck onsite at 59th Ave NE. IMCO crew poured the 2'x2' concrete pads around the water meter valves on the north side of SR530 Rest to be poured at a later date. 3:50 - Discussion with Roger with IMCO re sandbags sitting at edge of roadway on 59th Ave NE. Bags posing a safety issue to motorists and need to be removed ASAP. Resident Engineer: / J �- Project Engineer: Alex Kwok C Page 2 of 2 © E N T R A N C O DAILY CONSTRUCTION REPORT NO. ! Work Hrs. to Sub. to Project No.:-O�0 2 Zt.� Day: Hdn t7 4 V Pate: St./Hwy: Section Title: H v ►)14404 m 14 k Weather, A.M.: L: °F P.M.: H: °F Contractor: G Sub.: Contractors Rep(s). and Title: Work Day Charge: Day: eason: ❑ Signs ❑ Barc. ❑ Flag. Reviewed: A.M. P.M. Acceptable? ❑ Yes ❑ No Corrective Action: Condition of Roadway: ❑ Dry ❑ Clean ❑ Wet ❑ Ice ❑ Snow ❑ Slippery Roadway Clean at End of Day? ❑ Yes ❑ No Corrective Action: Project Pictures? ❑ Yes ❑ No Subject: Visitors: NEM Q ITEM DESCRIPTION QUANTITY TODA REMARKS DIARY: (REPORT OF DAY'S OPERATIONS,ORDERS GIVEN AND RECEIVED,DISCUSSIONS WITH CONTRACTOR,VISITORS.UNUSUAL CONDITIONS,MAJOR MATERIAL DELIVERIES,DELAYS) Al 5h. �'. J.�;►�'�1i�t C� �t VG I r--1 Resident Engineer Project Engineer Contlnued Page of '2— C43a(I1/94) © E N T R A N C O DIARY (Cont.'d) Date: ' -:�i Rpt. No: 4 _ZT 4-� r^ s9 1 > K. IV r 6 ` 1 1 4 tiv R e- 1 l t 1 Resident Vngineer Project Engineer Continued a Page Of _-Zl--C-00b(11/94) FIELD CASCADE TESTING LABORATORY, INC. REPORT No. No. 54446 TESTING&INSPECTION DATE CERT.NO. IRKL N.E. 126 I PLACE �f �KIRKLAND,WASHINGTON 98034 (4251 823-9800 �C I:ZLO EVERETT (425(259.0817 PROJECT COMPRESSION REPORT LOCATION BLDG.PERMIT NO. OWNER ; TO: • J WEATHE /j TEMP. Ar 1 , ,r O 6fflk ENGINEER ARCHITECT ATTN: THE FOLLOWING WAS NOTED: CONTRACTOR FIELDTEST DATA I BATCH DATA FOR DESIGN % ADJUSTED TRUCK SAMPLED .= TRUCK TICKET NO \{ - ! ! �a MIX NO'1i/L'r r cu.vo WEIGHTS MOIST. WEIGHTS SLUMP UNIT CEMENT TEMP CEMENT �(n TIME %AIR WEIGHT YIELD ASTM C-1064 FLY ASH ASTM C-143 ASTM C-138 FACTOR CONC AIR 1.4 - C.A. •?iI .' C.A. - -- AIR TEST METHOD: ©'PRESSURE ASTM C-231 OR ❑VOLUME ASTM C-173 FINE AGG. EQUIPMENT USED I.D. WATER SLUMP CONE CSLCOO THERMOMETER CCOTHO ITOTAL AIRMETER CCOAIO OTHER T'"'E OF BREAK: (A)Cone (C)Cone and Shear (b)Cone and Split (d)Shear (e)Columnar COMPRESSIVE STRENGTH CYLINDER DATE DATE AGE AREA TOTAL STRENGTH TYPE NUMBER MADE TESTED DAYS SIZE (SO.IN) LOAD PSI BREAK ! i '`f' CONCRETE COMPRESSION MACHINE I.D.#CCOCOOO ❑ASTM C-1231 SAMPLING IN ACCORDANCE WITH •? SAMPLE P/U DATE TEST METHOD ❑ASTM C-617 APPLICABLE CODES&SPECS. 1 1 SUPPLIER r ` '' - CEMENT TYPE - ! CU.YARDS PLACED AEA •- ��`1 ADMIX. CAC12 _ ~ / -- - DESIGN STRENGTH l`-�' `!r✓�� PLACEMENT AREA&NOTES ''i•I ` `•!= r^ � %_�.� i." r!-. � r_ ;l � r.".( .(art. Cst�.1�1�•' ;I��[/1 - 4`^ I TEST RESULTS APPLY ONLY TO THE ITEMS �,'(l �('" 'y.._r• 1 HEREIN TESTED.THIS REPORT SHALL NOT INSPECTOR(S),NAME(S)PRINTED;' r-` •t'x _ `'�BE REPRODUCED EXCEPT IN FULL,WITH- .�• ° �- i� , OUT THE WRITTEN APPROVAL OF CASCADE TESTING LABORATORY,INC. INSPECTOR SIGNATURE REVISED 8104 SIGNED BY COPIES TO: CASCADE TESTING LABORATORY, INC. TESTING & INSPECTION PREVIOUS 12 0 6 8 4 12919 N.E. 126TH PLACE REPORT NO. NO. Ru KIRKLAND,WASHINGTON 98034 (425)823-9800 EVERETT (425)259-0817 DAT CERT.NO. .� FIELD REPORT PR . ECT( tSl{ n W7 0 LOCATION V TO: ( 790(�' L1 /V r BLDG. PERMIT NO. OWNER WEATHER I TEMP. AT TI'Sd }r O 1 (1t: iC) 4/ �� AT PM ENGINEER / ARCHITECT ATTN: CON[WTOR. (2) 3 INSPECTION PERFORMED ITEMS INSPECTED — FOUNDATIONS — RESTEEL/CONCRETE _ RESTEEL ONLY _ FOOTINGS — RESTEELIMASONRY _ STR.ST/WELDING _ AUGER CAST PILES _ COLUMNS — OTHER — ST.R.STIBOLTING — DRILLED PIERS — WALLS BEAMS (4) LOCATION(AREAS) CONCRETEIMASONRY f✓'!/l MIX NQ. -� I-: I DESIGN STRENGTH(f'c) � �-••� /!/f SUPPLIER TOTAL CU.YD. PLACED SLUMP(INCHES) SPECIMENS CAST 1 / AIR CONTENT(%) J- / _ SEE CYLINDER REPORT NO. —YES—NO —ITEMS INSPECTED WERE IN CONFORMANCE WITH BLDG.DEPT.APPROVED PLANS f i REMARKS: - `, ' ,x I 1 r.,:5�� 1 - '_.� '": �%!('i,�•..•�,..� �.�'•:• %7/`,>'' ;,! ( -`�`-•; '-+�.f�tG1• � •{C-C��/r�-- TEST RESULTS APPLY ONLY TO THE ITEMS - 1EREIN TESTED.THIS REPORT SHALL NOT INSPECTOR(S),NAME(S)PRINTED' BE REPRODUCED EXCEPT IN FULL, WITH- OUT THE WRITTEN APPROVAL OF CASCADE �� �..:;� ._7_�•- %' _ TESTING LABORATORY.INC INSPECTOR SIGNATURE 'f�'�-��-` ^�-- •���� •i-,� REVISED 7/05 SIGNED BY COPIES TO: 0-4 a r,0 w nG)- n cf)M* c5m 1 1 1.. �cx M 0 Co 0> W cf)C 0 ZX �0000 > -n>c) -u m11:1 >rri > M-10 M O M Zr -<!'8 d z>>Mu -0< S -rD > r -XM Cn>� 7 1% yr zcm U QM = I >MM -q m(1) >0 n mcz*m ZCO U) C/)>M M 03 rTl 06 1 3 Fj m->4 Im r'n m--i m S r- -n (J)>M:c ct):c 9 ol M M mmalmm -am m • -0 0 CO a: On Z Z -4 OME-> (= Cl)M I 0 Z�z G) m 0 Fo co CD :0 U) F:E:r" qi,cn =iz M z z m co 5mm 2() m.Z�-4 m(1) > OZO -n--4 z,�M ra 0 CY)m 0:�Z M C:7 X c> .0 -n Z m 0 >-513) :a. OCD--ic)- z >:r CF� w z Cn-<MC)'OM G)m > -7 0 mr-M 0 10 c-< w Cl) Coo Z a) M M 0--1 0(:)r-U) 0 r,O:r 0 Z. :�E o M-n>m 0- cn ou)o Coo C() 01 U7 �O co Co 0 0 1) w �n Oo ;o M,Z r- 7D M-�C-)m 0 �'c 2-1 ... cil -j N) 0 M C')0(.)r mm G)0 7- M r\) (D N) a) i m 0 CD- -0 0 0 33 -n K :X)m z m qoQJo 0 M Ct)>Cl)z-<7 9 C/5 10 1 M 0 0 > M 1 M 0-4 M- w o z > 71 ru 0 0 z I can 7�7 -ro C M e no Ck IM J rfJ rl f i T. U, 1 1 grl CD UO "I I C :.I 4t: i-4 Z 2 m I Mn I e,,.l M ru 2 G' 03 �Sll SO I /�' Y ri, I r7o I I ai" m, it ENTRANCO S Daily.xls Daily Construction Report entranco. No. 75 Day: Monday Date: 8/15/05 Work Hrs. 6:00 AM to 7:00 PM Project No: 05021-20 Project Name: Marysville Stilla uamish River WTP Location: 59th Ave NE & 43rd Ave NE City. Arlington Weather, AM Sun 55 °F Weather, PM: Sun 82 -F Contractor: IMCO Construction Subs: Lakeside Paving Contractor's Rep(s) and Title: Greg Burress Work Day Charge: Day: 1 Reason: TRAFFIC CONTROL [21 Signs 0 Barc. 0 Flag. Reviewed 11:30 AM PM Acceptable 21 Yes ❑No Corrective Action: Condition of Roadway: I]Dry ❑Clean ❑wet ❑Ice ❑Snow ❑Slippery Roadway Clean at The End of the Day? 21 Yes ❑No Corrective Action: Project Pictures 0 Yes C No Subject: Misc. Construction Photos Visitors: ITEM QUANTITY NO ITEM DESCRIPTION TODAY REMARKS No Items Today Diary: REPORT OF DAY'S OPERATIONS,ORDERS GIVEN AND RECEIVED,DISCUSSIONS WITH CONTRACTOR,VISITORS,UNUSUAL CONDITIONS,MAJOR MATERIAL DELIVERIES,DELAYS) ---> Greg Burress not onsite today 6.30 - Spoke with Roger. Lakeside Paving crew to be onsite at appx 11 am on 59th Ave NE for paving, Lakeside Resident Engineer: Project Engineer: Alex Kw Page 1 of 2 ENTRANCO Daily.xls Daily Construction Report ekranco. No. 75 Day: Monday Date: 8/15/05 Work Hrs. 6:00 AM to 7:00 PM Project No: 05021-20 Project Name: Ma sville Stills uamish River WTP also plans to be onsite tomorrow to finish paving of 59th. Wll start at the south side of 59th and work north. IMCO crew prepping 59th Ave NE waterline trench for asphalt resto. Using trackhoe to strip out cstc, load into solo dump trucks and compact with mini roller ---> IMCO carpenter crew continue to form clearwell footing stem wall. New IMCO carpenter, Tom onsite today Tom to be onsite for carpentry work also. Discussion with crew about finish grade of stem wall. Crew shot the top of the forms for final grade and found the rebar to be appx 9"too low in appx 80% of the ring footing. Rest of footing rebar was about 6"too low. Rebar wasn't brought up high enough. Directed the crew to add another row of#5 rebar horizontal bars 6" above the last bar installed (hoops) on the inside and outside mats (double mat) to bring rebar mat back to proper elevation. Gave the crew the option to either leave the existing#7 hoops in place and add another hoop on top or to remove the existing and replace on top. Crew decided to leave in place and add another row of hoops on top at 1'oc due to amount of work it would've involved to remove the hoops They had extra rebar on hand to accomplish all of this. Discussed this change with Kiva Lints with DMJM Harris as I was unable to reach anyone from MWH. Decision had to be made quickly today to continue work. ---> Per Earl's conversation with Roger with IMCO, fire hydrant at 26+00 on 59th Ave NE installed by IMCO is too close to edge of roadway. Needs to be moved back appx 2' more feet. I called and spoke with Earl re this. Hydrant is too close to roadway due to the pull off for mailboxes south of the hydrant. With asphalt apron for the mailboxes, it puts the hydrant almost at edge of roadway ---> Lakeside paving crew onsite at 59th Ave NE late am and began restoring watermain trench asphalt. IMCO crew working ahead of Lakeside crew on prepping trench for paving. 3:00 - Lakeside Paving almost caught up to what IMCO has prepped for paving on 59th Ave NE. Lakeside informed IMCO crew that they wanted another 500' prepped (appx 26+00 to 31+00). IMCO continue to prep. ---> I received a phone message on Saturday (8/13) from Holly at 23202 Dike Road. She had complaint about potholes& lip from trench line where the gravel backfill had migrated out due to truck traffic on Dike Road 4:15 - 1 called and left a message for Holly regarding the potholes and edge of asphalt lips on Dike Road. The contractor has been out onsite and repaired the issues. Also informed her that we are currently working our way down that way with paving resto. To hopefully be done by tomorrow. ---> Roger with IMCO had conversation with Lakeside flagger and foreman re Lakeside being responsible to watch paved asphalt until it has cooled enough for traffic to drive on. IMCO Faggers not staying to do this. ---> I had discussion with Lakeside foreman regarding paving on Dike Road. Forman was not familiar with area and areas to be paved. He didn't realize the trench line needing restoration was so long. I advised him to go and look at the Dike Road section due to the tight work zone with the truck traffic from the concrete plant. 6 45 - Lakeside done placing asphalt from last dump truck. Continue rolling and cleanup work. 7:00 - Lakeside done rolling trench. Crew cleanup and leave site. Flaggers watching asphalt until cool enough for traffic. Resident Engineer: / Project Engineer: Alex Kwo Page 2 of 2 CASCADE TESTING LABORATORY, INC. TESTING &INSPECTION PREVIOUS 120073 12919 N.E. 126TH PLACE REPORT No. No. KIRKLAND,WASHINGTON 98034 (425)823-9800 EVERETT (425)259-0817 DATE Vq L; T.NO. FIELD REPORT PROJECT LOCATION TO: y)'� 0 tf 14 vl-1�1 P+v i . L A i l"rL t' BLDG.PERMIT NO. OWNER l cr Al ` / + WEATHER TEMP. AT AM ENGINEER r� ARCHITECT ATTN: A2W E!� SfL'M HL9 LL CONTRACTOR CO (2) (3) INSPECTION PERFORMED ITEMS INSPECTED _ FOUNDATIONS —�RESTEELICONCRETE _ RESTEEL ONLY _ FOOTINGS _ SLAB _ RESTEEL/MASONRY _ STR.ST/WELDING _ AUGER CAST PILES — COLUMNS — OTHER — STR.ST/BOLTING — DRILLED PIERS �rW6LLa._ BEAMS (4) LOCATION(AREAS) 'C NCRETE/IaMASONRY I r f=r _.,_.. MIX NO. � % DESIGN STRENGTH(f'c) SUPPLIER ry" TOTAL CU.YD. PLACED SLUMP(INCHES) SPECIMENS CAST —� ��' `• '- ) AIR CONTENT(%) SEE CYLINDER REPORT NO YES—NO—ITEMS INSPECTED WERE IN CONFORMANCE WITH BLDG.DEPT.APPROVED PLANS REMARKS: c J • 'f`�1 �• ,r} , 1�, � i ! '�;` 1 ti^ '-1 t-`.�"�_` 'v\.�. Y- \ `-_' .f 1 E Lbti..y'i TJ " Y 1 1 "EST RESULTS APPLY ONLY TO THE ITEMS l HEREIN TESTED"THIS REPORT SHALL NOT INSPECTOR(S),NAME(S) PRINTED BE REPRODUCED EXCEPT IN FULL, WITH- OUT THE WRITTEN APPROVAL OF CASCADE \:.,J .-".' �� :y i, =� •�i'--:'_, _ � �.j TESTING LABORATORY,INC, INSPECTOR SIGNATURE REVISED 7/05 SIGNED BY COPIES TO: SEP-08-2005 11 :31 AM CASCADE TESTING 425 743 1865 P. 03 CASCADE TASTING LggOR;,YpRY, INC. AEPOFRNo. O FIELD TEBTIIVO INSPECTION pLA ON No. 5 4 3 9 S taetD N.J. 17&TH�uC! KIRKLAND, WASHINOTON o403, A Vg utl No l Vt K t TT (4251 62 3.90OO . (A26)28e.08 17' OS COMPRESSION REPORT w TEMP. qT AM E v as i Iu AM: THE FOLLOM T NQ WAS NOTED: R PITFW I � d� ^� TRUCK SAMPLED � TRUCK TICKET NO,_ro A MR TIME SLUMP UNIT mix NO,�041- nvcv ON MO%I3T ADJUSTED ASTM C 143 �'AIR WEIGHT YIELD CEMENT TT P CEMENT 6 G bfs WE! A GHTS ASTMC-138 FACTOR C OB4 FLYASM ARITEST SOD: ❑PRESSURE ASTM C-231 OR ❑VOLUME ASTM C-173 CA. _• EQUIPMENT USED LD. / FINE AID(,,.Au J 3 SLUMP CONE CSLCOO- - THERMOMETER CCDTho �D WATER AMMETER CCUAJO- OTHER TOTAL TYPE OP BREAK: (A)Cono (C)C"and Show (b)COne IM SPIV (d)Shear (a)Columnar• CCOPRESAME STRENG CYLINDER DATE DATE 7H NUM13FRR MADE TESTED AGE AREA 7^✓ �1�vf BREAK sVJE (SO.IN) LOAD PSI K �� ? X 1� �z 3 45-13 �28' 07 CONCRETE COMPRESSION MACHINE I.D.#CC00000 SAMPLE PJU DATE _ TEST METHOD_ 0 ASTM C•1ga1 ❑AMU C-617 SAMPLING IN ACCORDANCE WITH APPLICABLE COoFS 8 SPECS.�! SUPPLIER J 94 CEMENT TYPE ' L. ------� cu.YARDS PLACED 0 AEA~` / AD Ix CAC1x ~ 9y� oESIdNSTRENGTH ��jU PLACEMENT AREA 8 NOTES r 1 f J(1 TEST RP_91JLTO APPLY ONLY TO p4E ITEM$ HEREIN TESTED.THIS REPORT SHALL NOT INSPECTOR(S),NAME(S)PRINTED If BE REPRODUCED EXCEPT IN FULL,WITIi- OUT THE WRITTEN APPROVAL,OF CA8CA0E C. TESTING LABOAATORV INC INSPECTOR SIGNATURE nLvSW atoA SIGNED BY COPIES TO: �V MTC Materials Testing & Consulting, Inc. Geotechnical Engineering • Special Inspection • Materials Testing ACCREDITED t.�YA„•�'����� e REPORT OF FIELD INSPECTION AND COMPRESSION TEST Citificaie 41JB8 01 R 1116 02 Report#C 5328 CLIENT: Common Ground PROJECT: Stillaguamish Senior Housing ADDRESS: Linda Johnson PROJECT ADDRESS: 18308 Smokey Point Blvd, Arlington 401 2nd Ave S. Suite 500 FILE NO: 0513301 Seattle, WA 98104 DATE CAST: October 13, 2005 DATE RECEIVED: October 14, 2005 PERMIT#: FIELD DATA Location of Placement: Stem walls between lines 1 to 11 and A to J. Sample Location: 2 & C, truck chute, mid-load Contractor: Taylor Construction Mix#& Proportions: 5 SK 3/4 with AEA Supplier&Plant: Stanwood Cement, lbs. 4700 Quantity Placed, Cu.Yd.: 5 of 30 Flyash, lbs. Delivery Ticket#: 12202 Water, gals. 202 Truck#: 72 Fine Aggregate, lbs. 14420 Batch Time: 2:22 Coarse Aggregate, lbs. 4060 Sample Time: 3:10 Coarse Aggregate, lbs. 14590 Slump, inches (ASTM C-143): 5 Job Spec Coarse Aggregate, lbs. Air Content, % (ASTM C-231): 5.1 Job Spec Admixture, oz./cwt DARAVAIR 1000-3/.11 Concrete Temp.,OF(ASTM C-1064) 610 Admixture, oz./cwt _f 'Max Temp., OF °/ Admixture, oz./cwt SAMPLE TYPE & COMPRESSION TEST RESULTS ® Concrete(ASTM C-39) ❑ Grout (ASTM C-1019) ❑ Mortar(ASTM C-109) ❑ Cubes (ASTM C-1107) ❑ Lt.Wgt.Concrete(ASTM C-39) ❑ Other: Log No. Test Age Date of Total Load Sample Sample Compressive Tested By OBSERVATIONS to (Days) Test (Lbs.) Dimensions Area Strength 2 T (In.) (Sq. In.) (PSI) to~ 4778 7 10/20/05 93.100 5.98 28.09 3,310 VD ® Samples made by a MTC representative 4779 28 11/10/05 133.000 5.99 28.18 4,720 VD ® Samples picked up by a MTC representative ®4780 28 11/10/05 128.000 5.99 28.18 4,540 VD Test results comply with applicable specification Reinforc 4781 H ® found lot comply steelng with project visually project plans and specs ❑ Reinforcing steel does not comply with project plans and specifications 0 Gallons of water were added ®prior to/❑ _ after sampling. -Refer to appropriate ASTM for corresponding REQ D 28 3,000 1 reak tune idenrifiicarirm REMARKS: MTC, Inc. on site as requested for Q.C. sampling and placement of concrete. Concrete was placed with pump and consolidated with vibrator. NOTE: 2 hours stand-by- pump late. REPORTED BY: Dennis Gorgei, WABO Inspector jfe/se REVIEWED BY: Niall Hackett, Technical Director original:Client- Common Ground-hard cc: City of Arlington- cc: Taylor Construction- DISTRIBUTION: copy danderson@ci.arlington.wa.us bryan@sgtaylor.com cc:Zervas Group- cc: cc: All results apply only to actual locations and materials tested.As a mutual protection to clients,the public and ourselves,all reports are submitled as the confidential property of clients,and authorization for publication of slalemenls,cunchisions or extracts from or regarding our reports is reserved pending our written approval. 777 Chrysler Drive • Burlington,WA 98233 • Phone 360.755.1990 • Fax 360.755.1980 1710 Midway Court • Centralia,WA 98531 Phone 360.330.7926 • Fax 360.330.7946 1208 Bay Street, Ste. 100 • Bellingham,WA 98225 • Phone 360.647.6061 • Fax 360.647.8111 Website Address:www.mtc-inc.net Rev.12104 CASCADE TESTING LABORATORY, INC. SEE FIELD C REPORT 1325 12919 NE 126TH PLACE REPORT NO. NO, KIRKLAND WA 98034 (425)823-9800 DATE. CERT. NO. EVERETT (425)259-0817 COMPRESSIVE STRENGTH OF MASONRY PRISMS PROJEC C TO: tL G' B� ._ RMI OWNER � ((�) /` EAL•H R TEMP.�r,,� AT g� �L_ LE.. c� o_U_ �S oL4IOj `—J �?5- ATI.'�S(P.M. E GI EE r t. I, i R HT 7 � THE FOLLOWING WAS N 6TE ONT C O MASONRY UNIT: TYPE OF 1)Conical 2)Cone& 3)Cone& GRADE&TYPE BREAK: Break Shear Split MANUFACTURER- U DIMENSIONS (IN.) • MORTAR: Side B xx TYPE — Side A (End) A B A B A B 5 �� (Front) a)Tension 5)Semi-Conical 6)Shear 7)Face Shell Break Break Break Separation GROUT. H H '�7-_ '�' H r:, H MIX NO ,ij H Vol 11 A B A B A B A B COMPRESSIVE STRENGTH SAMPLE DATE DATE LENGTH} (WIDTH HEIGHT GRO55 NET H/W MAX. PSI BREAK NUMBER MADE TESTED (INCHESINCHES) (INCHES) AREA AREA CORR.FAC. LOAD 631? 1 3-1 3-lc- COMPRESSION MACHINE I.D. #CC000001 SAMPLING IN ACCORDANCE WITH DESIGN MASONRY PLATEN I.D.#CPRHE001 APPLICABLE CODES&SPECS. L STRENGTH: ' . r SAMPLE P/UDATE // TEST METHOD C-1314 GROUTED UNGROUTED SUPPLIER��,`(�%P { G( ADDITIVES PLACEMENT AREA&NOTES / / C4 IS/r '� C '- / S 'f ti r I � TEST RESULTS APPLY ONLY TO THE ITEMS INSPECTOR(S), NAME(S) PRINTED / HEREIN TESTED. THIS REPORT SHALL NOT REPRODUCED EXCEPT IN FULL,WITHOUT THE THE WRITTEN APPROVAL OF CASCADE INSPECTOR SIGNATURE �' C TESTING LABORATORY,INC. � 1 REVISED 12102 SIGNED BY COPIES TO: r r) ) 19*-�' INSPECTION REPORT . s ¢ti1N GT Permit No.: Lot #: Address: f 7 9 o6 y 3 0 AV' t-J E Contractor: Trees .wr.-} �s �0 Owner: sf+IloAvaM,S1, waste. wa�gw �1 N Date: Zo -Z C-o 6 Wr'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. a,6rivESSE0 Acg-p7-4IvCg TEST of - F►rc er A L-/V it m SYSTEM To ALL SMOKE ' ALL 1_40P%J Sr?Q 8ES i) TrCTrXS 1 r0 i c— r'�LL PUIL, STATIONS 5`9-0N1kLTP_ 5`/5TLr W?r�i�F(®>.J 1. iAnnPri2 SWpTGH ' Ft XE At-d&M REl_c_ ces Inspector. '�-. T= Etir Date: le+-ZG- 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: r*ffc Materials Testing & Consulting, Inc. Geotechnical Engineering • Special Inspection • Materials Testing ACCREDITED1 REPORT OF FIELD INSPECTION AND COMPRESSION TEST Geniacate 013E6 0?8!sdE 02 Report#C 6741 CLIENT: Common Ground PROJECT: Stillaguamish Senior Housing ADDRESS: Linda Johnson PROJECT ADDRESS: 18308 Smokey Point Blvd, Arlington 401 2nd Ave S. Suite 500 FILE NO: 05B301 Seattle, WA 98104 DATE CAST: November 4, 2005 DATE RECEIVED: November 8, 2005 PERMIT#: FIELD DATA Location of Placement: Thickened slab footings and slab-on-grade, gridlines A to J from 1 to 11 Sample Location: Pump Hopper, placed at footings on 2 line between E and H Contractor: Taylor Construction Mix#& Proportions: 554206A, 5.5 SK 3/4" Supplier&Plant: Stanwood Cement, lbs. 5685 Quantity Placed, Cu.Yd.: 66 of 186 Flyash, lbs. Delivery Ticket#: 13172 Water, gals. 191 Truck#: 82 Fine Aggregate, lbs. 17570 @ 5.5% Batch Time: 7:13 am Coarse Aggregate, lbs. 3/4"- 16070 @ .75% Sample Time: 7:52 am Coarse Aggregate, lbs. PEA-4330 Slump, inches(ASTM C-143): 4.5 Job Spec Coarse Aggregate, lbs. Air Content, % (ASTM C-231): NT Job Spec Admixture, oz./cwt DURASET 200-849.75 Concrete Temp., IF (ASTM C-1064) 611 Admixture, oz./cwt P Max Temp., IF °/ Admixture, oz./cwt SAMPLE TYPE & COMPRESSION TEST RESULTS ® Concrete(ASTM C-39) ❑ Grout (ASTM C-1019) ❑ Mortar(ASTM C-109) ❑ Cubes (ASTM C-1107) ❑ Lt.Wgt. Concrete(ASTM C-39) ❑ Other: Log No. Test Age Date of Total Load Sample Sample Compressive Tested By s OBSERVATIONS (Days) Test (Lbs.) Dimensions Area Strength m (In.) (Sq. In.) (PSI) 5202 7 11/11/05 90,000 5.99 28.18 3,190 VD ® Samples made by a MTC representative 5203 28 12/2/05 ® Samples picked up by a MTC representative Test 5204 28 12/2/05 ❑ specification Reinforcingwith applicable Reinforcing steel was visually inspected and 5205 H ® found to comply with project plans and specs ❑ Reinforcing steel does not comply with project plans and specifications 5 Gallons of water were added ®prior to/❑ _ after sampling. REQrD 28 3,500 sa Refer to appropriate ASTM for corresponding hreak tune identificatinn REMARKS: MTC on-site for reinforcement concrete SET 1 REPORTED BY: Ross Jorgensen, WABO Inspector se REVIEWED BY: Niall Hackett, Technical Director original:Client- Common Ground-hard cc: City of Arlington- cc: Taylor Construction- DISTRIBUTION: copy danderson@ci.arlington.wa.us bryan@sgtaylor.com cc:Zervas Group- cc: cc: All results apply only to actual locations and materials tested.As a mutual protection to clients,the public and ourselves,all reports are submitted as the confidential property of clients,and authorization for publication of statements,conclusions or extracts from or regarding our reports is reserved pending our written approval. 777 Chrysler Drive • Burlington,WA 98233 • Phone 360.755.1990 • Fax 360.755.1980 1710 Midway Court • Centralia,WA 98531 • Phone 360.330.7926 • Fax 360.330.7946 1208 Bay Street,Ste. 100 • Bellingham,WA 98225 • Phone 360.647.6061 • Fax 360.647.8111 Website Address:www.mtc-inc.net Rev.I2/04 2001 Washington State Nonresidential Energy Code Compliance Form ' Project Summary PRJ-SUM ' 2001 Washington State-Nonresidential Energy Code Compliance Fours June 2002 Project Info Project Address Stillaguamiah PTfP Date 6/1/2004 17906 43rd Avenue NE For g Arlington, WA 98223 — 3, a 2 �1 Applicant Name: city of Marysville �i�" -�,� Applicant Address: 17906 43rd Avenue ME, Arlington, WA, 98223 �{ Applicant Phone: (360) 651-5100 -OA BUILLAFA7 U. " y ll04 A �) 41 �G!STERF ,G~ s/ONAL F� EXPIRES: 08/03/0471 ' 2001 Washington State Nonresidential Energy Code Compliance Form Mechanical Summary MECH-SUM 2001 Washington State Nonresidential Energy Code Compliance Forms June 2002-KJM Project Info Project Address Stillaguamish WTP Date 6/1/2004 17906 43rd Avenue ME For Building Dept.Use Arlington, WA 93223 Applicant Name: city of Marysville Applicant Address: 17906 43rd Avenue NE, Arlington, WA, 98223 Applicant Phone: (360) 651-5100 Project Description Construction of Stillaguamish Water Treatment Building. General ventilation for Briefly describe mechanical membrane filtration unit and associated equipment rooms,with natural gas unit heaters system type and features. for freeze protection. Office will have heat pump for heating and cooling. Chemical Rooms will have electric unit heaters for freeze protection only. (]Includes Plans Drawings must contain notes requireing compliance with commissioning requirements-Section 1416 QQ Simple System Q Complex System Q Systems Analysis FComplliance Option (See Decision Flowchart(over)for qualifications.Use separate MECH-SUM for simple&complex systems.) Equipment Schedules The following information is required to be incorporated with the mechanical equipment schedules on the plans. For projects without plans,fill in the required information below. Cooling E ui ment Schedule Capacity' OSA CFM SEER IDDBrand Name Model No. Equip. t p Btu/tt Total CFM or Econo? or EER IPLV3 Location AND-1 TRANE 22600 750 150 10.20 OFFICE >,17Equip. ati g E ui Nuent Schedule A lIlllll Capacity2 OSA cfm Brand Name' Model No.' Btu/h Total CFM or Econo? Input Btuh Output Btuh Efficient " TRHGmm-003 24000 750 n/a 30000 24000 0.800 TRAIL GEND-003 24000 750 n/a 30000 24000 0.800 Us-3 TRANS GHMD-003 24000 750 n/a 30000 24000 0.800 IrA-4 TRANS GmaD-003 24000 750 n/a 30000 24000 0.800 tH-5 TRANS GEND-003 24000 750 n/a 30000 24000 0.800 uA-6 TRANE GEND-003 24000 750 n/a 30000 24000 0.800 Dx-7 TRANS uHXA-103D2s 10KW 800 n/a OA-S TRANS O!$A-033D28 3KW 750 n/a DE-e TRANE GMJD-003 24000 750 n/a 30000 24000 0.800 Fan E ui ment Schedule Equip.ID Brand Namel Model No., CFM SP' HP/BHP Flow Controls Location of Service EF-1 Greenheck VADS-36-F37-13-A10 19000 0.75 10.00 CV Membrane Area ceiling EP-2 Greenheck SE1-12-426-D-1 900 0.15 0.10 Cv Chemical Storage Room gg-3 Greenheck G-101-AX-QD 900 0.38 0.25 cv Sodium 13ypochlorits Aoom 8F-4 Greenheck sE1--16-421-A3 2400 0.15 0.33 CV Mechanical Rom EF-5 Greenheck sE1--16-421-A3 2550 0.15 0.33 cv Electrical Room EF-6 Greenheck SP-224 175 0.15 0.33 cV Electrical Room SF-1 Greenheck sP-224 19000 0.75 10.00 CV Membrane Area - West Wall 'If available. 2 As tested according to Table 14-1 A through 14-1 G. 3 If required. °COP,HSPF,Combustion Efficiency,or AFUE,as applicable. 5 Flow control types:variable air volume(VAV),constant volume(CV),or variable speed(VS). 2001 Washington State Nonresidential Energy Code Compliance Form ',Mechanical Summary (back) MECH-SUM System Description If Heating/Cooling (Z r co Constant vol? 0 Aioled? Packaged sys?2] <54,000 Btuh or 1900 cfm? See Section 1421 for full description of or Cooling Only: ❑ Split system? ❑ Economizer included? Simple System qualifications. If Heating Only: 0 <5000 cfm? 0 <70%outside air? Decision Flowchart Use this flowchart to determine if project qualifies for Simple System Option. If not,either the Complex System or Systems Analysis Options must be used. �~ 1 r START i Y i / Heating/Cooling <70.OSA No System Type ' or Cooling Only Yes Heating Only <s000 Air No cfm Yes Reference Cooled? Section 1421 No Yes <70"/OSA Yes► Yes Package No unit? <54,000 Btuh Spot N No or 1900 cfm? System? Yes Yes Reference Eoono Yes Section 1423 >84,000 Btuh Yes Included. No Simple System No Allowed No Reference Section 1420 * Use Complex � Reference Systems Section 1430 l �_ Refer to MECH-COMP Mechanical Complex Systems for assistance in determining which Complex Complex Systems Systems requirements are applicable to this project. ` 2001 Washin ton State Nonresidential Ener Code Com fiance Form Electric Motors 2001 Washington State Noruesidential Energy Pods Complkwae Forms June 2002.K.J Project Address Stillaguamish WrP Date 6/1/2004 For Building Department Use Complete the following for all design A&B squirrel-cage,T-frame induction permanently wired polyphase motors from 1 hp to 200 hp having synchronous speeds of 3600,1800 or 1200 rpm(unless one of the exceptions below applies). Min.Nom. Motor No.or Type Synch. Full load Location HP (opervcloced) Description of Application or Use Speed Efficiency' P3104 75 closed high Service Pump 1 1800 94.1 0 P3105 75 closed High Service Pump 2 1800 94.1% AC-92 7- 1/2 closed Air Compressor 1800 89.5% AC-91 7- 1/2 closed Surge Tank Compressor 1800 89.5% P-07 2 closed Basin. Pump 1 1800 84.0 0 p-OB 2 closed Sasin Pump 2 1800 84.0 0 EF-1 10 Main ErImust Fan 1800 89.5% SF-1 10 Main Supply Fan 1800 89.5% Minimum Nominal Full-Load Efficiency =1,8001,200 Closed Motors Exceptions: 1. Motors in systems designed to use more Synchronous S eed(RPM) 3,60 3,600 1,800 1,200 than one speed of a multi-speed motor. HP Efficien (',�) Efficien. °o) 2. Motors already included in the efficiency 1.0 - 82.5 80.0 75.5 82-5 80.0 requirements for HVAC equipment(Tables 14-1 1.5 82 5 84.0 84.0 82.5 84.0 85.5 14-2 2 p 84.p 84.0 85.5 84.0 84.0 86.5 ) 3.0 84.0 86.5 86.5 85.5 87.5 87.5 3. Motors that are an integral part(i.e.not easily 50 85.5 87.5 87.5 87.5 87.5 87.5 removed and replaced of specialized process 7.5 87.5 88.5 88.5 88.5 89.5 89.5 equipment(i.e.equipment which requires a .5 89.5 special motor,such as an explosion-proof motor) 10 88.5 89.5 90.2 89.5 89 . 15 89.5 91.0 90.2 90.2 89 S 90.2 4. Motors integral to a listed piece of equipment 20 90 2 91.0 91 0 90.2 91.0 90.2 for which no qualifying motor has been approved 91 0 91 7 9t7 91.0 924 91J (i.e.if the only U.L.listing for the equipment is 25 with a less efficient motor and there is no energy- 30 91.0 92.4 924 91.0 92.4 91.7 40 91.7 93.0 93.0 91.7 93.0 93.0 efficient motor option). 50 92.4 93.0 93.0 924 93.0 93.0 For motors claiming an exception,list motor and =2DO94,5 3.6 93.6 93.0 93.6 93.6 9 P o3 930 94,1 93.6 note which exception applies. 4.1 .6 4.1 94.1 93.6 94.5 94.1 4�1) 9 5 94.1 94.5 94.5 94.1 94.5 95.0 95.0 95,0 95.0 95.0 2001 Washington State Nonresidential Energy Code Compliance Form Juno 2002-KJM 70IWas-NVc�State NaveskiV481 Energy Code Cq�pFerce Fo dress Date6/1/2004 stillaguamish WTP The following information is necessary to check a mechanical permit application for compliance with the mechanical requirements in the Washington State Nonresidential Energy Code. Location Building Department Applicability Cade on Plans Notes (yes,no,n.a.) Section Component Information Required HVAC REQUIREMENTS (Sections 1401-1424) 1411 Equipment performance .a. 1411.4 Pkg.elec.htg.&cig. List heat pumps on schedule GH-1 yes 1411.1 Minimum efficiency Equipment schedule with type,capacity,efficiency GH-i yes 1411.1 Combustion htg. Indicate intermittent ignition.flue/draft damper&jacket loss G14:-2 1412 HVAC controls yes 1412.1 Temperature zones Indicate locations on plans H-i yes 1412.2 Deadband control Indicate 5 degree deadband minimum GH-1 .a. 1412.3 Humidity control Indicate humidistat yes 1412.4 Automatic setback Indicate thermostat with night setback and 7 diff.day types GH-1 .a. 1412.4.1 Dampers Indicate damper location and auto.controls&max.leakage yes 1412.4.2 Optimum Start Indicate optimum start controls GH-i yes 1412.5 Heat pump control Indicate microprocessor on thermostat schedule ix-i yes 1412.6 Combustion hig. Indicate modulating or staged control Ix-1 Indicate balancing yes 1412.7 Balancing 9 features on plans .a. 1422 Thermostat interlock Indicate thermostat interlock on plans a. 1423 Economizers Equipment schedule 1413 Air economizers .a. 1413.1 Air Econo Operation Indicate 100%capability on schedule a- 1413.1 W tr Econo Operation Indicate 100%capacity at 45 deg F db&40 deg F wb ..a. 1413.2 Water Econo Doc Indicate cig load&water econoe&cig tower performance a. 1413.3 Integrated operation, Indicate capability for partial cooling a. 1413.4 Humidification Indicate direct evap or tog atomization w/air economizer 1414 Ducting systems a. 1414.1 Duct seali Indicate sealing necessary .a. 1414.2 Duct insulation Indicate R-value of insulation on duct .a- 1415.1 Piping insulation Indicate R-value of insulation on piping 1416 Completion Requirements yes 1416.1&2 Drawings&Manuals Indicate requirement for record drawings and operation does. GH-1 yes 1416.3.2 Air Balancing Indicate air system balance requirements GH-1 a. 1416.3.3 Hydronic Balancing Indicate hydronic system balance requirements yes 1416.4 Commissioning Indicate requirements for commissioning and prelim.Report Gx-i yes 1424 Separate air sys. Indicate separate systems on plans yes Mechanical Completed and attached- Equipment schedule with types, Summary Form input/output,efficiency,cfm,hp,economizer- -HEATI NG—AlqD HEATED POOLS (Sections 1 40-1454 1440 Service water htq. a. 1441 Elec.water heater Indicate R-10 insulation under tank a. 1442 Shut-off controls Indicate automatic shut-off .a. 1443 Pipe Insulation Indicate R-value of insulation on piping a. 1452 Heat Pump COP Indicate minimum COP of 4.0 a. 1452 Heater Efficiency Indicate pool heater efficiency a. 1453 Pool heater controls Indicate switch and 65 degree control a. 1454 Pool covers Indicate vapor retardant cover a. 1454 Pools 90+degrees Indicate R-12 pool cover no is circled or any question, prow a exp anation: ' 2001 Washingtcn State Nonresidential Energy Code Compliance Form IS Juror 2002•KJM 200t W rrahirgutx+Steno Norvesidertaal Er+ar9r Code Compliance Forma Mechanical-General Requirements ea antra unitary au a eat pumps shall include microprocessorr controls that minimize supplemental heat usage during 1411.1 General:Equipment shall have a minimum performance at the start-up,set-up,and defrost conditions. These controls shall anticipate specified rating conditions not less than the values shown in Table 14-1A need for heat and use compression heating as the first stage of heal. through 14-1G.II a nationally recognized certification program exists fora Controls shall indicate when supplemental heating is being used through product covered in Tables 14-IA through 14-1G.and it includes provisions visual means(e g,LED indicators). for verification and challenge Of equipment efficiency ratings,then the 1412.6 Combustion Heating Equipment Controls:Combustion heating product shall be listed in the certification program equipment with a capacity over 225,000 Btu/h shall have modulating or Gas-tired and oil-fired forced air furnaces with input ratings Z 225,000 staged combustion control. Btu/h(65 kW)shall also have an intermittent ignition or interrupted device Exceptions: (IID),and have either mechanical draft(including power venting)or a flue 1. Boilers. damper.A vent damper Is an acceptable alternative to a flue damper for 2 Radiant Healers. furnaces where combustion air is drawn from the conditioned space.All furnaces with input ratings at 225.000 Stulh(65 kW),including electric 1412.7 Balancing:Each air supply outlet or air or water terminal device furnaces,that are not located within the conditioned space shall have shall ehave a ate a and means for eland g,Including nclu dins but oft limits valves.dampers, jacket losses not exceeding 0.75%of the input rating. P 14112 Rating Conditions:Cooling equipment shall be rated at ARI lest 1413 Air Economizers conditions and procedures when available.Where no applicable 1413.1 Operation: Air economizers shall be of automatically modulating procedures exist,data shall be furnished by the equipment manufacturer. outside and return air dampers to provide 100 percent of the design supply 1411.3 Combination Space and Service Water Heating:For air as outside air to reduce or eliminate the need for mechanical cooling combination space and service water heaters with a principal function of Water economizers shall be capable of providing the total concurrent providing space heat,the Combined Annual Efficiency(CAE)may be tooling load served by the conneted terminal equipment lacking airside calculated by using ASHRAE Standard 124.1991.Storage water heaters economizer,at outside air temperatures of 45OF dry-bulb/40 F wet-bulb used in combination space heal and water heat applications shall have and below.For this calculation,all factors Including solar and internal load either an Energy FActor(EF)or a CAE of not less than the following: shall be the same as those used for peak load calculations,except for the �EFCAE outside tempeatures. 50 al stoa a 0.71 Exception:Water economizers using air-cooled heal rejection equipment may use a 35OF dry-bulb outside air tempeature for 50 to 70 I soa a 071 this calculation.This exception is limited to a maximum of 20 tons >70 I storage 070 per building. 1411.4 Packaged Electric Heating and Cooling Equipment:Packaged 14132 Documentation:Water economizer plans submitted for approval electric equipment providing both heating and cooling with a total cooling shall include the following information capacity greater than 20,000 Btu/h shall be a heat pump. 1. Maximum outside air conditions for which economizer is sized to Exception:Unstaffed equipment shaefters or cabinets used provide full cooling. solely for personal wireless service facilities. 2. Design cooling load to be provided by economizer at this outside 1412 Controls air condition. 1412.1 Temperature Controls:Each system shall be provided with at 3. Heat rejection and terminal equipment performance data least one temperature control device.Each zone shall be controlled by including model number,flow rate,capacity,entering and leaving Individual thermostatic controls responding to temperature within the zone. temperature in full economizer cooling mode. At a minimum,each floor of a building shall be considered as a separate 1413.3 Integrated Operation:Air economizers shall be capable of zone- providing partial cooling even when additional mechanical cooling is 14122 Deadband Controls:When used to control both coml0n heating required to meet the remainder of the cooling load, and cooling,zone thermostatic controls shall be capable of a deadband of Exceptions: at least 5 degrees F within which the supply of heating and tooling energy 1. Individual,direct expansion units that have a rated capacity to the zone is shut off or reduced to a minimum. less than 65,000 Btulh and use nonintegrated economizer Exceptions: controls that preclude simultaneous operation of the 1. Special occupancy,special usage,or code requirements economizer and mechanical cooling. where deadband controls are not appropriate. 2. Water-cooled water chillers- 2. Buildings complying with Section 1141.4,if in the proposed 1414 Ducting Systems building energy analysis,heating and cooling thermostat 1414.1 Sealing:Dud work which is designed to operate at pressures setpoints are set to the same temperature between 70 above 112 inch water column static pressure shall be sealed In accordance degrees F and 75 degrees F Inclusive,and assumed to be with Standard RS-18. Extent of seating required is as follows: constant throughout the year. 1 Static pressure: 1/2 inch to 2 inches;seal transverse joints. 3. Thermostats that require manual changeover between 2. Static pressure: 2 Inches to 3 inches;seal all transverse joints healing and cooling modes. and longitudinal seams. 1412.3 Humidity Controls:If a system is equipped with a means for 3. Static pressure: above 3 inches;seal all transverse joints, adding moisture,a humidistat shall be provided. longitudinal seams and duct wall penetrations. 1412A Setback and Shut-Oft:HVAC systems shall be equipped with Duct tape and other pressure sensitive tape shall not be used as the automatic controls capable of accomplishing a reduction of energy use primary sealant where ducts are designed to operate at static pressures of through control setback or equipment shutdown during periods of non-use 1 filch W C.or greater. or alternate use of the spaces served by the system.The automatic 14142 Insulation:Ducts and plenums that are constructed and function controls shall have a minimum seven-day clock and be capable of being as pan of the building envelope,by separating interior space from exterior set for seven different day types per week space,shall meet all applicable requirements of Chapter 13.These Exceptions: requirements include insulation installation,moisture control,air leakage, 1. Systems serving areas which require continuous operation at and building envelope insulation levels.Unheated equipment rooms with the same temperature setpoint. combustion air louvers must be Isolated from the conditioned space by 2. Equipment with full load demands of 2 kW(6,826 Btu/h)or Insulating interior surfaces to a minimum of R-11 and any exterior less may be controlled by readily accessible manual off-hour envelope surtaces per Chapter 13.Outside air ducts serving individual controls. supply air units with less than 2,800 ctm of total supply air capacity shall be 1412A.1 Dampers:Outside air intakes,exhaust outlets and relief outlets insulated to a minimum of R-7 and are not considered building envelope. serving conditioned spaces shall be equipped with dampers which close Other outside air duct runs are considered building envelope until they. automatically when the system is off or upon power failure. 1. connect to the heating or cooling equipment,or Exceptions: 2. are isolated from the exterior with an automatic shut-oil damper 1. Systems serving areas which require continuous operation. complying with Section 1412.4.1. 2. Combustion air intakes_ Once outside air ducts meet the above listed requirements,any runs 3. Gravity(nonmotorized)dampers are acceptable in buildings within conditioned space shall comply with Table 14-5 requirements. less than 3 stories in height. Other duds and plenums shall be thermally insulated per Table 14.5. 4. Gravity(nonmotorized)dampers are acceptable in exhaust Exceptions: and relief outlets in the first story and levels below the]list 1, Within the HVAC equipment. story of buildings three or more stories in height 2. Exhaust air ducts not subject to condensation. 1412.4.2 Optimum Start Controls:Heating and cooling systems with 3. Exposed ductwork within a zone that serves that zone. design supply air capacities exceeding 10,000 cfm shall have optimum 1415 Piping Systems start controls Optimum start controls shall be designed to automatically 1415.1 insulation:Piping shall be thermally insulated in accordance with adjust the start time of an HVAC system each day to bring the space to Table 14.6. desired occupied temperature levels Immediately before scheduled Exception:Piping installed within unitary HVAC equipment. occupancy The control algorithm shall,as a minimum,be a function of the ddference between space temperature and occupied selpoim and the accordance with Washington Slate conditionedar pips outside the shall a Plumbing Code(W AC 51126)ted in amount of time prior to scheduled occupancy 1418 Completion Requirements(Ae/er to NREC Section 1416 and the Building Commissioning Guidelines,published by the Building Commissioning Association,for complete text and guidelines for building completion and commissioning r"utrements.) ` 2001 Washington State Nonresidential Energy Code Compliance Form Envelope Summary Climate Zone 2001 Washington State Nmesidennal twgy Code Comp4wre Forms Revised hie 2002 xJM Project Info Project Address stillaguemish WTP (Date 6/1/2004 17906 43rd Avenue NE For Building Department Use Arlington, WA 98223 Applicant Name: city of Marysville Applicant Address: so Columbia Avenue, Marysville, WA 98270 Applicant Phone (360) 651-5100 Project Description New Building ❑ Addition ❑ Alteration ❑ Change of Use 0 Prescriptive ❑ Component Performance ❑ ENVSTD 2.1 ❑ Systems Compliance Option (See Decision Flowchart(over)for qualifications) (4.0 not acceptable) Analysis Space Heat Type O Electric resistance OO All other (see over for definitions) Total Glazing Area Electronic version: these values are automatically taken from ENV-UA-1- Glazing Area Calculation (rough opening) Gross Exterior Note:Below grade walls may be included in the (vertical&overhd) divided by Wall Area times 100 ecuals %Glazing Gross Exterior Wall Area if they are insulated to 63.9 3.9 — 735.9 X 100— 8•7 0 the level required for opaque walls. yeS Check here rf using this option and 0 project meets a:l requirements for the ConcreteWasonry ConereteMlasonry Option Option. See Decision Flowchart(over)for qualifications. Enter requirements for each qualifying p O no assembly below. Envelope Requirements(enter values as applicable) Opaque ConcretelMasonry Wall Requirements Fully heatedlcooled space Insulation on interior-maximum U-factor is 0.19 Minimum Insulation R-values Insulation on exterior or integral-maximum U-factor is 0.25 Roofs Over Attic 19.0 If project qualifies for Concrete/Masonry Option.list walls with HC-e 9 0 Btu/"*F below(other walls must meet All Other Roofs 19.0 Opaque Wall requirements). Use descriptions and Opaque Walls' 11.0 values from Table 20-5b in the Code. Below Grade Walls n/a Wall Description U-factor Floors Over Unconditioned Space n/a (including insulation R-value&position) Slabs-on-Grade I 10.0 Radiant Floors n/a Maximum U-factors Opaque Doors 0.250 Vertical Glazing 0.390 Overhead Glazing n/a I Maximum SHGC(or SC) VerlicaVOverhead Glazing Semi-heated space Minimum Insulation R-values Roofs Over Semi-Heated Spaces2 19.0 1-Assemblies with metal training must comply with overall U-actors 2 Refer to Section 1310 for qualifications and requirements Notes: 2001 Washington State Nonresidential Energy Code Compliance Form 2001 Washington State Nofxesidenual Energy code Compliance Forms Rwrrd Jun-MM KJM rDepcision Flowchart Use this flowchart to determine if project qualifies for the optional Prescriptive Option. rescriptive Option If not,either the Component Performance or Systems Analysis Options must be used. 1302 Space Heat Type:For the purpose of determining building envelope Electric Resistance:Space heating systems which use electric resistance requirements.the Idwwing two categories canonise all space heating types: START elements as the primary heating system including baseboard,radiant and Other:All other space heating systems Including W.solid fuel.oil,and forced air units where the total electric resistance heat capacity exceeds 1.0 propane space heating systems and those systetm listed in the exception to W 1ftr of The gross conditioned floor area Except in:Heat pumps and terminal electric fesistance_ (continued at right) electric resistance heating in variable air volume distribution systems. Electric NO Resistance Yes Heat? i All walls R-19 All walls R-11 W criteria n ? rr r- criteria OK? oftiZiation? insulation? (below) (below) ras ras Flo < � <40%, <20% c 20% ND Glazing? Flo Glaring Gazing., azing? Glazing? Ydis Vas rdn Ys All Insulating installed? All Insulating Installed? All Insulating Installed? All Insulating Installed? O Cpague Wall R-11 Opaque Wall R-11 Metal Framed Wall 11-0.062 Metal Framed Wall 11-0.062 Below Grd wall(d?xt) R-10 Masonry Wall(int) U-0.19 Other Opaque Wall R-19 Other Opaque Wall R-19 Below Grd Wall loth) R-11 Masonry Wall(other) U-0-25 Masonry Wall(int) U-0.19 Below Grd Wall(ext) R-10 Root Over Attic R-30 Below Grd Wall(exq R-10 Masonry Wahl(other) t1-0.25 Below Grd Wall(oth) R-19 All Other Roof R-21 Below Grid Wall loth) R-11 Below Grd Wall(end) R-10 Roof Over Attic R-38 Raised Floor R-19 Rool Over Attic R-30 Below Grd Wall loth) R-19 All Other Roof R-30 Slab-On-Grade R-10 All Other Roof R-21 Roof Over Attic R-38 SlaRaised Floor R-10 Radiant Floor R-10 Raised Floor R-19 All Other Roof R-30 Radiant Floor R-10 Opaque Door U 0-60 Slab-On-Grade R-10 Raised Floor R-30 Radiant Floor R-10 Radiant Floor R-10 Slab-On-Grade R-10 0 60 Glazing Criteria Met? Opaque Door U-0.60 Radiant Floor R-10 Glazing Criteria Met? Opaque Door U-0.60 Glazing Vert OH Glazing Criteria Met? Glazing Vert OH Area% UVal Wal SHGC GlaYrhg Vert OH Glaring Criteria Met? Area% Wal Wal SHGC 0-15% 090 145 100 Area% Wal UVal SHGC Glazing Vert OH 0-20% 0.40 080 1-00 15-20% 075 1.40 1.00 0.10% 0.90 1.45 100 Area Wal Wal SHCC 20-30% 065 1.30 0-65 10-15% 0.75 1.40 100 0-20"/ 0.40 0.80 1.00 30-40% 0-60 1.30 0.45 15-20% 0.65 1.30 0.80 20-25% 060 1.30 045 Yes No Yes --E Prescriptive Yes Path Allowed Yes No No Component Performance NO or Systems Analysis Required Wall Heat Capacity HC Concrete/Masonry Option* P tY •It the areaweighted heat Assembly Description Assy.Tag HC— Area(sf) HC x Area capacity(HC)of the total above grade wall is a minimum of 9.0, the Concrete Masonry Option may be used. "For framed walls,assume HC=1.0 unless calculations are provided:for all other walls,use Totals Section 1009. Area weighted HC:divide total of(HC x area)by Total Area 2001 Washington State Nonresidential Energy Code Compliance Form Envelope UA Calculations • 2001 Washington State Nonresidential Energy Code Compliance Fonts Revised June 2002 KJM Project Address Stillaguamish WTP Date 6/1/2004 Space Heat Type O Electric resistance 0 All other For Building Department Use Glazing Area as%gross exterior wall area 8.7% Prop. 25.0% Max.Target Concrete/Masonry Option * Yes O No Notes:If glazing area exceeds maximum allowed in Table,then calculate adjusted areas on back(over). If Concrete/Masonry Option is used,Target U-factors,SHGC and Glazing%will be different than shown below. Refer to Table 13-1 for correct values. Building Component Proposed UA Target UA List components by assembly ID&page# U-factor x Area(A) =UA(U x A) U-factor x Area(A) =UA(U x A) U=0.900 Plan ID East office 5'4•x4 0.900 21.3 19.2 0.900 63.9 57.5 U=0.900 Plan ID south office 0.900 21.3 19.2 Glazing% Electric Resist. Other Heating m m U=0.900 Plan IDwest Wall 0.900 21.3 19..2 0-150% 0.40 0.90 o >15-20% 0.40 0.75 r iq U= Plan ID: a) C7 U= Plan ID: >20-30% see note above 0.60 U= Plan ID: >30-40% see note above 0.50 U= Plan ID: (see Table 13-1 for Cort,clMasonry values) m U= Plan ID: tm O U= Plan ID: Glazing% Electric Resist. Other Heating _a U= Plan ID: 0-15% 0.80 1.45 0 U= Plan ID: >15-20% 0.80 1.40 mw U= Plan ID: >20-30% see note above 1.30 t 0 m >30-40% see note above 1.25 o U= Plan ID: O> s U= Plan ID: (see Table 13 1 for Conc/Masonry values) O U= Plan ID: 3 jU=0.600 Plan IDnoors 0.600 21.0 12.6 0.600 42.0 25.2 03. m c U=0.600 Plan ID Doors 0.600 21.0 12.6 Electric Resist. Other Heating U= Plan ID: 0.60 0.60 n u R=19.0 Plan IDoffice Roof 0.050 367.0 18.4 0.060 367.0 22.0 5 > •`- R= Plan ID: Electric Resist. Other Heating C `1R= Plan ID: 0.031 0.036 w IR= Plan ID: Electric Resist. Other Heating y o R= Plan ID: O cc R= Plan ID: 0.034 0.050 R=11.0 Plan IDEast wall 0.090 171.0 15.4 0.140 630.0 88.2 R=11.0 Plan ID North Wall 0.090 144.0 13.0 y R=11.o Plan IDWest Wall 0.090 171.0 15.4 � R=11.0 Plan ID south Wall 0.090 144.0 13.0 Electric Resist, Other Heating R= Plan ID: 'v Ordinary 0.062 0.14 co n R= Plan ID: Conc(int) 0.19 0.19 O R= Plan ID: Conc(oth) 0.25 0.25 'Note:sum of Target Areas here should equal Target Opaque Wall Area(see back R= Plan ID: ' v ` R= Plan ID: Electric Resist. Other Heating 3 R= Plan ID: 0.062 0.14 Note:if insulated to levels required for opaque walls,list above with opaque walls „ z R= Plan ID: > i R= Plan ID: Electric Resist. Other Heating - O -` R= Plan ID: 0.029 0.056 R= Plan ID: m R= Plan ID: z R= Plan ID: Electric Resist. Other Heating i R= Plan ID: F=0.54 F=0.54 R= Plan ID: (see Table 13-1 for radiant floor values) For CMU walls,indicate core insulation material. Totals 1102.9 157.8 Totals 1102.9 192.9 For compliance: 1)Proposed Total Area shall equal Target ota Area,and ) roposeo otal UA sha not exceed arget iota 2001 Washington State Nonresidential Energy Code Compliance Form Climate Zone 1 ENV-SHGC 2001 Washington State Nonresidential Energy Code Compliance Forms Revised June 2002 KJM Glazing Proposed SHGC Target SHGC List components by assembly ID&page# SHGC' x Area A =SHGC x A SHGC x Area A =SHGC x A ID:East Office 0.590 21.3 12.6 1.000 63.9 63.9 ID:South Office 0.590 21.3 12.6 Glazing° Electric Resist. Other Heating Ip;west Wall 0.590 21.3 12.6 0-20% 1.00 1.00 CIS^' >20-300/6 not allowed 0.65 FD ID: >30-40% not allowed 0.45 ID: (see Table 13-1 for ConUMasonry values) ID: 'Note:Manufacturers SC may be used in lieu of Totals 63.9 37.7 Totals 63.9 63.9 For compliance:Proposed total SHGC x A shall not exceed Target total SHGC x A NOTE:Since 1997 SHGC compliance for vertical and overhead glazing is allowed to be calculated together. - • . • If the total amount of glazing area as a%of gross exterior wail area(calculated on ENV-SUM1)exceeds the maximum allowed in Table 13-1. then this calculation must be submitted Use the resulting areas in the Target UA and SHGC calculations above. Proposed Areas: Numbered values are used in calculations below. Roofs over Attics Other Roofs Walls 1 ote Glazing Area OG= OG= VG= 63.9 OG=overhead glazing Opaque Area 367.0 630.0 VG=vertical glazing Gross Exterior Wall Max Glazing Area Maximum Target Area (Table 13-1) Glazing Area 735.9 X 25.0`k _ 100 = 184.0 Target OG Area in Roots over Attics Target OG Area in Other Roofs Max OG Remaining Target VG Area For Target OG's,the 184.0 - a lesser = 63.9 iesw values are used 184.0 - :0 lesser - both here and below. �> 184.0 `> 184.0 Proposed Opaque Area Proposed OG Area Target OG Area W Target Opaque Area - 367.0 Roofs over Attics 367.0 + Other Roofs + - Proposed Opaque Area Proposed VG Area Target VG Area Taglet Opaque Area Wails 630.0 + 63.9 - 63.9 = 630.0 Target Areas OK Note: If there is more than one type of wall.the Target VG Area maybe distributed among them.and SDI rate Target Opaque Areas found. If the Target Areas for Opaque Walls listed on the front must equal the total calculated here. Target values in shaded boxes are used in the applicable Target UA calculations on the front. Target VG Area and Total Target OG Area are also used in the applicable Target SHGC calculations above. 2001 Washin ton State Nonresidential Energy Code Compliance Form I Building PermitPlans 2001 Washington State Nonresidential Energy Code compliance Form Revised June 2002 KIM Project Address stillaguamish WTP Date 6/1/2004 The following information is necessary to check a building permit application for compliance with the building envelope requirements in the Washington State Nonresidential Energy Code. Applicability Cade Location Building Department (yes,no.n.a) I Section Component Information Required on Plans Notes GENERAL REQUIREMENTS (Sections 1301-1314) 1-101 ScQpe Unconditioned spaces identified on plans if giflowed yes 1302 Space heat type: other If"Other'. indicate I n that electric resistance heal is no allowed es 1,q10.2 S rni- e so ac S i- pate-d spaces idw Ins if allowed lti-1 1311 nsulation yes 1311.1 Insul.installation Indicate densities and clearances yes 1311.2 Roof/ceiling insul. Indicate R-value on roof sections for attics and other roots: 1h-5 Indicate clearances for attic insulation: Indicate baffles if eave vents installed: Indicate face stapling,of faced batts yes 1311.3 Wall insulation Indicate R-value on wall sections: -1 Indicate face staplinq of faced baits: Indicate above qrade exterior insulation is protected: Indicate loose-fill core insulation for masonry walls as necess: Indicate heat capacity of masonry walls masonryif option is usedr i r d t taken NV T , n.a. 1311.4 Floor insulation Indicate R-value on floor sections: Indicate substantial contact with surface: Indicate supports not more than 24"o.c.: Indicate that insulation does not block airflow throuah foundation vents yes 1311.5 Slab-on-qrade floor Indicate R-value on wall section or foundation detail: v-1 Indicate slab insulation extends down vertically 24'from top; Indicate above grade exterior ins tlatinn is protecte n.a. 1311.6 Radiant floor Indicate R-value on wall section or foundation detail: Indicate slab insulation extends down vertically 36"from the top; Indicate above qrade exterior insulation is protected: Indicate insulation also under entire slat,where re 'd by Official yes 1312 Glazing and doors Provide calculation of glazing area(including both vertical �- sort vertical and overt, as percent of rose w II are yes 1312.1 U-factors Indicate glazing and door U-factors on glazing and door 08e00 - pq3 schedule(provide area-weiqhted calculations as necessary): Indicate if values are NFRC or default,if values are default 0e110- pq3 then specify frame type,glazinq layers,gapwidth,low-e coalina, aas fillinas yes 1312.2 SHGC&SC Indicate glazing solar heat gain coefficient or shading oesoo- pg3 coefficient on glazinq schedule(provide area-weighted nalCtlla i e as npcps 1313 oisturr-control yes 1313.1 Vapor retarders Indicate vapor retarders on warm side 07210- z yes 1313.2 Roc,Viceilino vap.ret. Indicate vapor retarder on roof section: 1A-5 Ind a e v (PlArd with sealed e n s Ior non-wood tr c. yes 1313.3 Wall vapor retarder Indicate vapor retarder on wall section 07210- v2 yes 1313.4 Floor vapor retarder Indicate vapor retarder on floor section 03300- 99 n.a. 1313.5 Crawl space vap.ret. Indicate six mil black polyethylene overlapped 12"on ground 1314 Air leakage yes 1314.1 Bldg.envel.sealing Indicate sealing,caulking,gasketing,and weatherstripping 09920 yes 1314.2 Glazing/door sealing Indicate weatherstripping 0ee00- pQs 5 Oe710- a9 10 n.a. 1314.3 Asseenb.as duct`, Indicate sealing,caulking and gasketing PRESCRIPTIVE/COMPONENT PERFORMANCE(Sections 1320-23 or 1330-34) n.a. J:=P,,.-ide d and attached. omponent performance worksheet if necessary de ENVSTD 2 1 screen 1()utoul if necessary If"no"is shown for any question,provide explanation: 2001 Washin ton State Nonresidential Ener Code Compliance Form Building Permit Plans 2001 W wNngton State Nonresidential Energy Code Compliance Forms Revised June 2002 KJM Envelope- General Requirements 1311 Insulation Product samples used for U-factor determinations shall be production tine units or representative of units as purchased by 1311.1 Installation Requirements: All insulation materials the consumer or contractor. Unlabeled glazing and doors shall shall be installed according to the manufacturer's instructions be assigned the default U-factor in Section 2006. to achieve properdensities,maintain clearances,and maintain 1312.2 Solar Heat Gain Coefficient and Shading uniform R-values. To the maximum extent possible,insulation Coefficient: Solar Heat Gail Coefficient(SHGC),shall be shall extend over the full component area to the intended R- determined,certified and labeled in accordance with the value. National Fenestration Rating Council(NFRC) Standard by a 1311.2 Roof/Ceiling Insulation:Open-down or poured loose- certified,independent agency,bcensed by the NFRC. fig insulation may be used in attic spaces where the slope of Exception: Shading coefficients(SC)shall be an the ceiling is not more than 3/12 and there is at least thirty acceptable altemate for compliance with solar heat inches of clear distance from the top of the bottom chord of the gain coefficient requirements. Shading coefficients truss or ceiling joist to the underside of the sheathing at the for glazing shall be taken from Chapter 27 of roof ridge.When eave vents are installed,baffling of the vent Standard RS-27 or from the manufacturers test data openings shag be provided so as to deflect the incoming air 1313 Moisture Control above the surface of the insulation. Where lighting fixtures are recessed into a suspended or 1313.1 Vapor Retarders:Vapor retarders shall be installed on exposed grid ceiling,the roof/ceiling assembly shall be the warm side(in winter)of insulation as required by this insulated in a location other than directly on the suspended section ceiling Exception:Vapor retarder installed with not more Exception: Type IC rated recessed lighting fixtures. than 1/3 of the nominal R-value between it and the Where installed in wood framing,faced batt insulation conditioned space. shall be face stapled 1313.2 Roof/Ceiling Assemblies:Roof/ceiling assemblies 1 Where the ventilation space above the insulation is less than 311.3 Wall Insulation:Exterior wall cavities isolated during wood an average of twelve inches shall be provided with a vapor framing shall be fully insulated to the levels of the surrounding retarder. Roof/ceiling assemblies without a vented airspace, walls.When installed in wood framing,faced bait insulation where neither the roof deck nor the roof structure are made of shall be face stapled wood,shall provide a continuous vapor retarder with taped Above grade exterior insulation shall be protected seams. 1311.4 Floor Insulation: Floor insulation shag be installed in Exception: Vapor retarders need not be provided a permanent manner insubstantial contact with the surface where all of the insulation is installed between the being insulated. Insulation supports shall be installed so roof membrane and the structural roof deck spacing is not more than twenty-four inches on center. 1313.3 Walls:Walls separating conditioned space from Installed insulation shall not block the airflow through unconditioned space shall be provided with a vapor retarder. foundation vents. 1311.5 Slab-On-Grade Floor: Slab-on-grade insulation 1313.4 Floors:Floors separating conditioned space from unconditioned space shall be provided with a vapor retarder. installed inside the foundation wall shall extend downward from 1313.5 Crawl Spaces:Aground cover of six mil(0.006 inch the top of the slab a minimum distance of twenty-four inches a P� g to the top of the footing,whichever is less. Insulation installed thick)black polyethylene or approved equal shall be laid over outside the foundation shall extend downward a minimum of the ground within crawl spaces.The ground cover shall be twenty-four inches or to the frostiine,whichever is greater. overlapped twelve inches minimum at the joints and shall Above grade insulation shall be protected extend to the foundation wall. Exception:For monolithic slabs,the insulation shall Exception:The ground cover may be omitted in extend downward from the top of the slab to the crawl spaces if the crawl space has a concrete slab bottom of the footing. floorwith a minimum thickness of three and one-half inches. 1311.6 Radiant Floors(on or below grade): Slab-on-grade 1314 Air Leakage insulation shall extend downward from the top of the slab a a9 minimum distance of thirty-six inches or downward to the top of 1314.1 Building Envelope:The requirements of this section the footing and horizontal for an aggregate of not less than shall apply to building elements separating conditioned from thirty-six inches. unconditioned spaces. Exterior joints around windows and If required by the building official where soil conditions door frames,openings between walls and foundation, between warrant such insulation,the entire area of a radiant floor shall walls and roof and wall panels;openings at penetrations of be thermally isolated from the soil. Where a soil gas control utility services through wails,floors,and roofs; and all other system is provided below the radiant floor,which results in openings in the building envelope shall be sealed, caulked, increased convective flow below the radiant floor,the radiant gasketed,or weal herstri pped to limit air leakage. floor shall be thermally isolated from the sub-floor gravel layer. 1314.2 Glazing and Doors:Doors and operable glazing 1312 Glazing and Doors separating conditioned from unconditioned space shall be 1312.1 Standard Procedure for Determination of Glazing weathherstripped. Fixed windows shall be tight fitting with glass retained by stops with sealant or caulWng all around and Door U-Factors: U-factors for glazing and doors shall be Exception:Openings that are wired to be fire determined,certified and labeled in accordance with Standard resistant RS-31 by a certified independent agency licensed by the National Fenestration Rating Council(NFRC). Compliance 1314.3 Building Assemblies Used as Ducts or Plenums: shall be based on the Residential or the Nonresidential Model Building assembies used as ducts or plenums shall be sealed, Size. caulked,and gasketed to limit air leakage. 2001 Washington State Nonresidential Energy Code Compliance Form Lighting Summary LTG-SUM 2001 Washington Slate Nonresidential Energy Code Compliance Forms Revised June 2002-KJM Project Info Project Address Stillaguamish wTP Date 6/1/2004 17906 43rd Avenue HE For Building Department Use Arlington, WA 98223 Applicant Name: City of Marysville Applicant Address: 80 Columbia Avenue@Iarysville, WA 9927011 Applicant Phone: (360) 651-51006 Project Description E New Building ❑ Addition ❑ Alteration ❑Plans Included Refer to WSEC Section 1513 for controls and commissioning requirements. Compliance Option Prescriptive Q Lighting Power Allowance O Systems Analysis (See Qualification Checklist(over).Indicate Prescriptive&LPA spaces clearly on plans.) Alteration Exceptions JEI No changes are being made to the lighting (check appropriate box) I❑ Less than 60%of the fixtures are new,and installed lighting wattage is not being increased Maximum Allowed Lighting Wattage (Interior) Location Allowed (floor/room no.) Occupancy Description Watts oer ftz.. Area in ftz Allowed x Area office-Lab Lab office Area 2.00 267.0 534.0 Toilet Restroom 0.80 82.2 65.8 elec Room elect equipment room (exemp) Mach Room Koch equipment room (exec) Hod/Hypo Room Process (exempt) Chem Room Process (exempt) HS Pump Room Process (exempt) Membrane Room Process (exempt) From Table 15-1 (over)-document all exceptions on form LTG-LPA Total Allowed Watts 599.8 Notes: 1.Use manufacturer's listed maximum input wattage. For hard-wired ballasts only,the default table in the NREC Technical Reference Manual may also be used 2.Include exit lights unless less than 5 watts per fixture. Proposed Lighting Wattage(Interior List all fixtures.For exempt lighting,not exception and leave Watts/Fixture blank. Location Number of Watts/ Watts floor/room no.) Fixture Description Fixtures Fixture Proposed office-Lab Flourescent 4 foot, surface mount, UL electronic ballas 4 64.0 256.0 Toilet Restrocm 1 64.0 64.0 Total Proposed Watts may not exceed Total Allowed Watts for Interior Total Proposed Watts 320.0 Maximum Allowed Lighting htin Wattage (Exterior) Auowea Warts Area in ft` Allowed watts Location Description per ftZ or per If (or If for perimeter) x ftZ(or x If) Covered Parking 0.2 We standardpaint) Covered Parking 0.3 We (reflectivepaint) Open Parking 0.2 We Outdoor Areas 0.2 We Bldg.(by facade) 0.25 W/ft2 Bldg.(by perim) Building Perimeter 7.5 W/If 355.7 2667.5 Note:for building exterior,choose either the facade area or the perimeter method,but not both) Total Allowed Watts 2667.5 Use mfgr listed maximum input wattage.For fixtures with hard-wired ballasts only, Proposed Lighting Wattage (Exterior) the default table in the NREC Technical Reference Manual may also be used. Number of Watts/ Watts Location Fixture Description Fixtures Fixture Proposed North Side wl- 6ow Incandescent - Motion Sensor 1 60.0 60.0 2001 Washington State Nonresidential Energy Code Compliance Form North Side W4- 175W Clear ME Multi-Vapor - Photocell 2 175.0 350.0 North Side W3 - SOW Clear ME -Photocell 1 50.0 50.0 South Side WS- 60W Incandescent - Motion Sensor 1 60.0 60.0 South Side w4- 175W Clear ME Multi-Vapor - Photocell 2 50.0 100.0 East Side WS- Emergency Eyewash - Snitched From EE - 30OW 1 300.0 300.0 Fast Side W2- 42W Floureacent 2 42.0 84.0 Fast Side W3 - SOW Clear ME -Photocell 4 50.0 200.0 West Side W3 - SOW Clear ME -Photocell 2 50.0 100.0 Total Proposed Watts may not exceed Total Allowed Watts for Exterior Total Proposed Watts 1304.0 2001 Washington State Nonresidential Energy Code Compliance Form • • Summary (back) LTG-SUM 2001 Washington State Nonresidential Energy Code Compliance Fortes Revised June 2002-KJM Prescriptive Spaces Occupancy: O Warehouses,storage areas or aircraft storage hangers OO Other Qualification Checklist Lighting Fixtures: El Check here if at least 95%of fixtures in the space meet all four criteria: Note:If occupancy type is"Other"and fixture answer is checked,the number of fixtures in 1.Fixtures are fluorescent,non-lensed,with only one or two lamps,and the space is not limited by Code. Cleary indicate these spaces on plans. If not 2.Lamps are T-1,T-2,T-4,T-5,T-6,T-8 3.Lamps are 5-50 Watts,and qualified,do LPA Calculations. 4.Ballasts are electronic ballasts 5.Exit lights<5 watts/fixture 6.Screw-in compact fluorescent fixtures do not qualify TABLE 15-1 Unit Lighting Power Allowance LPA Use LPA` Use' LPA W/sf) (W/sf Paintin ,welding,carpentry,machine shops 2.3 Police and fire stations' 1.5 Barber shops.beauty shops 2.0 Atria(atriums) 1.0 Hotel banquet/conference/exhibition hall"' 2.0 Assembly spacesy,auditoriums,gymnasia,heaters 1.0 Laboratories 2.0 GrouD R-1 common areas 1.0 Aircraft repair hangars 1.5 Process plants 1.0 Cafeterias,fast food establishments- 1.5 Restaurants/bars 1.0 Factories,workshops,handling areas 1.5 Locker and/or shower facilities 0.8 Gas stations,auto repair shops 1.5 Warehouses",storage areas 0.5 Institutions 1.5 Aircraft stora a han ars 0.4 Libraries 1.5 Retail",retail banking 1.5 Nursing homes and hoteVmotel guest rooms 1.5 Parking garages See Section 1532 Wholesale stores(pallet rack shelving) 1.5 Mall concourses 1.4 Plans Submitted for Common Areas Only' Schools buildings(Group E occupancy only), 1.35 Main floor building lobbies'(except mall 1.2 school classrooms,day care centers concourses Laundries 1.3 Common areas,corridors,toilet facilities and 0.8 washrooms.elevator lobbies Office buildings,office/administrative areas in 1.2 facilities of other use types(including but not limited to schools.hospitals,institutions,museums,banks, churches)s7' '11 Footnotes for Table 15-1 1) In cases in which a general use and a specific use are listed,the specific use shall apply.In cases in which a use is not mentioned specifically,the Unit Power Allowance shall be determined by the building official.This determination shall be based upon the most comparable use specified in the table.See Section 1512 for exempt areas. 2) The watts per square foot may be increased,by two percent per foot of ceiling height above twenty feet,unless specifically directed otherwise by subsequent footnotes. 3) Watts per square foot of room may be increased by two percent per foot of ceiling height above twelve feet. 4) For all other spaces,such as seating and common areas,use the Unit Light Power Allowance for assembly. 5) Watts per square foot of room may be increased by two percent per foot of ceiling height above nine feet. 6) Includes pump area under canopy. 7) In cases in which a lighting plan is submitted for only a portion of a floor,a Unit Lighting Power Allowance of 1.35 may be used for usable office floor area and 0.80 watts per square foot shall be used for the common areas.which may include elevator space,lobby area and rest rooms.Common areas,as herein defined do not include mall concourses. 8) For the fire engine room,the Unit Lighting Power Allowance is 1.0 watts per square foot. 9) For indoor sport tournament courts with adjacent spectator seating,the Unit Lighting Power Allowance for the court area is 2.6 watts per square foot. 10) Display window illumination installed within 2 feet of the window,lighting for free-standing display where the lighting moves with the display,and building showcase illumination where the lighting is enclosed within the showcase are exempt. An additional 1.5 w/ft2 of merchandise display luminaires are exempt provided that they comply with all three of the following: a) located on ceiling-mounted track or directly on or recessed into the ceiling itself(not on the wall). b) adjustable in both the horizontal and vertical axes(vertical axis only is acceptable for fluorescent and other fixtures with two points of track attachment). c) fitted with tungsten halogen,fluorescent,or high intensity discharge lamps. This additional lighting power is allowed only if the lighting is actually installed. 11) Provided that a floor plan,indicating rack location and height,is submitted,the square footage for a warehouse may be defined,for computing the interior Unit Lighting Power Allowance,as the floor area not covered by racks plus the vertical face area(access side only)of the racks.The height allowance defined in footnote 2 applies only to the floor area not covered by racks. 2001 Washin on State Nonresidential Ener Code Com fiance Form Lighting Permit '0 Washington State Nonresidential Energy Code Compliance Forms Revised June 2002-iCJM Project Date 6/1/2004 J Stillaguemish UPl`P The following information is necessary to check a lighting permit application for compliance with the lighting requirements in the 1994 Washington State Nonresidential Energy Code. Applicability Code Location Building Department (yes,no.n.a.) Section Component Information Required on Plans Notes LIGHTING CONTROLS (Section 1513) yes 1513.1 Local controVaccess ISchedule with type.indicate locations 1E-3 i.a. 1513.2 Area controls Maximum limit per switch yes 1513.3 Daylight zone control Schedule with type and features,indicate locations yes vertical glazing Indicate vertical glazing on plans 2.A-3 yes overhead glazing Indicate overhead glazing on plans 1A-2 a.a. 1513.4 Display/exhib/special Indicate separate controls 1513.5 Exterior shut-off Schedule with type and features.indicate location n.a- (a)timer w/backup Indicate location yes (b)photocell. Indicate location lE-3 1513.E Inter.auto shut-off Indicate location a. 1513.6.1 (a) occup.sensors Schedule with type and locations n.a_ 1513:6.2 (b) auto.switches Schedule with type and features(back-up,override capability); Indicate size of zone on plans 4 1513.7 Commissioning Indicate requirements for lighting controls commissioning 1E-3 yes Lighting Sum.Form Completed and attached. attache d Schedule with fixture types, lamps,hallasts.watts per fixture yes Elec motor efficiency MECH-MOT or Equipment Schedule with hp,rpm,efficiency Mech- Mot If"no" is circled for any question, provide explanation: 2001 Washinaton State Nonresidential Ener Code Compliance Form Lighting Permit Plans Checklist LTG-CHK 2001 Washington State Nonresidential Energy Code Compliance Farms Revised June 2002•KJM Lighting - General Requirements 1513.5 Automatic Shut-Off Controls, Exterior:Exterior 1513 Lighting Controls. Lighting, lighting not intended for24-hour continuous use shall be g g g g,including exempt lighting in automatically switched by timer,photocell,or a combination of Section 1512,shall comply with this section.Where occupancy timer and photocell.Automatic time switches must also have sensors are cited,they shall have the features listed in Section program back-up capabilities,which prevent the loss of 1513.6.1.Where automatic time switches are cited,they shall program and time settings for at least 10 hours,if power is have the features listed in Section 1513.6.2. interrupted. 1513.1 Local Control and Accessibility:Each space, 1513.6 Automatic Shut-Off Controls,Interior:Office enclosed by walls or ceiling-height partitions,shall be provided buildings greater than 5,000 sq.ft.and all school classrooms with lighting controls located within that space.The lighting shall be equipped with separate automatic controls to shut off controls,whether one or more,shall be capable of turning off the lighting during unoccupied hours.Automatic controls may all lights within the space.The controls shall be readily be an occupancy sensor,time switch,or other device capable accessible,at the point of entry/exit,to personnel occupying or of automatically shutting off lighting. using the space. EXCEPTIONS: EXCEPTIONS:The following lighting controls may be 1. Areas that must be continuously illuminated,or centralized in remote locations: illuminated in a manner requiring manual 1. Lighting controls for spaces which must be used operation of the lighting. as a whole. 2. Emergency lighting systems. 2. Automatic controls. 3. Switching for industrial or manufacturing process 3. Controls requiring trained operators. facilities as may be required for production. 4. Controls for safety hazards and security. 1513.6.1 Occupancy Sensors:Occupancy sensors shall be 1513.2 Area Controls:The maximum lighting power that may capable of automatically turning off all the lights in an area,no be controlled from a single switch or automatic control shall not more than 30 minutes after the area has been vacated. exceed that which is provided by a twenty ampere circuit 1513.6.2 Automatic Time Switches:Automatic time switches loaded to not more than eighty percent.A master control may be installed provided the individual switches retain their shall have a minimum 7 day clock and be capable of being set capability to function independently.Circuit breakers may not for 7 different day types per week and incorporate an automatic be used as the sole means of switching. holiday'shut-off'feature,which turns off all loads for at least EXCEPTIONS: 24 hours and then resumes normally scheduled operations. 1. Industrial or manufacturing process areas,as Automatic time switches shall also have program back-up capabilities,which prevent the loss of program and time may be required for production.2. Areas less than five percent of footprint for settings for at least 10 hours,if power is interrupted. footprints over 100,000 square feet. Automatic time switches shall incorporate an over-ride 1513.3 Daylight Zone Control:All daylighted zones,as switching device which: defined in Chapter 2,both under overhead glazing and a) is readily accessible; adjacent to vertical glazing,shall be provided with individual b) is located so that a person using the device can see the controls,or daylight-or occupant-sensing automatic controls, lights or the areas controlled by the switch,or so that the which control the lights independent of general area lighting. area being illuminated is annunciated;and c) is manually operated; Contiguous daylight zones adjacent to vertical glazing are d) allows the lighting to remain on for no more than two hours allowed to be controlled by a single controlling device provided when an over-ride is initiated;and that they do not include zones facing more than two adjacent e) controls an area not exceeding 5,000 square feet or 5 cardinal orientations(i.e. north,east,south,west). Daylight percent of footprint for footprints over 100,000 square feet, zones under overhead glazing more than 15 feet from the whichever is greater. perimeter shall be controlled separately from daylight zones 1513.7 Commissioning Requirements:For lighting controls adjacent to vertical glazing. which include daylight or occupant sensing automatic controls, EXCEPTION: automatic shut-off controls,occupancy sensors,or automatic Daylight spaces enclosed by walls or ceiling time switches,the lighting controls shall be tested to ensure height partitions and containing 2 or fewer light that control devices,components,equipment and systems are fixtures are not required to have a separate switch for calibrated,adjusted and operate in accordance with approved general area lighting. plans and specifications.Sequences of operation shall be 1513.4 Display,Exhibition,and Specialty Lighting functionally tested to ensure they operate in accordance with Controls:All display,exhibition,or specialty lighting shall be approved plans and specifications.A complete report of test controlled independently of general area lighting. procedures and results shall be prepared and filed with the owner. Drawing notes shall require commissioning in accordance with this paragraph. 2001 Washington State Nonresidential Energy Code Compliance Form / Project Summary PRJ-SUM ' 2001 Washington State Nonresidential Energy Code Compliance Fours June 2002-KJM Project Info Project Address stillaguamish WlP Date 6/1/2004 17906 43rd Avenue NE For Building Department Use Arlington, WA 98223 RECEIVE' U Applicant Name: city of Marysville Applicant Address: 17906 43rd Avenue NE, Arlington, WA, 98223 Applicant Phone: (360) 651-5100 CGA BUILDING DEPT 0VW,1 S 04 7. � o 40566.E S/ONAL F EXPIRES 08/03/04 F 2001 Washington State Nonresidential Energy Code Compliance Form Mechanical Summary MECH-SUM June 2002-KJM 2001 WashingtoState Nonresidential Energy Code Compbance Forms Project Info Project Address Stillaguamish MTP Date 6/1/2004 17906 43rd Avenue HE For Building Dept.Use Arlington, WA 95223 Applicant Name: city of Marysville Applicant Address: 17906 43rd Avenue ME, Arlington, WA, 98223 Applicant Phone: (360) 651-5100 Project Description Construction of Stillaguamish Water Treatment Building. General ventilation for Briefly describe mechanical membrane filtration unit and associated equipment rooms,with natural gas unit heaters system type and features. for freeze protection. Office will have heat pump for heating and cooling.Chemical Rooms will have electric unit heaters for freeze protection only. P1 Includes Plans Drawings must contain notes requireing compliance with commissioning requirements-Section 1416 �(SeeimDp�cision m 0 Complex System 0 Systems Analysis Compliance Option lowchart(over)for qualifications.Use separate MECH-SUM for simple&complex systems.) ff ipment Schedules The following information is required to be incorporated with the mechanical equipment schedules on the plans. For projects without plans,fill in the required information below. Coolin E--ui-�ment Schedule p Ca ac OSA CFM SEER Equip. ' p Total CFM or Econo? or EER IPLV3 Location ID Brand Name' Model No. Blum AEU-1 TRAEE 22600 750 150 10.20 OFFICE Heatino E ui ment Schedule Ca aci OSA cfm Equip. , p Total CFM or Econo? Input Btuh Output Btuh Efficien 4 ID Brand Name' Model No. Btu/h �_1 TRAM OM-003 24000 750 n/a 30000 24000 0.800 UH_2 TRANS GMgD-003 24000 750 n/a 30000 24000 0.800 UE-3 TRANS GHND-003 24000 750 n/a 30000 24000 0.800 UR-A TRAHE MM-003 24000 750 n/a 30000 24000 0.800 UH-5 TRANS GEND-003 24000 750 n/a 30000 24000 0.800 UH-6 TRANS GHND-003 24000 750 a/a 30000 24000 0.800 UH-7 TRANS UEXA-103D28 lORW 800 n/a UE-a TRANS tEXA-033D28 3KW 750 n/a TRAM GHrm-003 24000 750 n/a 30000 24000 0.800 Fan E ui ment Schedule Equip. , CFM SP' HP/BHP Flow Controls Location of Service ID Brand Name' Model No. 8F-1 Greenback VADS-36-F37-13-A70 19000 0.75 10.00 CV membrane Area coiling gp_2 Greenback SE1-12-426-D-1 900 0.15 0.10 CV Chemical Storage Rocco EF-3 Greenback G-101-A8-QD 900 0.38 0.25 cv Sodium Eypochlorits Rocco EF-4 Greenback SE1-�16-421-A3 2400 0.15 0.3j3av Mechanical RocaEE EF-5 Greenback SE1- 16-421-A3 2550 0.15 0.3Electrical RocaeF-6 GreesheckSP-224 175 0.15 0.3 Electrical Roca SF-1 Greenback SP-224 1900010.75 10.00 CV Mcmbrane Area - West Wall 'If available. 2 As tested according to Table 14-1 A through 14-1 G. 3 If required. "COP,HSPF,Combustion Efficiency,or AFUE,as applicable. 5 Flow control types:variable air volume(VAV),constant volume(CV),or variable speed(VS). 2001 Washington State Nonresidential Energy Code Compliance Form Mechanical Summary • , System Description Constant vol? Air cooled? Packaged sys? ❑ <54,000or 00 Btuh If Heating/Cooling ❑ ❑ See Section 1421 for full description of or Cooling Only: Split system? ❑ Economizer included? Simple System qualifications. If Healing Only: 0 <5oo0 cfm? [] <70%outside air? Decision Flowchart Use this flowchart to determine if project qualifies for Simple System Option. If not,either the Complex System or Systems Analysis Options must be used. START f HeatingrCooWni /<70°/GSA��— No System Type or Cooling Only I Yes Pleating Only <5000 Air No cfm? Yes Reference Cooled? Section 1421 No Yes <70°A OSA Yes► rn<}le Np Yes Package Unit? <54,000 Btuh Split No or 1900 chn? System? Yes Yes Reference Econo Yes Section 1423 >84,000 Btuh Yes Included? No Simple System No Allowed No Reference *Section 1420 Use Complex Reference Systems I Section 1430 Refer to MECH-COMP Mechanical Complex Systems for assistance in determining which Complex C omplex Systems Systems requirements are applicable to this project. ' 2001 Washin ton State Nonresidential Enerqxl Code Com fiance Form Electric Motors • June 2002-KJ M 2001 W ashington State Nonresidential Energy Code Comniiarre Forms Project Date 6/1/2004 J Stillagunmish Wl'P Complete the following for all design A&B squirrel-cage,T-frame induction permanently wired polyphase For Building Department Use motors from 1 hp to 200 hp having synchronous speeds of 3600, 1800 or 1200 rpm(unless one of the exceptions below applies). Min.Nom. Motor No.or Type Synch. Full load Location HP (open./closed) Description of Application or Use Speed Efficiency P3104 75 closed High Service Pump 1 1800 94.1 0 P3105 75 closed High Service Pump 2 1800 94.1% AC-92 7- 1/2 closed Air Compressor 1800 89.5% AC-91 7- 1/2 closed Surge Tank Compressor 1800 89.5 0 P-07 2 closed Basin Pump 1 1800 84.0 0 P-08 2 closed Basin Pumop 2 1800 84.0% EF-1 10 Main Exhaust Fan 1800 89.5 0 SF-1 30 Hain Supply Fan 1800 89.5 0 Minimum Nominal Full-Load Efficiency Closed Motors Exceptions: 1. Motors in systems designed to use more Synchronous S eed(RPM) ]3�.60�01,200 3.600 1.800 1.200 than one speed of a multi-speed motor. HP Efficiency °io Efficien % 2. Motors already included in the efficiency 1.0 - 825 80.0 75.5 825 80.0 requirements for HVAC equipment(Tables 14-1 1.5 82.5 84.0 84.0 825 84.0 85.5 or 20 84.0 84.0 85.5 84.0 84.0 86.5 14 2). 3.0 84.0 86.5 86.5 85.5 875 87.5 3. Motors that are an integral part(i.e.not easily 5.0 85.5 87.5 87.5 87.5 1 8T5 87.5 removed and replaced of specialized process 7 5 87.5 88.5 88.5 88.5 89.5 89.5 equipment(i.e,equipment which requires a 10 88.5 89.5 1 90.2 89-5 89.5 89.5 special motor,such as an explosion-proof motor), 15 89 5 91.0 902 90.2 91.0 90.2 4. Motors integral to a listed piece of equipment 20 90.2 91.0 91.0 90.2 91,0 90.2 for which no qualifying motor has been approved 25 91.0 91.7 91.7 91.0 924 91.7 (i.e.if the only U.L.listing for the equipment is 30 91.0 924 924 91a94�594 0 92.4 91 7 with a less-efficient motor and there is no energy- 40 91.7 93.0 93.0 93-0 efficient motor option). 50 924 93.0 93.093.0 For motors claiming an exception,list motor and 60 93.0 93.6 93.693�6 note which exception applies. 75 93.0 94.1 93.693.6 P PP 100 93.0 94.1 94.194.1 125 93.6 94.5 94.1 94.1 150 93-6 95.0 44.5 94.5 950 950 2t70 94.5 95.0 94.5 95.0 95.0 95.0 2001 Washington State Nonresidential Energy Code Compliance Form 71.1lowing residsmai EnergyCedeCompliance Farts June 2002-KJM Date 6/1/2004 3tillaguamish SrTPation is necessary to check a mechanical permit application for compliance with the mechanical requirements in the Washington State Nonresidential Energy Code. ApplicabilityCode LocaTon Building Department Information Required on Plans Notes (yes,no,n.a.) Section Component q HVAC REQUIREMENTS(Sections 1401-1424) 1411 Equi men t erforrttiance a. 1411.4 Pkg.elec.big.&clg. List heat pumps on schedule ctr-, yes 1411.1 Minimum efficiency Equipment schedule with type,capacity,efficiency Gx-1 yes 1411.1 Combustion htg. Indicate intermittent ignition,flue�dratt damper&jacket loss Gx-z 1412 HVAC controls yes 1412.1 Temperature zones Indicate locations on plans x-1 yes 1412.2 Deadband control Indicate 5 degree deadband minimum cx-1 .a. 1412.3 Humidity control Indicate humidistat yes 1412.4 Automatic setback Indicate lhermostat with night setback and 7 diff.day types cx-i .a. 1412.4.1 Dampers Indicate damper location and auto.controls&max.leakage yes 1412.4.2 Optimum Start Indicate optimum start controls G'H-1 yes 1412.5 Heat pump control Indicate microprocessor on thermostat schedule 18-1 Indicate modulatin9 or control 1x-1 staged yes 1412.E Combustion htg. 9 yes 1412.7 Balancing Indicate balancing features on plans 1x-1 a. 1422 Thermostat interlock Indicate thermostat interlock on plans a. 1423 Economizers Equipment schedule 1413 Air economizers .a. 1413.1 Air Econo Operation Indicate 100%,capability on schedule .a- 1413.1 W tr Econo Operation Indicate 100%capacity at 45 degF db&40 deg F wb a. 1413.2 Water Econo Doc Indicate clg Toad&water econce&clg tower performance a. 1413.3 Integrated operation Indicate capability for partial cooling .a. 1413.4 Humidification Indicate direct evap or fog atomization w/air economizer 1414 Ducting systems a. 1414.1 Duct sealing Indicate sealing necessary .a. 1414.2 Duct insulation Indicate R-value of insulation on duct .a. 1415.1 Piping insulation Indicate R-value of insulation on piping 1416 Completion Requirements yes 1416.1&2 Drawings&Manuals Indicate requirement for record drawings and operation dots cx-i yes 1416.3.2 Air Balancing Indicate air system balance requirements GH-I .a. 1416.3.3 Hydronic Balancing Indicate hydronic system balance requirements yes 1416.4 Commissioning Indicate requirements for commissioning and prelim.Report GH-1 yes 1424 Separate air sys. Indicate separate systems on plans ix-1 yes Mechanical Completed and attached. Equipment schedule with types, Summary Form input/output,efficiency,cfm.hp.economizer ectlons 1 40-14 4 1440 Service water htg. a. 1441 Elec.water heater Indicate R-10 insulation under tank .a. 1442 Shut-off controls Indicate automatic shut-off .a. 1443 Pipe Insulation Indicate R-value of insulation on piping a. 1452 Heat Pump COP Indicate minimum COP of 4.0 .a. 1452 Heater Efficiency Indicate pool heater efficiency .a. 1453 Pool heater controls Indicate switch and 65 degree control a. 1454 Pool covers Indicate vapor retardant cover .a. 1454 Pools 90+degrees Indicate R-12 pool cover no Is arc a or any question, prove a exp anatton: i 2001 Washington State Nonresidential Energy Code Compliance Form Permitmechanical 200f W ashiNJ'on State Nonresidential Energy Code Compliance Forms June,2002-KJM Mechanical-General Requirements microprocessor ea rco Controls:Unitary a supplemental al heat ps sage include microprocessor controls that minimize supplemental heat usage during 1411.1 General:Equipment shall have a minimum performance at the start-up,set-up,and defrost conditions. These controls shall anticipate specified rating conditions not less than the values shown in Table 14-IA need for heat and use compression heating as the first stage of heat. through 14-iG.It a nationally recognized certification program exists for a Controls shall indicate when supplemental heating is being used through product covered in Tables 14.1A through 14-1G,and it includes provisions visual means(e.g.,LED indicators). for verification and challenge of equipment efficiency ratings,then the 1412.6 Combustion Heating Equipment Controls:Combustion healing product shall be listed in the certification program. equipment with a capacity over 225,000 Blu/h shall have modulating or Gas-fired and oil-fired forced am furnaces with input ratings 2 225.000 staged combustion control. Blufh(65 kW)shall also have an intermittent ignition or interrupted device Exceptions: (IID),and have either mechanical draft(including power venting)or a flue 1 Boilers. damper.A vent damper is an acceptable alternative to a flue damper for 2 Radiant Heaters. furnaces where combustion air is drawn from the conditioned space.All furnaces with input ratings>225,000 Btu/h(65 kW).including electric 1412.7 Balancing:Each air supply outlet or art or water terminal device furnaces,that are not located within the conditioned space shall have shell have a means lot balancing,including but not limited to,dampers, jacket losses not exceeding 0.75%of the input rating. temperature and pressure test connections and balancing valves. 14112 Rating Conditions:Cooling equipment shall be rated at ARI test 1413 Air Economizers conditions and procedures when available.Where no applicable 1413.1 Operation: Air economizers shall be of automatically modulating procedures exist,data shall be furnished by the equipment manufacturer. outside and return air dampers to provide 100 percent of the design supply 1411.3 Combination Space and Service Water Heatini For air as outside air to reduce or eliminate the need for mechanical cooling- combination space and service water heaters with a principal function of Water economizers shall be capable of providing the total concurrent providing space heat,the Combined Annual Efficiency(CAE)may be cooling bad served by the conneled terminal equipment tacking airside calculated by using ASHRAE Standard 124.1991.Storage water heaters economizer,at outside air temperatures of 45oF dry-bulb/40oF wet-bulb used in combination space heat and water heat applications shall have and below.For this calculation,an factors including solar and internal load either an Energy FActor(EF)or a CAE of not less than the following. shall be the same as those used for peak load calculations,except for the EF CAE outside temperatures. <50 al storage 0.58 0.71 Exception:Water economizers using air-cooled heat refection equipment may use a 3eF dry-bulb outside air temperature for 50 to 70 gal storage 0.57 1 0.71 1 this calculation.This exception is limited to a maximum of 20 tons >70 al storage 0.55 0.70 per building. 1411.4 Packaged Electric Healing and CooBng Equipment:Packaged 1413.2 Documentation:Water economizer plans submitted for approval electric equipment providing both heating and cooling with a total cooling shall include the following information: capacity greater than 20,000 Btu/h shall be a heal pump. 1. Maximum outside air conditions for which economizer is sized to Exception:Unstaffed equipment shaelters or cabinets used provide full cooling solely for personal wireless service facilities. 2. Design cooling load to be provided by economizer at this outside 1412 Controls air condition, 1412.1 Temperature Controls:Each system shall be provided with at 3. Heat rejection and terminal equipment performance data least one temperature control device.Each zone shall be controlled by including model number,flow rate,capacity,entering and leaving individual thermostatic controls responding to temperature within the zone. temperature in lull economizer cooling mode. At a minimum,each floor of a building shall be considered as a separate 1413.3 Integrated Operation:Air economizers shall be capable of zone. providing partial cooling even when additional mechanical cooling is 14122 Deadband Controls:When used to control both comfort healing required to meet the remainder of the cooling bad. and cooling,zone thermostatic controls shall be capable of a deadband of Exceptions: at least 5 degrees F within which the supply Of healing and cooling energy 1. individual.direct expansion units that have a rated capacity to the zone is shut off or reduced to a minimum less than 65.000 Btiuh and use nonintegrated economizer Exceptions- controls that preclude simultaneous operation of the 1. Special occupancy,special usage,or code requirements economizer and mechanical cooling. where deadband controls are not appropriate. 2. Water-cooled water chillers. 2. Buildings complying with Section 1141.4,i1 in the proposed 1414 Ducting Systems building energy analysis,heating and cooling thermostat 1414.1 Seating:Duct work which is designed to operate at pressures setpoints are set to the same temperature between 70 above 112 inch water column static pressure shall be sealed in accordance degrees F and 75 degrees F inclusive,and assumed to be with Standard RS-18. Extent of sealing required is as follows: constant throughout the year. 1. Static pressure: 1/2 inch to 2 inches:seal transverse joints. 3. Thermostats that require manual changeover between 2. Static pressure: 2 inches to 3 Inches,seal all transverse joints healing and cooling modes, and longitudinal seams. 1412.3 Humidity Controls:If a system is equipped with a means for 3. Static pressure: above 3 inches:seal all transverse joints, adding moisture,a humidistat Shall be provided. longitudinal seams and duct wall penetrations. 1412A Setback and Shut-Oft:HVAC systems shall be equipped with Duct tape and other pressure sensitive tape shall not be used as the automatic controls capable of accomplishing a reduction of energy use primary sealant where ducts are designed to operate at static pressures of through control setback or equipment shutdown during periods of non-use 1 inch W.C.or greater or alternate use o1 the spaces served by the system.The automatic 14142 Insulation:Ducts and plenums that are constructed and function controls shall have a minimum seven-day clock and be capable of being as part of the building envelope,by separating interior space from exterior set for seven different day types per week. space,shall meet all applicable requirements of Chapter 13.These Exceptions: requirements include insulation installation,moisture control,air leakage, 1. Systems serving areas which require continuous operation at and building envelope insulation levels.Unhealed equipment rooms with the same temperature setpoint. combustion air louvers must be isolated from the conditioned space by 2. Equipment with full load demands of 2 kW(6,826 Btu/h)or insulating interior surfaces to a minimum of R.11 and any exterior less may be controlled by readily accessible manual off-hour envelope surfacesper Chapter 13.Outside air ducts serving individual controls. supply air units with less than 2,800 ctm of total supply air capacity shall be 1412.4.1 Dampers:Outside air intakes,exhaust outlets and relief outlets insulated to a minimum of R-7 and are not considered building envelope. serving conditioned spaces shall be equipped with dampers which close Other outside air duct runs are considered building envelope until they, automatically when the system is off or upon power failure. 1. connect to the heating or cooling equipment,or Exceptions: 2. are isolated Irom the exterior with an automatic shut-off damper 1. Systems serving areas which require continuous operation. complying with Section 1412 4.1. 2. Combustion air intakes. Once outside air ducts meet the above listed requirements,any runs 3. Gravity(nonmotorized)dampers are acceptable in buildings within conditioned space ducts and plenumall s complyall be with Table Y14-nsua eduire Table 14-5. less than 3 Stories in height. Other 4. Gravity(nonmotorized)dampers are acceptable in exhaust Exceptions: and relief outlets in the first story and levels below the first 1. Within the HVAC equipment. story of buildings three or more stories in height. 2. Exhaust air ducts not subject to condensation. 1412.42 Optimum Start Controls:Heating and cooling systems with 3. Exposed ductwork within a zone that serves that zone. design supply air capacities exceeding 10,000 cfm shall have optimum 1415 Piping Systems Stan controls.Optimum Stan controls shall be designed to automatically 1415.1 Insulation:Piping shall be thermally insulated in accordance with adjust the start time of an HVAC system each day to bring the space to Table 14-6. desired occupied temperature levels immediately before scheduled Exception:Piping installed within unitary HVAC equipment. occupancy.The control algorithm shall,as a minimum,be a function o1 the p Water pipes outside the conditioned space shall be Insulated in difference between space temperature and occupied setpoint and the Code amount o1 time prior to scheduled occupancy 1416 Co accordance letfh Washington State Plumbing REC IWAC 51-26) 1416 Completion Requirements(Refer to NREC Section 1416 and the Building Commissioning Guidelines,published by the Building Commissioning Association,for complete text and guidelines for building completion and commissioning requirements.) ' t 2001 Washington State Nonresidential Energy Code Compliance Form Envelope CliZone 1 ENV-SUM 2001 was srvrc�State N; esi0erdd Energy Code Compkar'ce Farris Revised June 2002 KJM Project Info Project Address stillaguamish wTF Date 6/1/2004 17906 43ra Avenue HE For Building Department Use Arlington, WA 98223 Applicant Name. City of Marysville Applicant Address: e0 Columbia Avenue, Marysville, WA 99270 Applicant Phone: (360) 651-5100 Project Description ❑ New Building ❑ Addition ❑ Alteration ❑ Change of Use 0 Prescriptive ❑ Component Performance ❑ ENVSTD 2.1 ❑ Systems Compliance Option (See Decision Flowchart(over)for qualifications) (4.0 not acceptable) Analysis Space Heat Type Q Electric resistance QQ All other (see over for definitions) Total Glazing Area Electronic version: these values are automatically taken from ENV-UA-1. Glazing Area Calculation (rough opening) Gross Exterior Note:Below grade walls may be included in the (vertical&overhd) divided by Wall Area times 100 equals %Glazing Gross Exterior Wall Area it they are insulated to 63.9 — 735.9 X 0�— 8.7 0 ine level required for opaque walls. yes Check here using this option and !project meets all requirements for the Concrete/Masonry Concrete/Masonry Option OI>bon. see Decision Flowchart(over)for qualifications. Enter requirements for each qualifying y p Q n0 assembly below. Envelope Requirements(enter values as applicable) Opaque Concretei'Masonry Wall Requirements Fully heated/cooled space Insulation on interior-maximum U-factor is 0.19 Minimum Insulation R-values Insulation on exterior or integral-maximum U4actor is 0.25 Roofs Over Attic 19.0 If project qualifies for Concrete/Masonry Option.list walls with HC>_9.0 Btuff -'F below(other walls must meet All Other Roofs 19.0 Opaque Wall requirements). Use descriptions and Opaque Walls' 11.0 values from Table 20-5b in the Code. Below Grade Walls n/a Wall Description U-factor Floors Over Unconditioned Space n/a (including insulation R-value&position) Slabs-on-Grade 10.0 Radiant Floors n/a Maximum U-factors Opaque Doors 0.250 Vertical Glazing 0.390 Overhead Glazing n/a Maximum SHGC(or SC) Vertical/Overhead Glazing Semi-heated spacez Minimum Insulation R-values Roots Over Semi-Heated SpaceS2 19.0 1 Assemblies with metal framing must comply with overall U-factors 2.Refer to Section 1310 for qualifications and requirements Notes: 2001 Washington State Nonresidential Energy Code Compliance Form 2001 W astvngton State Nonresidential Energy Code Cornplianee Forms Revised June 2002 KJM Decision Flowchart Use this flowchart to determine if project qualifies for the optional Prescriptive Option. for Prescriptive Option If not,either the Component Performance or Systems Analysis Options must be used. 1302 Space Heat Type:For the purpose or determining building envelope Electric Resistance:Space heating systems which use electric resistance requremenis,thelgrwwirg tyro categories ctmprise all spaco tteaiYg types: �' START elements as the primary heating system including baseboard,radiant,and Other.Ail otter spx heanng syste vtdulbng gas,solid tuel,or,and forced air units where the total electric resistance heat capacity exceeds 1.0 propane space heating systems arid those systems listed in the exception to Wfft'of the gross conditioned floor area Exception:Heal pumps and terminal elecm resistance (connnued at right) electric resistance heating in variable air volume distribution systems. Electric No Resistance Yes Heat? All wells R-11 Masonrywa0 Masonrywell AJI walls R-19 No criteria OK? Yr v.. cntmta OK? insulation? insulation? �y�v) (gym) Yoe Yb No c 40% <40% <201/6 r+o <20% Glazing? N" NO Glazing? Glazing? Glazing? Yr Ym Vas vas All Insulating Installed? All Insulating Installed? All Insulating Installed? All Insulating Installed? O Wall R-11 Metal Framed Wall U-0062 Metal Framed Wall U-0.062 Opaque W all R-11 M-ot a Other Opaque Wall R-19 Below Grd Wall(ext) R-10 AAasonry Wall(in0 U-0.19 Outer Opaque Wall R-0. Bel"Grd Wall(ext) R-10 Below Grd Wall(oth) R-11 Masonry W all(other) U-0.25 Masonry wall(im) 110.19 g�pw Grd Wall loth) R-19 Roof Over Attic R-30 Blow Grd W all(ext) R-10 Masonry W all(other) 11-025 Roof Over Attic R-38 All Other Roof R-21 Below Grd Wall loth) R-11 Below Grd Wall(ext) R-10 All Oster Root R-30 Raised Floor R-19 Roof Over Attic R-30 Below Grd Wail loth) R-19 Slab-Or Grade R-10 All Other Root R-21 Roof Over Attic R-38 Raised Floor R-30 Radiant Floor R-10 Raised Floor R-19 All Otter Roof R-30 Slab-On-Grade R-10 Opaque Door U 0.60 Slab-On-Grade R-10 Raised Floor R-30 Radiant Floor R-10 Radiant Floor R-10 Slab-On-Grade R-10 Opaque Door U 0.60 Glazing Criteria Mel? Opaque Door 11-0.60 Radiant Floor R-10 Glazing Criteria Met? ue Door U-0 60aq Glazing Vert OH Glazing Criteria Metz Op Glazing Vert OH Area% UVal UVal SHGC G1az�np Vert OH 9Y7 t? Area% UVal Uval SHGC D.15% 090 1.45 1.00 Area% lival UVal SHOC Q20'� Od0 0.80 100 15.20% 075 140 1.00 010% 090 1.45 1.OD AreaSHGC 20-30% 065 1.30 065 10-15% 075 140 1.00 1.00 30-40"/ 0.60 1.30 0.45 15-20% 0.65 1.30 080 20-25% 060 1.30 045 e Yes NO LPrescriptive Yes Path Allowed Yes No No Col mponent Performance N ► Or o Systems Analysis Required acit -If the area Concrete/1\iasonn�Option* Wall Heat Ca P y �HC� weighted heat Assembly Description Assy.Tag HC" Area(sf) HC x Area capacity(HC)of the total above grade wall is a minimum of 9.0, the Concrete Masonry Option may be used. •-For framed walls,assume HC=1.0 unless calculations are provided;for all other walls,use Totals Section 1009. Area weighted HC:divide total of(HC x area)by Total Area 2001 Washington State Nonresidential Energy Code Compliance Form Envelope UA Calculations Climate Zonel 2001 Washington State Nonresidential Energy Code Compliance Fomr. Revised June 2002 KJM Project Address Stillaguamish wTP Date 6/1/2004 Space Heat Type O Electric resistance •O All other For Building Department Use Glazing Area as%gross exterior wall area 8.7% Prop. F 25.0% Max.Target Concrete/Masonry Option O Yes O No Notes: If glazing area exceeds maximum allowed in Table,then calculate adjusted areas on back(over). If Concrete/Masonry Option is used,Target U factors,SHGC and Glazing%will be different than shown below. Refer to Table 13-1 for correct values. Building Component Proposed UA Target UA List components by assembly ID&page# U-factor x Area(A) =UA(U x A) U-factor x Area(A) =UA U x A U=0.900 Plan IDEast office 5'4•x4 0.900 21.3 19.2 0.900 63.9 57.5 U=0.900 Plan ID south office 0.900 21.3 19.2 Glazing% Electric"Resist: Other Heating rn U=0.900 Plan IDwest wall 0.900 21.3 19.2 0-15% 0.40 0.90 r N U= Plan ID: >15-20% 0,40 0.75 Co >20-30% see note above 0.60 > 0 U= Plan ID: U= Plan ID: >30-40% see note above 0.50 U= Plan ID: (see Table 13-1 for Cone/Masonry values) m U= Plan ID: c > U= Plan ID: Glazing% Electric Resist. Other Heating v U= Plan ID: 0-150/0 0.80 1.45 O U= Plan ID: >115-20% 0.80 1.40 m N U= Plan ID: >20-30% see note above 1.30 t o >30-40% see note above 1.25 o U= Plan ID: O r U= Plan ID: (see Table 13 1 for Cone/Masonry values) O ILI= Plan ID: ` U=0.600 Plan ID Doors 0.600 21.0 12.6 0.600 42.0 25.2 0 m U=0.600 Plan ID Doors 0.600 21.0 12.6 Electric Resist. Other Heating c 0.60 0.60 U= Plan ID: q=19.0 Plan IDoffice Roof 0.050 367.0 18.4 0.060 367.0 22.0 > -` R= Plan ID: Electric Resist. Other Heating O `�R= Plan ID: 0,03, 1 Q-036 IR= Plan ID: L ° R= Plan ID: Electric Resist. Other Heating O 0 R= Plan ID: 0.034 0.050 R=11.0 Plan IDEast wall 0.090 171.0 15.4 0.140 630.0 88.2 q=11.0 Plan ID North wall 0.090 144.0 13.0 °' q=11.o Plan ID west wall 0.090 171.0 15.4 � q=11.0 Plan ID south wall 0.090 144.0 13.0 Electric Resist. Other Heating m Ordinary o.062 0.14 R= Plan ID: R= Plan ID: n Conc(int) 0.19 0.19 O R= Plan ID: Conc(oth) 0.25 0.25 "Note:sum of Tar et Areas here should e I al Tar et Opaque Wall Area(see backR= Plan ID: R= Plan ID: Electric Resist. Other Heating Plan ID: 0.062 0.14 Note:if insulated to levels required for opa Ue walls,list above with opaque walls n z R= Plan ID: 5 > cc R= Plan ID: Electric Resist Other Heating - O r. R= Plan ID: 0.029 0.056 R= Plan ID: m `c R= Plan ID: t R= Plan ID: Electric Resist. Other Heating a R= Plan ID: F=0.54 F=0 54 (see Table 13-1 for radiant floor values) R= Plan ID: 'For CMU walls,indicate core insulation material. Totals 1102.9 157.8 Totals 1102.9 192.9, For compliance: 1) Proposed Total Area shall equal Target o ai rea,an ropos otal UA snail not exceed arget Iota[ . 2001 Washington State Nonresidential Energy Code Compliance Form Climate Zone 1 ENV-SHGC 2001 Washington State Nonresidential Energy Code C7>rrp:iagce Fours ReuisW June 2002 KJM Glazing Proposed SHGC Target SHGC List components by assembly ID&page# SHGC` x Area(A) =SHGC x A SHGC x Area(A) =SHGC x A ID:East Office 0.590 21.3 12.6 1.000 63.9 63.9 rn ID:South Office 0.590 21.3 12.6 Glazing% Electric Resist. Other Heating e 00 ID:West Wall 0.590 21.3 12.6 0-20% 1.00 1. `° ID: >20-300/. not allowed 0.65 C7 ID: >30-40% not allowed 0.45 ID: (see Table 13-1 for ConclMasonry values) `Note:Manufacturer's SC may be used in lieu of Totals 63.9 37.7 Totals 63.9 63.9 For compliance:Proposed total SHGC x A shall not exceed Target total SHGC x A NOTE:Since 1997 SHGC compliance for vertical and overhead glazing is allowed to be calculated together. we If the total amount of glazing area as a%of gross exterior wall area(calculated on ENV-SUM1)exceeds the maximum allowed in Table 13-1. then this calculation must be submitted Use the resulting areas in the Target UA and SHGC calculations above. Proposed Areas: Numbered values are used in calculations below. Roofs over Attics Other Roofs Walls Note' Glazing Area OG= OG= VG= 63.9 OG=overhead glazing Opaque Area 367.0 �630.0 VG=vertical glazing Gross Ex tenor W all Max Glazing Area Maximum Target Area (Table 13-1) Glazing Area 735.9 X 25.0% 100 - Target OG Area in Roofs over Attics Target OG Area in Other Roofs Max OG Remaining Target VG Area ForTargetOG's,the 184.0 - lj lesser = 184.0 _ i;lesser = 63.9 lesser values are used both here and below. �> 184.0 184.0 Proposal Opaque Area Proposed OG Area Tarqet OG ArealTarget Opaque Area 367.0 Roofs over Attics 367.0 + - Other Roofs + Proposed Opaque Area Proposed VG Area Target vG Area Target Opaque Area yy�Is 630.0 + 63.9 - 63.9 = 630.0 Target Areas OK Note: If there is more than one type of wall,the Target VG Area may be distributed among them,and separate Target Opaque Areas found- If the Target Areas for Opaque Walls listed on the front must equal the total calculated here. Target values in shaded boxes are used in the applicable Target UA calculations on the front. Target VG Area and Total Target OG Area are also used in the applicable Target SHGC calculations above. 2001 Washin on State Nonresidential Enerqv Code Com liance Form Building Permit Plans Checklist ENV-CHK 2001 washington State Nonresidential Energy code compliance Forms Revised June 2002 K)M Project Address stillaguamish WrP Date 6/1/2004 The following information is necessary to check a building permit application for compliance with the building envelope requirements in the Washington State Nonresidential Energy Code. Applicability Code Location Building Department (yes,no,n.a.) Section lComponent Information Required on Plans Notes GENERAL REQUIREMENTS (Sections 1301-1314) 1*301 SrQve Unoondiiioned s cne idpritified on oaris it-I yes 1302 Space heat type: other If'Other". indicate onplan-,;that electric resistance allowed es 1,910,2 Semi•heated spaces Semi-healed aCr---�idpinlified on 0, e if Iln a 18-1 111 Insulation yes 1311.1 Insul.installation Indicate densities and clearances yes 1311.2 Roof/ceilino insul. Indicate R-value on roof sections for attics and other roofs: ]h-5 Indicate clearances for attic insulation: Indicate baffles if eave vents installed: Indic a face stapling of faced batis yes 1311.3 Wall insulation Indicate R-value on wall sections: IA-1 Indicate face stapling of faced baits; Indicate above qrade exterior insulation is protected: Indicate loose-fill core insulation for masonry walls as necess; Indicate heat capacity of masonry walls if masonry aLition is s ENV-STD, n.a. 1311.4 Floor insulation Indicate R-value on floor sections; Indicate substantial contact with surface; Indicate supports not more than 24'o.c.; Indicate that insulation does not block airflow through inundation vents yes 1311.5 Slab-on-qrade floor Indicate R-value on wall section or foundation detail; IA-1 Indicate slab insulation extends down vertically 24'from top: Indic e above cirade.,x1p.rmculation is protected n.a- 1311.6 Radiant floor Indicate R-value on wall section or foundation detail: Indicate slab insulation extends down vertically 36'from the top: Indicate above qrade exterior insulation is protected: indic,ite insulation at-qQ under enti slat)where e 'd by Official yes 1312 Glazing and doors Provide calculation of glazing area(including both vertical �- stns ar ca overhead) rce of gross wall area yes 1312.1 1-1-factors Indicate glazing and door U-factors on glazing and door oaeoo - pq3 schedule(provide area-weiqhted calculations as necessary); Indicate if values are NFRC or default,if values are default 08110- pq3 then specify frame type,glazinq lavers•gapwidth•low-e crialincis.aa�fillincis yes 1312.2 SHGC&SC Indicate glazing solar heat gain coefficient or shading 0eeoo- pg3 coefficient on glazinq schedule(provide area-weiqhted r, Icul ti ns as necessary) 1 9 Moictu�ran rnl 07210- yes 1313.1 Vapor retarders Indicate vapor retarders on warm side a2 yes 1313.2 Roof/ceilinq vap.ret. Indicate vapor retarder on roof section: -5 Indicale v yr rclar with sealed seams for Pon-wood struc. yes 1313.3 Wall vapor retarder Indicate vapor retarder on wall section o7210- az yes 1313.4 Floor vapor retarder Indicate vapor retarder on floor section 03300- 49 n.a. 1313.5 Crawl space vaip ret. Indicate six mil black polyethylene overlapped 12'on ground 1311 Air leaky e yes 1314.1 Bldg.envel.sealing Indicate sealing,caulking,gasketing,and weatherstripping 09920 08E00- yes 1314.2 Glazing/door sealing Indicate weatherstripping Pgs 5 08710- 9 10 n.a. 1314.3 Assemb.as ducts Indicate sealing,caulking and gasketing PRESCRIPTIVEXOMPONENT PERFORMANCE(Sections 1320-23 or 1330-34) :=P—virl- Completed and attached. Provide component performance worksheet if necessary -NVST 2 1 scr n 1 ut ut it . ssar If"no"is shown for any question,provide explanation: ' 2001 Washinl4on State Nonresidential Enerrill Code Com fiance Form PermitBuilding Plans 2001 Washington State Nonresidential Energy Code Compliance Forms ReNgadJune 2002 KJM Envelope- General Requirements 1311 Insulation Product samples used for U-factor determinations shall be production line units or representative of units as purchased by 1311.1 Installation Requirements: AG insulation materials the consumer or contractor. Unlabeled glazing and doors shall shall be installed according to the manufacturer's instructioro be assigned the default U-f actor in Section 2006. to achieve proper densities,maintain clearances,and maintain 1312.2 Solar Heat Gain Coefficient and Shading uniform R-values. To the maximum extent possible,insulation Coefficient: Solar Heat Gain Coefficient(SHGC),shall be shall extend over the full component area to the intended R- determined,certified and labeled in accordance with the value. National Fenestration Rating Council(NFRC) Standard by a 1311.2 Roof/Ceiling Insulation:Open-down or poured loose- certified,independent agency,licensed by the NFRC. fill insulation may be used in attic spaces where the slope of Exception: Shading coefficients(SC)shall be an the ceiling is not more than 3/12 and there is at least thirty acceptable aftemate for compliance with solar heat inches of clear distance from the top of the bottom chord of the gain coefficient requirements. Shading coefficients truss or ceiling joist to the underside of the sheathing at the for glazing shall betaken from Chapter 27 of roof ridge.When eave vents are installed,baffling of the vent Standard RS-27 or from the manufacturers test data openings shall be provided so as to deflect the incoming air 1313 Moisture Control above the surface of the insulation. Where lighting fixtures are recessed into a suspended or 1313.1 Vapor Retarders:Vapor retarders shall be installed on exposed grid ceiling,the roof/ceiling assembly shall be the warm side(in winter)of insulation as required by this insulated in a location other than directly on the suspended section ceiling. Exception:Vapor retarder installed with not more Exception: Type IC rated recessed lighting fixtures. than 1/3 of the nominal R-value between it and the Where installed in wood framing,faced batt insulation conditioned space. shall be face stapled. 1313.2 Roof/Ceiling Assemblies:Roof/ceiling assemblies 1311.3 Wall Insulation:Exterior wall cavities isolated during where the ventilation space above the insulation is less than an average of twelve inches shall be provided with a vapor framing shall be fully insulated to the levels of the surrounding retarder. Roof/ceiling assemblies without a vented airspace, watts. When installed in wood framing,faced batt insulation where neither the roof deck nor the roof structure are made of shall be face stapled wood,shall provide a continuous vapor retarder with taped Above grade exterior insulation shall be protected seams. 1311.4 Floor Insulation: Roorinsulation shall be installed in Exception: Vapor retarders need not be provided a permanent manner in substantial contact with the surface where all of the insulation is installed between the being insulated. Insulation supports shall be installed so roof membrane and the structural roof deck spacing is not more than twenty4our inches on center. 1313.3 Walls:Walls separating conditioned space from Installed insulation shall not block the airflow through unconditioned space shall be provided with a vapor retarder. foundation vents. 1313.4 1311.5 Slab uncon -On-Grade Floor: Slab-on-grade insulation Floors:Floors separating conditioned space from unconditioned space shall be provided with a vapor retarder. installed inside the foundation wall shall extend downward from 1313.5 Crawl Spaces:A round cover of six mil(0.006 inch the top of the slab a minimum distance of twenty-four inches a P 9 to the top of the footing,whichever is less. Insulation installed thick)black polyethylene or approved equal shall be laid over outside the foundation shall extend downward a minimum of the ground within crawl spaces.The ground cover shall be twenty-four inches or to the frostline,whichever is greater. overlapped twelve inches minimum at the joints and shall Above grade insulation shall be protected extend to the foundation wall. Exception:For monolithic slabs,the insulation shall Exception:The ground cover may be omitted in extend downward from the top of the slab to the crawl spaces if the crawl space has a concrete slab bottom of the footing. floor with a minimum thickness of three and one-half Arches. 1311.6 Radiant Floors(on or below grade): Slab-on-grade 1314 Air Leakage insulation shall extend downward from the top of the slab a minimum distance of thirty-six inches or downward to the top of 1314.1 Building Envelope:The requirements of this section the footing and horizontal for an aggregate of not less than shall apply to building elements separating conditioned from thirty-six inches. unconditioned spaces. Exterior joints around windows and If required by the building official where soil conditions door frames,openings between walls and foundation, between warrant such insulation,the entire area of a radiant floor shall walls and services a wall�panelfloors,penings at and roofs and tiol s c( be thermally isolated from the soil. Where a soil gas control utility g er system is provided below the radiant floor,which results in openings in the building envelope shall be sealed caulked, increased convective flow below the radiant floor,the radiant gasketed,or weatherstripped to limit air leakage. floor shall be thermally isolated from the sub-floor gravel layer. 1314.2 Glazing and Doors:Doors and operable glazing 1312 Glazing and Doors separating conditioned from unconditioned space shall be 1312.1 Standard Procedure for Determination of Glazing weatherstripped.Fixed windows shall be tight fitting with glass retained by stops with sealant or caulking all around. and Door U-Factors: U-factors for glazing and doors shall be Exception:Openings that are wired to be fire determined,certified and labeled in accordance with Standardresistant. RS-31 by a certified independent agency licensed by the National Fenestration Rating Council(NFRC). Compliance 1314.3 Building Assemblies Used as Ducts or Plenums: shall be based on the Residential or the Nonresidential Model Building assemblies used as ducts or plenums shall be sealed, Size. caulked,and gasketed to limit air leakage. 2001 Washington State Nonresidential Energy Code Compliance Form Lighting Summary LTG-SUM , 2001 Washington State Nonresidential Energy Code Compliance Forms Revised June 2002-KJM Project Info Project Address Stillaguamish MTP Date 6/1/2004 For Building Department Use 17906 43rd Avenue ME Arlington, SPA 98223 Applicant Name: city of Marysville Applicant Address: eo Columbia AvenueC)Marysville, WA 982700 Applicant Phone: (360) 651-51006 Project Description 0 New Building ❑ Addition ❑ Alteration ❑Plans Included Refer to WSEC Section 1513 for controls and commissioning requirements. Oo Prescriptive O Lighting Power Allowance O Systems Analysis Compliance Option (See Qualification Checklist(over).Indicate Prescriptive&LPA spaces clearly on plans.) Alteration Exceptions ❑ No changes are being made to the lighting (check appropriate box) ❑ Less than 60%of the fixtures are new,and installed lighting wattage is not being increased Maximum Allowed Liahtin Wattage (Interior) Location Allowed (floor/room no.) Occupancy Description Watts per ftz'" Area in ft2 Allowed x Area Office-Lab Lab office Area 2.00 267.0 534.0 Toilet Restroom 0.80 82.2 65.8 Elec Room Elect equipment roam (Exenp) Mach Room Mach equipment room (exemp) Sod/Hypo Room Process (exemt) Chem Room Process (exempt) US Pump Room Process (exempt) Membrane Room Process (exempt) From Table 15-1 (over)-document all exceptions on form LTG-LPA Total Allowed Watts 599.8 Notes: 1.Use manufacturer's listed maximum input wattage. For hard-wired ballasts only,the default table in the NREC Technical Reference Manual may also be used 2.Include exit lights unless less than 5 watts per fixture. Proposed Lighting Wattage (Interioo List all fixtures.For exempt lighting,not exception and leave Watts/Fixture blank. Location Number of Watts/ Watts floor/room no.) Fixture Description Fixtures Fixture Proposed Office-Lab Plourescent 4 foot, surface mount, UL electronic ballas 4 64.0 256.0 Toilet Restro= 1 64.0 64.0 Total Proposed Watts may not exceed Total Allowed Watts for Interior Total Proposed Watts 320-0 Maximum Allowed Lighthig Wattage (Exterior) AliowedWaits Area in ft` Allowed Watts Location Description per ft2 or per If (or If for perimeter) x ft2(or x If) Covered Parking 0.2 W/ft2 standardpaint) Covered Parking 0.3 W/ft2 reflectivepaint) Open Parking 0.2 We Outdoor Areas 0.2 W/f1t2 Bldg.(by facade) 0.25 We Bldg.(by perim) Building Perimeter 7.5 W/If , 355.7 2667.5 Note:for building exterior,choose either the facade area or the perimeter method,but not both) dotal Allowed Watts 2667.5 Use mfgr listed maximum input wattage.For fixtures with hard-wired ballasts only, Proposed Lighting Wattage (Exterior) the default table in the NREC Technical Reference Manual may also be used. Number of Watts/ Watts Location Fixture Descriotion Fixtures Fixture Proposed North Side wl- 60W Incandescent - Motion Sensor 1 61 160.0 2001 Washington State Nonresidential Eneray Code Compliance form North side W4- 175W Clear Mt3 Multi-Vapor - Photocell 2 175.0 350.0 North Side w3 - SOW Clear ME -Photocell 1 50.0 50.0 South Side Wl- 60W incandescent - Motion sensor 1 60.0 60.0 South Side W4- 175W Clear MB Multi-vapor - Photocell 2 50.0 100.0 East side W5- Emergency Eyewash - Switched From EE - 30OW 1 300.0 300.0 East side W2- 42W Floureacent 2 42.0 84.0 East side W3 - 50W Clear ME -Photocell 4 50.0 200.0 West Side W3 - 50W Clear ME -Photocell 2 50.0 100.0 Total Proposed Watts may not exceed Total Allowed Watts for Exterior Total Proposed Watts 1304.0 2001 Washington State Nonresidential Energy Code Compliance Form , Lighting Summary (back) LTG-SU 2001 Washington State Nonresidential Energy Code Compliance Forms Revised June 2002-KJM Prescriptive Spaces Occupancy: O Warehouses,storage areas or aircraft storage hangers OO Other Qualification Checklist Lighting Fixtures: El Check here if at least 95%of fixtures in the space meet all four criteria: Note:If occupancy type is'Other'and fixture answer is checked,the number of fixtures in 1.Fixtures are fluorescent,non-lensed,with only one or two lamps,and the space is not limited by Code. Cleary 2.Lamps are T 1,T 2,T-4,T-5,T 6,T 8 3.Lamps are 5 50 Watts,and indicate these spaces on plans. If not qualified,do LPA Calculations. 4.Ballasts are electronic ballasts 5.Exit lights<5 wattstfixture 6.Screw-in compact fluorescent fixtures do not qualify TABLE 15-1 Unit Lighting Power Allowance LPA Use LPA Use LPA W/s I (W/sf) Painting.welding,carpentry,machine shops 2.3 Police and fire stations° 1.5 Barber shops,beauty shops 2.0 Atria atriums 1.0 Hotel banquet/conference/exhibition hall ' 2.0 Assembly spaces',auditoriums,gymnasia",heaters 1.0 Laboratories 2.0 Group R-1 common areas 1.0 Aircraft repair hangars 1.5 Process plants 1.0 Cafeterias,fast food establishments' 1.5 Restaurants bars' 1.0 Factories,worksho s,handlin areas 1.5 Locker and/or shower facilities 0.8 Gas stations,auto repair shops 1.5 Warehouses ,storage areas 0.5 Institutions 1.5 Aircraft storage hangars 0.4 Libraries 1.5 Retail ,retail banking 1.5 Nursing homes and hotel/motel guest rooms 1.5 Parking garages See Section 1532 Wholesale stores(pallet rack shelving) 1.5 Mall concourses 1.4 Plans Submitted for Common Areas Only' Schools buildings(Group E occupancy only), 1.35 Main floor building lobbies'(except mall 1.2 school classrooms,day care centers concourses Laundries 1.3 Common areas,corridors,toilet facilities and 0.8 washrooms,elevator lobbies Office buildings,office/administrative areas in 1.2 facilities of other use types(including but not limited to schools.?hospitals,institutions,museums,banks, churches) ' ' 11 Footnotes for Table 15-1 1) In cases in which a general use and a specific use are listed,the specific use shall apply.In cases in which a use is not mentioned specifically,the Unit Power Allowance shall be determined by the building official.This determination shall be based upon the most comparable use specified in the table.See Section 1512 for exempt areas. 2) The watts per square foot may be increased,by two percent per foot of ceiling height above twenty feet,unless specifically directed otherwise by subsequent footnotes. 3) Watts per square foot of room may be increased by two percent per foot of ceiling height above twelve feet. 4) For all other spaces,such as seating and common areas,use the Unit Light Power Allowance for assembly. 5) Watts per square foot of room may be increased by two percent per foot of ceiling height above nine feet. 6) Includes pump area under canopy. 7) In cases in which a lighting plan is submitted for only a portion of a floor,a Unit Lighting Power Allowance of 1.35 may be used for usable office floor area and 0.80 watts per square foot shall be used for the common areas,which may include elevator space,lobby area and rest rooms.Common areas,as herein defined do not include mall concourses. 8) For the fire engine room,the Unit Lighting Power Allowance is 1.0 watts per square foot. 9) For indoor sport tournament courts with adjacent spectator seating,the Unit Lighting Power Allowance for the court area is 2.6 watts per square foot. 10) Display window illumination installed within 2 feet of the window,lighting for free-standing display where the lighting moves with the display,and building showcase illumination where the lighting is enclosed within the showcase are exempt. An additional 1.5 w/ff of merchandise display luminaires are exempt provided that they comply with all three of the following: a) located on ceiling-mounted track or directly on or recessed into the ceiling itself(not on the wall). b) adjustable in both the horizontal and vertical axes(vertical axis only is acceptable for fluorescent and other fixtures with two points of track attachment). c) fitted with tungsten halogen,fluorescent,or high intensity discharge lamps. This additional lighting power is allowed only if the lighting is actually installed. 11) Provided that a floor plan,indicating rack location and height,is submitted,the square footage for a warehouse may be defined,for computing the interior Unit Lighting Power Allowance,as the floor area not covered by racks plus the vertical face area(access side only)of the racks.The height allowance defined in footnote 2 applies only to the floor area not covered by racks. 2001 Washin on State Nonresidential EnerRk.Code Com liance Form Lighting Permit Plans Checklist LTG-CHK nuns e4 June 2002-KJ t.1 2001 Washington State Nonresideri ial Energy Coda Compliance Fortes Project Date 6/1/2004 J Stillayuamish t•TPP The following information is necessary to check a lighting permit application for compliance with the lighting requirements in the 1994 Washington State Nonresidential Energy Code. Applicability Code Location Building Department (yes,no,n.a.) Section Component Information Required on Plans Notes LIGHTING CONTROLS(Section 1513) yes 1513.1 Local control/w c ss Schedule with type,indicate locationsn. lE-3 a. 1513.2 Area controls Maximum limit per switch yes 1513.3 Daylight zone control Schedule with type and features,indicate locations yes vertical glazing Indicate vertical glazing on plans 1A-3 yes overhead glazing Indicate overhead glazing on plans IA-2 ri.a. 1513.4 Display/exhib/special Indicate separate controls 1513.5 Exterior shut-off Schedule with type and features,indicate location a. (a)timer w/backup Indicate location yes (b)photocell. Indicate location lE-3 4513.6 Inter.auto shut-off Indicate location n.a. 1513.6.1 (a) occup.sensors Schedule with type and locations a. 1513.6.2 (b) auto.switches Schedule with type and features(back-up,override capability); Indicate size of zone on plans 4 1513 Commissioning Indicate requirements for lighting controls commissioning 1E-3 yes Lighting Sum.Form Completed and attached. attache d Schedule with fixture types, lamps,ballasts,wafts per fixture yes Elec motor efficiency MECH-MOT or Equipment Schedule with hp,rpm,efficiency Moch- If"no" is circled for any question, provide explanation: • 1 2001 Washin ton State Nonresidential EnerlqM Code ComigIbnce Form Lighting Permit 271 Washington State Nonresidential Energy Code Compliance Fomrs Revised June 2M2-KJ M Lighting - General Requirements 1513.5 Automatic Shut-Off Controls, Exterior:Exterior lighting not intended for 24-hour continuous use shall be 1513 Lighting Controls. Lighting,including exempt lighting in automatically switched by timer,photocell,or a combination of Section 1512,shall comply with this section.Where occupancy timer and photocell.Automatic time switches must also have sensors are cited,they shall have the features listed in Section program back-up capabilities,which prevent the loss of 1513.6.1.Where automatic time switches are cited,they shall program and time settings for at least 10 hours,if power is have the features listed in Section 1513.6.2. interrupted. 1513.1 Local Control and Accessibility: Each space, 1513.6 Automatic Shut-Off Controls,Interior:Office enclosed by walls or ceiling-height partitions,shall be provided buildings greater than 5,000 sq.ft.and all school classrooms with lighting controls located within that space.The lighting shall be equipped with separate automatic controls to shut off controls,whether one or more,shall be capable of turning off the lighting during unoccupied hours.Automatic controls may all lights within the space.The controls shall be readily be an occupancy sensor,time switch,or other device capable accessible,at the point of entry/exit,to personnel occupying or of automatically shutting off lighting. using the space. EXCEPTIONS: EXCEPTIONS:The following lighting controls may be 1. Areas that must be continuously illuminated,or centralized in remote locations: illuminated in a manner requiring manual 1. Lighting controls for spaces which must be used operation of the lighting. as a whole. 2. Emergency lighting systems. 2. Automatic controls. 3. Switching for industrial or manufacturing process 3. Controls requiring trained operators. facilities as may be required for production. 4. Controls for safety hazards and security. 1513.6.1 Occupancy Sensors:Occupancy sensors shall be 1513.2 Area Controls:The maximum lighting power that may capable of automatically turning off all the lights in an area,no be controlled from a single switch or automatic control shall not more than 30 minutes after the area has been vacated. exceed that which is provided by a twenty ampere circuit 1513.6.2 Automatic Time Switches:Automatic time switches loaded to not more than eighty percent.A master control may shall have a minimum 7 day clock and be capable of being set be installed provided the individual switches retain their for 7 different day types per week and incorporate an automatic capability to function independently. Circuit breakers may not holiday'shut-off'feature,which turns off all loads for at least be used as the sole means of switching. 24 hours and then resumes normally scheduled operations. EXCEPTIONS: Automatic time switches shall also have program back-up 1. Industrial or manufacturing process areas,as capabilities,which prevent the loss of program and time may be required for production. settings for at least 10 hours,if power is interrupted. 2. Areas less than five percent of footprint for footprints over 100,000 square feet. Automatic time switches shall incorporate an over-ride switching device which: 1513.3 Daylight Zone Control:All daylighted zones,as defined in Chapter 2,both under overhead glazing and a) is readily accessible; adjacent to vertical glazing,shall be provided with individual b) is located that a person using the device can see the controls,or daylight-or occupant-sensing automatic controls, lights or thea areas controlled by the switch,or so that the which control the lights independent of general area lighting. area being illuminated is annunciated;and c) is manually operated; Contiguous daylight zones adjacent to vertical glazing are d) allows the lighting to remain on for no more than two hours allowed to be controlled by a single controlling device provided when an over-ride is initiated;and that they do not include zones facing more than two adjacent e) controls an area not exceeding 5,000 square feet or 5 cardinal orientations(i.e. north,east,south,west). Daylight percent of footprint for footprints over 100,000 square feet, zones under overhead glazing more than 15 feet from the whichever is greater. perimeter shall be controlled separately from daylight zones 1513.7 Commissioning Requirements:For lighting controls adjacent to vertical glazing. which include daylight or occupant sensing automatic controls, EXCEPTION: automatic shut-off controls,occupancy sensors,or automatic Daylight spaces enclosed by walls or ceiling time switches,the lighting controls shall be tested to ensure height partitions and containing 2 or fewer light that control devices,components,equipment and systems are fixtures are not required to have a separate switch for calibrated,adjusted and operate in accordance with approved general area lighting. plans and specifications. Sequences of operation shall be 1513.4 Display,Exhibition,and Specialty Lighting functionally tested to ensure they operate in accordance with Controls:All display,exhibition,or specialty lighting shall be approved plans and specifications.A complete report of test controlled independently of general area lighting. procedures and results shall be prepared and filed with the owner. Drawing notes shall require commissioning in accordance with this paragraph. BEFORE THE HEARINGS EXAMINER FOR THE CITY OF ARLINGTON In the Matter of the Application of ) NO. C-03-073 CITY OF MARYSVILLE ) FINDINGS, CONCLUSIONS For Special Use Permit and Variance ) AND DECISION SUMMARY OF DECISION The request for approval of a conditional use permit for development of a new water filtration plant to provide filtration treatment and disinfection of the water from a Stillaguamish River source and a variance for reduced tree replacement ratio on a site at 17906 43rd Avenue NE, Arlington Washington is GRANTED, subject to conditions. SUMMARY OF RECORD Reguest The City of Marysville (Applicant)requests approval of a conditional use permit for development of a new water filtration plant to provide filtration treatment and disinfection of the water from a Stillaguamish River source and variance from the tree retention ration of Arlington. The site of the development would be at 17906-34rd Avenue NE, Arlington, Washington.' The proposed facility would include a building (100 feet by 66 feet and 33.76 feet tall), an above ground 200,000 gallon steel tank, infiltration facilities,parking and landscaping of the site. Hearing Date An open record hearing on the request was held before the Hearings Examiner for the City of Arlington on April 29, 2004. Testimony At the open record hearing,the following individuals presented testimony under oath: Kristi Rimlie,Project Planner Yvonne Page Greg Eaton Pat Gruehagan Carolyn McAlpan Greg Harris Jim Abbig Robin Knutsen Jackie Brown ' Section 21,Township 31,Range 05, W.M.(Tax ID No.310521-003-006-00), Snohomish County Exhibits in Evidence At the open record hearing, the following exhibits were admitted as part of the record of this proceeding: Exhibit 1 Staff Report Exhibit 2 Site Plans Exhibit 3 Department Comments from City of Arlington(12 comments) Exhibit 4 SPPA documents including MDNS Exhibit 5 Legal Notices documents Exhibit 6 Application Exhibit 7 Planning Commission Meeting Minutes—March 14, 2004 Exhibit 8 Planning Commission Meeting Minutes—March 16, 2004 and April 20,2004 Exhibit 9 March 15, 2004 notes Upon consideration of the testimony and exhibits submitted at the open record hearing,the Hearings Examiner enters the following Findings and Conclusions: FINDINGS 1. The Applicant requests approval of a conditional use permit for development of a new water filtration plant to provide filtration treatment and disinfection of the water from a Stillaguamish River source and a variance from the City's tree replacement ratio. 2 The location of the site is 17906-34th Avenue NE, Arlington, Washington. It is approximately 1.31 acres and zoned Residential Moderate Density. The specifics of the request include: a new water filtration plant to provide filtration treatment and disinfection of the water from this Stillaguamish River source to meet EPA and Department of Health requirements; a main building approximately 100 feet by 66 feet and 33.76 feet tall; an above-ground 200,000 gallon steel tank; an "infiltration facility"; parking and landscaping in accordance with City of Arlington standards. In its initial application the Applicant requested two variances; one for requirement of shade trees in parking areas and one for required retention and protection for significant trees. 3 The special use permit application was deemed complete on December 15,2003.Exhibt I Staff Report 2. The site approximately 1.31 acres and zoned Residential Moderate Density. A Community or Regional utility facility is a permitted use in this zone (See Arlington Municipal Code (AMC) Table 20.40-20). There is a residence on site that would be removed. Surrounding properties have similar or compatible zoning designations and uses. The properties to the north, east and west of the subject property are zoned residential moderate density and have comprehensive plan designations of medium high density residential. These properties are developed with residences. The property to the south of the subject property has a business 2.The tree replacement ratio is 3:1. 3 The shade tree requirement issue has been resolved and that variance is no longer necessary. Special Use Permit City of Marysville-Applicant File No.C-3-073 park zoning designation and an airport industrial comprehensive plan designation. It is developed with an airport. Exhibit 1, Staff Report. 3. The subject property is served or will be served with adequate public utility services and public services. Water and storm water control and sewer will be provided to the site by the City of Marysville; garbage service will be provided by Waste Management Northwest; telephone by Verizon; electricity will be provided by Snohomish County PUD 9 1; natural gas service will be provided by Cascade Natural Gas; and, cable television service will be provided by Comcast. Police and fire protection for the site is provided by the City of Arlington. The closest hospital is Cascade Valley Hospital. Exhibit 1, Staff Report. 4. Pursuant to the State Environmental Policy Act (SEPA) (RCW 43.21C) the City of Marysville was designated as the lead agency for identifying environmental impacts resulting from the proposed project. On March 9, 2004, the lead agency issued a Mitigated -Determination of Nonsignificance (MDNS). No appeals were filed of that determination. Exhibit 4. The site does not lie within any known environmentally critical areas. Exhibit 1 Staff Report. 5. The proposed facility complies with minimum standards including: lot size (7,200 square feet); width requirements (60 feet); street setback standards (20 feet); lot boundary setbacks (5 feet); maximum height standards (35 feet) and minimum lot coverage (35%). These standards are established in the AMC (land use code). Exhibit 1, Staff Report,page2-3; LUC Table 20.48-4; Testimony of Kristi Rimlie. 6. In the City of Arlington Community or Regional Utility Facilities must conform to the applicable guidelines or standards as established in the Arlington Design Guidelines. The Arlington Design Review Board reviewed the design of the proposed project at meetings on March 16 and April 20, 2004. On April 21, 2004 made a determination that the project was consistent with the Design Guidelines. Testimony of Ms Rimlie; Exhibit 1, Staff Report,page 3 7. AMC Table 20.76-9 establishes that the required screening for properties that abut the subject property. The required screening includes: type A screening (minimum 5 feet of opaque screen) adjacent to single family residential uses; and type screening adjacent to the street. In addition AMC 20.76.130 requires a minimum of 20 percent of the vehicle accommodation area to be screened. As part of the project the Applicant submitted a landscape plan that depicts sufficient frontage, lot boundary, and parking area landscaping to satisfy the general landscape requirements of AMC 20.76. Exhibit 2. There are numerous trees on the south third of the property. These trees should provide sufficient screening for vehicle accommodation areas. 8. The plans of the Applicant do not show the required retention and protection of significant trees as required by AMC 20.76.120. The landscaping standards of the City require a tree replacement ratio of 3:1. The Applicant has requested a variance to provide reduced number of trees. Exhibit 1, Staff Report,page 3 Special Use Permit City of Mary svilleApplicant File No.C-3-073 9. Development of the facility will eliminate 54 trees. Applying the replacement ratio to the instant project the required tree replacement is a minimum of 162 trees. However, limitations related to the physical size of the site (1.31 acres) and the need for significant underground pipes restrict the replacement to a total of 116 trees (54 existing trees and 62 new trees). The Applicant is unable to plant the additional required 47 trees without direct conflict with the proposed structures, buried facilities or paving. Because of the limitation the Applicant has requested a variance from the replacement standard. Testimony of Mr. Gruehagen 10. The City supports the variance for the reduced number of trees to be replaced. According to the City analysis the significant tree replacement to be provided along the perimeter and south of the proposed building and the clearwell provides screening and meets the intent of the tree ordinance. The staff submitted that strict enforcement of the AMC would result in practical difficulties and unnecessary hardships for the Applicant. Testimony of Ms. Rimlie 11. Because of the nature of the proposed use Arlington non-residential performance standards: must be satisfied (AMC 20.44 Part III). Based on a review of the proposal and the activities that would occur on site, City staff determined that the proposed development would comply with the performance/operation standards for noise, vibration, odors, smoke and air pollution, disposal of liquid and hazardous wastes, water consumption, electrical disturbance or interference, lighting, and site and building maintenance. Testimony of Ms. Rimlie; Exhibit 1, Staff Report. 12. The required parking requirements for the proposed use (Community or Regional Utility Facility) are not specifically identified in the parking table as set forth in AMC Table 20.72- 6. In such situations, pursuant to AMC 20.72.010, the permit issuing authority (the City of Arlington Departmental Services) is given discretion and is authorized to determine the parking requirements using the parking table as a guide. Testimony or Ms. Rimlie 13. The proposed site plan shows only three parking spaces4. Although this amount of parking would not meet the standards as set forth in the parking table, it is enough to provide for the parking needs of the proposed use. The proposed site plan shows two parking spaces for the maintenance workers. No other workers or visitors would be on site and the three spaces are sufficient to meet the parking requirements. Exhibit 2. 14. The subject property is located on the west side of 43`a Avenue NE at 17906 43`a Avenue NE. The site will be accessed off 43`d Avenue NE. In the internal portion of the site there will be a truck turnaround. Near the turnaround parking will be provided. Other properties west of the site have an access easement over the internal road of the site. The access easement will not be disrupted. Exhibit 1, Staff Report; Testimony of Ms. McAlpin. B. The site would be automated and visited only once a day by maintenance personnel. Testimony of Mr. Gruehagen. Based on technical data of traffic engineers the project would 3 One of the spaces is handicap accessible. Special Use Permit City of Mary sville-Applicant File No.C-3-073 add four average daily vehicular trips, including two —pm peak-hour trips, to the street system. The development may also add pedestrian and bicycle trips. As mitigation for these impacts to safety the City of Arlington has identified frontage improvements that must be completed. AMC §20.56.170 prohibits permits from being issued unless all roads on which the project fronts are developed with one half('/2) street standards. Frontage improvements on 43`d Avenue NE will be done in accordance with the Public Works construction standards and Improvements satisfying this requirement will be shown on the site civil construction drawings. Exhibit 1, Staff Report 16. As mitigation for impacts to the City's overall transportation system, AMC §20.90.040 requires the developer to pay transportation impact fees for each new p.m. peak-hour trip. According to the available data there will be two -peak-hour trips generated by the proposal. The mitigation fee that in effect at the time of payments City transportation impact fees shall be paid prior to issuance of any building permits. Testimony of Ms. Rimlie 17. Pursuant to the SEPA MDNS, transportation mitigation fees can be paid to Washington State Department of Transportation (WSDOT) if impacts are identified. In addition, and pursuant to the City's Reciprocal Traffic Mitigation Interlocal Agreement, transportation mitigation fees can also be paid to Snohomish County for the proportionate share of average daily trips and impacts to state and county transportation facilities. However, neither WSDOT nor Snohomish County provided evidence or testimony that impact fees are required. Without such a record no transportation mitigation fees to Snohomish County or WSDOT are required. Testimony of Ms. Rimlie 18. The sound generated from the pumps, fans and other equipment on site is not projected to exceed noise standards of the City of Arlington. Testimony of Ms. Rislie. The exiting sound will not exceed 55dBa in the daytime and 45dBa at night Testimony of ll1r. Gruehagen 19. As required by AMC §20.64.300, all stormwater systems are to be in compliance with AMC Chapter 13.28, Stormwater Management, and the Department of Ecology's Stormwater Management Manual for the Puget Sound Basin (The Technical Manual). A preliminary stormwater system has been submitted and the City of Arlington's preliminary review indicates that it is a conceptually feasible plan. It includes a water quality infiltration trench for stormwater. A detailed drainage review will occur during the site civil construction review process. Exhibit 1, Staff Report; Exhibit 2 20. The subject property is within the Arlington Aquifer Recharge Area. The groundwater is the primary source of municipal and domestic potable water supply in the Arlington area. Locations of municipal wells for the City of Arlington and aquifer recharge areas are shown on Figure NF-2 of the Comprehensive Plan. The Applicant must apply Best Management Practices for the protection of the aquifer recharge area for protection the groundwater resource in the Arlington Planning Area. Exhibit 1, Staff Report. The Applicant acknowledged this requirement. Testimony of Ms. McAlpin. 5 The current transportation impact fee is$1,038.00 for each p.m peak hour trip. Special Use Permit City of MarysvilleApplicant File No.C-3-073 21. The Stillaguamish Tribe expressed concern about potential cultural resources in the area where the proposed project is projected. If any archaeological materials are discovered on the site, the State Historical Preservation Officer, the Stillaguamish Tribe, and the City of Arlington shall be contacted and measures taken to preserve the materials and the site. Exhibit 1, Staff Report. 22. The subject property is located immediately east of the Arlington Municipal Airport. Exhibit 2. Street lamps or light poles located on the property would be down-shielded as to avoid interfering with flight operations.Exhibit 1, Staff Report. 23. Adequate water and sewer services are available to the site from the City of Marysville. All required utility services, fire hydrants and fire protection will be reviewed at submittal of civil construction drawings. All existing and planned utilities shall be shown on the site civil construction drawings. All utilities shall be operational prior to building occupancy. Testimony of Ms. Rimlie 24. Testimony was received from members of the public: a) Jim Abbeg-witness submitted that he lives approximately 350 feet from the site and did not know of project until recently. He questioned the height of the structures and whether there was to be a strobe light on the water tank. b) Robin Knutsen-witness testified that many of the neighbors have developed a good relationship with the Applicant and support the project. She remained concerned about noise from the facility. She also testified that she is concerned that the site might be a terrorist target and therefore did not want signage of any kind. She also wanted a guideline for chemicals to be used on site. Her preference for landscaping is evergreen trees and undergrowth that reflects the natural site. c) Jackie Brown-witness expressed doubts about the effectiveness of noise control. She is one of the property owners who are provided access via an easement over the internal road of the Applicant. She and others recently upgraded the road and incurred out of pocket expenses. d) Carl Blom-witness submitted that the trees by the parking area are leaf bearing and should be evergreen. 25. In response to public testimony the Applicant submitted: a) that there would be no signage ; b) that evergreens would be used where practical in an attempt to maintain the natural features and screen the site; c) that the Applicant has no plans to expand the facility; d) that all chemicals to be used have been identified in the SEPA documents and that no toxic or dangerous chemicals will be on site or used in the operation; e) that all noise standards will be met and other measures will be taken to ensure compliance with noise standards. These include placement of the intake of air on the north wall of the facility so that noise cannot escape out the east or west ends. This will mute much of the noise; and, Special Use Permit City of Marysville-Applicant File No.C-3-073 f) those odors will not be exposed to air and all wastes will go to the sewer system. Testimony of Mr. Gruehagen CONCLUSIONS Jurisdiction The Hearings Examiner is granted the authority to hear and decide this application pursuant to Chapter 35.63 of the Revised Code of Washington(RCW) and Chapters 20.16.140(b) and 20.20.030 of the Arlington Land Use Code (LUC). Criteria for Special Use Permit Under LUC 20.16.140(c), approval of a Special Use Permit requires consistency with the following criteria: 1. The requested permit is within its jurisdiction according to the Table of Permitted Uses in LUC 20.40.010, 2. The application is complete, 3. If completed as proposed in the application,the development will comply with one or more requirements of this title (LUC 20.16 I,Zoning, Special Use, and Conditional Use Permits), 4. The proposed project complies with the SEPA, and 5. The proposed project conforms to the comprehensive plan, Transportation Plan, or other adopted plans, regulations, and policies. .Even if the Hearing Examiner finds that the application for a Special Use Permit complies with all other provisions of LUC 20.16, the Hearing Examiner may still deny the permit if he concludes,based on the information submitted at the hearing, that the proposed development, more probably than not: 1. Will materially endanger the public health and safety, or 2. Will harm adjoining or abutting property, or 3. In terms of design and use, will not be compatible with the area in which it is located. Conclusions Based Findings Conclusion 1: The proposed development,with conditions,will meet the criteria for approval of a Special Use Permit. A Community or Regional utility facility is a permitted use in a Residential Moderate Density zone. . The special use permit application was deemed complete on December 15, 2003. The proposed facility complies with zoning requirements and SEPA. Findings of Fact No. 1- 4 Special Use Permit City of Marysville-Applicant File No.C-3-073 Conclusion 2: Approval of the application,with conditions,will not endanger public health or safety;will not harm adjoining property; and will be compatible with the area in which it is to be located. The proposed facility will enhance public health and safety by providing water treatment services to the general area, including areas in the City of Arlington. As conditioned,the facility will be designed and constructed in a manner that does not impact other property in the area; will meet all development standards for the zone in which it is located; be landscaped in a manner that aesthetic relief and screening potential; provides sufficient parking and does not create unmitigated impacts. Findings of Fact Nos. 2,3,4„ S, 6, 7, 10, I1-12, 14, 15, 17, 18, 19, 21, and 22. Prior to the Hearing Examiner Hearing the proposed development has been reviewed at many public meetings. The concerns expressed at the meetings regarding parking,hazardous substances and operation characteristics are addressed in existing codes of the city and in conditions of approval of the application. Finding of Fact No. 2-3, 18. Criteria for Variance Under LUC 20.20.030(c), the Hearing Examiner may grant a variance if he concludes that strict enforcement of the code would result in practical difficulties or unnecessary hardships for the Applicant, and that by granting the variance, the spirit of the code will be observed,public safety and welfare secured, and substantial justice done. These conclusions may be reached if the Hearing Examiner finds that: 1. The Applicant can make no reasonable use of the property if the Applicant complies with the provisions of the code, 2. The hardship of which the Applicant complains is one suffered by the Applicant rather than by neighbors or general public, 3. The hardship relates to Applicant's land rather than personal circumstances, 4. The hardship is unique, or nearly so, rather than one shared by many surrounding properties, 5. The hardship is not the result of the Applicant's own actions, and 6. The variance will neither result in the extension of a nonconforming situation in violation of LUC 20.32 (Nonconforming Uses), nor authorize the initiation of a nonconforming use of land. Conclusion Based on Findings Conclusion 3: The application,with conditions,will meet the criteria for approval of a variance. In the City of Arlington landscaping standards for the project require a tree replacement ration of 3:1. The Applicant requested a variance for reduction to approximately 2:1. Because of the size of the site and the need for underground piping a unique situation exists that is normally not present with other development. Without a reduction in the replacement ratio the strict enforcement of the AMC would result in practical difficulties and unnecessary hardships for the Applicant. Findings of Fact Nos. 6-9 Special Use Permit City of Marysvillzapplicant File No.C-3-073 DECISION Based upon the preceding Findings and Conclusions,the request for approval of a Special Use Permit for development of a new water filtration plant to provide filtration treatment and disinfection of the water from a Stillaguamish River source and a variance for a reduction of the tree replacement ratio on a site at 17906 43`d Avenue NE,Arlington Washington is GRANTED, subject to the following conditions 1. All development shall be in substantial conformance with the approved site plan received April 13,2004. It shall be subject to any conditions or modifications that may be required as part of the permit and construction plan review. The number of trees on site shall not be less than 116 trees. 2. Prior to any construction activities,the Applicant shall file and receive approval of site civil construction plans which comply «ith all requirements of the Land Use Code, Uniform Building Code, Uniform Fire Code and Public Works Construction Standards and Specifications. Said plans shall address all site improvements, either required or voluntarily,provided. 3. Prior to recordation of the approved site plan, the Applicant shall submit payment of the following estimated City of Arlington impact fees (based on 6,600 square foot building): Traffic at approximately $1,038.00 per p.m.peak-hour trip (for two trips) or approximately $2,076.00. The actual impact fees due are set by resolution at the time the fees are paid. (The amounts as set forth as an estimate). There are no WSDOT and Snohomish County Traffic Mitigation fees required for this project. 4. The Applicant shall meet all local, state, or federal code requirements. (For the Applicant to the list of code requirements in the Staff Report —Exhibit 1. It is in not necessarily a complete list of code requirements, but a general checklist of major steps and issues). The Applicant must refer to the AMC for a complete list of code requirements. 5. The Applicant shall down-shield all exterior lighting, including streetlights. Landscaping shall be consistent with City approved plans. Evergreen trees should be used wherever practical. 6. If chain link fencing is to be installed on the property, the Applicant shall install black vinyl coated chain link fencing. There shall be no signage of the site other an address. 7. Best Management Practices shall be applied for the protection of the aquifer recharge area that adequately protects the groundwater resource in the Arlington planning area. Special Use Permit City of Marysville-Applicant File No.C-3-073 8. The Applicant shall clear all outstanding Planning Division and Engineering Division permit-processing accounts with the City within 60 days of issuance of this permit. 9. Per AMC 20.16.220, this conditional use permit shall expire automatically one year of the below date of approval if the use is not commenced or if less than 10 percent of the total construction cost has not been completed. F Dated this 12 day of May, 2004 p4 Jaes M. Driscoll-Arlington Hearing Examiner Special Use Permit City of Marysville-;pplicant File No.C-3-073 • City of Arlington Building Department REQUEST FOR REVIEW FORM . II �n1��J l G NAME: 'F� C /l'`C(I�SU//�� BP #: 04- p DZ U DATE: l(L Z Z RETURN THIS FORM BY: W 6 PROJECT SUMMARY: RESPONDING DEPARTMENTS: /T ° ` / ❑ TOM C., FIRE ❑ KAREN L., UTILITIES ❑ BILL B., NATURAL RESOURCE ONNE P., PLANNING ❑ GREGG E., ENGINEERING ❑ JIM T., CONSULTANT ❑ CHUCK W., CONSULTANT SUBMITTAL INFORMATION IS ATTACHED. Please review the information and return this form and your comments, either on the drawings or in memo form, to the Building Department. If you have no comments, please return the form with the"No Comments" box checked. PLEASE MARK ONE BOX, SIGN, DATE,AND RETURN THIS FORM TO LINDA. ❑ COMMENTS FOR THIS REVIEW ARE IN ATTACHED MEMO ❑ NO COMMENTS FOR THIS REVIEW, OKAY TO ISSUE PERMIT ❑ COMMENTS REVIEWED BY DATE J'4 Y � City of Arlington Development Services � Planning Division 4�'0 MEMO TO: Building Division CC: Gregg Eaton, Engineering Division FROM: Yvonne Page, Senior Planner DATE: June 29, 2004 RE: Marysville Water Treatment Plant (BP#04-6028) The following conditions must be met prior to issuance of the building permit: 1. All development shall be in substantial conformance with the approved land use development site plan received April 13, 2004, subject to any conditions or modifications that may be required as part of the site civil drawing review process. 2. Any chain link fencing on the property shall be black vinyl coated. 3. The developer shall submit payment of the following estimated City of Arlington impact fees (based on approximately 6,600 square foot building): Traffic at $1,038.00 per p.m.- peak-hour trip, which is 2, or $2,076.00. (NOTE: No WSDOT or Snohomish County traffic mitigation fees are required for this project.) 4. The developer shall clear all outstanding Planning Division land use and Engineering Division permit-processing accounts with the City. (As of this date, there is insufficient balance in the account and a bill has been mailed to the developer to clear the account.) In addition, all of the conditions of the City of Marysville Water Treatment Plant Conditional Use Permit (C-03-073) shall apply to the development of the property. Yvo n Page City of Arlington Building Department REQUEST FOR REVIEW FORM NAME: Y GL &S In ll BP #: 04- ( 002d DATE: Z RETURN THIS FORM BY: PROJECT SUMMARY: w� RESPONDING DEPARTMENTS: ❑ TOM C., FIRE ❑ KAREN L., UTILITIES BILL B., NATURAL RESOURCE ❑ YVONNE P., PLANNING ❑ GREGG E., ENGINEERING ❑ JIM T., CONSULTANT ❑ CHUCK W., CONSULTANT SUBMITTAL INFORMATION IS ATTACHED. Please review the information and return this form and your comments, either on the drawings or in memo form, to the Building Department. If you have no comments, please return the form with the"No Comments" box checked. PLEASE MARK ONE BOX, SIGN,DATE,AND RETURN THIS FORM TO LINDA. ❑ COMMENTS FOR THIS REVIEW ARE IN ATTACHED MEMO �NO COMMENTS FOR THIS REVIEW, OKAY TO ISSUE PERMIT ❑ COMMENTS REVIEWED BY DATE 1"7 City of Arlington ,0 -,I 111W Building Department REQUEST FOR REVIEW FORM NAME: Na Y ZZ / BP #: 04- La02-8 DATE: LQ ZZ RETURN THIS FORM BY: PROJECT SUMMARY: ('o 4-r-�Gcf*LQX-�L RESPONDING DEPARTMENTS: ❑ TOM C., FIRE ❑ KAREN L., UTILITIES ❑ BILL B., NATURAL RESOURCE ❑ YVONNE P., PLANNING GREGG E., ENGINEERING ❑ JIM T., CONSULTANT ❑ CHUCK W., CONSULTANT SUBMITTAL INFORMATION IS ATTACHED. Please review the information and return this form and your comments, either on the drawings or in memo form, to the Building Department. If you have no comments, please return the form with the"No Comments" box checked. PLEASE MARK ONE BOX, SIGN,DATE, AND RETURN THIS FORM TO LINDA. ❑ COMMENTS FOR THIS REVIEW ARE IN ATTACHED MEMO ❑ NO COMMENTS FOR THIS REVIEW, OKAY TO ISSUE PERMIT JJ COMMENTS Ci;Ji REVIEWED BY � DATE CITY OF AR L I N G TO N Invoice No. 2004-6027&28 238 N. Olympic Ave. Arlington, WA 98223 360-403-3431 fax 360.403.3447 INVOICE - Customer Name City of Marysville Date 6/21/2004 Address 80 Columbia Ave Order No. 04-6027 City Marysville State WA ZIP 98270 PO Phone (360)651-5100 FOB QTY Description Item TOTAL i 1 Plan review fee 04-6027 $1,400.00 $1,400.00 1 Plan review fee 04-6028 $4,025.00 $4,025.00 Stillaguamish River Water Treatment Plant Project Any question regarding this invoice please contact Linda Friddle @ 360.403.3431 Ifriddle ,ci.arlington.wa.us SubTotal $5,425.00 Payment Details Q Cash Check p Credit Card TOTAL $5,425.00 Name _ CC# Please send payment Attention Expires Building Department Make check payable to City of Arlington If you have questions regarding this invoice please call(360) 403-3431 AFTER RECORDING, RETURN TO: CITY OF ARLINGTON PLANNING DIVISION 238 N. OLYMPIC AVENUE ARLINGTON, WA 98223 CITY FILE NO. S-03-073 Conditional Use Permit and Variance City of Arlington Development Services IN G,SO May 14, 2004 City of Marysville Water Treatment Plant C-03-073 I. PROJECT DESCRIPTION AND REQUEST The applicant requests a conditional use permit for development of a new water filtration plant to provide filtration treatment and disinfection of the water from this Stillaguamish River source to meet EPA and Department of Health requirements. The development consists of a main building approximately 100 feet by 66 feet and 33.76 feet tall and an above-ground 200,000 gallon steel tank. The applicant proposes infiltration facilities, parking and landscaping in accordance with City of Arlington standards. The applicant has also requested two variances; one for requirement of shade trees in parking areas and one for required retention and protection for significant trees. However the shade tree requirement issue has been resolved and that variance is no longer necessary. The site approximately 1.31 acres and is zoned Residential Moderate Density. II. GENERAL INFORMATION 1. Applicant/Owner: City of Marysville, 80 Columbia Avenue, Marysville, WA 98270. 2. Contact Person: Carolyn McAlpin, 2375 130th Avenue NE Suite 200, Bellevue WA 98005. 3. General Location: The site is located at 17906 43rd Avenue NE, in Section 21, Township 31, Range 05, W.M. (Tax ID No. 310521-003-006-00). 4. Address of Property: 17906 43rd Avenue NE. \\Engineering\Planning User Documents\kremle\COM Water Treatment Plant C-03-073\WTP permit original.doc kjr;5/13/04 Page 1 of 5 Conditional Use Permit and Variance May 14, 2004 City of Marysville Water Treatment Plant C-03-073 III. BACKGROUND The subject conditional use permit application was received by the City of Arlington on November 21, 2003, and the application was deemed complete on December 15, 2003. A Notice of Application and Scoping Meeting was published, posted, and mailed on December 17, 2003. On January 14, 2004, a scoping meeting was held and based on concerns raised by surrounding neighbors the City of Marysville on January 15, 2004, decided to look into redesign, at this time the project was placed on hold until a determination on the building relocation was made. The revised site plans were submitted to the City of Arlington on April 13, 2004. A Notice of Public Hearing was published, posted, and mailed on April 14, 2004. IV. FINDINGS OF FACT & CONDITIONS The findings, conclusions and conditions were made by the Hearing Examiner and were based on the project description and the guidelines of approval. See attached Exhibit 2, which is the Hearing Examiner's Decision, dated May 12, 2004. V: HEARING EXAMINER DECISION On April 28, 2004, the Hearing Examiner held the Public Hearing for the City of Marysville Water Treatment Plant Conditional Use Permit and Variance (C-03-073). He approved the conditional use permit and variance based on the findings or fact, conditions, and recommendation of the draft conditional use permit dated April 21, 2004. His decision is dated May 12, 2004. VI. APPEALS Per AMC §20.20.010, to appeal this decision, an appeal application must be filed, with all required fees, within 14 days of the date of issuance of this permit. The City Council would hear the appeal of the permit and their decision would be considered the City's final decision on the underlying governmental action. VII. DECISION The conditional use permit is hereby APPROVED, subject to the conditions approved by the Hearing Examiner. Vill. EXHIBITS 1. Hearing Examiner Decision dated May 12, 2004. 2. Approved drawings received by the City of Arlington on April 13, 2004 (on file at City Hall). 3. Design Review Board Decision dated April 21, 2004 4. File C-03-073 (City of Marysville Water Treatment Plant) (on file at City Hall). \\Engineering\Planning User Documents\kremle\COM Water Treatment Plant C-03-073\WTP permit original.doc kjr;5/13/04 Page 2 of 5 Conditional Use Permit and Variance May 14, 2004 City of Marysville Water Treatment Plant C-03-073 ORDERED THIS 14TH DAY OF MAY 2004. a//, l� K, Cliff St g, Planning M ger Respon ible Official Distributed to the Following Party of Record: • City of Marysville, Pat Gruenhagen, 80 Columbia Avenue, Marysville, WA 98270 • Carolyn McAlpin, 2375 130th Avenue NE Suite 200, Bellevue, WA 98005 • Jim Abbeg, 4006 1791h Place NE, Arlington, WA 98223 • Robin Knutsen, 4009 178th Place NE, Arlington, WA 98223 • Jackie Brown, 17902 43rd Avenue NE, Arlington, WA 98223 • Paul Richart, City Engineer/Gregg Eaton, Engineering Technician, Development Services, Engineering Division • Marc Hayes, Code Compliance, Development Services, Engineering Division • Dave Anderson, Building Official, Development Services, Building Division • Kerry Wentz, Plans Examiner, Development Services, Building Division • Karen Latimer, Utilities Manager, Development Services, Utilities Division • Bill Blake, Natural Resources Manager • Sarah Hegge, Recreation Coordinator • Dale Carman, Airport Coordinator, Arlington Airport \\Engineering\Planning User Documents\kremle\COM Water Treatment Plant C-03-073\WTP permit original.doc kjr;5/13/04 Page 3 of 5 g;o y a6ed 40/£ug'A oop•leul6uo p-ad dlM\£LO-CO-O lueld luawlMl J93eM yyOOXalwaj�RsluawnooO jasn 6u1uueld\6uu99ul6u3\\ saaldxa luawlulodde AVI ; " 0Z I�"�=' a 4E 6ulpls9J uoI6ulyseM S3HIdX3 NOISSIWWOO AVJ jo aje}S ayj jo Rue ul ollgnd ti ION MITI 3III II'I Tu%WuTgSeAjIo aJEqS �TIRnj Flo leas lelol}}o pue puey Aw jas olunajay I `d03N3HM SS3NlIM NI :Iuawnilsul ayj ul pauoljuaw sasodind pue sasn ayj jol}oe tiejunlon pue aaij (jay/sly) aq of 1! pe6palMouNoe pue payloads alep ayj uo aoljou payoelle ayj jo saldoo palsod (ays/ay) 1eyj 96palMouNoe uosiad pies pue `aw ajolaq pajeadde oqm uosaad ay} Sl 11r7P14-,P�,' ' � S VI IAa fey} aouapina IUojoelsljes aney Jo MOON I }ey} AIlPao I ( HSIWOHONS 30 AINnoo ss ( NOlJNIHSVAA d0 31b'1S ale(] pjooa�j 10 iauMO 'tp,00Z `Z6 AeW Ra}ep pwiad anoge ayj panssl ueaq aney pue ails }oafgns a4I jol pjooai jo jauMo ayj we I ley}Aj!:pao I NOUVOIdllb33 a3NMO £LO-SO-O Iueld JuawjeaJl Ja}e/N alllnstieW Io /ql:D ti00Z 't i, AeW aouelJen pue IlwJad ash Ieuompuoo 6609-6S9 (09£) XV=I <- OUG-699 (09£) ♦ OLZ96 * u0;6uiyseM`ajjins(aeW ♦ -and eigwnloo 08 -siauped joefoid ano pue HO(I of apew s}uewl!wwoo ay} u!elulew o}Al!l!ge ano pue sn ueann}aq spuels mou yoigm wal! „yled leoilpo„ a `aaojaaayj `pue u6lsep leu!j jo uollaldwoo ano of aosinoaid fuesseoeu a aq ll!M indu!ano), -AeN aq II!M s911!n!}oe u6lsap bululewai jo uollaldwoo Idwoad `iGanllap joafoad Alaw!l bu!piebai ulIeaH jo juawliedaa ayl of apew sluawl!wwoo pue `s}oej asogj jo aouanbasuoo a sy 'llann se uoibu!lid Io esoyl of Aeon llews ou u! pue `suazlI!o sI! pue all!ASfUelN of luelaodw! 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OWNER MAIL ADDRESS CITY ZIP PHONE City of Narvsville 80 ('nlnmhi ., Ave Marysvill ,� 98270 ( 360)651 —Sinn ARCHITECT OR DESIGNER MAIL ADORES$ CITY ZIP PHONE IMWH 2353 1 30th Ava Nip ctf- 2nn Re] 1 o,r, 9811115 l4251RR1 _11 on GENERAL CONTRACTOR MAIL ADDRESS ' CITY ZIP PHONE LICENSE M t.Mn - i nrl MLCal IANI AL CONTRACTOR MAIL ADDRESS CITY ZIP PHONE LICENSE# TO Be 1)PYnrmi no PLUMBING CONTRACTOR MAIL ADDRESS CITY ZIP PHONE LICENSE IF To Be Determined CLASS OF WORK ®NLW ❑AUDITION ❑ALTERATION ❑REPAIR ❑DEMOLITION ❑BUILDING RELOCATION VALUATION OF WORK s 1 . 039 , 000 DESCRIBE WORK Drinking watt - Plant build ' o PRUPUSt D USE OF BUILDING I HEREBY CERTIFY THAT I HAVE READ AND EXAMINED THIS APPLICA- Drinkin2 water filtratinn TION AND KNOW THE SAME TO BE TRUE AND CORRECT ALL PROVI- LLGAL UESCRIPI TUN OI PROPL RTY(SHOWN BELOW UR TACH FOUR COPIES SIONS OF LAWS AND ORDINANCES GOVERNING THIS TYPE OF WORK LOT N/A BLOCK N/A OF N/A WILL BE COMPLIED WITH WHETHER SPECIFIED HERIN OR NOT.THE GRANTING OF A PERMIT DOES NOT PRESUME TO GIVE AUTHORITY TO VIOLATE OR CANCEL THE PROVISIONS OF ANY OTHER STATE OR TAX ID NUMBER LOCAL LAW REGULATING CONSTRUCTION OFTHE PERFORMANCE OF 3105 2100300600 CONSTRUCTION.PERMIT EXPIRES 1 YEAR FROM DATE OF ISSUANCE. SIGNATURE CONTRACTQ(tORAUTHORI ZED AGENT DATE IOB AUURL SS 17906 43rd Ave NE Arli.n�ton WA 98223 X (OFFICE USE ONLY) P MECHANICAL PLUMBING ' NO. TYPE OF FIXTURE FEE NO. TYPE OF EQUIPMENT FEE WATER CLOSET (TOILET) AIR CONU. UNITS -II.P. EA. BAIIIIUB REFRIGERATION UNITS- H.P.EA. LAVAIURY (WASH BASIN) BOILERS --H.P.EA SFIC)WL R - GAS FIRED A.C. UNITS-TONNAGE EA. KI ICIILN SINK&UISP FORCED AIR SYSTEMS- B.T.U. MEA UISHWASIIER I L4 \ WALL HEATERS- B.T.U. M LAUNDRY 1 RAY UNII HEATERS- B.T.U. M CLOI IILS WASHER EVAPORAI IVE COOLERS WA I ER HEATLR CLOIHES DRYERS URINAL VLNTILATICN FAN DRINKINGFOUNIAINN RANGE HOOD COMMERCIAL I-LOOK DRAIN AIR HANDLING UNIT- CPM VACUUM BREAKERS ; STOVE ROOF DRAINS - RAINLEAUERS METAL FIREPLACE 6 CHIMNEY SINK (SERVICE - BAR,EFC.) WATER HEATER GAS PIPING SUB TOTAL 3 SUBTOTAL f PERMIT 3 PERMIT $ TOTAL FEE $1 TOTAL FEE $ SIUL YARD SL 1 BACK STRLLI SL(BACK REAR YARD SETBACK PLAN CHECK NUMBER PLAN CHECK FEE � F, RECEIPT NO. U$f LUNt LOT AREA VACANT SITE �J(l & '_;. ❑YES ❑NO FEES VALUATION FEE 1YPL OF CONS]. OCCUPANCY GROUP NO.OF DWELLING UNITS PLAN CHECKING VG SILL Of BLUG. NO.Of STURILS MAX.000.LOAD BU'LDING S PLUMBING FIRE SPRINKLERS REQUIRED ❑YES ❑NO MECHANICAL COMMENTS STATE BLDG.CODE ENERGY CODE SURCHARGE PENALTY U.B.C. SEC.303(a) RECEIVEDWATER/SEWER FEES TOTAL 2004 PERMIT VALIDATION �} �ry WHEN PROPERLY VALIDATED (IN THIS SPACE)THIS IS YOUR PERMIT 6 RECEIPT OA BUILDING DEPT PAID CRp BY cc:ASSESSOR,APPLICANT,TREASURER,BLDG. DEPT. BUILDING OFFICIAL DATE RECORDS COPY 1 6'HIGH CHAINLINK j 31052100202000 ._.._.._..-.._..-. .�. S 87.48'42_' EE _ r 7U----- -- 95�y _ - - - FOUND LEACH/TACK N x 128.60 ti 4�• .-.._..-..-..-..-.._.._.._.._.._.._..-.._..... 4"X4" CONCRETE POST' \ 1 �19 I`r#zo 1 Rw METER VAULT WTP SITE SURVEY CONTROL NOTES F " I i I Lu 0 a N 1 x 1 & ■ %)P 0I LOCAL VERTICAL CONTROL IS BASED ON SNOHOMISH COUNTY POINT •3490, I A EL.124.05. THE MARK IS A 3" DIA BRASS DISK SET INTO A CASE,DOWN I _ I 1.0 FT AT INTERSECTION OF 172ND ST NE AND 43RD AVE NE.VERTICAL tt� 10" o t N I DATUM USED IS NAVD88. DEED RECORDED UNDER AUDITOR'S FILE NO. I sEPTI V A I 7611170134.HORIZONTAL DATUM:NAD 83/91 STATE PLANE COORDINATES, 4 o I 3B�RE i S WASHINGTON NORTH ZONE.COMBINED GRID FACTOR 0.999939992667. I THE COORDINATES CONTAINED HEREIN REPRESENT PROJECT DATUM. ti93 L1 F o TO CONVERT TO STATE PLANE COORDINATES,SUBTRACT 100.000 METERS ! {� rl A� (3280833.333 FEET) FROM NORTHINGS AND EASTINGS AND THEN MULTIPLY 6£t W BY 0.999939992667. _ 7 II''I 126.74 170` D j7 o SURVEY CONTROL POINTS: ; 2 I r I I u CONcaETE olvD— SITE SECURITY FENCE POINT NO DESCRIPTION NORTHING FASTING ELEVATION W IP h I BUILDING _ � TBM #1 RR SPIKE N 1676.1270 E 2780.0280 EL 131.01—�— — TBM #2 RR SPIKE N 1393.3745 E 2769.4106 EL 129.71 ! I I �I 5tOS21n03(;O60D _~ " x j 110, �- 31052100301300 TILE PATIO i I I '90 TAN GAL --- i / I <0 SEPTIC !// a TANK 6:1 ON T- WIRE FENCE Qa I ON T-POSTS u7 0]N Ld 151 ; 1ST n �_.__-• Ne to I I I WOODFR d I I -__---_____ 722.5 GAS PIPES 1 STORY -_-� ---- --- - -- --- - - - --._---------I--•- o, ! GARAGE/SHOP i ••i „��I 1 SURGE TANK = gE tt - cc I .—EDP:bF GRAVEL % '• \ I I I !:3' ' ILIL �� D�, r ;' I e . 200,000 5 ! i i - ;' •�-.• • - I GAL 31052100300300 j SETBACK I ® CLEARWELL (LANDSCAPING) �- . PIFST /3p }_. •r 3 9' DIA 31052100301200 CONCENTRATE/ o OVERFLOW H 1 �n �'Lg \ rya, I•- BASIN I ( a C? I " a T I FENCE CHANGES TO °j>P CHAINLINK TO NORTH - ---" -- - -- - ----- 0" I SETBACK I I a. a. P METER � (LANDSCAPING) I I Q_ 3 VA T I . F x Izs.�8 16' I 6'HIGH WOOD Ld I I Z� I „ l- / .o �` , FLOW RESTRICTOR/OIL 31D521oo3oosoG o LI 2g r ,a / 1 r r POLUTION CONTROL I Lv MANHOLE Q < . 7?9 r r 13o 1 STORMDRAIN DISTRIBUTION V) r r: . �✓ �,," 1 , I MANHOLE WHICH 0 '••+ 11 1 I CHAINLINK OfI 0 1 u , 1 BATCH BASIN I M „ ' x t99.6 lY SOUTH EDGE OF I N . , `, ( 5.5'HIGH WOOD CARPORT 1 �' r 0 1 129. i - --- --------o-rsTt----- t - or I 1 Z ----------- -c ------ ��i TBM „2 - - - - - - - - --3 _ I H _ - C- FOGC Ot- PAVCAI£NT— co- •- 9�__ n I M I s .53 p `o 1 N 87,46'57" W _x�-. w•..-.r...-.�z-.-.r+car..i�� lr�. r 1 rr�.r..�� y I {1 a CHAINLINK FENCE I 5'IIICH To WEST OHP SANITARY SEWER 310521D03DT100 TBM I a TBM •2 4'HIGH TO EAST RR SPIKE rBM •t o I v I MANHOLE (TYP) I '� I I o 3 43 o RR SPIKE I N 1676.1270 N 1393.3745 I OHP E 2780.0280 I `/y IONAL 6 E 2769.4106 I OHP EL 131.01 vawrnlwK- I EL 129.71 OHP I xrxtsr 12/ 2/D � I pHp 1 a SCALE WARNING SVOMITTED BY CIVIL SHEET 0 �/2 1 DESIGNED C MCALPIN CITY OF MARYSVILLE li__� LICENSE NO. DATE QD M W STILLAGUAMISH RIVER SITE PLAN C-1 "•20' IF THIS BAR DOES DRAWN SCHULZ Ch armatynik WTP PROJECT o NOT MEASURE 1" ! REV DATE BY DESCRIPTION THEN DRAWING IS L TRIPP DATE na w.o.uw ua NOT TO SCALE CHECKED LICENSE NO. LEGEND : 1U DESIGNATES SC�� NUMBER DULE ON DRAWING A-6 g DESIGNATES ROOM NUMBER 1 O 20'-0" O 20'-0" O 20'-0" O 20.-0" SEE INTERIOR FINISH SCHEDULE ON 20' 0" o I I DRAWING A-6 14'-0" I 19'-4" 9'-4" 1 I 24' 8" WINDOW TYPES 1, SEE o ROOF LINE ABOVE p I FIRE DRAWING HER SEE SPECIFICATION a TYPICAL LL STEEL COLUMN 107 SgE STRUCTURAL 1 O I J_____------ ---- _� OFE-3 SECTION 10520 -- -------------`- - -�- ------ -- -- ---- - ----------I--- ----1---------------- -----�� - - a- -- ---- - 8 ----- ---------- - ----- -- ---------------- -- I - _ _ 12 � r - -- ------ - - - - - OFOM - - I 1 I f 1 D SEE NOTE 6 �(FE FIRE SPECIFICATION IN CABINET (FEC) SEE SPECIFICATION SECTION 10520 — - 06 LOUVER 1 I o 101 II N II I CMU WALL SEE STRUCTURAL 1 LOUVER FE-1 _��,__�� 1 jSEE MECH SEE MECH i jLo ; LIGHT GAGE METAL STUD PARTITION : - j r I I 1A 7 WITH GYPSUM BOARD EACH FACE- k I 9' 6" HEIGHT i H-7 OCCUPANCY j I I I CMU WALL W/INTERIOR WALL FURRING U 1 TOILXT OFFICE/LAB ROOM R-13 BLANKET INSULATION I MECHANICAL ROOM y ELECTRICAL ROOM � C I 1 ( { 105 1 106 I ROOM 107 I Z 1-HOUR FIRE RATED WALL ASSEMBLY 108 1 B OCCUPANCY ( SIDEWALK f I SEE CIVIL m SO IU YP0CH ORI � H MIGAL STORAGE � I I I j I FE-1 I- FOM FACE OF MASONRY O M 10 1 104 WgRL (ITYP LAUFF SEE NOTE 3 I ( (FEC) L 07 If I ) (3) TWO-TIER 1 i 114 _ f '1— NOTES : 1... FE 1 I FE 1 Q I y FE-3 LOCKERS 1 �- FOM 0 --- Q -- -- J 1. SEE STRUCTURAL DRAWINGS FOR CMU WALL -- -- / DIMENSIONS VZ -1 VIAZZ: 1 I I I { U 2. SEE EXTERIOR ELEVATIONS FOR HIGH BAY 7,7 •- c _r•-- --- � J I WINDOWS 1•HR FIRE RAVED 1 j 113 FE 1 Q :� 3, 6' 8" W x 2' O" H LOUVER ABOVE DOOR. 109 WINDOW UNIT] 110 j 111 j 112 ��r BOTTOM OF LOUVER AT 10'-0" A.F.F. i ---J------------------- j j j I 4. AT FIRE RATED WALL ASSEMBLIES; I I 102 „ AND VID MET ALSTOPPINDECKFLUTE ALL PENETRATIONS 5, FOR BUILDING CODE DATA,SEE DWG A-6. , `a 104 ' BRIDGE CRANE TRAVEL I I 1 ;: 6. PROVIDE R-10 PERIMETER RIGID INSULATION LD n io I I I 1 FROM 4" BELOW GRADE,OR BELOW OUTDOOR „ SLAB,TO TOP OF SPREAD FOOTING, WHERE INDICATED. ROLL-UP DOOR I z0 HOOD ABOVE j asX SOUND ABSORPTIVE ww j i CHEMICAL INVENTORY : CURTAIN ON OVERHEAD I ag I o TRACK j v= SODIUM HYPOCHLORITE ROOM ao '' I w3 1 j j 1000 GALLONS SODIUM HYPOCHLORITE - 00 ;i i ; 12.5% CONCENTRATION 0 or 1 I I CORROSIVE NFPA 0 Q FE 1 j m r CHEMICAL STORAGE ROOM; 0 MEMBRANE AREA I I MAINTENANCE/STORAGE AREA :' SODIUM BISULFATE : 55 GALLONS 103 „ 101 102 I :• 387 CONCENTRATION CORROSIVE NFPA t3x0) i F-2 OCCUPANCY (UNO) SODIUM HYDROXIDE u :i UTILITY SINK 1 I I I '' 55 GALLONS 50/. CONCENTRATION " I ( 1 I j CORROSIVE NFPA CITRIC ACID 3p0 MEMBRANE AREA: N „ 1 STORAGE AREA I j j j CITRIC ACID V, (SEE MECH) i I I I DRY BAG STORAGE 1007 CONCENTRATION W : ice—CITRIC ACID 1 1 j j LIQUID STORAGE 55 GALLONS Q 50% CONCENTRATE I DOSING STATION j j ( WINDOWS ABOVE : IRRITANT NFPA pO > " (SEE MECH) SEE ELEVATIONS --------------a4.•L.- -• .............. ---r� i O (TYP OF e) ! (TYPICAL 8 PLACES) FOM !! ° I 3"X5" DOWNSPOUT d '�- E ---- -- ----- -- ---- -- -- -- - - -- ----- - ----- ------ - -- -' TO UNDERGROUND PIPING -- --------'----------------- - ----- --------------- _- - - 1--------- --r-- ------"- 7-------------- - - SEE CIVIL (TYPICAL) v 1 I I 1 1 0� . i A i 1 B 1'-4" 4'-0" 6' 8" 4'-0" 1'-4" a z 1A 4 1A-5 (TYPICAL 3 PLACES) i N 8347 FLOOR PLAN T xnAP.a. srrlNax STATE OP 17ASIIINGTON 0 f�. 4/z�/os 0 0 0 o SCALE WARNING SUOMTTEO BY 0 I/z 1 DESIGNED M.STEINER ARCHITECTURAL I CITY OF MARYSVILLE z ucENSE No. DnrE '~ STILLAGUAMISH RIVER WATER TREATMENT PLANT 1A-1 N6".1'-0" IF THIS BAR DOES DRAWN K.CRINKLAW NOT MEASURE 1" MWHCit o(Mat illc WTP PROJECT FLOOR PLAN THEN DRAWING IS CoYOUNG ",•..• REV DATE BY DESCRIPTION NOT TO SCALE CHECKED LICENSE NO. DATE """"' NOTES : I. COORDINATE ROOF MOUNTED MECHANICAL EQUIPMENT & LOCATIONS WITH HVAC v 1 C Q Q Q 5 C T 2- COORDINATE EXACT SKYLIGHT LOCATIONS WITH ALUMINUM GUTTER I I I j 1A-5 STRUCTURAL FRAMING SPACING 14'-0„ I 6_0 1 10'-0" I 6,-011 I SEE NOTE "2 j T-8" a I SEE NOTE 2 I w I I 1 LL F TYPICAL -- - - w - RAKE TYPICAL RAKE 1A 5 ' p I I SLOPE— SLOPE � A Sol SKYLIGHT-SEE DETAIL J j I - 1A-5 STANDING SEAM METAL (TYPICAL OF 8) B N ROOF SYSTEM 1A-8 O TYPICAL , ROOF MOUNTED EXHAUST L E F A E O F V N FAN-SEE HVAC DRAWINGS E T R (S E H ) E.. ........ III I IT I I I I I I I 4 1 4 S E N T • I �,/ LINE OF BUILDING BELOW 1 ( I TYPICAL R p O A ALUMINUM GUTTER 10, 1 0- 1 0 ALUMINUM GUTTER f J ' TYPICAL i 07 SIM; 9 EAVE d � p 1A-4 N 0 1 1 ' 1 ' RqIOPE ID E SLOPE --r-,AS REQUIRE AS REOUII w 1 i p V) ' ' � 1 1 1 C/ 0 ' � 1 ' 1 ' , 1 r ' 0 ALUMINUM GUTTER A B 1A-4 1A-5 8347 RROI RSRaRD ROOF PLAN "°°eITROT xnax W. s INEa STATE OF WASHINGTON 412Vo5 0 0 0 o — SUBMITTED BY SHEET SCALE WARNING 0 �/Z 1 DESIGNED M.STEINER A RCHITECTURAL CITY OF MARYSVILLE LICENSE NO. DATE M W HSTILLAGUAMISH RIVER WATER TREATMENT PLANT 1A-2 3/15"'1'-0" IF THIS BAR DOES DRAWN M.STEINERROOF PLAN o NOT MEASURE 1" CityOfMarysvillc WTP PROJECT THEN DRAWING IS C.YOUNG �'' ^••••••^^• REV DATE BY DESCRIPTION NOT TO SCALE CHECKED LICENSE NO. DATE --- 6 Q Q Q 0 Y x I I I — j STANDING SEAM METAL I 12 TYPICAL a AS REQUIRED AS REQUIRED/ ROOFING SYSTEM (TYPICAL) j 4 I j i 1A-e F_- BRIDGE CRANE 4 GIRDER BEYOND f 1 ) I DORMER = METAL WALL BEYOND PANEL SYSTEM - Li T. tl C TYPICAL 1[- T I - I I Z x.'7rt 8 DOWNSPOUT LOUVERS T T s. 12 PLACES rt �r`r 1 0 • - i�� 1T 00 TYPICAL t —8'X8'LOUVER i o SEE HVAC DWGS FIXED SKYLIGHT z M I TYPICAL METAL WALL r r-- ROOF MOUNTED PANEL SYSTEM = SMOOTH FACE EXHAUST FAN CMU .ACCENT [ 1 i SEE HVAC SPLIT FACE CMU T Tt .,z r 1a EXTERIOR LIGHTS TYPICAL IN SOFFIT 1 / FINISH GRADE EXTERIOR LIGHTS 3"X5" ALUMINUM DOWNSPOUT 2'-0"X3'-4" LOUVER STEEL COLUMN 24"x24" FIXED BLADE IN SOFFIT TO UNDERGROUND PIPING SEE HVAC SEE STRUCTURAL LOUVER-SEE DETAIL TYPICAL (TYPICAL OF 2) & SEE HVAC EAST ELEVATION 1A-$ NORTH ELEVATION NOTES : 1. FOR EXTERIOR LIGHTS,SEE ELECTRICAL DRAWING E-3. 2.ALL EXTERIOR ACOUS ICALLY RIATED AS FOLLOWS; BE WEST WALL=STC 51 REMAINING WALLS=SCT 40. ON C n A 1 2 3 4 �S 1 6 3 COEFICIENT ITS,SE SPEC, ,"STC" INDICATES SOUND ACOUSTIICAL WINDOW UNITS,SEE SPEC. 13080. 2 I I FIXED SKYLIGHT I TYPICAL 1A-8 I I I 12 TYPICAL I AS REQUIRED I AS REQUIRED j METAL WALL LOUVERS 4 j BRIDGE CRANE BEYOND PANEL SYSTEM ALUMINUM GUTTER WHERE OCCURS, T.O.CMU WALL SEE ROOF PLAN (TYPICAL) :7 METAL WALL PANEL SYSTEM ` 4� I T.O. CMU WALL T.O.CMU WALL 0 err A [. 2 - A cD ' t 7 1 FINII-H Ff CIOR FIN FLOOR SMOOTH FACE CMU BAND F ACOUSTICAL STC 53 RATED EXPOSED ARCHITECTURAL SAME COLOR AS SPLIT FACE WINDOWS (TYP OF 8) FINISHED CONCRETE COLUMN TYPICAL WHERE INDICATED (TYPICAL) EXPOSED ARCHITECTURAL - FINISHED CONCRETE COLUMN (TYPICAL) SOUTH ELEVATION WEST ELEVATION 8347 RI6IeTlRRD ROAIT CT MAM W. BTEIVER 5TATR OF AA4R[AG•i0N 0 0 o o SCALE WARNING SUBMITTED BY - ARCHITECTURAL SHEET G V2 1 DESIGNED M.STEINER 1� CITY OF MARYSVILLE z I� LICENSE NO- DATE `'' STILLAGUAMISH RIVER WATER TREATMENT PLANT 1A-3 /B'+1•-O•• I QD NOT MEASUREOES DRAWN M.STEINER G( of Dfa 'tIe WTP PROJECT EXTERIOR ELEVATIONS THEN DRAWING IS C.YOUNG ••^••^•^•••••••• REV DATE BY DESCRIPTION NOT TO SCALE CHECKED_ LICENSE NO. DATE J OVERHANG STANDING SEAM i METAL ROOF STANDING SEAM METAL ROOF SYSTEM OVER ROOF MEMBRANE R-19 RIGID INSULATION RIGID INSULATION METAL DECK / SKYLIGHT TYPICAL 1 TYP 0 12 TYP. /STEEL 6€NTS _ ` o AT COLUMNS \\ ,� ROOF TRUSS a 4 SEE STRUCTURAL �I ` �T I STEEL jRUSSES 1�_ _ 6" (@ BASE) X 6"H. SEE STf�UCTURAL \ —• — ---- - 1• — — — RECTANGULAR i t / CONTI/" BENT PLATE ALUMINUM GUTTER & TO CMU WALL WELD. q_0 �N SS �.. 33/q"X5" RECTANGULAR . 1 : :U�_OF---- _ DOWNSPOUT (WHERE OCCURS) I BRIDGE CRANE WINDOW (VERIY WITH MECHANICAL & STRUCTURAL) SHEET METAL EAVE FLASHING i -- ------------------------------------------------ SMOOTH FACE CMU METAL SOFFIT PANELS _ 4" 16 GA METAL FRAMING I CRANE SPAN II I @ 16'' OC MINIMUM SEE MECHANICAL SPLIT FACE CMU WALL tl _ ,z ROOF EAVE DETAIL 1 SCALE: V-l'-O" - Y w STEEL JOISTS��' I 1 TO CIAU WALL o � SEE STRUCTURAL = w �� i/ SPLIT FACE CMU @ ul EXPOSED EXTERIOR LOCATIONS CIP CONCRETE CMU WALL TYPICAL COLUMN TYPICAL 7o REGLET & FLASHING STANDING SEAM METAL ROOF SYSTEM Q1� ROOF MEMBRANE gp RIGID INSULATION FIN FLOOR / FINISH FLOOR QJ coo w FO O Ofo Y BUILDING SECTION (�A� z ` METAL DECK SCALE /4-V-0" 1A 1 \_ ROOF JOIST 1A 2 SEE STRUCTURAL ROOF DETAIL 2 TURN ROOF PAN SCALE: 1"•1'-0" UP AT ENDS SHEET METAL CAP METAL ROOF UNDERLAYMENT PANEL RIB, / CLOSURE CLIP W/ BATTEN SEALANT CONT OR SEAM STANDING SEAM SHEATHING BETWEEN STANDING METAL ROOF SYSTEM SEAMS ROOF MEMBRANE RIGID INSULATION SEALANT AT PRE-MANUFACTURED METAL DECK PT WOOD NAILER ALL JOINTS _ FLEXIBLE BETWEEN WEATHERPROOF ROOF JOIST CLIP AND PIPE FLASHING SEE STRUCTURAL \ TO CMU WALL ROOFING __ } _ I r / 6" (@ BASE) X 6"H. • RECTANGULAR p v _ p w / ALUMINUM GUTTER & M c 33/4"X5" RECTANGULAR DOWNSPOUT / CMU WALL (WHERE OCCURS) VENT PIPE J METAL ROOF PANEL 'b SEE MECH RIB, BATTEN OR SEAM M FOR SIZE AND SEE DETAIL LOCATION M OVERHANG 8347 R[CI9TLILD N M ARCSITEC ROOF RIDGE DETAIL F-5-1 ROOF VENT DETAIL ® ROOF EAVE DETAIL Efl SCALE 3"=1'-0" NO SCALE 1A 2 SCALEI 1"•1' 0" NARE W. STEINER STATE OF WASHINGTON y� 4/74 ps 0 0 o SUBMITTED BY SHEET o _ SCALE WARNING ARCHITECTURAL 0 0 /Z 1 DESIGNED- M.STEINER CITY OF MARYSVILLE LICENSE NO. DATE (am w H `-' STILLAGUAMISH RIVER WATER TREATMENT PLANT 1A-4 a AS NOTED IF THIS BAR DOES DRAWN M.STEINER `'7-' C�n•ofxarysviuc WTP PROJECT BUILDING SECTION & DETAILS - SHEET 1 o NOT MEASURE 1" THEN DRAWING IS C.YOUNG ` REV DATE BY DESCRIPTION NOT TO SCALE CHECKED LICENSE NO. DATE DORMER WITH LOUVER WHERE OCCURS 0 B A FLASHING STANDING SEAM METAL ROOF SYSTEM q A - HIGH BAY BUILDING BEYOND 4"X16 GAGE METAL FRAMING ROOF MEMBRANE A ] & 16" OC (MIN) RIGID INSULATION —METAL DECK o = i OVERHANG E FRAMING SEAT i - - SEE -„_•__ �_.- _ STRUCTURAL 4 SMOOTH FAC CMU STANDING SEAM METAL ROOF SYSTEM OVER � �•�\ � � i � �. .� �. �•" � R-19 RIGID INSULATION TO CMU WAl_LI CT t .-l..__.._ _.._..-••- ,� - - _- - -.:-.._.. - - - --- - -::�--.._.._` _ -'___ (TYPICAL) T-� STEEL TRUSSES SEE STRUCTURAL 34"X 16 A FRAMINGGAGE 16" 0 C 60C (MIN) 1 WINDOW HSS & BEAM _ SEE STRUCTURAL METAL SOFFIT \ PANEL SYSTEM STEEL JOISTS ;' N I TO CMU WALL SEE STRUCTURAL SPLIT FACE CMU WALL \ - / FOR (� SEE DETAIINnL NOTES oO CMU WALL BEYOND----; o SECTION EC 1A 4 SCALE 1"•i'-0" 1A 2 / CMU WALL TYPICAL r � T-6" `i FOR ADDITIONAL NOTES BUILDING SECTION B � ] Ln SEE DETAIL SCALE 4''1'-0" to 1 1A-2 ROOF TRUSS I` �; FlA4 SEE ` STRUCTURAL SHEET METAL MA4 ---- - - EAVE FLASHING STANDING SEAM 4�12 - METAL ROOF SYSTEM r ROOF MEMBRANE METAL SOFFIT SYSTEM RIGID INSULATION GYPSUM SHEATHING 21�2"X16 GAGE METAL ROOF MEMBRANE TOP CHORD STANDING SEAM RIGID INSULATION FRAMING @ 16'' OC (MIN) METAL ROOF SYSTEM i 1 ROOF TRUSS METAL SIDING SYSTEM �D SIM EAVE BEYOND FRAMING STRUCTURAL I PTDF NAILER SEE STRUCTURAL SHEET METAL FLASHING •� LIGHT GAGE METAL A FRAMING@E METAL 16" OC (MIN) STANDING SEAM METAL ROOF FRAMING @ 16'' O.C. INFILL FRAMING AT TRUSS SYSYTEM (MIN) METAL ROOF DECKING i SEE STRUCTURAL SHEET METAL RAKE ROOF MEMBRANE i ♦ FLASHING . i � METAL DECK RIGID INSULATION METAL SOFFIT , �' METAL SYSTEM 1 �r i BOTTOM WEB SEE STRUCTURAL v METAL WALL I METAL SOFFIT PANELS SEE STRUCTURAL T PANEL SYSTEM i I ° FLASHING I 4"X16 GA METAL i I FRAMING @ 16" OC (MIN) STEEL TRUSSES-YI SEE STRUCTURAL GRIND SMOOTH WHERE " FRAMING SEAT RIDGE METAL TRACK OCCURS BOTTOM TRUSS CHORD SEE STRUCTURAL I SYMMETRICAL SPLIT FACE CMU WALL SEE STRUCTURAL 8347 REGIOTERED FACE OF / I pECHIT6CT a l METAL STUDS 7'-8" SECTION v SCALE: 1' " IA--2 mm W. STEINER SECTION A ROOF RAKE DETAIL F STATE OF WASHINGTON SCALE /2'-V-0" 1A 2 SCALE: 1"•1'-0" 1A-2 A/24Id'5 0 0 SCALE WARNING SUBMITTED BY ,. ARCHITECTURAL SHEET 0 /z 1 DESIGNED M.STEWER CITY OF MARYSVILLE Z w LICENSE No. DATEMWH STILLAGUAMISH RIVER WATER TREATMENT PLANT 1A-5 AS NOTED INOTIMESUREES DRAWN M.STCINER Ci oTM 'Ile WTP PROJECT BUILDING SECTION & DETAILS - SHEET 2 THEN DRAWING IS C.YOUNG "•""" ' REV DATE BY DESCRIPTION NOT TO SCALE CHECKED - LICENSE NO. DATE EXTERIOR SIDE MTL FRAME ANCHORS DOOR SCHEDULE FACE OF f' CMU WALL COLUMN BEYOND 1 SEALANT BOTH SIDES SIZE DOOR FRAME DETAILS o w w w DOOR & FRAME CMUBEY WALL I I ALL AROUND o [102 DOOR c a ¢ LOUVER REMARKS a FIN MAT FIN HEAD JAMB THRSH = SIZE DOOR BOTTOM __ m zWIDTH HEIGHT TYPE THCI< MAT SYS SYS DRIP THRESHOLD �, I I --DRIP EDGE AT DOOR HEAD - L (EXTERIOR DOORS ONLY) 3' 0" 7'-2' D 13' HM PER SPEC HM ER SPEC 2/- 2/- 1/- 1 o° FLOOR SLAB 3'-0" 7'-2" 8 1Y4 HIM HM P C 2/- 2/- - METAL FRAME-SEE SCHEDULE 3' 0" T 2" B 1� HM HM PER SPEC 2/ 2/- 4 1 _ MOTOR OPERATION 14'-0" 14'-0" A STEEL PER SPEC STEEL ER SPEC 3/- 5/- 4/- 4 3'-0" 7'-2" B 1Y4 HM PER SPEC HM PER SPEC 2/- 2/- 1/- 1 2'X3. " CONCRETE ` DOOR-SEE SCHEDULE LANDING e e e 'n n o I zPR 3'-2' 7'-10" C 14 HM PER SPEC HM PER SPEC2'X3' LOUVER EACH LEAF EXPAN JOINT d = D 1L. EXTERIOR SIDE � 3' 0" T-2" B 1�4 HM PER SPEC HM PER SPEC 2/- 2/ 1/- 1 MATERIAL 5�'e' �." w 109 3' 0" 7'-2" 0 1% HM PER SPEC HM ER SPEC 2/- 2/- 3 2'X3' 110 3'-O" 7'-2" B 1 4 HM PER SPEC HM ER SPEC 2/- 2l 3 1 HR ~ 111 PR 3' 2' T 10" C 1 4 HM PER SPEC HM ER SPEC 2/- 2/ - 5 DOOR THRESHOLD DETAIL 1 DOOR HEAD DETAIL-JAMB SIMILAR 2 'w 112 PR 3'-2' 7'-1 " C 1 HM PER SPEC HM PER SPEC 2/- 2/- - 5 _ SCALE 3"=1' 0" SCALE 3"='I' 0" 3 113 3'-0" 7'-2" D 1Y4 HM PER SPEC HM PER SPEC 2/- 2/- - 3 114 3'-0 7'-0" B 1 4 HM PER SPEC HM R SPEC 10/IA- 101A- 3/ MARBLE THRESHOLD CMU WALL (CONC SIMILAR) - SEALANT ALL AROUND EXTERIOR FACE OR SET IN SEALANT BED OF WALL BEYOND _ WIND BAFFLE DOOR GUIDES BEYOND .� J \ OVERHEAD COILING jT Y 0 DOOR (SEE DOOR TYPES BUILDING CODE DATA: 1 I ItzO N AWAY SLOPE FROM SLAB & SPECIFICATIONS) DOOR HOOD p STRUCTUR BOTTOM SEAL 6" TYP. _ �i WATER TREATMENT FACILITY FIN_FLR ANCHORS PER DOOR ` CODES: 1997 UNIFORM BUILDING CODE (USC) Z MANUFACTURER'S ; ; 2009S7ATE OF WASHINGTON ENERGY CODE w REQUIREMENTS ' w J i 2'x2' TYPE OF CONSTRUCTION: II N wo COILING OVERHEAD �.�- GLAZING OCCUPANCY GROUP: F-2 / H-7/ B DOOR AND GUIDES - = PER SPECIFICATIONS ALLOWABLE AREA F-2 18,000 SF `J OVERHEAD COILING SINGLE SWING DOUBLE SWING PER UBC TABLE 5-B H-7 12,000 SF N DOOR O O SINGLE SWING ow FRAME BEYONDB C B 12,000 SF p w PAVING (SEE CIVIL) O A LOUVER � H-7 - 300 SF (SODIUM HYPOCHLORITE ROOM) f WHERE INDICATED ACTUAL AREA: F_2 - 5675 SF B - 400 sF (OFFICE/LAB & TOILET ROOM) OVERHEAD COILING DOOR HEAD 3 OVERHEAD COILING DR THRESHOLD 4 SCHEDULE ABBREVIATIONS BLDG.TOTAL 6375 SF 11/2" 1'-0" 1Y2" - 1-0" AL&GL ALUMINUM & GLASS MAT MATERIAL ALUM ALUMINUM MIN MINUTE ANODIZ ANODIZED SC SOLID CORE BUILDING HEIGHT; 33'-4" FROM FINISH FLOOR TO BLDG BUILDING„ SPEC SPECIFICATION HIGH ROOF RIDGE WINDOW TYPES FIN SYS COATING OR PAINT SYSTEM STL STEEL MAXIMUM ALLOWABLE HEIGHT = 55' GL GLASS THK THICKNESS HM HOLLOW METAL THRSH THRESHOLD OCCUPANCY LOAD: B OCCUPANCY - 4 FOR STC 41RATED ACOUST. 5 FOR STC 53 RATED ACOUST.PA8 WD WOOD REMAINING BLDG = 20 Q 3/6" BENT L PLATE WINDOW UNITS SEE DETAIL 1A-8 WINDOW UNITS SEE DETAIL HR HOUR TOTAL BLDG - 24 FRAME W/ JZ' DIA X SHT.MTL. SHEET METAL FIRE PROTECTION: FIRE EXTINGUISHER THROUGHOUT w a 4`0" P-LAM LAMINATED PLASTIC Z 6" LG AB Q 32" OC AUTOMATIC FIRE SUPPRESSION SYSTEM @ H 7 w = WELDED TO FRAME. HOLLOW METAL v GALVANIZE AFTER WINDOW FRAME o� (TYPICAL) FABRICATION 0 (n FLEXILE WEATBERSTRIPPING I`4 INTERIOR FINISH SCHEDULE COILING OVERHEAD �� DOOR (SEE ? FLOOR WAINSCOT WALL CEILING SPECIFICATIONS) o �� O DESCRIPTION ROOM BASE REMARKS DOOR GUIDES AND SEE SPEC 08800 �a oo FINISH FINISH CLG v a FOR GLAZING SCHEDULE mz xz MATERIAL MATERIAL MATERIAL SYSTEM MATERIAL SYSTEM HT E I _ ANCHORS PER CMU PER SPEC EXP CONSTR PER SPEC VARIES - SPECIFICATIONS (TYPICAL) 101 MEMBRANE AREA INC. II WELD TO JAMB /� O © �_ 102 MAINT./STORAGE AREA CONC. - CMU PER SPEC EXP CONSTR PER' SPEC VARIES PLATE FRAME �/ J 1 3 CHEMIC STORAGE ROOM CONIC. - CMU PER SPEC EXP CONSTR PER SPEC VARIES o GROUT SOLID EXTERIOR EXTERIOR EXTERIOR U _ (STC 41 RATING) (STC 41 RATING) (STC 41 RATING) I04 SODIUM HYPOCHLORITE RM CONIC. CMU PER SPEC P NSTR PER'SPEC VARIES CMU WALL 105 MECHANICAL ROOM CONIC. -- - CMU PER SPEC EXP CONSTR PER SPEC VARIES (RING WALL SIMILAR) 5'-4' 3' 4" {. 4-0-.1 z _ GRIND SPLIT FACE 106 ELECTRICAL ROOM CONC, CMU PER SPEC EXP CONSTR PER SPEC VARIES CMU SMOOTH AT I I -� 107 OFFICE/LAB ROOM SHT VINYL VINYL _ GYP BD PER SPEC ACOUTIC TILE PER SPEC 9--0" PLATE FRAME a 10 TOILET/LOCKER ROOM CT CT CT GYP BD PER SPEC GYP BD PER SPEC 8' 0" WAINSCOT @ 4 WALLS w o o o � Y W E347 REGISTERED FIRE RATED G RCHITRCf N OVERHEAD COILING DOOR JAMB 0 ASSEMBLY � WHERE INDICATED FIN OR O iT 112' - 1'-0" _ ON PLAN F HAMM < D E r STEINRR EXTERIOR STATE OF WASHINGTGN O INTERIOR & EXTERIOR " INTERIOR (STC 53 RATING) EXP. CONSTR. - INDICATES "EXPOSED TO STRUCTURAL MEMBERS ABOVE" CT = CERAMIC TILE o CONC.INDICATES EXPOSED CONCRETE OR CONCRETE MASONRY 0 SCALE WARNING MM�SSTEEINER SUSMITTED BY ARCHITECTURAL SHEET 0 I/2 1 DESIGNED M.STEINER CITY OF MARYSVILLE WATER TREATMENT PLANT M.STEINER LICENSE NO. DATEMWH ;', STILLAGUAMISH RIVER1A-6 z AS SHOWN IF THIS BAR DOES DRAWN M.STEPJER Cil uIA1a 'Svillu WTP PROJECT DOOR & INTERIOR OW FINISH SCHEDULES, o _ va1al NOT MEASURE V D.BROMM .�_ THEN DRAWING IS C.YOUNG REV DATE BY DESCRIPTION NOT TO SCALE CHECKED LICENSE NO. DATE TOILET ROOM ACCESSORIES : NOTES : METAL PAINTED LOCKERS 5 8 GYPSUM BOARD 6 —O O WATER CLOSET FLOOR MOUNTED 1. ALL TOILET ROOM ACCESSORIES TO BE HANDICAP (ADA) COMPLIANT TZ 4'-0"H CERAMIC TILE O GRAB BAR - "L" CONFIGURED 3 WAINSCOT 3O TOILET SEAT COVER DISPENSER I I LAVATORY a 1 1 I a ' SO MIRROR j CERAMIC TILE BASE O PAPER TOWEL DISPENSER & Ej pBL SINK ; TOILET ROOM NORTH ELEVATION WASTE RECEPTACLE SEMI RECESSED -I MIN METAL LOCKER 1 > ; BASE O S�MI RECESSEDILET PAPER DISPENSER INTERIOR ELEVATIONS B3 8O SOAP DISPENSER: j \ 7 SURFACE MOUNTED f' I BASE CABINETS PAINTED 6 WALL CABINETS GYPSUM BOARD LAV, 107 CHAIR & -' WALL CABINETS COMPUTE _ I W WINDOW ❑ ❑❑ DESK & SLOEE TABLE I �� 1 - - ,� '• .' �'- 108 (NIC) LOCKERS I FILE CAB (NIC) i' �' �❑ 1SPH BOOKCASE (NIC) r\" "�--- ❑❑ 4" A BACK r= q- I I[,*I I j OFFICE/LAB ROOM-EAST ELEVATION OFFICE/LAB ROOM-SOUTH ELEVATION NOTE COUNTER,BACKSPLASH & CABINETS TO HAVE PLASTIC LAMINATE FINISH, ALL EXPOSED SURFACES DETAIL PLAN 1 INTERIOR ELEVATIONS 1A-1 RCP LEGEND : Y 1A-5 METAL SOFFIT SYSTEM 6 GYPSUM BOARD CEILING ATTATCHED FLUSH— ,- TO LIGHT GAGE METAL FRAMING @ 16" OC CONTROLS \ rAIIN. _WALL A mm (WHERE'� OCCURS) g �— z zM I I . o 2'X4'SUSPENDED ACOUSTIC TILE p I p CEILING SYSTEM FIN FL a a ") FIN FL FIN FL OWATER CLOSET: O GRAB BAR.2-WALL TOILET SEAT COVER HEIGHT OF SEAT SHALL BE FROM 17" TO 19" 2 HORIZONTAL,40" X 52" APPROX. O DISPENSER,RECESSED ABOVE FINISH FLOOR, DISTANCE FROM 2'X4'RECESSED FLUORESCENT CENTER LINE OF SEAT TO THE CLOSEST 1-1/2" DIAMETER W/ 1-�/z" CLEARANCE LIGHT FIXTURE - SEE ELECTRICAL ADJACENT WALL SHALL BE 18" MIN BETWEEN BAR AND WALL. j FLUSH CONTROLS SHALL BE EASILY ACCESSIBLE SIDE 42" LONG W/ FRONT W/ ELECTRIC OPERATION END 24" IN FRONT OF TOILET SEAT. REAR BAR 36" LONG. ~ w 1 7 0 2'X2'AIR SUPPLY DIFFUSER - SEE HVAC J wU r O I sF COUNTER 5A ww N WALL MOUNTING y as I a 2'X2'AIR RETURN DIFFUSER SEE HVAC (WHERE �AS OCCURS �_ w3 12"MAX 8A OCCURS) 7 0 ' E I Z i o. p RECESSED LIGHT FIXTURE SEE ELECTRICAL — N � fIN FL ~' FIN FIE N FIN FL 008 D LAVATORY TOWEL DISPENSER AND O O SOAP DISPENSER, o O MIRROR TILTING O WASTE RECEPTACLE, SURFACE (LIQUID) B 0 ROOM NUMBER SEMI RECESSED)1. TOILET TISSUE DISPENSER - I FINISH FLOOR HWITH P 29" MIN AT 34" ABOVE CLEARANCE FROM FLR TO BOTTOM OF APRON, APRON TO WALL I DIMENSION SHALL BE 17" MIN. HOT WATER & DRAIN PIPE 8347 a SHALL BE INSULATED WITH REGISTERED NO SHARP OR ABRASIVE EDGES. ARCEITECT MIN CLEAR ACCESS SPACE 30" X 48" IN FRONT OF LAVATORY PARTIAL REFLECTED CEILING PLAN WRAP OR SHIELD DRAIN PIPE & ALL MARE B. STEINER SHARP EDGES STATE OY NASRIEGTON Lz TOILET ROOM ACCESSORY ELEVATIONS O o SHEET o SUBMITTED BY ARCHITECTURAL 0 0 1/2SCALE WARNING 1 DESIGNED M.STEINER CITY OF MARYSVILLE WATER TREATMENT PLANT 1A-7 z M.STEINER LICENSE NO. DATE M W HNINE STILLAGUAMISH RIVER DETAILED FLOOR & REFLECTED CEILING PLAN, /,••r•o�.uN° INOTIMASUREOI'S DRAWN _ LtiryofMary�villa WTP PROJECT INTERIOR ELEVATIONS THEN DRAWING IS REV DATE BY DESCRIPTION NOT TO SCALE CHECKED C.YOUNG LICENSE NO DATE '•'�""""'"" CMU WALL CMU WALL METAL ROOF BEYOND SHEET METAL EAVE FLASHING v �:7_l o L M _ PACK FRAME WITH EXTERIOR iv Z a EXTERIOR ACOUSTICAL FILL a BOTH K SIDES ALL AROUND 11 GA.COLD ROLLED STEEL FRAME PACK FRAME WITH REMOVABLE STOPS ACOUSTICAL FILL BUTTON CAP REMOVABLE STOPS BUTTON CAP 11 GA.COLD ROLLED /2'' THK LAMINATED— 3 2 4„ C TYP FIXED BLADE LOUVER STEEL FRAME SAFETY GLASS TYPICAL 1A-5 THK LAMINATED (DOUBLE PANE) SAFETY GLASS (SINGLE PANE) y� I/�� LOUVER ELEVATION n HEAD.JAMS ItSILL HEAD.JAMS & SILL SCALE-I/i' V- 0" 1A 3 SOUND CONTROL WINDOW DETAIL_0 SOUND CONTROL WINDOW DETAIL (4 SCALE 3" 1'- 0" SCT 41 (40 MIN) 1A-6 SCALE 3" a T- 0" SCT 53 C MIN) lA 6 METAL ROOF BEYOND GYP BD ON METAL SHEET METAL STUD FURRING AND EAVE FLASHING BATT INSULATION (�w CONDITION DOTTED ?j CMU WALL SYSTEM Z w > CASING BEAD AND p V SEALANT TYPICAL =0 FIXED GLAZING m r� METAL FRAME ANCHORS Q M (SEE SPECIFICATIONS) ><` I PER SPECIFICATIONS o AM PLASTIC OVER N ? SOLID GROUT FILL �w �q" PARTICLE BOARD 3 METAL GLASS STOP I\ O w METAL FRAME iv F,..��__ SEALANT BOTH SIDES i w 1 ALL AROUND 3 In I,, 6 u w METAL FRAME L_ - r I N o METAL GLASS STOP I I 0 I FIXED GLAZING I SEALANT EACH SIDE x(n I (SEE SPECIFICATIONS) I I SOLID GROUT FILL 3'-2" 4" FIXED BLADE LOUVER 1 _ METAL FRAME ANCHORS TYPICAL O 1 PER SPECIFICATIONS w I CMU WALL ow I (CONC SIMILAR) LOUVER ELEVATION 0 I 3 I GYP BD ON METAL SCALE/Z" 0" 1A-3 5Y4 I/•• STUD FURRING W/ BATT INSULATION HOLLOW METAL WINDOW FRAME 11 HOLLOW METAL WINDOW SILL SCALE 3" = 1'- 0" SCALE 3" 1'- 0'' HEAD 4" LIGHT GAGE GYPSUM SHEATHING MASONRY OR METAL STUD FRAMWC CONCRETE WALL —VAPOR BARRIER SKYLIGHT SHIM 8, SEALANT ALL } AROUND BOTH SIDES IVSIDING PANEL SKYLIGHT FRAME SYSTE SOUND ULATION I+---� SCREEN CHANNELS METAL TAL' OAT INSw PRE-MANUFACTURED BACKING BOARD INSULATED METALCURB CERAMIC TILE ON SEE MECH DWG & SPECS (SEE SPECIFICATION FOR (HEIGHT AS REO'D) o i FOR LOUVER INFORMATION LOUVER LO VER TILE SETTING METHOD w NOT SHOWN AND BACKING BOARD) STANDING SEAM METAL E METAL STUD ROOFING SYSTEM ALUMINUM FLASHING OVER WATERPROOF o LOUVER BLADE FRAMING SYSTEM I2" MEMBRANE OVER TYP SEALANT ALL AROUND RIGID INSULATION BOARD SYSTEM METAL FRAME W/ LOUVER DETAIL a w FRAME ANCHORS LOUVER FRAME EWALL SCALE:3" = V- 0" PER SPECIFICATIONS PER LOUVER MFR'S p o DOOR (SEE SCHEDULE) RECOMMENDATIONS cc x c METAL DECK SLL� 8347 RRGIBTBRRO w w FRAME SIZE AS I STEEL ROOF FRAMING ARCHITECT �n (SEE STRUCTURAL REQUIRED FOR WALL )I .� FRAMING SYSTEM AND FINISH MATERIALS _—�,� RO DIMENSION LOUVER AT MASONRY WALL �� �►'�-"M-- MARR BTEINRR SCALE:3" - 1'- 0" (JAMB SIM.) 1A-2 STATE OF WASHINGTON HIM DOOR FRAME (AT CERAMIC TILE) [� SKYLIGHT AT MTL DECK ROOF 6 71 SCALE 3" = 1'- 0" DETAIL AT JAMB SIMILAR - SCALE: 3" = 1'- 0'' 1L- SHI 0 SUBMITTED BY ARCHITECTURAL o SCALE WARNING �A.gg EEIN Qk, 0 0 I/p 1 DESIGNED ER M.STEINER MWH CITY OF MARYSVILLE .�.� M.STEINER LICENSE N0. DATE STILLAGUAMISH RIVER WATER TREATMENT PLANT 1A-8 z AS SHOWN m,STEINER DETAILS If THIS BAR DOES DRAWN Ci Of Ma ssillc WTP PROJECT NOT MEASURE 1" B.BRUMM ° 1 vnro� QMENLd4_ THEN DRAWING IS """•"""" REV DATE BY DESCRIPTION NOT TO SCALE CHECKED C.YOUNG LICENSE N0. DATE Z 2 X GENERAL NOTES GENERALMASONRY o THESE NOTES ARE GENERAL AND APPLY TO THE ENTIRE PROJECT SEALANT SHALL BE PLACED AT THE TOP OF ALL JOINTS RECEIVING CONCRETE BLOCK MASONRY SHALL BE MEDIUM WEIGHT w EXCEPT WHERE SPECIFICALLY INDICATED OTHERWISE. EXPANSION JOINk FILLER.SEALANT DEPTH SHALL BE THE JOINT FILL HOLLOW UNITS CONFORMING TO ASTM C 90.GRADE N,TYPE I. SIZE OF THICKNESS OR %WHICHEVER IS LESS. UNITS.COLOR AND TEXTURE SHALL BE PER THE SPECIFICATIONS. o STRUCTURAL DIMENSIONS CONTROLLED BY OR RELATED TO 0_SUaCES_I MECHANCAL OR ELECTRICAL EQUIPMENT SHALL BE COORDINATED ALL GROUT SHALL BE NON-SHRINK GROUT,UNLESS INDICATED NOTED ONLDRAWNGSF CONCRETE BLOCK MASONRY UNLESS OTHERWISE MIN /w- -'I-- VERTICAL V RTI AI` VERTICAL o BY THE CONTRACTOR PRIOR TO CONSTRUCTION. BOLT SIZES,TYPES, OTHERWISE. SS OTHERWISE NOTED. 4� TEE CROSS AND PATTERNS SHALL BE VERIFIED WITH THE MANUFACTURER. ELL ALL BOLT PATTERNS SHALL B£ TEMPLATED TO INSURE ACCURACY UNLESS OTHERWISE SHOWN CONCRETE WALLS AND SLABS SHALL BE BAR LAPS SHALL BE 48 BAR DIAMETERS UNLESS o° OF PLACEMENT. REINFORCED AS FOLLOWS: •4012"EW •CENTER OF 6"SECTIONS: •5012" c EW.CENTER OF 8"SECTIONS:'4 0 12"EW EF OF 10"SECTIONS:•5012" MORTAR SHALL BE IN ACCORDANCE WITH TABLE 21-A OF UBC MECHANICAL AND ELECTRICAL EQUIPMENT SUPPORTS,ANCHORAGES, EW EF OF 12" AND THICKER SECTIONS. TYPE M AND SHALL HOME A MINIMUM COMPRESSIVE STRENGTH C SECOND WELD a OPENINGS,RECESSES AND REVEALS NOT SHOWN ON THE STRUCTURAL AT 28 bAY$ OF 2500 PSI. 6 FLATSTRIP WATERSTOP E R S T OP 5-105 DRAWINGS BUT REQUIRED BY OTHER CONTRACT DRAWINGS,SHALL BE METAL CttPS OR SUPPORTS SMALL NOT BE PLACED IN CONTACT GROUT SHALL BE IN ACCORDANCE WITH PARAGRAPH 2103(S)OF THE UBC REV 040699 PROVIDED FOR PRIOR TO PLACING CONCRETE. WITH THE FORMS OR THE SUBGRADE. CONCRETE BLOCKS (OR AND SHALL HAVE A M'NIMUIM COMPRESSIVE STRENGTH OF 2B00 PSI. DORIES)SUPPORTING BARS ON SUBGRADE SHALL BE IN SUFFICIENT ` z STRUCTURAL DRAWINGS SHALL BE USED IN COORDINATION WITH NUMBERS TO SUPPORT THE BARS WITHOUT SETTLEMENT,BUT IN UNLESS OTHERWISE SPECIFIED,SPECIAL INSPECTION SHALL BE PROVIDED XI _Z sl _ MECHANICAL.ELECTRICAL,ARCHITECTURAL,CIVIL DRAWINGS AND SHOP NO CASE SHALL SUCH SUPPORT BE CONTINUOUS, FOR ALL MASONRY WORK.. �I DRAWINGS PROVIDED BY MANUFACTURES OF EQUIPMENT. 1 ^` DOWELS SHALL BE WIRED OR OTHERWISE HELD IN POSITION. THEY THE COMBINED MASONRY ASSEMBLAGE COMPRESSIVE STRENGTH AT 28 STRUCTURES HAVE BEEN DESIGNED FOR OPERATIONAL UR. HYDROSTATIC, SHALL NOT BE SHOVED INTO FRESHLY PLACED CONCRETE. DAYS SHALL BE A MINIMUM OF I'm • 2000 PSI. AND BACKFILL LOADS ON THE COMPLETED STRUCTURE'S. THE FIRST WELD o STRUCTURES HAVE NOT BEEN DESIGNED TO RESIST THESE LOADS UNLESS OTHERWISE INDICATED ON THE DRAWINGS,LAPS OF REINFORCEMENT SHALL BE TIED OR OTHERWISE SECURED IN POSITION 10, •• WHILE ONLY PARTIALLY CONSTRUCTED. DURING CONSTRUCTION,THE REINFORCEMENT SHALL BE AS SHOWN ON DETAIL 5-143. SDI,ES •, _ „ I� FLAT ELL FLAT TEE FLAT CROSS STRUCTURES SHALL BE PROTECTED FROM ALL CONSTRUCTION LOADS PRIOR TO GROUTING. �� 3° BY BRACING AND BALANCING UNTIL ALL STRUCTURAL ELEMENTS ARE IN LOCATE TWO Yi INCH GALVANIZED RICHMOND ROCKET INSERTS, ALL HORIZONTAL AND VERTICAL REINFORCEMENT SHALL BE CONTINUOUS PLACE,AND ALL CONCRETE HAS REACHED THE SPECIFIED 28 DAY HOHMANN 6 BARNARD OR EOUAL,STRADDLING CENTERLINE OF 9., COMPRESSIVE STRENGTH. OVERLOA 4NG OF ANY STRUCTURAL EQUIPMENT OVER ALL PUMPS,METERS OR OTHER MECHANICAL OVER THE S NE EXTENT OF THE WALL WITH STANDARD SPLICES ELEMENT IS PROHIBITED. UNITS OF MORE THAN 100 LEIS,FOR INSERTING LIFTING EYES IF LOCATED AS NEEDED. WHERE IT IS NECESSARY TO INTERRUPT AN NOT OTHERWISE INDICATED. INDIVIDUAL BAR,AN EQUAL SIZED BAR SHALL BE LOCATED AS CLOSE AS UNLESS OTHERWISE SHOWN,ON ALL STRUCTURAL DRAWINGS THE POSSIBLE AND SHALL EXTEND A MINIMUM OF ONE SPLICE LENGTH FINISH GRADE AROUND STRUCTURES IS SHOWN THUS REINFORCING BARS AND ACCESSORIES SHALL NOT BE IN CONTACT BEYOND EACH SIDE OF THE INTERRUPTION. 9„ FLATSTRIP WATERSTOP PREFABRICATED WATERSTOP g-108 INDICATING EITHER GROUND SURFACE,TOP OF CONCRETE SLAB OR WITH AND PIPE,PIPE FLANGE OR METAL PARTS EMBEDDED IN REV 040699 REV 040699 AC PAVEMENT.FOR DETAILS OF FINISH SURFACES SEE CIVIL AND CONCRETE,A MINIMUM OF 2 INCHES CLEARANCE SHALL BE JOINTS ARCHITECTURAL DRAWINGS. PROVIDED AT ALL TIMES. STRUCTURAL ALL ITEMS EMBEDDED IN CONCRETE SHALL BE SPACED ON CENTER AT LEAST 4 TIMES THEIR OUTSIDE DIMENSION. THE OUTSIDE DIMENSION DESIGN IN ACCORDANCE WITH THE 1997 EDITION OF THE UNIFORM SHALL NOT EXCEED ONE THIRD OF THE MEMBER THICKNESS SECOND POUR 1 FIRST POUR SEE DINGS FOR LAP BUILDING CODE,EXCEPT WHERE OTHER APPLICABLE CODES OR THE 4" LAP SPECIFIED LOCATIONS,L NOT FOLLOWING NOTES ARE MORE RESTRICTIVE. UNLESS OTHERWISE SHOWN ON THE DRAWINGS CONCRETE 4'•14" EQUAL 4 LAP EQUAL SEt u"Ww SPECIFIED PLACE COVER FOR REINFORCING BARS SHALL BE AS FOLLOWSR EQUAL 0 4" X SMOOTH LG SEE DWGS LAP AS SHOWN FOR LOADINGS: SEALANT 0 24" OC SMOOTH STOP ALTERNATE TOP AND BOTTOM FOR CONCRETE PLACED AGAINST EARTH .. .. ._ ., 3" GROOV AND EPDXY COATED SEALANT BARS WHERE NOTEDSEALANT MA S WIND........80 MPH,EXPOSURE C ROOF DL..........17 PSF TIE UNDER MAT DOVE SEISMIC....ZONE 3,1.1.25 ROOF LL..........20 PSF FOR SURFACES IN CONTACT WITH WATER OR WEATHER ,- IP-1.50 ROOF SNOW...-.30 PSF,NO FURTHER AND FORMED SURFACES IN CONTACT WITH EARTH ._... a _ _ _ _.- - E GROOVE REDUCTION ~ .... SEISMIC - -J- �♦� 06Sk:AB FOR CONCRETE NOT EXPOSED TO WEATHER, ~ �,,. .� - LOCATION OF ALL CONSTRUCTION JOINTS SHALL BE AS SHOWN ON THE OR IN CONTACT WITH WATER OR EARTH ........ .. - -' -• 3" BOTTOM 1 �, - OF BAR TYP c c - _ ON ORAWINGS UNLESS NOTED 3"BOTTOM OTHERWISE DRAWINGS OR APPROVED BY THE ENGINEER. ALL CONSTRUCTION JOINTS OF BAR TYP .- c _ _ - r LOCATED ON THE DRAWINGS OR REQUIRED FOR CONSTRUCTION BUT NOT UNLESS OTHERWISE NOTED,WALLS AND SLABS SHOWN WITH A //s - o IF o SHOWN ON THE DRAWINGS.SHALL HAVE A 6"FLATSTRIP WATEASTOP,IF SINGLE LAYER OF REINFORCEMENT SHALL HAVE THAT ///-- IN MEMBERS IN CONTACT WITH WATER. N ADDITION,JOINTS IN ALL SLABS REINFORCEMENT CENTERED 12'• 8"CENTER-BULB STOP ALTERNATE 6"FLAT TRIP ALL BARS CONTINUOUS COVERED WITH WATER, SHALL HAVE BOTH A 6"FLATSTRIP WATERSTOP WATERSTOP BARS WHERE NOTED WATERSTOP THRU JOINT AND A SEALANT GROOVE. SLABS WITH SLOPING SURFACES SHALL HAVE THE INDICATED SLAB 1 I/ 6"FLATSTRIP ALL BARS CONTINUOUS "PVC PIPE W/END CAP THRU JOINT THICKNESS MAINTAINED AS THE MINIMUM. SLAB BOTTOMS MAY FILLED W/GREASE WATERSTOP STRUCTURAL STEEL EITHER SLOPE WITH THE TOP SURFACE OR BE LEVEL, REINFORCING IN SLABS WITH SLOPING SURFACES SHALL BE PLACED AT THE STEEL CONSTRUCTION SHALL CONFORM TO THE SPECIFICATIONS AND REQUIRED CLEARANCE FROM THE SLAB SURFACES. SINGLE MAT REINF - SLEEVE - TYPE JOINT SINGLE MAT REINF - CONTINUOUS THRU JOINT DOUBLE MAT REIN STANDARDS AS CONTAINED IN THE LATEST EDITION OF THE _RFD (TYP CONSTRUCTION JOINT UNLESS OTHERWISE NOTED) (ONLY WHEN SPECIFIED ON DRAWINGS) MANUAL OF STEEL CONSTRUCTION. TESTING HYDRAULI STRUCTURES ALL STRUCTURAL WIDE FLANGE SHAPES SHALL BE OF STEEL MEETING ASTM WHEN FILLING THE STRUCTURES WITH WATER FOR THE TEST REQUIRED WITH WATERSTOP AND WITH WATERSTOP AND WITH WATERSTOP AND S 114 A-992 SPECIFICATION.ALL OTHER STRUCTURAL SHAPES,BARS,PLATES AND IN THE SPECIFICATIONS,ALL VARIOUS BASINS LOCATED N THE SAME SHEETS SHALL BE OF STEEL MEETING ASTM A-36 SPECIFICATIONS. STRUCTURE SHALL BE FILLED SIMULTANEOUSLY AT THE SAME RATE IN SEALANT GROOVE SEALANT GROOVE SEALANT GROOVE ORDER TO KEEP THE SAME LEVEL IN EACH BASIN. $ STEEL JOISTS BEAMS,AND GIRDERS SHALL NOT BE RELOCATED WITHOUT A'PPAOVAL BY THE ENGINEER. NO WATERSTOP OR NO WATERSTOP OR NO WATERSTOP OR o ALL WELDING SHALL BE BY THE SHIELDED ARC METHOD AND SHALL 5-113 o' CONFORM TO AWS CODE FOR ARC AND GAS WELDING IN BUILDING STRUCTURAL STANDARD DETAILS SEALANT GROOVE SEALANT GROOVE SEALANT GROOVE S CONSTRUCTION. QUALIFICATIONS OF WELDERS SHALL BE IN ACCORDANCE DETAILS ON SHEETS NUMBERED GS ARE PART OF MWH'S STRUCTURAL WITH THE THE FOR STANDARD QUALIFICATION PROCEDURE STANDARD DETAILS. E7". A NOTES1 THESE DETAILS ARE TO BE USED WHEN REFERRED TO OR WHEN NO 2'. 1. IN ALL CONSTRUCTION JOINTS WITH WATERSTOPS 2.IN ALL ATEOPS AND SEALANT GROOVES R BE PROVIDED SLAB-ON-GRADE CONCRETE (EXCEPT PRECAST CONCRETE) OTHER MORE RESTRICTIVE OR DIFFERENT DETAILS ARE SHOWN ON 2/x APPLY 2 COATS OF BOND BREN<ER TO FACE OF O ALL WATER RETAHERINING SLABS,SEE BE REOU,FOR CONSTRUCTIONJOINTS REV 080999 THE DRAWINGS. I JOINT,AV040 COATING WATERSTOP (AND SEALANT OTHER LOCATIQNS WERE THEY MAY BE REQUIRED.UNLESS OTHERWISE NOTED OR SPECIFIED,ALL STRUCTURAL CONCRETE /2" GROOVE WHERE USED). 3.STAGGER SPLICES UNLESS NOTED OTHERWISE. SHALL DEVELOP A MINIMUM COMPRESSIVE STRENGTH OF 4000 PSI DETAILS NOT PERTAINING TO THE PROJECT ARE MARKED THUS n IM IN 28 DAYS. STRUCTURAL STANDARD DETAIL CALLOUT REINFORCEMENT STEEL SHALL BE DEFORMED BARS CONFORMING IN CONSTRUCTION JOINTS `v DUALITY TO THE REQUIREMENTS OF ASTM A-615,"SPECIFICATIONS FOR •• �' DEFORMED BILLET-STEEL BARS FOR CONCRETE REINFORCEMENT,% I•:' GRADE 60 DETAIL :; SEALANT GROOVE ., COLUMN SPIRALS SHALL CONFORM TO ASTM A-82,"SPECIFICATION 5-103 �'- - _----- - FOR COLD-DRAWN STEEL WIRE FOR CONCRETE REINFORCEMENT^. �—aDETAIL - _ ° e• ROUGHENSURFACEALL DETAILING,FABRICATION AND PLACING OF REINFORCNG BARS, --- (SEE SPECS)UNLESS OTHERWISE InD1CATE0,SHALL BE IN aCCORDANCE WITH NUMBER LOCATED ON I _ STANDARD DETAIL SHEETS ; �J ACI-315,"MANUAL OF STANDARD PRACTICE FOR DETAILING REINFORCED IN NUMERICAL ORDER WATERSTOP CONCRETE STRUCTURES".LATEST EDITION. I 3 TOLERANCES IN PLACING REINFORCEMENT SHALL BE: t °m SECTION CALLOUT 8"WATERSTOP BONDED ± P/p INCH FOR MEMBERS WITH D </- 8 INCHES PLAN • �> W MULTI-RIBBED TO INCH FOR MEMBERS WITH D > 8 INCHES -SECTION LETTER-� NOTES ' i�'• VERTICAL OWALL DJONT ALL CONSTRUCTION JOINTS,SHALL BE ROUGH AND THOROUGHLY - 1. SEALANT GROOVE SHALL BE CONTINUED WATERSTOP v CLEANED FOR BOND. A SECTION �A S ANT GR OV UNDER WALL NA SEALANT SHALL BOND 5-131 WITH WALL WATERSTOP IN ALL CASES MI DOWELS,PIPE,WATERSTOPS AND OTHER INSTALLED MATERIALS AND _5 SCALE: S-1 ROUGHEN CENTER OF WALL WHERE SUCH WATERSTOP OCCURS. w ACCESSORIES SHALL BE HELD SECURELY IN POSITION WHILE SHEET ON WHICH SHEET ON WHICH SURFACE CONCRETE IS BEING PLACED. SECTION IS SHOWN SECTION IS CUT SEE SPECS ••I• 2. SEALANT UNDER WALL SHALL BE IN LAUNDER JOINT PLACE PRIOR TO PLACEMENT OF UNLESS OTHERWISE INDICATED,ASIDE FROM NORMAL ACCESSORIES USED TO HOLD REINFORCING BARS FIRMLY IN POSITION,THE I CONCRETE FOR WALL. FOLLOWING SHALL BE ADDED: DETAIL CALLOUIT 3. CONSTRUCTION JOINTS PASSING 0 A) IN SLABS •5 RISER BARS AT 36 INCHES OC MAXIMUM TO A __ - THROUGH VARIOUS MEMBERS OF SUPPORT TOP REINFORCING BARS. DETAIL NUMBER --)"'t A WATER RETAINING STRUCTURE �� SHALL BE SEALED WITH WATERSTOPS 'to y BONDED TOGETHER,SO AS TO 8) IN WALLS WITH 2 CURTAINS •3 U OR Z SHAPE SPACERS PROVIDE A CONTINUOUS «r(. AT 6 FEET OC EACH WAY. `Z DETAIL 2 ; WATERSTOP BONDED TO HORIZONTAL WATERTIGHT JOINT. o VERTICAL REINFORCEMENT FOR CONCRETE OR MASONRY SHALL SCALE: WALL WATERSTOP AND TO *oA 398 BE SPLICED WITH DOWEL BARS OF THE SAME SIZE AND SPACING S-6 S-4 HORIZONTAL SLAB JOINT WATERSTOP CONSTRUCTION JOINT FROM THE FOUNDATION USING A STANDARD SPLICE LENGTH SHEET ON WHICH SHEET ON WHICH U 5-118 es9/�NA4 DETAIL IS SHOWN DETAIL IS CALLED OUT a WALL TO SLAB REV 122900 UNLESS INDICATED OTHERWISE. SECTION ExAelfs 3/ B/aG n n STRUCTURAL o SUBMITTED BY GENERAL SHEET w _ SCALE WARNING 0 /Z 1 DESIGNED D.ROONGSANG CITY OF MARYSVILLE Z LICENSE N0. DATE MWH STILLAGUAMISH RIVER GENERAL STRUCTURAL DETAILS - 1 GS-1 IF THIS BAR GOES DRAWN_ D.ROONCSANG m NOT MEASURE V CigofNlotrdlk WTP PROJECT 0 TEN DRAWING IS REV DATE BY DESCRIPTION NOT TO SCALE CHECKED K.MARTIN LICENSE N0. DATExco•.o•.na u.� CONSTRUCix)N u 4" 4" •. CONSTRUCTION JOINT JOINT EQUAL NOTES' W ATERSTOP o SEE NOTE 4 1. IN ALL WALL CONSTRUCTION JOINTS WITH WATERSTOPS JOINT SEALANT ` .0 APPLY 2 COATS OF BOND BREAKER TO FACE OF JOINT, CONCRETE (SEE SPECS) _ ••• :••� "i .j''•�'•• AVOID COATING WATERSTOP. SURFACE a o + CL'tlfN'L.LWLESS' 2, WHERE WATERSTOP IS REQUIRED IN SINGLE CURim4 I ' w OTHERWISE NOTED .r°' 0 r;\ • ON DRAWINGS WALL REINFORCEMENT,PLACE WATERSTOP ON WATER '°'e ° • . PIPE WALL WATERSTOP •,a P'• •-•. SIDE OF WALL '°. _ ' �,�`. •� FLANGE WATERSTOP 6"FLATSTRIP WATERSTOP 3. UNLESS OTHERWISE NOTED Y4"CHAMFERS SHALL BE °'., °�' BONG WATERSTOP FP PLAN TOP OF WALL OMITTED IN SURFACES TO RECEIVE ARCHITECTURAL -! '• •'!"'• TO PIPE WALL FLANGE PLAN OR POUR TREATMENT - •b[a WANT EPDXY BONDING _ SINGLE CURTAIN REINF :,;..NOTES: ELEVATION +. 6" MIN 4. UNLESS SPECFICALLY NOTED OTHERWISE •5 AND CL e D WITH WATERSTOP NO WATERSTOP LARGER BARS SHALL BE CONTINUOUS THRU JOINT. 1. ALL FLOOR JOINTS of •4 AND SMALLER BARS SHALL STOP ALTERNATE . ' HYDRN0.IC STRUCTURES 1 BARS AT JOINT. •" ° (MEMBERS COVERED WITH REMOVE RIDGES ON WSTP R SIDF ,• BOND BREAKER a•'•- ", WATER)SHALL HAVE A WATER O CONN TO PIPE FLANGE ]OP OT WALL ' ' CONS) 5. STAGGER SPLICES UNLESS NOTED OTHERWISE. TAPE SEN_/WT GROOVE •• , m ' _JOINT 2. WHERE FACE OF JOINT IS ••- - ten" a"_ - SEE. NOTE 4 TO BE COATED WITH BOND o . WATERSTOP --"-- , Q A,• e I 0, e 1 ( BREAKER AVOID COATING �° l ,• CONSTRUCTION SEALANT GROOVE o o CL WALL UNLESS _ _ ,_ _ _ _ JOINT FACEOtIiERWISE NOTED 3. SANDBLASTING REQUIRED I ELEVATION ELEVATION ON DR^`vINCS PRIOR TO APPLICATION WALL OF PRIMER 6"FLATSTRIP 4. USE BOND BREAKER TAPE SECTION WAT ERSTOI- - ONLY ON SLIP DOWEL JOINTS DOUBLE CURTAIN REINF WATERSTOP DETAILS FOR VERTICAL WALL CONSTRUCTION SEALANT GROOVE----e CONSTRUCTION JOINT s ,zn WITH WATERSTOP NO WATERSTOP REv 122900 REV 042299 AT PIPE OPENINGS REV i22soo $ '3= WALL JOINTS REV 082699 $ Tz3 JOINT LAP •L/4 END OF BAR x LENGTH . HOOK , LAP ON TOP OF HOOK LAP HOOK--I CONSTRUCTION HOOK JOINT •• EMBEDMENT $-131 CRO(Av I SURFACE p'e°: -.'D'q':;oo`.., p.;e, SIZ HOOK LAP --'"-- CL JOINT,SYMMETRICAL ABOUT � •4 8" 18" (24") 14" (19") - 10" 23" (30") 18" (24") = r } x x 6 12" 28" (37") 22" (29") E x Y ,� Yo :p •v.��• ;p •7 14" 33" (43"7 25" (33") 1+1 £ LAP = •8 16.. .. ' r - - r�l x .g 19" SEE SEE ------_- J X_ w TABLE TABLE 6"FLATSTRIP WATERSTOP ------ 2� TOP BAR CONTINUOUS -_ — ------------- END OF BAR ELO BELOW _-__ •10 2 IN CENTERLINE OF SLAB THRU OR ALT BAR STOPPE _ _ -� ?. WHERE HOOK _ (IF REQUIRED) AT JOINT,BOTTOM BARS HOOK ' IS TURNJ:FACE �! CONTINUOUS THRU JOINT, j °d TOWARDLeo •11 24 SEE SLAB REINFORCEMENT lfUOK���3' LAf' p �)� 'J •• O OF FOO DETAILS �- � \ J; LARGER SIZE BAR ' crn ` I ------SMALLER SIZE BAR ' p UNLESS OTHERWISE NOTED LAPS ARE ' . °•°°•0: �.°ej p�;0�:, ••'0' p..(r•:. o EQUAL BASED ON THE SMALLER SITE BARS ' 0 n L - CLEAR SPAN 3" X X X 4HI. HORIZONTAL REINFORCEMENT ATSUSPENDED SLAB CONSTRUCTION USE THIS DETAILINGJOINT REV 122900 S-137OR CLOSER WHEN LARGERSPACED BARS WALL INTERSECTIONS REV o51899 NOTES: .N ARE CALLED OUT FOR CORNERS SECTION 1, USE LAP LENGTHS AS DETERMINED FROM THESE TABLES UNLESS SHOWN OTHERWISE 0 a 2. THE TABLES SHOWN ARE FOR Vc-4000psi AND fy-60,000psi w Y(BEND AS REQUIRED AT 3 EPDXYLY THE COATEDLAP AND E SHOWN IN THESE TABLES BY 1.5 FOR REINFORCING •�'- CONSTRUCTION JOINTS LENGTH ( � OR OTHER OBSTRUCTIONS) FOR 1" TO < 2" FOR 2"TO <3" FOR 3" AND LARGER 4. WHEN BARS OF DIFFERENT SIZES ARE LAP SPLICED,LAP" CONCRETE COVER CONCRETE COVER CONCRETE COVER LENGTH SHALL BE THE LARGER OF: BAR Y :DMENT OF LARGE SIZE GRADE 60 (CENT TO EER SPACINGAR CENTER) (CENTER TO CENTER) (CENTER TOP CENTER) LAP LENGTH LOFGTH SMALLER BAR R BAR •4 15" REB AR �' 1O SIZE < 8" > 8" <8" >8" < B" >8" 5. UNLESS NOTED OTHERWISE USE REBAR COUPLERS FOR SPLICES •5 21 ° O\P - OF •11 AND LARGER BARS i •6 24" LAP ° •7 276. ALL TOWEL BARS SHALL EXTEND AN EMBEDMENT LENGTH E INTO rn - ANOTHER MEMBER OR ACROSS A CONSTRUCTION JOINT UNLESS -' •B 62" (61") 62" (B1") 37"<49") 37"(49") E37" (49") 37"(49") SHOWN TO SPLx;E WITH OTHER BARS 0R TA E%TEND TK THE FAR (TYP> eg 42" •9 99" (129") 79"(103") 69"(90") 55"(72" 42"(55") FACE OF THE MEMBER ANO END WITH A STANDARD HOOKNOTES •10 125"(163") 100"(130") 88" (115") 70"(91") 50"(65")1, CUT NORMAL REINFORCEMENT 2"CLEAR OF OPENING •11 154"(201") 123"(160") 108"(141") 86"(112") 62" (B1") 2. DIAGONAL BARS TO BE PLACED; o� '"+t�'•T' A) AT CENTERLINE OF WALL OR SLAB WHERE ONE LAYER OF EMBEDMENT E �. }. REINFORCEMENT IS PROVIDED J.848" (63") 4B"(63') 29"(3B") 29" (38") 29" (3B") 29" (36")o B) AT EACH FACT- OF WALL OR SLAB WHERE TWO LAYERS OF REINFORCEMENT ARE PROVIDED77" f101"> 61" (80") 54" f71") 43" (56"] 38" (50") 33"(53") 39 5°3. UNLESS OTHERWISE NOTED,SIZE OF DIACONAL BARS SHALL BE THE97"(127") 77"(101") 68"(B9") 54"(71") 49"(64") 39"(51") s)OVALSIZE OF THE LARGEST NORMAL REINFORCING BAR CUT119"(155") 95"(124") 84"(110") 4 ORSWHENANOTOTHERUDETTAILNS SPECIFIEDLED FOR ON THE DRAWINGS BE WHEN • USE LENGTH INPARENTHESIS FOR WALL HORIZONTAL DEBARS AND STANDARD 90 BAR HOOKS, �1 w DIAGONAL REINFORCEMENT AT EMBEDMENT LENGTHS AND REV 010201 SLAB BARS WITHH 12"OR MORE OF FRESH CONCRETE UNDERNEATH ° CIRCULAR OPENINGS REV 08059g s 1a2 ' LAP LENGTHS 11" DIA) GENERA. STRUCTURAL SHEET o - SCALE 0 WARNING SUBMITTED BY 1/2 1 DESIGNED D.ROONGSANG CITY OF MARYSVILLE GS-2 a - '�' — `ucENs NQ: DATE MwH STILLAGUAMISH RIVER GENERAL STRUCTURAL DETAILS - 2 z IF THIS BAR DOES DRAWN D.RDONGSANC ('Iryot,\lu.)vlll. WTP PROJECT n - NOT MEASURE 1" ° THEN DRAWING 15W.- 1 ` REV DATE BY DESCRIPTION NOT TO SCALE K MARTIN _ LICENSE DATE o..�•"•.o,m CHECKED-.• TOOLED EDGES NORMAL REINFORCEMENT SYMMETRIC ABOUT CENTERLINES WALL —��—� VERT WALL BARS �I STRAIGHT �• WALL TO LAP SHORT FORM TO BE BEVELED AS SHOWN i —VERT WALL BARS DOWELS BARS IN THE 3 AT ALL VERTICALS W14ERE HORIZONTAL SURFACES INTERSECT •• NOTES WALL AND DOWELS IN TH£ _L_L 1 SAME PLANE PARALLEL SAME PLANE AND BOTH SURFACES ARE IN THE — —I 1. CUT NORMAL REINFORCEMENT AT OPENINGS TO WALL FACE 0 0" PARALLEL TO SAME POUR qqq�+ I As - AREA OF REINFORCEMENT As.AND Ad% � AREA OF CUT BARS TO BE STRAIGHT BARS y 0" FLOOR SLAB ♦ $ WALL FACE LAP As,I 14- ADDED ON EArVL SIDE OF OPENING 3 0" TOOLED EDGES . ST — —_F ,4ryQ (ALL EXPOSED CORNERS) TT�- g ti A 2.ADDITIONAL BARS As,AND As,TO BE PLACED STOP ALTERNATE BARS L t T ,•,, �.- - r' o w A'• t t I 0 A)AT CENTERLINE OF WALLS OR SLABS WHERE ONE i-FLOOR SLAB •` - , , LAP o o •5`AR. LAYER OF REINFORCEMENT IS PROVIDED , '. , .•1 ,• , 3"CLR o v S 0 — V �"CHAMFER I•l�' - FILLETS a v I-' + Q. 4 DIAGONAL B)AT EACH FACE OF WALLS OR SLABS WHERE TWO - ;,r ALL E%TERIOR •wNOT 0 - 4- ,-1- - ._._. d`v4�_._-_ .- �--- S-142 LAYERS OF REINFORCEMENT ARE PROVIDED • Tn KL BOTTOM BARS FORMED CORNERS) �; REQUIRED �• BARS (TYP) c H THE SAME z --I--� -I- ��' �' 3.INCREASE SIZE OF nODITIONAL BARS AS NEEDED TO FIT STRAIGHT STRAGHI HORIZONTAL PLANE m WITHIN A DISTANCE OF 2 X WALL/SLAB THICKNESS FROM CJ OR •;• OPENING,PROVIDE 2"MIN CLEAR BETWEEN BARS BARS BARS 5 - BAR SPACING EXP JT T A• •• AS NOTED ON OW 5 ♦ INTERSECTING WALL Z A g I I I I 4.THIS DETAIL TO BE USED ONLY WHEN NO OTHER DETAIL IS • . • •a'! •A .• OR SLAB o I INDICATED ON THE DRAWINGS - Z •�• '� chi �' II 5.WHERE A SLAB OR INTERSECTING WALL CONNECTS WITHIN •• WHEN BAR HOOK IS � � n I I I I ADDITIONAL BAR As, ONE WALL THICKNESS OF THE OPENING,ADDITIONAL BARS NOT SPECIFIED T T •• • T I S/2 OR 41/z' •• _—r r _ —i ON THAT SIDE MAY BE OMITTED PROVIDE STD 90' WHICHEVER `•• •, • BAR HOOK, SEE S-143 IS LESS (TYP) 0,. •4. WALL OR SLAB DETAIL I I I ADDITIONAL B As, o SLAB T" 5-143 ADDITIONAL REINFORCEMENT AT s 1aa WA" STANDARD FOR REINFORCING FORMING DETAILS —<S 52 REV 080599� SEE DRAWINGS REV 080599 S 149 REV 052499 CIRCULAR OPENINGS \��JJJ BAR DETAILING (12" DIA OR LARGER) AILSFiTO H-20 LOAONG g^ AASHTO H-20 LOADING 6UNO ( E DINGS) fM�) RAILING POST •4 BAR Pip TOOLED EDGE = A TIES ^ COVER 8"-24" 30"-32'• 36" N-4 4" 60"-72" � •,, , 0j a _ " A T A T A TT A T • [+ ^; s' ' STRUCTURE A TIES ^ - PVC SLEEVE FOOTING 2'MIN •4012" 6" •40/2" B" •409" 8" 8" •409" 12' Y 4 0 15 • 3' •4012" •5012" e" 4 • • 0 '• • LEAN F • •• LEAN FOR • 4. ONO (T•5010"6"MIN CONCRETE o . •5010" p'r • WITHOUT RANG POST 1 r/ ENCASEMENT UNDER • f �N 7, •4012" •409" •6012" B / STRUCTURE 4v O •4 CO w g• •4012" •409" •5012" •6010" e" • A NTERLNE OF CURB WITH RAILING POST 4 BARS MIN C �N 9' •409" B" •409" 6" '•SOfO•' •409" f2" •5 0 12"OC �/ PIPES 10, 6" •4012" 8" •409" B" •5010" 8" •5012" FOR T - 12" OR 14" 2-•3 • " 12" •4012" 12" •409" 12" •5010" •5 0 9" OC • D • 2'-6"LONG - - -y -- - -.- -- - - - •' t2' e" ' 12'• •4012 •409" •6012" FOR T 16" / , A 14' 4 BARS MIN .... HO' ' •4012 •5112" •6010" 12" • • .• • NOTES - - CENTERLNE 1, CURBS SHALL BE OF EQUAL WIDTH 4012" •409" 12" •5010" 12" •6010" 14" • ' i • • rOF POST IN THEIR ENTIRE LENGTH END OF CONCRETE ENCASEMENT SEE S t71 TT/2 •4012" I2" •409" 12" •a09^ 14" •60f2" 14" •6010 16" TO (UNLESS OTHERWISE No ON FOR REINF 2.DETAIL ALSO APPLIES OR THE DRAWINGS) NOTES:- T 2"CL TOPS OF WALLS REINFORCED WITH ONE CURTAIN OF STEEL o T• 6"OR B"ENCASEMENT 1. WHERE ENCASEMENT PASSES UNDER SPREAD FOOTING OR MAT TYP (TYP,SIDES & TOP) IN 3. POST LI NOT ALLOWED FOUNDATION,USE H-20'UNO T" 12" - 16"ENCASEMENT •4 TO FREEZING APPLICCATIOATIO NS SUBJECT 2. ALL ENCASEMENTS UNDER STRUCTURES SHALL BE SEPARATED FROM T THE STRUCTURE FOUNDATIONS BY BACKFILL OR 2 LAYERS OF 40• CONCRETE CURB n FELT uNo PIPE ENCASEMENT s-tao END OF PIPE ENCASEMENT $-170 3.WHEN ENCASEMENTS TERMINATE 0 STRUCTURE,ENCASEMENT REV 010301 S"171 REV 010201 a UNDER STRUCTURES REINFORC64G SHALL BE DOWELED INTO THE STRUCTURE n 0 a # NOTES. WHERE NO DIMENSION IS INDICATED ON THE Yi DRAWINGS,BASE DEPTH SHALL BE SET SO THAT i o THE BASE WEIGHS AT LEAST TWICE THE WEIGHT •4 0 12" OF THE EQUIPMENT SUPPORTED UNLESS OTHERWISE NOTED TOOLED o 0 3"MN ALL AROUND n° LEVEL OR SLOPED AS Epp INDICATED ON DWGS 1 1 EQUIPMENT BASE 1 NON-SHRINK H ROUGHEN AND 4"MIN OR TOOLED EDGE GROUT U) + CLEAN FOR AS REQUIRED # TOOLED BOND o p ° ° EDGE •4 0 12" o I� ! - e o j o JOINT SEALANT rn .q q o. Z�n 1.1 2"CLEAR FOR V JOINT FILLER W ,4 DRILL & GROUT SUSPENDED SLAB BARS INTO SLAB v� v.9 a 8" 3"CLEAR SLAB u •5012 I/= r o ON GRADE " JOINT o a 3 uwO �a� NOTE •� •Afei O w � 4• D USE 2 MATS OF •5 O 12"EW EF 0 FOR SLABS 10" AND THICKER soA 39815 `re SLAB ON GRADE HOUSEKEEPING PAD EQUIPMENT BASE ON GRADE WITH s-,93 e'B/OHAL 6�0 REV 010201 s"190 REV 080699 S 191 SEPARATING JOINT REV 080999 ExPRES,3/26/0a 71 SHEET N SCALE WARNING SUBMITTED By GENERAL STRUCTU K 'r 0 I/z 1 DESIGNED 0,ROONCSANG CITY OF MARYSVILLE GS-.3 z IF THIS BARDODOES DRAWN U.ROONGSANG LICENSE NO. DATE ��� _ Ltl�d�lnryx�ilk STILWTPU PROJECTAMISH ER GENERAL STRUCTURAL DETAILS - 3 a NOT MEASURE 1" 0 THEN DRAWING IS - -- — - cowo••n•n., ' REV DATE BY DESCRIPTION NOT TO SCALE CHECKED K_MARTIN _ LICENSE NO. DATE RUN CHORD RAKE TO FORM JOINT (TYP) COREINTROLNFORCING JOINT ROUGH -CAULKING (TYP) 16 GA TIE WIRE (TYP) STD HOOK MASONRY TIE 0 EVERY THIRD S-143 STO HOOK HOOK BARS WHERE FULL UNITS INTERSECTION MIN 5-143 EXTENSION CAN NOT BE OBTAINED TOP BARS _ HORIZONTAL 2-•5 HORIZONTAL CUT BARS SIiALL HO BOND BEAM a REBAR HAVE A 180' HOOK 2 - •5 REBAR , ITYP) o �- •CONTROL JOINT BOTTOM �` ___.__ .- o B"R STIR UP = STIRRUP -' -- - NOT OTHERWISE CONTROL JOINT AT BOND BEAM cBEND— BEND NOTED OTr1ERW OPENING ' o • -"'-"'"-"'", CONTROL JOINT a ENDS ENDS (RUBBER OR PVC CAULKING (TYP) __ ' - -- COMPOUND) •� ° •• , SASH MASONRY UNIT (TYP) WIRED CONCRETE BLOCK i ' o BOTTOM BARS SUPPORT TOP HORIZONTAL SEE NOTE BELOW INTERSECTIONS CORNERS INTERSECTIONS CORNERS 148 BAR DIAMETERS 3" CLEAR(TYP lEINFORCNIG AT u NOTES: NOTES: ONTROL JOINT 2'-0" MIN 0 MASONRY ° NOTES 1. DEEP CUT BOND BEAM BLOCKS SHALL 1. DEEP CUT BOND BEAM BLOCKS SHALL 2-•5 FULL HEIGHT d METAL BAR SUPPORTS, IF USED IN SLABS NOT ON GROUND, BE USED WHERE HORIZONTAL REINFORCING STEEL IS BE USED WHERE HORIZONTAL REIINFpIRCING STEEL IS LAP 2DOWELS SHALL NOT MAKE CONTACT WITH FORMS EMBEDDED,AND ABOVE ALL OPENINGS. EMBEDDED,AND ABOVE ALL OPENINGS. NOTE LAP 26" FORCING 2. H-BLOCK BOND BEAMS MAY BE USED AT LOCATIONS OTHER 2. H-BLOCK BOND BEAMS MAY BE USED AT LOCATIONS OTHERDfy1NORAIHLCBEHPLACED WITH EACH OWN IS IN 13NLAYER TO OOM BARSAL PROVIDED PROVIDED CONTROL JOINT AT WALL THAN OPENINGS. THAN OPENINGS. REINFORCEMENT SUPPORT 8" & 10" BLOCK WALL 12" BLOCK WALL REINFORCEMENT AT MASONRY S1410 MASONRY CONTROL JOINTS s�1 S 204 S 401 REV 010201 S-402 WALL OPENINGS REV 010201 REV 060199 SECTIONS REV 010201 SECTIONS BOTTOM OF HATCH COVE BOTTOM OF HATCH COVER ANGLE FRAME.MATERIAL TO MATCH NOTES; OR GRATING _ _ - _OR GRATING ANGLE SEE TABLE.MITER AND '/q"STUD WELDED TO GRATING _ _ ___ —AD STAINLESS STEEL WELD CORNERS (EPDXY FIBERGLASS)SUPPORT 1.UNLESS INDICATED OTHERWISE,ALL GRATING _ -TOP OF_SL_A3 _ TOP OF SLPB ADHESIVE CONC ANCHOR „ WITH NUT AND WASHER SHALL BE ALUMINUM OR WALL °' ;,, OR WALL (SEE,NOTE). . SADDLE CLIP BANDING BAR 2.GRATING DEPTH TO BE DETERMINED BY MANUFACTURER ° GRATING o AND APPROVED BY ENGINEER fUNO) BRACKET 1 w • 3.ALL ENDS AND OPENINGS SHALL BE BANDED ih N In RUNNERS BAR 3" z " BRACKET F I '.t. 4.WEIGHT OF GRATING SECTION SHALL NOT EXCEED B0 LBS w a�" I w ,�, FOR L 5 TO 10 FT 1 n ' - ZZ UN R 5.METAL BEARING BARS SHALL BE DEPTH T z 1 "OC I 3 r- BAR 3 )/ �R NE - ..f• CROSS BARS SHALL BE a 4"OC ®o m FOR L - 10 TO 20 FT "( SS ADHESIVE r' 6.PROVIDE A MINIMUM OF 4 CLIPS PER CRATING PANEL,APPROX 4" o w RUNNER u BAR 3 x �/z 1'-4" 3" �-•• Is"OROCAND WASHER FROM PANEL CORNERS. MAXIMUM CLIP SPACING AT 36"OC w m 1" DIA DEFORMED •.••• a FOR L OVER 20 FT BAR RUNGS o 12" SUPPORT ANGLE LLV 7.MATERIALS: ( o BAR 4 x '/z PLAN OC PLUG WELD INTO lq'DIA x 4" WELDED META,•L-21/t x 1'/y x I/ RUNNERS STUDS 0 12"OC (MAX) FIBERGLAS$•l-3 x 2 x 31 o. ALUMINUM GRATING - USE ALUMINUM ANGLE SUPPORTS BRACKET a NOTES: WELDED TO ANGLE FRAME BEARING BAR GRATING SEAT • AND STAINLESS STEEL BOLTS AND CLIPS SUPPORT OR SUPPORT J GRATING STOP '//41"BAR b. GALVANIZED STEEL GRATING - USE STEEL ANGLE SUPPORTS, 1-LADDERS SHALL WI ALUMINUM UNLESS WELD TO SUPPORT BEAM I INDICATED OTHERWISE. GRATING FRAME TABLE SIZED TO MATCH GRATING W ALL INTERMEDIATE CRATNG CLIP OETAL BOLTS AND CLIPS. GALVANIZE AFTER FABRICATION -Y4,ANCHOR (FOR FIBERGLASS USE CONTINUOUS PULTRUDED AND END SUPPORTS (SEA. GRATIN STOP 'a 2.ANCHORS AND FASTENERS SHALL BE FIBERGLASS SEAT & ANCHOR) c. STAINLESS STEEL GRATING - USE STAINLESS STEEL ANGLE I STAINLESS STEEL.EXCEPT FASTENERS WELD GALVANIZED STEEL. BAR I%'X GRATING SUPPORTS,BOLTS AND CLIPS 1 - FOR GALVANIZED STEEL LADDERS SHALL GRATING FRAME ANGLE GRATING FRAME ANGLE BOND FIBERGLASS BAR TO DEPTH (CONT) DEPTH T (STEEL) DEPTH T SUPPORT BEAM),OMIT WHERE /-GRATING w DE GALVANIZED STEEL o• GRATING IS CONT OVER f// d. FIBERGLASS GRATING -USE FIBERGLASS ES ALL COMPONENTS _ R T. 1% x 1'/4 x ''A 2" .21/z x 2'/z x I/z SUPPORT BEAM. EXCEPT DRILLED ANCHORS: ALL CUT EDGES SHALL 8E SEALED pDR i^� I a FLOOR 3.PROVIDE ANCHOR BOLT INSERTS FOR ,• (1'/,X 1'/aX 1/4) WITH RESIN: BONDING: USE EPDXY ADHESIVE BONDING AGENT _•_,_-I ._. �_"_,_• PRESTRESSED TALK WALL. I 2 x '/Z x 'A 2'/,' 21 GRATING 3 ' 4•LADDERS SHALL BE OSHA AND ANSI APPROVED 1 1/q„ (1'/zX '/, t/4) /z x 2/2z x i/, THICKNESS *4 x IN 1/42'iZ' 3 x 3 x 1/2FIXED LADDER S-531 SUPPORTING BEAM. GRATING S-s01 O STANDARD REV 010201 SEE PLAN FOR SIZE REV 081999 LADDER WITH RUNNER ®LADDER WITH RUNNER 2 x 2 x '/, AND END CONDITIONS ,q• SUPPORTS AT 5'-0" OC MAX SUPPORTS OVER 5'-0" OC 9 OR USE 2'/z x 2'/z x '/, W/'/,"SHIM PLATE WELDED TO BOTTOM GRATING STOP DETAIL a 3 2'-0" BAR CONT i 1 a 1D WELDING PATTERN •2 x I ALUMINUM GRATING S uI 1" (TYP) N WELDING PATTERN •3 L'y.. •I _ L 2[z % 2'/z X'/, -------- .---.._.._.._.._..--•--•---- "mil 0 I 4' (TY(' OF 2)WELD N TO .ADDER RUNNER. 16 GA x T/s"DIA HOL �j I (o '. • W/ /Z'ANC _ADHESIVE m ,�„ a MON-SHRINK GROUT WELDING PATTERN •5 ,•.:. TYPICAL ANCHOR BAR SUPPORT vv ------••-••--• ._.._..-•--••-----•-• LADDER - GA WELD WASHER RUNNER '• 7 (TYP) TYP TANDARD TYP ANCHOR AND ///���14 W I BAR 4XI/z 4• WELD WASHER BAR SUPPORT WITH )j(s"DIA HALE V `1 •� �PARAPET WALL WELDING PERPENDICULAR TO DECK SPAN 1 T 4-� �o S-531 - 3 - -� WELDING PATTERN 18 0, •AeA TYPICAL g --------FASTENER - ---- • 40 5 TYP STANDARD WELD WASHER �1 i WELD AT X OC m � WELDING PARALLEL TO DECK SPAN METAL DECK WELDING °A 3� ` LADDER OVER PARAPET WALL S 536 S 550 P°'/ORAL.�O REV 041602 E%PNES, / /4 V UBMITTEO By GENERAL STRUCTURAL SHEET a SCALE WARNING o /z 1 DESIGNED D.ROONGSANG CITY OF MARYSVILLE GS-4 - LICENSE NO. DATE QD MWH STILLAGUAMISH RIVER GENERAL STRUCTURAL DETAILS - 4 IF THIS BAR DOES DRAWN D.ROONGSANG Ci1TdNI°gnilk WTP PROJECT a NOT MEASURE 1" -0 iP�� THEN DRAWING IS .<m.mwn•ua REV DATEHBI DESCRIPTION NOT TO SCALE CHECKED K.MARTIN LICENSE N0. DATE L-3 x 3 x'/4 EA SIDE OF OPENING, $-SS2 20 SEE SPECIFIC WELD NOTES METAL ROOF DECK EXTEND ANGLES ONE SHEET JOIST WIDTH EA SIDE (NO ANGLES 2-4 METAL ROOF DECK 2 RIBS MAX REO'D FOR OPENINGS 6"OR LESS) STEEL JOIST aOR BEAM----,,_.. — 0 - - ----- a _ ___ _ _ _ _ _— __ N _ BAR 6 X o —— CONCRETE \ L-4 x 3 x�/4 LLV ' _ ______ OR MASONRY CONT w/�W.an WALL L4 x 3%z x C/4 ILLY)CONT WELDED STL10S a °° LARGER y 8" OC t O ADHESIVE o MAX"• HAN 1'-0" 1 i �RAWINC FOR ANCHOR BOLTS a 12"OC o _ 11 DECK PARALLEL TO WALL GROUT �- - - - PLAN SEE SPECIFIC WELD NOTES WDIA PUDDLE WELDS EA VALLEY WEL4 DEC TO ANGLES g WITH/2"DIA P METAL ROOF DECK WALL UDDLE NOTE WELDS a 12"OC CONC OR MASONRY FRAMING TO BE FURNISHED AND INSTALLED WALL O ° BY MISC METALS CONTRACTOR FRAM NC TO BE FURNISHED AND INSTALLED �4"DIA ADHESIVE JOIST BY STRUCTURAL STEEL CONTRACTOR ANCHOR BOLTS a 12"OC FRAMING FOR OPENINGS 6" TO 12" FRAMING FOR OPENINGS LARGER L4 z 3�/z x 1/4 (LLV)CONT THAN 12" AND SMALLER THAN 48" BENT PLATE OR DECK PERPENDICULAR TO WALL - SECTION FIT /4 SIZE TO DECK ANGLE TO WALL —� DECK PLATE ON WALL FRAMING AT METAL DECK FRAMING TO JOIST S 556 S 551 S 552 5-555 REV 082699 REV 010201 OPENINGS PUDDLE WELD PER DWG %j'DIA A325 BOLTS CONNECTION SCHEDULE 1C . �UND.SEE ^ f/••MIN EMBEDDED SCHEDULE TYP (CWS> ANGLE OR CONN •OF BOLT WELD BEAM SIZE PLATE I PLATE SIZE TYPE BOLTS SPACING TYPE SIZE i METAL ROOF DECK v:.o'.; � �•'•0'•• % PL / CONT W/ 12"MAX SEE PLAN ri,:a•;- n•;�o:,: W12 L4%3X3/," A 3 3" A CLEARANCE •0 2L SEE TABLE R SEE TABLE AT TRUSS/JOIST FOR SIZE FOR SIZE BEARING PLATES ANCHOR BOLTS ♦ BOLTS IN ®. IN HSL HOLES SLOTTED HOLES SEE TABLE I SEE TABLE I L 3X3%/i _ - - CONT ° Ave;° A :,A:Q•:° p,°:e.:° 3"MAX 11/2"GROUT eS-565 A S-565 OPEN WEB STEEL JOIST OR STEEL TRUSS BEYOND (OPEN WEB STEEL JOIST v Y4" DIA X B" ADH CONCRETE OR SHOWN HERE) TYPE A CONNECTION o TYPE B CONNECTION ANCHOR a B"OC MASONRY WALL NOTES.' BEAM TO CONCRETE CONNECTION BENT PLATE CONNECTION 1. ALL CONNECTIONS ARE TYPE A UNLESS NOTED OTHERWISE 5-560 5-557 2, PROVIDE 2"DIA WASHERS >r BETWEEN TRUSS/JOIST e a I .. EMBEDDED PLATE SCHEDULE 3 (TYP) TOTAL I. '� �q" x 12"WELDED STUDS PLATE R C Y + OF S UD CHANNEL ITYP M ) CHANNEL SIZE H W A ROWS % COLUMNS EA PLATE it 1 )( y — W A 12" 12" 2" 2 8" 2 8" 4 7q"DIA A325 BOLTS BEAM TO GIRDER CONNECTION SCHEDULE UNO.SEE - B c NO.OF PLATE WELD A C EQUAL A ,a SCHEDULE TYPICAL BEAM BOLTS THICKNESS SIZE COMMENTS S n I SPACES a Y C c 2C/.. I 1C 2" N T A __-- .. 4 j I D i A We 3 L 3�/%3%20051/2"MIN ._.- E --- _ W70 W12e"DIA BOLTS OR CHANNEL ---�--•---._ ._ •------� W12 WELD TO STRINGER (TYP) x j I F ...... �END OF CHANNEL a j i G to - 1 ry- AT CORNER, cn U •'PLATE H W74 CONTINSHOWNUONSPLAN a I�/z 0 t j ! j W16 4 a 2C: L.� I W18 - - - _ ANNEL �, v5 CH ECOND CHANNEL WHERE - o - ------- LTA W21 2-`'/g" DIA BOLTS SHOWN ON PLAN - - '•-'-'---"" '--- - — $ i "-•--•--- SIZE W24 \ CHANCEL 3 SEE PLAN YJP7 NOTES: 1.FOR CHANNEL SIZES SEE PLANL\ '°' •44y�N D PLATE W36 - 2.COPE STRINGER MINIMUM AS NEEDED \T1` ti a � THICKNESS T 3.STANDARD SIZE HOLES UNLESS NOTED OTHERWISE 9815 EMBEDDED PLATE iz BEAM TO BEAM CONNECTION 0BEAM TO BEAM CONNECTION eds/oNA4 8�°` REV 010201 S-565 REV 081899S 564 zaxeEs 3/26/0 W GENERAL STRUCTURAL SHEET SCALE WARNING SUBMITTED BY 0 /2 1 DESIGNED D.ROONGSANG CITY OF MARYSVILLE LICENSE N0. DATE ��� STILLAGUAMISH RIVER GENERAL STRUCTURAL DETAILS - 5 GS-5 Z IF THIS BAR DOES DRAWN D.ROONGSANC ('.ICgoTNzmlillc WTP PROJECT a NOT MEASURE 1" 1 o THEN DRAWING IS - - — co..o K.MARTIN LICENSE k0. DATE REV DATE BY DESCRIPTION NOT TO SCALE CHECKED—. O. A "(TYP) I 11-614 UNO 2-L3 x 3 x 3/e x 6"LONG A I I I tL COLUMN PIPE OR - CONCRETE OR TUBE CENTER - I 3 - ADDITIONAL BARS BLOCK WALL j ON BASE PLATE EF,SIZE TO MATCH WALL I REINF (FULL HEIGHT) COLUMN ; I ; iv 6.. 2,� IOF- — o 1•/..(Mm I I p "(MIN) Alu vi- cm ;LOV o TYPE I TYPE II uBASE TYPE III j LEVELING - -PLATE BASE PLATE BOLTS COMMENTS ADHESIVE ANCHORS NUTS Q TYPE A X B X C MAT NUMBER DIA EMBED OR ANCHOR BOLTSBEDOF MONORAIL/CRANE OR 'y4.FN,E 6 WELD FOR SIZE SEE TABLE /sL W/ ALL AROUND1 9" X 9" X A36 4 /2" 9 4--Yj"AB x 6" " DIA S NOTES1 u II 1'-0"X 7"X5/e" A36 Z Y," 9.1 .� 1. FOR 8"BEAMS USE A 4"LONG L AND WELD c TO BEAM. 'm 2.LOCATE STOP TO MATCH TROLLEY BUMPER CR S-575 LOCATION. COLUMN BASEPLATE MONORAIL BEAM SUPPORT ^ TROLLEY STOP AT END WALL �1 S 567 REV 082699I,f J"1 REV 010201 ' 5" e a 8 s a 6 N O. Y a 3 `o c a 0 3 3 N �i 10 0 0 x T 13 39815 t�� ONAL z*s.3/26/y(� N N SUBMITTED BY GENERAL STRUCTURAL SHEET SCALE WARNING iO 0 �/p 1 DESIGNED D.ROONGSANC �. CITY OF MARYSVILLE g - LICENSE No. DATE ��H STILLAGUAMISH RIVER GENERAL STRUCTURAL DETAILS - 6 GS'G z IF THIS BAR DOES DRAWN O.ROONGSANG CitydMogslitk WTP PROJECT e NOT MEASURE 1" _ THEN DRAWING IS K.MARTIN - - _ meone.�r.o ua REV DATE BY DESCRIPTION NOT TO SCALE CHECKED. LICENSE N0. DATE *—, T 1 2 3 YOL ^ ifACE OF CMU 'COL 100'-0" TCOLT :OF C 6 FACEFACE COL OF CMU OF CMU' 20'-0" FTG `COL 20'-0" COL 20'-0" 20'-0" COL 20'-0" OF CMU COL COL 9'-4" ' 14'-4" 15'-0" 12'-0" 12'-B" 6u 14'-4" i 19'-0" _ - all pmI ,i- --8- " --„------ g' 4 -4 '-4a p 4 _ 6 -B 1 -8" FA -•-•v FAC - - - - A • g ------------ - ATYP MU ------ ----- m - -- , o z EXTRA(2); a v , j I z i 8'" ! I #7 BARS j �q B•� g" j i I I m t 1 j I FFyI N 6" YP EXTRA(2)� TYP +1 j Q #7 BARS ! ' . 7 FACE -_- - !--__ _ _---_ --- _J -__--__-__ -_-J ____I_--_--_ _ - - _---J N oB FACES - B r't':IdU zo .- - -- --------- , ------ -- ---- , (_ -—--- --------- r- ------- -------, _,- - ----- - - -i a I - -- -4"6'-B" I• 6'-g" 11'-0" 4' d on 3 -4 AIL 1,90„ iv i clii TYP I 1'-0 v o #7TRAR2_5—__ N v SEE VAULT PLAN r I ON SHEET 1S-6 J 1 0 I ; STOP ALT BARS S-113 1 j TYP , , m I 6 iv EXTRA(2) � / �1 I ' #5 BARS I 1 r/l I N V , 4" • j I im TYPlo z o eo - --- - ---- - ---- -AEM7 - - -- --- - -- - . ----- --- - . - '- - - -- - - �4' o a jF I N a TY M o 6'-0" P TYP a F C(TYP) 2'-0" 15-4 1S 6 1S 5 FiM6 1S-4 7 TYP v �Z FOUNDATION PLAN FLOOR PLAN s SCALE:I,B' = 1'-O" SCALE:" ' c GROUT TO TYP I S-567 o PAVEMENTS a CJ JOINT FILLER - D AOUND SLAB 8 FOOTING i m #4@12" TYP #4@12" TYP #4@12" TYP 1 a i i r -In 4 o N z #5@12" TYP , I #5@12" TYP D TOPd BOTTOM Le TOP& BOTTOM a (3) #6 Ew TYP I C v `) r- " (3) #5 TYP " D " BOTTOMYPF— TOP& TYP`10 (2) #5 TOPd BOTTOMTOP& BOTTOM ' o D TOPB BOTTOM I Q Y DETAIL 1 DETAIL 2 DETAIL 3 DETAIL 4 DETAIL 5 I,„ I," SCALEO-2" - SCALE: 2"= 1'-0" SCALE: 2 = 1'-0" 1S 3 SCALE:112" SCALE: z = 1'-0" 1S 4 - 1'-0" 1S 3 �o� Any 0 P O U - •e (! *OA 398 s o. cXPWtS�3/26/010 SHEET N SCALE WARNING SUBMITTED BY STRUCTURAL 0 1/, 1 DESIGNED D.ROONGSANG CITY OF MASH RIVERVILLE FOUNDATION AND FLOOR 1S-1 o - LICENSE NO. DATE MW� - STILLAGUAMI RIVER Z AS NOTED IF THIS BAR DOES DRAWN D,RO0fiG-% G CN)'ofMarysville WTP PROJECT PLANS a NOT MEASURE 1" o THEN DRAWING 6 LICENSE N0. DATE u<o.roreuo nn REV DATE BY DESCRIPTION NOT TO SCALE CHECKED JS,, _ MARTIN j I �1'-6" ! 4„ 1 4K4 OPEN WEB STL JOISTS @ 4' 0" OC TYP C6X13 j X15 —W6X15 - 1 I '-0v" Ijiij i IjIIIj I --- - ii : ~ 0 - - - II 1 4Km4 STL JOISTS TL JOISTS 14K4 STL @4'-0"O C JOISTS"@ 4 -0OC •-•---•--- - - -.- > GIRDER in r, 0 0 1'-4 L 3X3X"4" TYP 3 @ EO SPACINGS 3 j TYP I SEE DETA[L17/15-4 o v s of o v i j I I m - wm - u lD I N V° C° m j I I X W16X4O o v1 RID GE LINE l_ .� 1 = o RIDGE LINE o 1 ! I I 3I w IW16X40 - - -WI GX40 - ! c i i 3 z J 3 M~ ! I I iD In I a rn rn I M 2.SV51 m ( I I N co C) m x x w I I 3 w I 3 w IL o I o c v i j t'-B" ! W18X50 W/Cl2X20.7 I I CRANE GIRDER TYP CRANE TYP I T P —'1 -•-•-•---•---• I ! GIRDER i rn m ! ! O........ - n - -h---------•--- C _.__ _ c� I I I � 4'-0 12'-0" I `� 3'- 12'-0" 4'- 4'- 12'-0" 4 _0I" N F- ev 0�" rl _ 14K4 OPEN WEB -0 12'-0" 0' 14K4 OPEN WEB q�-�O�__l 2'-0" g�-0' �14K4 OPEN WE STL JOISTS STL JOISTS DLH STL JSTS STL JOISTS DLH STL JSTS @ 4'-0" OC @ 4'-0" OC @ 4'-0" OC TYP @ 4'-0' OC @ 4'-0" OC TYP � A MlS6 Dn iS-31S-41S-61S 6 FSq4 UPPER ROOF PLAN LOWER ROOF PLAN NOTES: NOTES: n' 1. ROOF DECK SHALL BE WELDED TO SUPPORTS 1N 36/5 PATTERN 1. ROOF DECK SHALL BE WELDED TO SUPPORTS IN 36/4 PATTERN W/5,8. EFFECTIVE DIAMETER PUDDLE WELDS. ROOF DECK SIDELAPS SHALL EFFECTIVE DIAMETER PUDDLE WELDS. ROOF PECK SIDELAPS m SHALL BE SCREWED WITH 61*10 TEK SCREWS PER SPAN. SHALL BE SCREWED WITH 2u10 TEK SCREWS PER SPAN. iE t N a METAL DECK AND ROOFS = THE CONTRACTOR SHALL COORDINATE THE LOCATION AND SIZES OF ROOF OPENINGS WITH THE MECHANICAL.HVAC AND ARCHITECTURAL en i DRAWINGS. STANDARD DETAIL S-551SHALL BE USED AT ALL OPENINGS. VI 3 UNLESS INDICATED OTHERWISE,SEE THE SPECIFICATIONS FOR THE o WELDING REQUIREMENTS FOR METAL DECKING. UNLESS INDICATED OTHERWISE,11/2" DEEP METAL DECK SHALL BE 20 GA,0.0358" WITH 36" COVERAGE,AND SHALL HAVE THE FOLLOWING MINIMUM In PROPERTIESr c I. 0.212 IN4 (MIN) °s S. 0.234 IN3 (MIN) o S- 0.247 IN3 (MN) Fy 33 KSI(MIN) OPEN WEB STEEL JOISTS o THE CONTRACTOR SHALL SUPPLY REQUIRED EQUIPMENT WEIGHTS TO THE STEEL JOIST MANUFACTURER. HEADERS SHALL BE DESIGNED AND DETAILED BY STEEL JOIST >' MANUFACTURER. BRIDGING SHALL BE PROVIDED TO RESIST A WIND UPLIFT OF 65 PSF 4 � � L � MINUS JOIST WEIGHT. o,,P 39615 z JOISTS HAVE NOT BEEN DESIGNED FOR CONCENTRATED EQUIPMENT LOADS. THE JOIST MANUFACTURER SHALL COORDINATE WITH THE SAoxAI.�� CONTRACTOR FOR REQUIRED EQUIPMENT LOADS. THE JOIST MANUFACTURER IS RESPONSIBLE FOR VERIFYING THE JOISTS ARE 7IWIE5 3/26/va ADEQUATE FOR THE CONCENTRATED EOUIPMENT LOADS ull oN - SCALE WARNING SUBMITTED BY STRUCTURAL SHEET 'r 0 I/2 1 DESIGNED-D.ROONGSANG ., CITY OF MARYSVILLE LIe6SE NO. MwH - STILLAGLIAMISH RIVER ROOF 1$-Z z 0" IF THIS BAR DOES D.ROONGSANG PLANS NOT MEASURE 1" QD DRAWN Ch)oflfar)svilk WTP PROJECT ° THEN DRAWING IS - - REV DATE BY DESCRIPTION NOT TO SCALE CHECKED K.MARTIN LICENSE W. DATE a" B A o � ' i 0 I I N 6 TYP I 12 i I o j 4 ; I o I DHL 5TL v I JOIST TYP i o z i 0 .2 j I I BRIDGE CRANE 1 aT` TYP 7 TYP 8 ; I JOIST TOP J ' / \ 4'-0" 2'-6 12 COL " CHORD EXTENSION 4 o -tt5e16" EXTRA (2)#5 I TYP. EF TYP , DOWELS TYP TYP. EF #5016" W/ j HSS 6X6XI�4 DOWELS. TYP j COLUMN 0 ii j I I st4ol2" 04e12" TYP. EW ' TYP. EW ;; i •� to i n ! � 1 J •!I II i i 4 SECTION 1s-1 M SCALE: ,4"- 0 1S-1 s i a 0 a d PL3,8 X6"X8" LONG ' W/ (2)S " DIA X 9112 LONG (2) PL114 STIFFENERS PL X6X6 LONG "e CENTER OF COLUMN W/ (2)Sle" OIA X 9112" LONG WELDED STUDS. TYP WELDED STUDS. TYP i4 Ar 5"4 1,4 I,4 0 1�4 — 1�4 O fn $ •. (2) #5 BARS CONT. TYP 40 W6X15 ,ryb TYP FOR BOTH STIFFENER PL w c 11q', GROUT _ - -'Y — PL51" X 7" X 11" LONG 3 (2) #5 BARS CONT. TYP — 31," W/(4 l 3,4 D 1 A A325N BOLTS IN 8"2" PITCH c1 W.ta4j " LONG W/ (2) 3,4" DIA ADHESIVE D TA1 9 oaf TA 6 TAIL 7 ANCHOR BOLTS. TYP TA I 8 SCALE:1"= 1'-O" < '� SCALE:1"= 1'-0" SCALE:1"= 1'-0" P SCALE:1"= oe 39815 i` exwlcv 3/26/vfg SHEET STRUCTURAL N SCALE SUBMITTED BY WARNING 1�2o /: 1 DESIGNED_k_ 5 ak CITY OF MARYSVILLE 1S_3 B _ - 6&4SE NO. DATEQD ��� STILLAGUAMISH RIVER WTP SECTIONS AND DETAILS I z AS NOTED IF THIS BAR DOES DRAWN D.ROONGSANG WTP PROJECT m NOT MEASURE V _ 0 THEN DRAWING IS - - ec"o"une nn REV DATE BY DESCRIPTION NOT TO SCALE CHECKED K.MARTIN LICENSE N0. DATE C O r 0o O I 1 o j W18X35 ! a 31q' DIA ADHESIVE o ; 12 i TYP 11 I ANCHORS. TYP o i W6X15 — 14 I i I w6x1s i TOP OF COLUMN TYP 10 i PL 4"X1/4"THK i BRIDGE CRANE I L3X3XI�q' o TOP OF R NWAY ' ` � AN G C12) ' 1 I -CMU WALL •� f I •� I 2'-0" 12 TYP —l4 DETAIL f 17 i SCALE: 8"=1'-0" 17 ' 1 - ln N N _ (2) PLI14 STIFFENERS Y 0 CENTER OF ANCHOR p SPACINGS. TYP • 04012 TYP FOR BOTH ale i 4012" ' TYP. EW TYP. EW � STIFFENER PL 3'I6 ; TOP OF FLOOR A' 2"GROUT i 1 i n 1 1 4 2 o 9 P OE IILUMIA F \ i ! 1'4 2 1? 9 /' i •� / t i SECTION B 3 (4)3,, DIA A1557 ANCHOR j J BOLTS 0 9" SPACINGS --_•• _.._n_.. SCALE:I�q'=1'-0" 15-1 1S 1 W/ 9" MIN EMBED. TYP 0 2 NOTES: C CRANE RUNWAY ~ GIRDER 1S 1 1. (12) n7 VERT COLUMN RE INF W/ DOWELS DETAIL 12 FOUR CORNER COLUMNS. (4 EA FACE) 12 SCALE:3b'=1'-0" S i 5. 3 SYM S-430 #6 CROSS BARr do i HOR 1 Z WALL RE 1 NF CONT i WELDEO 3,8"S 1 ZE�/ i THRU COLUMN. TYP (10) #7 VERT COLUMN j WELD. TYP ; i ( 4" a RE INF W/ DOWELS. TYP (NOTE 1) 6 n i _.._.._.._._ .._.._.._.._..--._---•-•-•------ { r ! if4 TIES @ 6" ! = 1 j i 6" vi TYP i c 1 1,4 o I 1 j ( I 2"GROUT i & 1 Q n 1 ! e j i A (5) .31@ 2'1Zr i CLOSED:TIES ---(2) sty VERT BARS PER CELL I (4 1 3i6 EO TYP a FOR 2 CELLS EA SIDE OF SPA. TYP COLUMNS. TYP - wj PLS X 11 X 1'-4" LONG W/ CMU HORIZ REBAR c ......... :..-a -••-.-• ••_••1 (6)�,4' D l A A1557 ANCHOR °a �esyi •----.._.._.-----•-•-- _ BOLTS M 9" SPACINGS i` " �o uq TIE 3" TYP W/ 9" MIN EMBED. TYP @ ANCHOR BOLTS ° 1� DETAIL 10 DETAIL El LOCATION �,A 39 is SECTION E SCALE:see"=1'-0" SCALE:3,j'=l'-O" °'d�ONAt iz SCALE:3,e'=l'-0" �x1�¢S=3/2� 610- j Ln o SUBMITTED BY STRUCTURAL SHEET SCALE WARNINGG1 DESIGNED_D.ROONGSANC CITY OF MARYSVILLE O 1/2 o — LICENSE N0. DATE STILLAGUAMISH RIVER WTP SECTIONS AND DETAILS II 1S'4 Z AS NOTED IF THIS BAR DOES DRAWN D.RGONGSAN MWHG Cilyof.%hnr.ilk, WTP PROJECT u NOT MEASURE 1" THEN DRAWING IS K.MARTIN LICENSE $0. DATE "toa.ouno un REV DATE BY DESCRIPTION NOT TO SCALE CHECKED 0 o Q i I -�4 ! 14 o ; o a W12 BEAM TOPOF--- -•-�-------- ---•-•-•-•---•-•-•---•-• -•-•-•--- _ •� i I COLUMN ,, i t2 ._r . 15 �° I n z W12X26 I o �4 13 I W12X26 i 1 I 1 F I Wt 2X26 W72X26 W1 BEAM_ i TOPOF ' < -•-•-•-----•---•---•---•---•-•-----•-•-•-•---I- i WALL ' 16 C6X13 W72X26 I @16" I �• TYP. EF i 0161, W/ 1 i DOWELS �Io oe, TYP. EF is C TOP OF -411 SLAB � D D > 1 SEC T I ON c SCALE:I,i'=1'-0" 1 1 In 0 In NOTES n 3 b c --�.i' DIA X 8" LONG 5 ADHESIVE ANCHOR a BOLTS @ 8" OC n 1'-6" 1"GROUT COLUMN BEYOND S-557 a, S-560 TYPE A : w '�4 12"GROUT 6,, i S-557 ! e4 v ( 6" TOP OF 1^ 6„ STL BEAM onl i i -------------• o COLUMN BEYOND i ! 1 O . 1 v W6x15 — ! ............ —(2) #5 BARS CONT. TYP t ����.�__. --•--- •-_..—._.. . I (6)314" DIA A1557 ANCHOR 7F BOLTS @ 9" SPACINGS W/ sod "ra�� 0 9" MIN EMBED. TYP p TA I 16 13 T 14 DETAIL 15 ` SCALE: s DETAIL SCALE: 4"=1'-0" °0 39615 c� SCALE: �9"=1'-0" - .D /ONAI. w'wts=S/26/o n SHEET STRUCTURAL N SCALE O WARNING 1/2 1 DESIGNED. O.ROONGS_PIVG UBM'TTED BY CITY OF MARYSVILLE '6 - _ — - - LICENSE No. DATE QD ��� STILLAGUAMISH RIVER WTP SECTIONS AND DETAIL III 1S'5 z (a-\ AS NOTED IF THIS BAR DOES DRAWN— D.RQQNNQ5nM figa(NUk WTP PROJECT a NOT MEASURE 1" 0 THEN DRAWING IS - - - ucovorDrm nn ' REV DATE BY DESCRIPTION NOT TO SCALE CHECKED K.MARTIN LICENSE NO. DATE @DPP o OCOL a I 0 _____________________________i TYP , I 1 • --------I I v � 5-557 0 o , rrr r o SEE ARCH DWG rrrr r r r 1 1 I ' � I @OPP0 co i I o O i I i I ♦ : x I 1 0 Lo vl In TYP S-557 SEE ARCH DWG r r 1 I 1 1 I _ 1 1 1 ••\• r I-__• ---1___•-••---•-__•----_..._. -------------- -------------- � I nO TYP TYP I N PLAN VIEW SCALE:IrZ'=1'-0" 1 Lo TYP S-502 SLAB REINF NOT SHOWN ACCESS HATCH FOR CLARITY c _ _o A rA D D H /C O / o. A n 3 c D m D D tt5@12" EW W A Q D D n A SECTION ( TYPICAL LOWER WALL ) �� SECTION ( TYPICAL UPPER WALL ) F D D G SCALE:3,e=1'-0" 1S 1 SCALE:3re"=1'-0" 1S 1 n vl xo 4 � D 1 N 1 ° N -IV I 7.-8 a � r+ xt6@12" EWT88 s 0 W M p� 3 'O! RAJ/N SECTION G °o �oAe 39815 o\f" m 9d'ONAL EEXPRES,3/26/0l7 1 SHEET STRUCTURAL N SCALE WARNING SUBMITTED BY 0 yz 1 DESIGNED D.ROONGSANG CITY OF MARYSVIL IS-6 o - LICENSE NO• DATE ��� Cir ul MJrrnfllc STILLAGUAMISH RIVERER WTP SECTION AND DETAILS Z AS NOTED IF THIS BAR DOES DRAWN D.ROONGSANG WTP PROJECT l a NOT MEASURE 1" 0 THEN DRAWING IS -- - - "cmwuuo,�n REV DATE BY DESCRIPTION NOT TO SCALE CHECKED K•MARTIN LICENSE N0. DATE 32' 0„ -- 34'-0" 4'-0' N I. ACCESS HATCH 3'-0" 1'-0 (H20 LOADING) 0 11-0" m (TYP) 0 o o io o LADDER I p ACCESS HATCH i (H20 LOADING)- \�Jr/ e � ' N I 1 i rJJr/ � H EL 1 17.00--- SLOPE o SLOPE A A p p� iO 25-2 1 ; o 1 ' n , I p• 1 1 1 , e 1 , D• ' 1 1 , 2'—6" e pn �-'------'----'-"'---'------'-----'-'---'---'---_ ;p ' p _ � p � p - p , D D D • D • D - ' D P D D p p � • D D 8 2S-2 9 L2--0 rr 2S 2 3'-0 m 5'-0" CONCENTRATE/OVERFLOW BASIN TOP PLAN a _a 0 CONCENTRATE/OVERFLOW BASIN FOUNDATION PLAN 0 a r 3 d 0 �n 0 N 3 rn 1 N 9 b • 0 t� N )3 O V u 0 1 p1 WAS J C tA �o W N /OVAL 8�0 LL 1wacS,3/26/0 SHEET In STRUCTURAL N SCALE WARNING SUBMITTED BY DESIGNED D.ROONGSANG CITY OF MARYSVILLE ZS-� ucENSE No. DATE Mw`L, STILLAGUAMISH RIVER WTP CONCENTRATE/OVERFLOW BASIN PLANS z "-1'-0" IF THIS BAR DOES DRAWN ROROONGSWG Ch)olNul+dlk WTP PROJECT a NOT MEASURE 1" O THEN DRAWING IS -- K_MARTIN L DATE BY DESCRIPTION NOT TO SCALE CHECKED- _ LICENSE N0. DATE #6@6" .- TOP 8 BOTTOM EL 129.00 g EL 129.40 TYP TOP d BOTTOM Z TYP SLOPE 0 - p D - c - ` Li T � #6@6" EF j �Yp TYP 5-144 #B@6" EF W/ DOWELS #8@6" EF TYP 5-144 I W/ DOWELS TYP x \ #6@6" EF TYP iv I 1 I #7@6" TOP & BOTTOM I TYP 5-105 G TYP j #7@12" EL 117.00 TOP d BOTTOM TYP I SLOPE j D. a n ^ MIN 6" STRUCTURAL FILL SEE SPEC 02200 SECT ION A n 2 SCALE: ,2 5'-0" TYP N C O �•T_ L]/ a i r- i ` TOP MAT \ .'� TYP S 142 SLAB REINF „ 3#6 #806" EFIs #4 STIRRUPS 3#6 HOOK W/ DOWELS #8@6 EF @ 6" OC EXTRA #6 BAR EA END TYP W/ DOWELS 3 TYP EXTRA #6 BAR s #6@6" EF _ #6@6" EF #4 STIRRUPS in o TYP 5-531 TYP N i W a __-;-__ • • a T El #7@6" i Z, TOP & BOTTOM EXTRA #6 BAR -'"""F"' -0 ElTYP #7012" r TOP 8 BOTTOM EXTRA #6 BAR 4#8 HOOK TYP 5#8 EA END 0 a a` D D D �'-6" 1 '-�,/ °9 sAjs� W SECTION B T DETAIL A 2 '°As s MIN 6" STRUCTURAL FILL SCALE: NTS SCALE: NTS iJ/ONAL 6� SCALE: l = 1 -0 2S 1 SEE SPEC 02200 Ed yPmcs, SHEET STRUCTURAL NI SCALE WARNING SUBMITTED BY =' 0 1/2I DESIGNED D.ROONGSANG CITY OF MARYSVILLE 25-2 a — LICENSE NO. DATE M W� STILLAGLIAMISH RIVER WTP CONCENTRATE/OVERFLOW BASIN SECTION z AS NOTED IF THIS BAR DOES DRAWN D.ROONGSANG ChyM\Ismillk WTP PROJECT AND DETAILS c NOT MEASURE V THEN DRAWING IS K.MARTIN LICENSE N0. GATE .NCOi ro/^RD nn REV DATE BY DESCRIPTION NOT TO SCALE CHECKED UNIT HEATER SCHEDULE ao DUCTWORK SYMBOLS PTAGIDLOCATION/AREA SERVED CFM I A EXTERNAL MINIMUM MOTOR WEIGHT FLUE OUTLET o TlPE (NOTE 1) MeH CAPACITY, MUTHIP KW CAPACITY, INILET SIZEESTIN FAN CFM STATIC HP VOLTS/PHASE (LBS.) SIZE, IN 0 PRESSURE NOTE3) z DOUBLE LINE SINGLE LINE MEMBRANE MAIN NCE PROP NAT 7 30 MOH 24 MSH 0,5 750 1 30 115 1 OO 4 z M H 24 MBH O.5 7 I 1 i5 1 4 4 M 24 MOH .5 1 3 fI5 1 0 4 1 LWUNAULZMAI H 24 8 0.5 1 10 M RAN IN R'v M 7 30 MBH 24 MBH 0.5 7 0 I BRAN / INi 724i 1S 1 885 0 4- 0 EXISTING DUCTWORK TO REMAIN c UH-7 1 M,A�--�-_jLW 00 30 MBH KWBH -5 800 ; 3 460 80 �- a NEW DUCTWORK c c UH_8 I t P 75 -- Rn kARH 24 KW H 0. 7 0 INS 1 1/30 VD�- VD NOTES: �.t• MANUAL VOLUME DAMPER (MVD) r ' 1, HEATER TYPE: I� MOTOR OPERATED DAMPER (MOD) PROP/NAT - PROPELLER/ NATURAL GAS TYPE $ lT� ACCESS DOOR c qp c PROP/ELEC - PROPELLER/ELECTRIC 2, COORDINATE GAS INLET PRESSURE WITH THE EQUIPMENT. MINIMUM AND MAXIMUM INLET PRESSURE SHALL BE BETWEEN 5" WC TO 14" WC. PROVIDE ASTEP-DOWN PRESSURE REGULATOR IF INLET PRESSURE IS GREATER THAN 14 WC. `w 3. PROVIDE ROUND FLUE SIZE AS SCHEDULED. PROVIDE TRANSITION ADAPTER FROM THE UNIT FLUE OPENING TO THE SPECIFIED FLUE SIZE. RADIUS ELBOW (R=1.5) REFER TO THE FLOOR PLAN FOR ROUTING OF THE FLUE. 4. UH7 SHALL TURN ON WHEN TEMPERATURE REACHES 60 F AND TURN OFF WHEN TEMPERATURE REACHES 70 F. ```���''' 5. ALL OTHER UNIT HEATERS WILL TURN ON WHEN TEMPERATURE REACHES 45 F AND TURN OFF WHEN TEMPERATURE REACHES 50 F. VANED ELBOW T /� I r' FAN SCHEDULE STATIC PRESSURE, MINIMUM BRANCH DUCT TAKE-OFF � -.Mj TAG ID AREA SERVED TYPE (NOTE 1) CFM IN WIG MOTOR MAXIMUM RPM VOLTS/PHASE NOTES HP -I M V 1 _ 1 17 2 C F 1 1 1 .13 R RISE OR DROP DIRECTION OF -i - HY R _ 7 11 1 34 AIR FLOW I -4 f f 2400 1 1 2 17 1 2 3 EF-5 ELECTRICAL C/BFD 2550 0.1 1 2 1750 1 2 3 5 - + EF- TOILET 17 83 A 1000 115 1 4 FLEXIBLE CONNECTION (FXC) --{��/^�-� -i ME RAN MAINT N N V 19000 1.0 10 7 NOTES: DIFFUSER 1. FAN TYPE: CPRV/BI - CENTRIFUGAL POWER ROOF VENTILATOR TYPE/ BACKWARD INCLINED WHEEL/ BELT DRIVE SIZE SIZE VA/D - VANE-AXIAL/DIRECT DRIVE li CFM/BLOW - CFM/BLOW VA/B - VANE-AXIAL/BELT DRIVE C/BDF -CENTRIFIGAL DUCT FAN u' I CE/D - CEILING EXHAUST/DIRECT DRIVE g _I, v=%J CEILING RETURN/EXHAUST 2. FANS SHALL BE STAINLESS STEEL AND COMPLETE WITH MOTORS,ADJUSTABLE DRIVES. DISCONNECT SWITCH AND VIBRATION ISOLATORS. c REGISTER (R) OR GRILLE (G) 3. FAN WHEEL SHALL BE STATICALLY AND DYNAMICALLY BALANCED AND SHALL BE FREE FROM OBJECTIONABLE VIBRATION OR NOISES. 4. FAN SHALL INCLUDE CURB. FLASHING. BIRO SCREEN, & MOTORIZED BACKORAFT DAMPER, DAMPER SHALL BE INTERLOCKED i w N TO OPEN WHEN THE FAN IS ON AND TO CLOSE WHEN THE FAN IS OFF. 5. SF-1 & EF-1 SHALL BE INTERLOCKED AND RUN CQNTINWSLY. ALL OTHER FANS SHALL OPERATE WHEN TEMPERATURE IS GREATER THAN 80 F AND TURN OFF WHEN TEMPERATURE IS BELOW 75 F. c c NUMBER 4 CFM o - SUPPLY AIR GRILLE (G) OR SUPPLY N�t�1M�BER SIZE AIR REGISTER (R) DUCT SILENCER SCHEDULE SIZE !i NUMBER p TAGEID DESCRIPTION FAN DIM CFM RETURN AND/OR EXHAUST AIR C 1l MBER - SIZE GRILLE (G) OR REGiSYER (R) 2 16- �FZM_! PP Y FAN TAK F_1 R M HAU TDSOFFICE/IAB ROOM AHU-1 4436 CHANICAL HAUS1 4"x24"z ELECTRICALROOM EXHAUST F- �4. 4 0 -V, !}�� _ CONTROL DAMPER- SUPPLY AIR (S) V OPPOSED BLADE PLUMBING FIXTURE AND CONNECTION SCHEDULE : n CONTROL DAMPER- RETURN OR EXHAUST AIR (R) TAG ID DESCRIPTION WASTE VENT CW HW V.j�� PARALLEL BLADE wC HANDICAP WAT ClQaLT -1 - vl OUTSIDE AIR BMQ! VAT Y 1- 1 112 - 'n f�•4-f- BACKDRAFT DAMPER F MS MS DRAW 1 - 1 n �;FIRE DAMPER -1 Y W 3 UC - EMERGENCY EYEWASH SHOWER v - UNDERCUT DOOR it O SMOKE DETECTOR v DL DOOR LOUER (FREE AREA a REQUIRED INDICATED IN O THERMOSTAT SQUARE FEET) 0 SPLIT SYSTEM PACKAGE HEAT PUMP SCHEDULE I / T HEATINGCAP ITY (NOTE3 INDOOR MAXIMUM OUTDOOR '.° EXTERNAL STATIC MINIMUM MOTOR VOLTS/ OUTSIDE AIR SUPPLEMENTAL UNIT REQUIRED NOTES TOTAL CAPACITY, SENSIBLE MIN. CAPACITY, m TAG ID LOCATION/AREA SERVED TYPE (NOTE 1) FAN CFM PRESSURE HP PHASE FLOW CFM CFM MBH CAPACITY, MBH SEER CFM MBH COP ELECTRIC, KW CIRCUIT AMPS o IN, WG (NOTE 2) AHU-1 OFFICE TOILET DT/C/FC 750 0.6 tf4 208/1 175 750 22.6 15.1 10.2 750 21.6 292 5.76 KW ® 208 1 30 '1•`-` R°� �� o v i NOTES: HEAT PUMP OPERATING CONDITIONS: O 1. DT/C/FC - DRAW THROUGH/ CENTRIFUGAL/FORWARD CURVED 1.HEAT PUMP CONTROLS SHALL LIMIT CONDENSER OPERATION TO DAY TIME HOURS 9-5 PM. Ao, 0566° 2, EXTERNAL STATIC PRESSURE DOES NOT INCLUDE LOSSES THROUGH FILTERS AND COILS. 2.HEAT PUMP cONTROIS SHALL SHALL ALLOW FAN&AUXILARv HEAT i0 OPERATE DURING NIGHT TIME HOURS 5 PM -9AM. TEMP SETPOINT FOR NIGHTTIME HEATING SHALL 8E ON AT 50F AND OFF AT 6OF rs/OYA1.da` 3, DESIGN CONDITIONS SHALL BE AS FOLLOW: OUTSIDE AIR: SUMMER - 85 DEGREES F D8/65 DEGREES F WE ExPwEs OB/03/04� i WINTER - 23 DEGREES F DB/19.2 DEGREES F WE v ROOM DESIGN: SUMMER - 72 DEGREES F DB/60 DEGREES F WE WINTER - 72 DEGREES F DB 4, UNIT SHALL BE COMPLETE WITH FANS, MOTORS, ADJUSTABLE MOTOR BASES, ADJUSTABLE DRIVES, DISCONNECT SWITCH AND INTERNAL VIBRATION ISOLATORS. 0 5. FAN WHEEL SHALL BE STATICALLY AND DYNAMICALLY BALANCED AND SHALL BE FREE FROM OBJECTIONABLE VIBRATION OR NOISES, 0 0o SCALE WARNING SUBMITTED BY GENERAL SHEET 0 0 I/Z 1 DESIGNEDJ OSBORN ...•[,, o CITY OF MARYSVILLE Z As sliowN IF rHls BAR Es DRAWN J OSBORN LICENSE NO• DATE (qmwH }. .a., STILLAGUAMISH RIVER HVAC EQUIPMENT SCHEDULES AND SYMBOLS GH-1 NOT MEASURE 1" of b WTP PROJECT THEN DRAWING REV DATE BY DESCRIPTION NOT TO SCALE CHECKED S.MENDOZA LICENSE WO. DATE 4 BAR 3'-0"LONG (TYPICAL) CONCRETE BEAM WOOD BEAM STEEL BEAM /2"CONCRETE 1 HOR o DUCT AS SPECIFIED -WOOD SCREW �I•BEAM CLAMP CONCRETE INSERT, / E T V7�GALVANIZEO HANGER RODANGLE Cl(P GRINNEII FIG 131, ._ w -GA vAN1ZED.TOLCO LOCKwASHE TURNBUCKLE.(31" MINIMUM) SPUTTER DAMPER 2 X 2 X I X 2" TOLCO FIG 62 OR FIG 309.GRINNELL SEE SPECIFICATIONSo EQUAL fTYPICA.) ` FlG 282.OR EQUAL - L 2 X 3 X >/6X 0'-2" ECT TO SUITABI ANCHOR 3 LONG (TYfgICAL) ED N of BOTH SIDES - _ BOTH SIDES (TYPICAL) LONG (TYPICAL) OUTSIDE FACE OF 4 DOUBLE THICKNESS I DUCT (TYP) I BOTH SIDES WALL. TURNING VANES -DUCT (TYPICAL) - I •DUCT (T AL) --- � -'--'----- DUCT (TYPICAL) I ' � 90• ELBOW o BIRD SCREEN BOLT OR SCREW I I I a ,. I TO LOUVER FRAME.MATERIAL c TO MATCH LOUVER ff I 1 �-MINIMUM 16 GAUGE GALVANIZED SLOPE ff I RIGID SPIRAL GED A-VANIZ ° STEEL OR EXTRUDED ALUMINUM DAMPER ROD- f ROD, --------- ------' ----"-"--- ROD, STEEL OR ALUMINUM a 1 1"IN 7" f THREA0E0 BOTM ENDS LINKED EYE•R00, ROO.THREADEO BOTH ENDS THREADED BOTH ENDS pUCTS--�� WEATHER LOUVER AS SPECIFIED, BOTH SIDES (TYPICAL) UNLESS OTHERWISE SHOWN �a 0 (TYPICAL)BOTH SIDES BOTH SIDES (TYPICAL) BOTH SIDES (TYPICAL) LOUVER FRAME (THROAT RADIUS)— D SUPPORT ANGLE, SUPPORT ANGLE, -SUPPORT ANGLE. (TYPICAL) SUPPORT ANGLE, 'TYPICAL' (TYPICAL) LENGTH AS REQUIRED (TYPICAL) LENGTH AS REQUIRED LENGTH AS REQUIRED LENGTH AS REQUIRED ` WOOD BEAM HANGER_ STEEL BEAM HANGER CONCRETE BEAM OR SLAB HANGER CONCRETE BEAM HANGER FLEXIBLE DUCT DUCT AS SPECIFIED AR FLOW META.OR (TO BE AS SHORT oo SEALANT ALL PLASTIC AS PRACTICAL) AROUND FLANGE TYPICAL SUPPLY AIR HANGER SIZING AND SPACING (INCHES) STRAPS a. DUCT BRANCH MAXIMUM DUCT SIZE ROD DIA SUPPORT ANGLE MAXIMUM SPACING NOTE+ TYPICAL SHARP TURN j GALVANIZE ALL PARTS AFTER FABRICATION. - CEILING 36 X 12 /e )/X 1/2X /e 8--0" ON CENTE CEILING DIFFUSER - WITH TURNING VANES 48 X 18 V 2 X 2 X '/a 81-01• ON CENTER 60 X 24 % 2 X 2 X 3/6 6'-0" ON CENTER FIXED WEATHER LOUVER AIR DUCT DETAILS BO X 24 % 2 X 2 X y, 6'-O" ON CENTER FLEXIBLE DUCT CONNECTION M-526 HANGER FOR AIR DUCTS REV 061101 REV 061101 M-507 REV 042202 M-516 REV 1161501 M-517 FAN GUARD WEATHER-TIGHT CAP EXHAUST FAN FACTORY WIRED k.;IEF NDENSING. UNIT 3'-0"MINIMUM ABOVE MOTOR TO PARAPET OR AS DISCONNECT -- STORM COLLAR I REQUIRED BY CODE TALL CONE SAFETY M-55 AIR HANDLING UNIT OR NON COMBUSTIBLE AR CONDITIONING UNIT MATERAL DISCONNECT ANT GAUGE ROOF FLASHING SWITCH -COOLING COIL ON i4"HIGH ROOF CURB DRAIN PAN ROOF By WIRING PROVIDED BY THE SECTION--\ MINIMUM 4" I [ -# UNIT MANUFACTURER /�MIMIMUM 512E 1-1/4",ABOVE 1-1/4"CLEARANCEROOF OPENING J FULL SIZE ON UNIT CONNECTIONAROUND FLUE- CK-SEATED REFRIGERANT —FLUE.SLOPE UPWARDSLVE TO STACK,SIZE AS SHOWN ADAPTOR DOUBLE WALL � EXTEND FULL STNNLESS )STEEL STACK, 4" SIZE.TO FLOOR REFRIGERANT SUCTION LINE SIZE AS SHOWN, I GAS DRAINWITH INSULATION SUPPORT FROM HEATER A INTAKE DUCT _ REFRIGERANT LIQUID LINEWALL OR ROOF I SPECIFIED SIGHT GLASS WITH MOIST AS REQUIRED BACKDRAFT DAMPER SEAL W/CAULK INDICATORNDUIT - POWER AND ALL AROUND FILTER-ORYE ZlEOUIED O DRAIN PLUG CONTROL a o SEE HVAC DRAWINGS m n FOR MOUNTING HEIGHT �O< 40588 8Y NFPA FLOOR psd/ONAi�,u AIR-COOLED CONDENSING UNIT Exnwhs 08/03/04 FLUE INSTALLATION UPBLAST EXHAUST FAN CONDENSATE DRAIN DETAIL M-so5 - SLAB MOUNTED AT GRADE o REV 061101 M-530 M-533 NOT TO SCALE '1 DETAIL REV 121201 NOT TO SCALE 3 o SUPPLY DUCT MAN N WALL CAP WALL THIMBLE W/ BACKDRAFT AS REQUIRED ICE 9 HORIZONTAL AIR HANDLING UNIT DETAIL DAMPER �PAEOUIREO BY FLUE,SLOPE UPWARDS `o M-920 - MA STACK,SIZE AS PER ;< FLOOR MANUFACTURERS' ROOF m NOT TO SCALE ABOVE _ _ RECOMMENDATION Y COLLAR HAND A POWER VENT FAN MOTOR DAMPER w FLEX DUCT 3 F n p ° ' n n ? M WHERE REQUIRED DOUBLE WALL GAS HEATER A (MAX.LENGTH 6' 0'4 AW BAND o N STAINLESS SPECIFIED "\ WITH SILICONE Y STEEL STACK, TO SIZE PER FLEX DUCT SEALER REHALL COMMENDATIONS ONS BY NFPpRED MATCH SIZES NECKSIZES 0 !I S SEE HVAC DRAWINGS ° FT q SUPPLY FOR MOUNTING HEIGHT ROUND TO SQUARE OPPOSED BLADE i �1Ij,�,'' ` OggE CEILING DUCT ADAPTOR DAMPER o CilpM c FLOOR CEILING i N N u D « P CEILING DUFFUSER �T � pRaNpTSIppR WALL CAP DETAIL M-s2s FLUE INSTALLATION M s3o TYPICAL DIFFUSER M-9"3 e oR CONNECTION DETAIL o i�0 OR SHEET o GENERAL HVAC RWO SUBMITTED BY o SCALE 0 W 1/2 1 DESIGNED4 OSBORN ��� ;.- :;,. CITY OF MARYSVILLE GH-2 —- LI�NSE N0, ATE D STILLAGUAMISH RIVER GENERAL HVAC DETAILS z -- AS SHOWN IF THIS BAR DOES DRAWN J OS�RN - ,�i''•Cil•ofMa scille WTP PROJECT o NOT MEASURE 1" THEN DRAWING IS • • REV DATE BY DESCRIPTION NOT TO SCALE CHECKED S MENDOZA LICENSE NO DATE M-50 DUCT LINING n - -50 -------------- - a DOOR LOUVERS (OS-4) _______________-- __- �_-_,� ---(SEE ARCH------------ ---------- ------ ---------- _-_ ---- ---_-_'---_-'_'___'- �..-._ ' -_--- --' - _ i- _------ C' r--------------- __ ,- - -� CONDITIONED SPACE z DOOR LOUVERS EF-3 _ • c -� ' AT ROOF `�� ___ ALL OTHER AREAS o -I - ` EF I i ( SEMI HEATED � f- I M-92 � O "0 � , / FREEZE PROTECTION —DUCT LINING Lug o° UH-7 X. -- ' ONLY o ELEC , ~ V vE 150_CFM / +— 24 X 4 a 1 MECHANICAL ROOM 12 Xb ' -— _ J - ti EF-4 _� TYP) (S) -943 Y> �.... _ . a. .a 1200 CF s.s +i N _ _ -52 10 r L 17 . ti � I OS-3 , C _ M HYP LOR 1 lr p� DS-3 � 1 (rYP) (R) _ _ I �� �-�� 1-_ o OFFICE9LAB ROOM l .i,f+ g \900 CFM , �i"'�c�ff =� 31 UH_g VENT TO N n I �• VD CFM 100 n I � •e, 7 E ..r- - _ GAS ROOF .. 1 I 600 J s DUCT LINING E ICAL 16 X16 (R) ® _ Z. CHEMICAL Z1OFRWGE v Du IN EF-4 120o C TO F elfX`' 124 X 24 100 i24 7 ROOM E UCTiNG0 24 x 20 1 I 36 11� i••�•1i E�ECTRICALMROOM 1(s -g2 O EF-3 AT R I 1� I�1i - I 200 CFM 50 DS_2 ; INTAKE LOUVER ET AHU - 1 ' k 1 EXHAUST AIR "� ✓� ELEC BOTTOMMOF REGISTER I - (I�9} ` (E�E ARCH LOUVERS 12" AFF �_- , -517 34" DIA 34" DIA 34" DIA I I ' ' N I REFRIGERANT LINE`: '-` N U cv U I' U x� so R PER RECOMMENDATIONS I, _ N 1 o x� o x i o x2 o „ RECOMMENDATIONS ' DOOR LOUVERS � � � � � i i (SEE ARCH) 0 N 51 2 - o X2 co m 00 00 000 00 , --- ---- X!L' CD N I , ' 00 00 ro � tl� _-'r__-__ PROVIDE EQUIPMENT C i1 PAD c i 11-1-2 - 46" DIA ;_ HEAT PUMP COORDINATE DUCT ROUTE ® iQ,�"_; , ;; ( CONDENSER UNIT i WITH BRIDGE CRANE n INSTALLATION 44" x 60" RECTANGULAR LOUVER DORMER EXHAUST . '_--._: -g1 Z SIZE DUCT TO LOUVER 1 0 � r'��, , --- - - --- - M-517 UGAS .-.__ - b I� �I U) EF-1 9 ii - i I _ �] :M-940 M-930 u is E to s A i i M-94 -4kU' , J F ..............: 'I - — 1H-2 , , © MEMBRANE REA mv_ - ---rr--- - _----_ ---i-i— �_� l �_;_ion -_----'-----� B SEE MEC IC%L SHEETS --- FOR GAS PI E ROUTING AND r SIZING l 11 -51 „ DUCT LINING (r4T+- - - ' ' '" �• •" I I I'� � -�i 8'X4• OUTLINE OF t L- rL'_TT'3. r' - _ - - ---- - - ^--� DORMER PEAK AND FACE ABOVE of SF 1LL ro U LOUVER U x xis 4 ! o i X o my i i L`o� •,I„ ......... .. _ _ _ _ .. u. .. _......... u -- � �..«_-. __'n�'•q �..r••.. -� 0 i i xwa[5: 08/03/04 ii - • - - - 1�1 ._ � -• ;; DUCT LININFi' � TO FAN ------------ TO --- - -- --- ---- DFAN " 9e__ ----- - - ----'-- ------ --- -------- -- _ ---------- - -- e -- ------------ _------' ------------------------ -- - HORIZONTAL - OR4 - --DS-1 ---- OH= -94 -- -------- --- FLUE VENT GAS GAS H V A C PLAN GAS (TYP) (TYPICAL) M-930 GAS o HVAC SHEET o SCALE WARNING SUBMITTED BY -�' o /2 1 DESIGNED oseoRN �/��J�� e CITY OF MARYSVILLE WATER TREATMENT PLANT 1H-1 uceNSE ao:oArE M Y 1/ H ='` STILLAGUAMISH RIVER FLOOR PLAN z 'A" - 1`0" IF THIS BARDOES DRAWN—.,I�R#�� �-�'� cityo(Ma sville WTP PROJECT n NOT MEASURE 1" 0 THEN DRAWING IS S_MENDOZA LICENSE N0. —DATE REV DATE BY DESCRIPTION NOT TO SCALE CHECKED M n O 1 O EXHAUST DUCTING TO USE ENTIRE LOUVER M O oy° M-10 BRIDGE CRANE RAILS M_10 DORMER OUTLINE 0 a ® ® ® � ® (� 10 ® DUCT TO DORMER �fi LOUVER a° 1580 CFM 1580 CFM 1 C ROOF VENT (BEYOND) 28 X 24 (R) 34" DIA 28 X'24 (R) (R) 1 F COORDINATE HEATER LOUVER DETAIL INSTALLATION WITH (TYP) 46" OIA 2 (R) M-93 PIPING AND ELECTRI M-50 CONDIUT RUNS DUCTING 2' X 6' UH 6 HORIZONTAL 36" X 18" 2' X 6' WALL LOUVER EF -1 FLUE VENT FLUE DETAIL GAS WALL LOUVER TRANSITION GAS (TYPICAL) (TYP) U x O RECTANGULAR 1�1 4"x 6 DORMER EXHAUSTLOUVES M 994 M-93 DUCTING 36" X 1 " DUCTING � DU TIN � 36" X 18" 36" X 8" 1580 C M 1 80 FM 1580 CFM 158 Cf 1580 CFMa 28 X 2 (R) 2 X 4 ) a 28 X^24 R) a 28 24 (R) 28 X 24 (R) C v HEATER CLEARANCE RETURN GRILLE cv 8' MIN 9' MAXIMUM AT 14" AFF 0 0 a i 0 t -53 EF-3 0 SECTION FA a SCALE 1/4"=1'-0" 1H-1 M-517 E 0 0 P O w 20 X 24 ROOFTOP UNIT — SEE SPECS MANUAL SHUTOFF VALVE ° WITH AN 1/8" N.P.T PLUGGED 4 X 20 n SPONGE RUBBE TAPPING ACCESSIBLE FOR n GASKET TEST GAGE CONNECTION TO N BE INSTALLED UPSTREAM OF o THE GAS SUPPLY CONNECTION 18 X 20 o TO THE APPLIANCE, A STAINLESS v COUNTERFLASHINGr GE STEEL FLEXIBLE CONNECTION IS mz B TO REQUIRED FOR THE FINAL FROM GAS 900 C > w T—SLOPE CONNECTION TO THE APPLIANCE. SUPPLY URB TO I c F SLOPE NOTES: ?w CANT STRIP GAS I I r 12" AFF N GROUND JOINTOCKIALTERNATE 1. SEE ARCHITECTURAL DRAWINGS FOR ROOF w UNION � I 1 DORMER, DOOR, WINDOW, AND EXTERIOR LOUVERS oa ROOFING ILER ROUTEING FROM Y �N GAS SUPPLY o ---- v �tx TO EQUIPMENT o o x� 'o CONTROLS a 3 i ADDITIONAL SUPPORT FOR 6" TRAP a EDGE OF ROOF DECK OR UNIT f(DRIP LEG) '10„ 40 & SECTION - AS REQUIRED C ` N �xx 10NAI.0:f. ROOFTOP EQUIPMENT CURB GAS CONNECTION DETAIL__(-- SODIUM HYPOCHLORITE 1H-1 DETAIL REV. 121201 M-553M-940 ROOM EinR xEs° 08/03/Oa SCALE 1/4"=1'—O" 0 SHEET o SCALE WARNING SUBMITTED BY HVAC O oLRE 0 �/2 1 DESIGNED N CITY OF MARYSVILLE LICENSENoDATE "''f " STILLAGUAMISH RIVER BUILDING SECTION 1H-2 IF THIS BAR DOES DRAWN J OSBORNCiI of Ma xdllcWTP PROJECTNOT THEN DRAWING IS E I" ,,BY DESCRIPTION NOT TO SCALE CHECKED S MEND02A LICENSE N0. DATE "'""" M 7 n 0 O I 0 Z D C I M O O O a ( TURNING VANES ( _ —RND TO SQ — TURNING VANES 42" X 42" �— —TR TO RN TRANSITION f------�`—"- TRANSITION —516 — SF ` 55' X 30" l _ :. .i ...................;. ....... 8 LOUVER I 4' x 8' x 36" DIA _ PLENUM PIPE BRACKET �. I (..... .{.................... MF) STYLE TRANSITION ® 28" 0 Y DIA — - 36 DIA ® 28" DIA 28" DIA 7RS �l Ea Eo ou T H RS 48" X (NP) SUPPLTITUS OR SI Q• 0 v M O n rz. N 5 SECTION 1H-3 `_a• SCALE 1/4"=1'-0" 1H-1 0 0 / 0 1 u 4' x 8' x 8 LOUVER —50 PLENUM in 4' X 4' SUPPLY N DUCTING MUST CLEAR 1 3 OVERHEAD CRANE i 1 vai OPENING INTO v 4' X 4' SUPPLY J DUCTING c ,<c 6 8' X 8' INTAKE LOUVER o (BEYOND U / U N O � �1a c / 7- �L N /OKAL / � a SECTION cxraaEs 08/0 /04 SCALE 1/4"=1'—O" 1H-3 0 0 0 SHEET 00 _ _ SCALE WARNING SVQMITTEO BY _ _ O /z 1 DESIGNED p/���/ CITY OF MARYSVILLE HVAC z ___ _ -- LCERSE-No• __DATEMYY STILLAGUAMISH RIVER 1H-3 _ IF THIS BAR DOES DRAWN d OSBORN } (g (Ma wine WTP PROJECT BUILDING SECTIONS o NOT MEASURE 1" REV DATE BY DESCRIPTION TNOT TTOA SCALES CHECKED_S MENOOZA LICENSE NO^ DATE "' - I LEGEND : Y o - SEE DOOR SCHEDULE ON DRAWING A-6 DESIGNATES ODOR LABEL 1 DESIGNATES ROOM NUMBER 20'-0" 2 20'-0" �/ 20'-0" �/ 20'-0" 20'-0" 6 SEE INTERIOR FINISH SCHEDULE ON N DRAWING A-6 c 14'-0" 19'-4" 9'-4" I 24'-8" O WINDOW TYPES ROOF LINE ABOVE I, SEE DRAWING A-6 s TYPICAL SIEESTRUCTNLIRAL I 107 I —I— — — — — — — — — — 0FE-3 FIRE EXTINGUISHER-SEE SPECIFICATION _ _ _ _ - - 12 8" _\ SECTION 10520 - - - - -- - - -_ - - - - -'- - - - - - - - - - - - - - - - - - - - - - I A I LOUVERD I 1 7= CMU WALL - SEE STRUCTURAL 105 B I LfIII m O I( H II 1-05 — - - IIIII — ROOMI SEV E J iIII I III A"� IGHT GAGE METAL STUD PARTITION WITH GYPSUM BOARD EACH ACE- F1 W-6" HEIGHT b SINKS CMU WALL W/INTERIOR WALL FURRING t WALL R-13 BLANKET INSULATION CABINETS wI ANY � 1-HOUR FIRE RATED WALL ASSEMBLY Din MECHANICAL ROOM ELECTRICAL ROOM OFFICE/LAB ROOM I L) 106 T 0 SIDEWALK YPCHLOR/ITF B OCCUPANCY �FE1 CE A OM I ROOM RATEDIFIRE SEE NOTE 3 NOTES : WALL (TYPCAL) 11 I CHAR 1 FE-1 F1 O\3LOCKERS6O 1. SEE STRUCTURAL DRAWINGS FOR CMU WALL DIMENSIONS �{J— w II -1 1-HR FIRE RATED -I- I l I 1 J 2. SEE EXTERIOR ELEVATIONS FOR HIGH BAY 109 WINDOW UNIT' 110 111 112 "I113 FE-1 O I WINDOWS — -- — — — — — — — — — I I 3. 6'-0" W x 2'-0" H LOUVER ABOVE DOOR. II BOTTOM OF LOUVER AT 10'-0" A.F.F. I I I I I I I I 102 I I 11 10141 ' ' BRIDGE CRANE TRAVEL it CHEMICAL INVENTOR II I I � I SODIUM HYOROCHLORITE ROOM: I OVERHEAD DOOR II I HOOD ABOVE �d I 1000 GALLONS SODIUM HYDROCHLORITE a I I I I I 12.5% CONCENTRATION I In= I I I v II J W w ' II II CHEMICAL STORAGE ROOM: SODIUM BISULFATE zo 55 GALLONS o I I O FE-1 a>- i I 38X CONCENTRATION P II I mW I I R I' MEMBRANE AREA > MAINTENANCE/STD ACE AREA SODIUM HYDROXIDE55 GALLONS a 103 101 I I ip2 I I i 50% CONCENTRATION II I I F-2 OCCUPANCY I I II I (UNO) I I I II MEMBRANE AREA: r I I I CITRIC ACID DRY BAG 11 I I I II 11007 CONCENTRATION P LIQUID II I' 55 G STORAGE GALLONS 50/. CONCENTRATE CHEM CAL\TORAGrAREA — - — - — - _I_ I I '' This project k as been iourrOW to 12 c �� I; atCb� developmrs W ear - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - �__:—LOUVER - - - - - Ia there4ore- - - - rr ��J2 A I I 9 IS E 0 U ACES by tt16 i (1 •1 L�-I'- ,. A-4 A-5 D 20 (A . r FLOOR PLAN APR 2 2004 a ( rl t Of the a We of tie Pwn t Iss ft AL60" 4 CITY OF ARLII�GTON This piers Is only . lbittothepermILReaserdW6010 vAtanpumit or Ust of any appicable condition d gL approval,wh' s/Include changes to this site pWL 0 o SCALE WARNING SUBMITTED BY Ok SHEET 0 %Z 1 DESIGNED y-SiEINER ARCHITECTURALCITY OF MARYSVILLE A_1 IF THIS BAR DOES DRAWN K.CRINKLAW LICENSE NO. DATE MWHSTILLAGUAMISH RIVER WATER TREATMENT PLANT NOT MEASURE 1" 1ar? WTP PROJECT FLOOR PLAN REV DATE BY DESCRIPTION THEN DRAWING IS �. NOT TO SCALE CHECKED LICENSE NO, DATE DATE I BY DESCRIPTION SCALE WARNING SUduITTED BY SHEET PERMIT FILE NO.C-03-073 0 V2 1 DESIGNED C MCALPIN •1' CITY OF ARLINGTON r'•za LICENSE N0. DATE CITY `,MARYSVILLE IF THIS BAR DOES DRAWN •I SCHULZ QD M W H STILL. .JAMISH RIVER SITE PLAN PC-1 NOT MEASURE 1" THEN DRAWING IS - ! tar)s•Ilk WTP PROJECT NOT TO SCALE CHECKED LICENSE NO. DATE Saul ... .N.,>n •o (ZONE BP) s•HIGH cHaNLIti�c SEC 21,T 31 N.R 5 E,WM LANDSCAPING SETBACK 3.0521002Gz00e DATE:04OSO4 n �- ------ S 87.48.42"E 1 # r 95.Q1, rn _ -- -- - -- J •R ..r i_ C-- _ CK - - x F1fi.f0 _-_.- 8 LANDSCAPING ' c a I rl TOTAL SITE AREA:1.31 ACRE / 57,019 SF ZONE R-MD SETBACK s I I -VICINITY MAP vl r t� } w 3 �' + r ■ 5' APPLICANT/OWNER: CITY OF MARYSVILLE c 80 COLUMBIA AVE.,MARYSVILLE,WA 98270 '_--- e r LANDSCAPING `------ EXISTING SEPTIC >k? SETBACK KEVIN IELSE m /;`-kti KEVIN NIELSEN,P.E. 7 DRAINFIELD TO BE I r m � -1z9 I I •n REMOVED - i`r, ENGINEER: MWH v �. ;41F: I 2375 130TI-I AVE.NE,SUITE 200,BELLEVUE,WA 98005 Z m , CAROBL8YN1100 5.6' MCALPIN,P.E. w N I: i S .•,c - a '� Z W 183rd PINE I + EXISTING CONCRETE POND K CZ r' -- %. SURVEYOR: HARMSEN & ASSOCIATES INC. °7 TO BE REMOVED !( ._1 SPRINI LEt�tE`q;- -` ") 17614 WEST MAIN STREET,MONROE,WA 98272 U) I o ' ' 1� ~ 360-794-7811 - 1 1 m! j SCIPIO WALTON,PLS w 181st PINE MILE I: a ( 161.3' 1 %(^✓r Io 180th StN� 180tKPINE ' G u EXISTING TILE PATIO ,'y1�a+T •'rY, PROPOSED PARKING: (2) SPACES AT 9'X19': ---17 PFh1 _- CONCRETE 0NO -�- ( (1)ACCESSIBLE SPACE AT 9'X19'PLUS 5'WIDE AISLE x TO BE REMOVED TPT 17 th RE ' BUILDING JI 1 = ' M --- -- Z AR L I N G T 1 `� NOTES: 1. ELECTRICAL SUPPLY TO BE COORDINATED WITH � SNOHOMISH COUNTY PLO. 17 t PINE 176th I N w M U N I C I P ALt FS $ 1 EXISTING SEPTIC TANK r66' 3 1+ .Y f 2. NO KNOWN OR SUSPECTED SOIL OR GEOLOGIC }5�*-Pa�- � -- - a ; TO BE REMOVED \ I tf''' {I 3w5'1u;Cs�' D HAZARD AREAS,WATER BODIES,CREEKS,WETLANDS, ,r 175thPINE AIRPORT It T:LE PATIO `� �I I V OR AREAS SUBJECT TO FLOODING OR PONDING ARE - 0 1 �. ` Z 174th PIN ' it SCr CAL p r ..,•r� „ LOCATED ON THE SITE OR WITHIN 150 FEET OF THE SITE. I r1 (ZONE R MD) SEPTIC - I .t ryv oZx 173rd PI E v t 9 H!GH WIRE FENCE i TA�c _ I 1 1' m (n EXISTING 1-STORY GARAGE/SHOP 2.5' 1 ETBA pmDN T-POSTS TO BE REMOVED - __ Smokey Lint EXISTING 1-STORY WOOD TRACK 4`• �w • •- FRAME HOUSE TO BE t 1 =T 23,41, l_s .wF 3.4' (ZONE R MD) REMOVED WOODFI TT ;4 •I ETBACK ( 1 s11,1 PROPERTY LEGAL DESCRIPTION „�C :<F_o'.sf h -`` GA — I � 1 I U I STORY 1 f� _ ,, iv c CARAGEiSHO? (Per Chicago Title Insurance Company order No.5600538) n •J 'g 1 F I c`ry m 32$' 000 9 P Y 6 8' z % _---i( `q1 n w W ,SETBACK GAL 0 The east 660 feet of the north half of the north half of the northeast SETBACK :`O '- /:r''"'r m CLEARWE�;Qp ha quarter of the southwest quarter of Section 21,Township 31 North, �}' tERHF _ t / � z''rn _vi.:•.y-'E$`,.:.- rJwa J ° �I M Range 5 East,W.M. Except the north 150 of the east 350 feet; SURGE TANK > :, I�`- - = i� �lck L /!4'•' ,■�� '" .1,,.� �t�� Except the south 150 of the north 300 feet of the east 250 feet: 16'x8'PAD I t '.'}ad O1 I' c' nI .xN„ - > Qr�uW9 pAnd Except that portion conveyed to Snohomish Count for road / SETBACK 1 Jg�y E y 128 SF urposes,by deed recorded under Auditor's File No.7611170134; 1� _ T o, r��.;��• >t / �`/ • QIQfOre �0 xcept the west 215 feet thereof. N' ( \�LST r o ; ��'�'��w � 7��� �1 ti" Situate in the Count of Snohomish.State of Washington. �\ ED LEGEND r 3a by Me PARKING AREA 1 t� r » 4q �� >q :' \ °� I GO' OL -------PROPERTY LINE PW POTABLE WATER y•d \ ry r EXI ING POWER POL aim r a O Or 1> .-.7 I U TO E R CAT 0 _^ ZO _ r - .7"-` �; ` - CHAIN LINK FENCE FW FILTERED WATER CONCENTRATE / 6\ >`, I 1' eNCE CHAV S TO :e EXISTING TREE TO BE REMOVED RW RAW WATER CHr�GUNY. T :,^RiH OVERFLOW BASIN r�as • V" r:: ;\ \ 82.2' & DBH (INCHES) 32'xt6'(BURIED) I t�+ :� ;`• t'jL SETBACK t� EXI I r o �14 TO E TOTAL 51;(1) CHERRY TREE, SS SANITARY SEWER ^r \ _ I II'16 revue 11s3t ldft Farm haft (1)HEMLOCK TREE Cl , "F%2 "fi (2) DECIDUOUS TREES, D DRAIN r I : ,,1 _ (47) FIR TREES e m V r - ,: �" 1 (�: „ -o H .ti ►+�BII i8 0fd�/an W thePem*pkfterdI SDR STORM DRAIN _ w O t•. 1 �� ,J vUUUUllll_ Written WMIt a I' � F(�• EXISTING TREE TO BE MAINTAINED f_ r ' r Y''? \ \ ,d mJ .'�IAOp1l� 1$Qf & D8H (INCHES) DBH DIAMETER AT BREAST O I 1 W r .' lT►fl�/ U -8l19gg tU ftaWplat. TOTAL 65; HEIGHT •� I� \ � vT Oa—.—. F+•or� (1) DECIDUOUS TREE, ♦ i I / r�96+��` � T� $' (64)FIR TREES o I I r 1 Oa .I 1 C` 1 \ ��I LANDSCAPING � r r . 1 — �� \ , SETBACK •I_ DRI EIWAY AVED r F a \ ' 1 5,5'HIGH NvGD CA T OF RPCRI ! ' r I .a y -�.._ tip.- .-_=<__i—.' �N97.4&4Z'•W 7__7: 13C�<;?- _3 tf= Z r G nD 707. ( urrp --_-_ - -L Sr,i i3 jrr �'---' 1 •,3D` i`i +• v 0 2004 - - ------------- --�- __ t1 I = D- APR 2 -- -- --- _ -_-_ N 87.46'S7"W __.-_.__�_1__a_ :Zi n'i� - .�, IH I t'J• ry I <HIGH TO HiGM TC'_r S GNPST EXISTING NATURAL • CITY OF ARLINGTON � '�_� o GAS LINE i ' I .� •I I (ZONE R-MD) 3-oHP CHIP \ C>iP > I i -------- `CHP I I PROTECT ALL EXISTING TREES TRIM AND R701VE LOWER •---- ............ 5 87'48'42-E DEAD BRA,NC \(SEE NOTE 10) F PVT AND SYMBOL LIST _-_.........._- SYMBOL SCIENTIFIC NAME COMMON NAME 512E/CONDITION MATURE SIZE CITY. ` x _� '� - - TREES HEIGHT SPREAD o ! I i5411P Pinus contorts SHORE PINE Min.B'Ht.(B&B) 30' 15'-20' 38 + N i c Q ( } Pseudasuga menziesri DOUGLAS FIR Min.8'Ht.(B&B) 60' 30'-40' 3 (SEE NOTE 10) ,ZjPyyru3 calleryano 'Chanticleer CHANTICLEER FLOWERING 2-inch 25' 15' 29 PP•2489 PEAR caliper (B&B) • ! `'t 0 10 20 40 60 FT Liquidomber styraciflua AMERICAN SWEET CUM 2-inch 25' 10' 12' S ( _ SCALE:1"-20' caliper (8&8) c --- - - -----�aa� t c • SPRING SNOW o .; __ _r �4 a Malus 'Spring Snow' FLOWERING CRAB 36" box (B&B) 15' 12' 6 LOT SIZE- 1.31 ACRES 'r !23.'d ( n Thuja occidentalis PYRAMIDAL ARBROVITAE Min.7'Ht container 1 1 'PyromidoWs' 15' 20' 8' 34 '<i i• i ! 8f fi City of NY,lngtOn SHRUBS r ° ° -}�,,�y .,,t O Cornus albo 'Sibirica' RED-TWIG DOGWOOD 5 Gallon container �r 1) I,N p has been found MW to 1� 5' 4' S' 48 r DECORATIVE LANDSCAPE ..,,,�t,,_ C) Berberis thundergii'Crimsen CRIMSON PIGMY BARBERRY 2 Golan container k ble deve� m ent &N�►M� 18"•24" 3' 30 A Tp ROCK OVER LANDSCAPE �, � � �' Pigmy W- P.c. v Fta RIC therefore Juniperus scopulorum MOONGLOW JUNIPER ® con feet high 8' 10' 3' 4' 9 BUILDaNG1 g I „�.• •��.•, "Moonglow' container �MDiTI® 1q >4 �VR'w�VED Pinus sylvestris CREEPING SCOTCH PINE 5 Gallon container 8 3' S1 ••I n Corr) M�.1A 'Hillside tree per by the C�1/ti,{1 v yQ � �C o V' PERENNIALS AND ORNAMENTAL GRASS /• 1 ,-� / t`-y,a�„ „�E F_p�_ 0 Hemerocallis X STAR OF COLD DAYLILY 1 Gallon container 1' 2' 48 r 1 ^� w t• S 'Stella de Oro' i I r GOLD DAYLI Y (T , � l./= v Kni hafia uvaria RED HOT POKER 1 Gallon container 18" 2- 7 P4 Festuca avinas lauca 'SEA URCHIN'BLUE FESCUE 1 Gallon containerKt' 9 10" IB" 52 PURPLE FOUNTAIN GRASS 1 Gallon container 4'-5' Z-3' 7 ♦ .ti � I�'. P �• _ ♦ Pennisetum rubrum rwown C+f the F�miat Iael i te'A��IIQI� GROUNDCOVERS p � r _ ------------ `" 1 I8 cdy Ibit the p6fTT1IL�Ab811 t119 ® Arctosta h los uva-ursi KINNIKINNIK b 1 Gallon Q 30" .•7'• •• ' LMl r for list eny�li0+le 10 d p y 9 spacing B.,_10" 3' 4' le,'-,`.•.'vGp�t' Triangular s aan - �f_',� r -•— 1 C ••�:;;,%•Y• f111 Nch m ndude changes to ttft Ill�. Mchonia nervosa LONGLEAF MAHONIA 1 Gallon Q 30" 1 J•, r 0"'12" 2'-3' Triangular spacing CLEARk{( L MISCELLANEOUS • 'i ' r ~'I•�___ - r���y.' ` ('S.�r ;( y O Boulder 85 - —— ��;�` } /�. •f •� f°S i •l Concrete Edging Sod � � � r•. - ';� �.I . '• 1r a ----- r o LANDSCAPE NOTES: ;� a :, • o TREES C7 EXISTING ---•I r L`! e r �•ry''�v, ; ....; •:�'� •• 1. THE CONTRACTOR IS RESPONSIBLE FOR FIELD VERIFYING LOCATIONS OF ALL EXISTING ' •• ' SITE UTILITIES AND YARD PIPING PRIOR TO COMMENCING LANDSCAPE WORK. }•• )} ' ! ••• . • •• 2. PRICR TO BEGINNING ANY PLANTING OR SODDING,CONSTRUCTION OF THE IRRIGATION m 3" MEDIUM BARK �" �W�F :.;;' • : ;;': ;•• ••. SYSTEM SHALL BE COMPLETED AND THE APPLICABLE TESTS ACCEPTED BY THE ENGINEER. PLACED OVER A' �+.. •" LANDSCAPE FABRI i � r j �-•: "'=.: ' t �•,;;;- < • 3. ALL PLANTS SHALL BE PLACED IN THE APPROXIMATE LOCATION SHOWN ON THE DRAWINGS. \, � :'" '•'• ,' THE CONTRACTOR SHALL NOTIFY THE ENGINEER IF THERE IS A CONFLICT WITH PLANT a I �' s O r ':• •:,�J• LOCATIONS AND EXISTING FACILITIES INCLUDING UNDERGROUND UTILITIES AND PIPING _' O ��� ,��' •,1-_ AND THE ENGINEER SHALL APPROVE THE RELOCATION OF PLANT MATERIALS.ALL TREES �-' J 1L 3" MEDIUM BARK AND SHRUBS SHALL BE A MINIMUM OF 3-FEET HORIZONTAL SEPARATION FROM ALL UTILITIES. p l} 1 r °1 PLACED OVER LANDSCAPE FABRIC 4. NO SUBSTITUTIONS OF SPECIFIED PLANT MATERIALS SHALL BE ALLOWED UNLESS APPROVED BY THE ENGINEER PRIOR TO INSTALLATION. E' � I '�l � ��� t O 0° 5. ALL DISTURBED AREAS SHALL BE PLANTED OR SODDED UNLESS OTHERWISE SHOWN ON 'o I • • ' 'y' �: - - �_ O GOLD DAYLILY - -� .._..__._.._ • � CONTRACT DRAWINGS OR DIRECTED BY THE ENGINEER. e o �. a ✓' �;. - - O e "` - - -•----••-••_.._ 6. ALL AREAS TO BE SODDED SHALL BE TREATED WITH A PRE-EMERGENT HERBICIDE 2 WEEKS PRIOR TO HYDROSEEDING. 7 ALL PLANTING BEDS SHALL BE MULCHED WITH 3-INCHES MEDIUM CHUNK CEDAR OR FIR BARK -._.. — } -- -------- MULCH.PLACED OVER SPECIFIED LANDSCAPE FABRIC UNLESS OTHERWISE NOTED --------------------------- 8 \1 `/�. .. ._._.._.._.._.._.._.._.._.. 715 THE ENGINEER SHALL APPROVE THE LOCATIONS FOR ALL BOULDERS PRIOR TO THE ` CONTRACTOR INSTALLING BOULDERS_THE BOULDER LOCATIONS SHALL BE MARKED IN THE n -•�._.._..-.._..__�._._._. - DECORATIVE LANDSCAPE ROCK COLD DAYLILY - _._.._ _ _ _ _ 41 •0.' FIELD BY COLORED PIN FLAGS FOR INSPECTION BY THE ENGINEER. 1.0 OVER LANDSCAPE FABRIC RED KERS N 87•as.................... ... ..•' - APR 2 2004 9. LANDSCAPE WEED BARRIER FABRIC SHALL BE INSTALLED IN ALL PLANTING BEDS PRIOR BLUE FESCUE BLUE FESCUE 0wP TO PLACEMENT OF SPECIFIED BARK OR ROCK MULCH.THE CONTRACTOR SHALL SUBMIT RED HOT POKERS SAMPLES AND SPECIFICATIONS OF THE WEED BARRIER FABRIC FOR APPROVAL BY THE STATE OF PURPLE FOUNTAIN GRASS ENGINEER PRIOR TO INSTALLATION. WASHINGTON PURPLE FOUNTAIN GRASS REGISTERED 4 CITY OF ARLING70 10.THE LANDSCAPE PLAN IS DESIGNED AROUND THE ASSUMPTION THAT 64 EXISTING FIR TREES LANDSCAPE ARCHTECT OHP AND 1 EXISTING DECIDUOUS TREE WITHIN THE PLANTED PERIMETER WILL BE RETAINED.IF THERE IS A VARIANCE IN THE NUMBER OF TREES ACTUALLY RETAINED THE CONTRACTOR SHALL 0 REPLACE THE LOST TREES WITH DOUGLAS FIR TREES AT THE MINIMUM HEIGHT OF 8'. CHRISTINE L.WHITTAKER 0 CERTIFICATE C. 0o SCALE WARNING SUBMITTED BY SHEET 0 'Vz 1 DESIGNED C WHITTAKER CIVIL z - --- CITY OF MARYSVILLE a 1"-20' IF THIS BAR DOES DRAWN P HUNTER LICENSE N0. DATE STILLAGUAMISH RIVER LANDSCAPE PLAN P-1 a NOT MEASURE 1" MWH ' REV DATE BY DESCRIPTION THEN DRAWING IS CitTdllar)srilk WTP PROJECT (PERMIT DRAWING) NOT TO SCALE CHECKED C WHTTAKER LICENSE N0. DATE r•covo.•n•un h , o 0 N 6 Q Q Q I A CB Q D o I , o' I SKYLIGHT a TYPICAL a I STANDING SEAM METAL I iROOFING SYSTEM (TYPICAL) 12 TYPICAL Dfijj�4 LOUVERS I I _ C TYPICAL 12 PLACES 8 8 `o v � M M FIXED SKYLIGHT v TYPICAL n ROOF MOUNTED n EXHAUST FAN _ SPLIT FACE CMU �• \ 0 TYPICAL 3"X4" ALUMINUM DOWNSPOUT LOUVER-SEE HVAC TYPICAL TYPICAL = —— �•. -- EAST ELEVATION cpy Allg� slu NORTH ELEVA( IQN• t�jwtiasbeenfound�to � a. app able development reputatkmoWta B therefore P O C, O D C by the .�QSIcJh . G��4�•�'' �C� �v�n/. B A 20 C® a - ! I K soma a of the Plamft� " LOUVERS I I I _ 3 Thla plan I& xhibit thepem Rewfdaloolo ! wrfhmall any applo&W ocro2k e d elude changes t3oft afteplim a _ o - _ — � O in A o Do A o g I- A , o b O b w a SMOOTH o 0 3 SAME COLOR ASSPMU LIT FACE SLAD FIXED -' BLADE LOUVER TYPICAL WHERE INDICATED TYPICAL 0 SOUTH ELEVATION WEST ELEVATION V 1 w N N N 0 0 N ripSCALE SCALE WARNING SUBMITTED BY 0 0 '/x 1 DESIGNED M•STEINER z L;�� ' SHEET %••1'-0" IF THIS BAR DOES DRAWN M.STEIHER LICENSE NO. DATE ��/�/ CITY OF MARYSVILLE WATER TREATMENT PLANT -+ NOT MEASURE t'• ■r STILLAGUAMISH RIVER REV DATE BY DESCRIPTION NOT TTOTHEN A SCALE S CHECKED Ek,-Fina(Ik WTP PROJECT EXTERIOR ELEVATIONS A-3 LICENSE NO. 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NO•d211 NOO1S3d iW(]N 3d - NOl1n9HSnd 1Nd4N3d3aNl 7:X 11 NOOlS3d A311081 suo><�ea !aa s nnatn �u<mulp juauladuca le je.><aua�j aue.13 adXJ weaq .yap , a�2u!s �u!uun do, p running single girder bridge cranes, with inverter drives, radio controls, and ck-up pushbutton station, without hoists, CMAA Class C �" View Written ge crane main D awin Specifications Home Max Control Written Push Festoon Festoon/ Quality Span Catalog Crane Wheel Wheel Wheel- Dim. Dim. Dim. Dim. Dim. Span Catalog End Trucks Panel- Radio Catalog Span Pacity Ft. Number Wt.Lbs. Load, Dia. base "D" "H" "L" M. "N" Capacity Ft. Number speci- and drives Inverter Control button Push- electri- CMAA Number Ft. Capacity lbs. fication drive station Button fication Const Ton 10 A0110100 1,330 11590 6" 4'-6" 12" 4- 2'-10' 2'-10" 5'-8" 1 Ton 10 A0110100 A0110100 10 1 Ton 15 A_0115100 1,460 1,620 6" 4'-6- 12" 4" 2'-10" 2'-10- 5'-8" 15 A0115100 A0115100 15 0lb 20 A0120100 1,690 11680 6" 4'-6" 12" 4- 2'-10' 2'-10" 5'-8" 500lb 20 -AO 120100 A0120100 20 500lb sign 25 A0125100 2.000 1.750 6" 4'-6" 12" 4" 2'-10' 2'-10" 5'-8" Design 25 A0125100 A0125100 25 1 Design )Iley 30 A0130100 2,480 1,870 6" 4'-6" 12" 4" 2'-10' 2'-10" 5'-8" Trolley 30 A0130100 Indepen- A0130100 30 Trolley dent C C track Vt. 35 A0135100 2,780 1,950 6" 6'0" 12" 4" 3'-7- 3'-T T 2" Wt. 35 A0135100 TRSGID Shaw Box Ace Aloha NEMA 4 track flat flat cable Ace A0135100 35 Wt. 40 A_0140100 3,320 2.080 6" 6'-0" 13 3/4" 4- 3'-7- 3'-7" 7'-2" 40 A0140100 cable A0140100 40 45 A0145100 3,800 2,200 6' 6'-0" 161/8' 4" 3'-7" 3'-7' 7'-2" 45 A0145100 A0145100 45 50 A0150100 4,680 2,420 6' 7-6" 18 3/8' 4" 4'-4" 4'-4' 8'-8' 50 A0150100 A0150100 50 55 A0155100 5,520 2 630 6' 7'-6" 18 1/4' 4' 4'-4- 4'-4" 8'-8" 55 A0155100 A0155100 55 60 A0160100 6,620 2,910 6' 7'-6" 211/4" 4" 4'-4" 4'-4" 8'-8" 60 A0160100 A0160100 60 MaxControl Written Push Festoon Festoon/ Quality Span Catalog Crane Wheel Wheel Dim. Dim. Dim. Dim. Dim. Span Catalog End Trucks Panel- Radio Catalog Span Jacity Ft. Number Wt.Lbs. Load, Dia. Wheelb „D" "H" "L' "M" "N- Capacity Ft. Number speci and drives Inverter Control button Push electri- CMAA Number Ft. Capacity lbs. fication drive station Button fication Const Ton 10 A0210100 1.450 2.690 6" 4'-6" 12" 4' 2'-10' 2'-10" 5'-8" 2 Ton 10 A0210100 A0210100 10 2 Ton 15 A0215100 1.590 2.730 6- 4'-6" 12" 4" 2'-10" 2'-10" 5'-8" 1 15 A0215100 A0215100 15 .0lb 20 A0220100 1.920 2,810 6" 4'-6" 121/2" 4' 2'-10" 2'-10" 5'-8" 650lb 20 A0220100 A0220100 20 650lb sign 25 A_0225100 2,260 2,890 6- 4'-6- 12" 4" 2'-10" 2'-10" 5'-8" Design 25 A0225100 Inriangn_ A0225100 25 Design )Iley 30 A0230100 2,720 3.010 6' 4'-6" 13 3/4" 4" 2'-10" 2'-10" 5'-8" Trolley 30 A0230100 dent C C track A0230100 30 Trolley Vt. 35 A0235100 3.540 3,210 6" 6'-0' 13 7/8" 4" 3'-7" 3'-7' 7'.2" Wt. 35 A0235100 TRSGID Shaw Box Ace Lpha NEMA 4 track flat flat cable Ace A0235100 35 Wt. 40 A0240100 4,100 3,350 6" 6'-0" 16 3/8' 4' 3'-7" 3'-7" 7'-2" 40 A0240100 cable A0240100 40 A0245100 45 3.620 6' T-6" 181/4' 4' 4'-4" 4'-4" 8'-8" — 02 A0250100 50 55 A0255100 6.190 3.880 6" 7'-6" 21 1/4" 4" 4'-4" 4'-4- 8'-8" 55 A0255100 A02_55100 55 604 A_0260100 7.430 4.190 6" 7'-6- 211/2" 4" 4'-4" 4'-4" 8'-8" 60 A0260100 AO260100 60 Catalog Crane Max Catalog Written End Trucks Control Radio Push Festoon Festoon/ Quality Catalog ,acity Span n Number Wt.Lbs. Wheel Wheel Wheelb DD' Dim. Dim. DM. 'N' Capacity Span n Number speci- and drives Panel- Control button Push- electri- CMAA Number Span Capacity Load, fication Inverter station Button fication Const Ton 10 A0310100 1.550 3,790 6" 4'-6" 12 112" 4" 2'-10" 2'-10' 5'-8" 3 Ton 10 A0310100 —� A0310100 10 3 Ton 15 A0315100 1,780 3 850 6' 4'-6" 14 1/8" 4" 2'-10" 2'-10" 5'-8" 15 A0315100 A0315100 15 10 lb 20 A0320100 2,090 3.930 6" 4'-6" 13 5/8" 4` 2'-10" 2'-10" 5'-8- 800 lb 20 A0320100 A0320100 20 800 lb sign 25 A0325100 2,470 4.020 6" 4'-6" 13 3/4" 4" 2'-10" 2'-10" 5'-8' Design 25 A0325100 A0325100 25 Design Aley 30 A0330100 3.130 4,190 6' 4'-6" 13 7/8' 4" 2'-10" 2'-10" 5'-8" Trolley 30 A0330100 n e - A0330100 30 Trolley Vt. 35 A0335100 3,790 4,350 6" 6'-0' 14" 4` 3'-7" 3'7" 7'-2" Wt. 35 A0335100 TRSGID Shaw Box Ace— Alpha NEMA 4 dent C C track track flat flat cable Ace A0335100 35 Wt. 40 A03401_00 5,010 4,660 6" 6'-0" 16 3/4' 4' 3'-7" 3'-7" 7'-2' 40 A0340100 cable A0340100 40 45 A0345100 5,530 4,790 6" 6'-0" 16 3/4" 4` 3'-7" 3'-7" 7'-2" 45 IA0345100 A0345100 45 50 A0350100 6,070 4.920 6- 7'-6" 21112" 4' 4'-4" 4'-4" 8'-8" 50 A0350100 A035010_0 50 55 A0355100 7,270 5,220 6" 7'-6" 21112" 4" 4'-4" 4'-4- 8'-8" 55 A035510_0 A0355100 55 60 A0360100 8,280 1 5,470 6" 7'-6" 24 3/8" 4" 4'-4" 4'-4" 8'-8" 60 A0360100 A0360100 60 Max Written Control Push Festoon Festoon/ Quality iacity Span n Catalog Number Cr Lbs. Wheel Wheel Wheelb DD' Dim. . Dim. DM-' Dim. Capacity Span Catalog Number speci- End and drives Panel- Radio iol button Push- electri- CMAA Catalog Number Span Capacity Load, fication Inverter station Button fication Const Ton 10 A0510100 1,780 6.000 6" 4'-6" 13 3/4" 4" 2'-10" 2'-10" 5'-8" 5 Ton 10 A0510100 A0510100 10 5 Ton 15 A0515100 2,070 1 6.070 6" 4'-6" 13 7/8' 4" 2'-10" 2'-10" 5'-8" 15 A0515100 A0515100 15 00 lb 20 A0520100 2,620 1 6.210 6" 4'-6" 16 3/8' 4" 2'-10" 2'-10" 5'-8" 1,100 lb 20 A0520100 A0520100 20 1,100 lb sign 25 A0525100 3,250 6,370 6" 4'-6" 16112" 4' 2'-10" 2'-10" 5'-8" Design 25 A0525100 A0525100 25 Design alley 30 A0530100 3,650 6,470 6" 4'-6" 161/2" 4" 2'-10" 2'-10" 5'-8" Trolley 30 A0530100 Indepen- A0530100 30 Trolley dent C C track 5 A0535100 4,210 6,610 6" 6'-0" 16 3/4" 4" 3'-T 3'-7" 7'-2" Wt. 35 A0535100 TRSGID haw Box Ace Atha NEMA 4 track flat flat cable Ace A0535100 35 Wt. 40 A0540100 5,030 6.810 6' 6'-0" 18" 4" 3'-7- 3'-7" 7'-2" 40 A0540100 cable A0540100 40 45 A0545100 6,160 7,090 6" 6'-0" 20" 4" 3'-7" 3'-7" 7'-2" 45 A0545100 A0545100 45 50 A0550100 7,440 7.410 6" 7'-6" 20" 4" 4'-4- 4'-4" 8'-8" 50 A0550100 A0550100 50 55 A0555100 8,810 1 79760 6" 7'-6" 22" 4" 4'4- 4'-4" 8'-8" 55 A0555100 A0555100 55 60 A_O560100 9.650 7.970 6" 7'.6" 24" 4" 4'-4" 4'-4" 8'-8" 60 A_0560100 A_ 0560100 60 Span Catalog Crane Max Wheel Dim. 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