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Home My WebLink About16831 SMOKEY POINT BLVD_BLD20080285_2026 INSPECTION REPOP'r • Permit No.: ON a5 Lot#: Address: Contractor: pt6cr GAS; • Owner: )(f 2y 55 Date: 4-L2:!K APPROVAL El PARTIAL APPROVAL ❑ VIOLATION ❑ CORRECTION REQUESTED ❑ Corrections listed below MUST BE MADE before work can be approved. ❑ Please contact inspector. ❑ Was not able to perform inspection. ❑ CALL 435-0674 FOR RE-INSPECTION -24 hour notice required. G4 Inspector: Date: TY E 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 �sulation ❑ Other: �vz T VSPECTION REPORT • Permit No.: 06 oz85 Lot#: Address: _i&,r 3 1 T- L-.,,= Pr- � Contractor: _ �G e-r- . j ems • Owner: e3,- L,,,weer Date: 1�-Z.3 ❑ APPROVAL PARTIAL APPROVAL ❑ VIOLATION Z--�O�RCTION 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. Sub � rD V A-_ Inspector: Date: 4 r 2-3-L�'j TYPE OF INSPECTION REQUESTED ❑ Under-floor W Framing ❑ Gas Piping 12C-Footing ❑ Drywall, Nailing ❑ Consultation ❑ Foundation ❑ Shear Nailing ❑ Groundwork Mechanical ❑ Grid ❑ Struct. Slab ❑ Wood Stove M-Rough-in ❑ Final ❑ Masonry ❑ Drainage ❑ Insulation ❑ Other: �ZI INSPECTION REPORT • Permit No.: © B c z?5 Lot#: Address: i 5 S�►+ �+-.. r Contractor: Owner: [-,.l &&- Date: 5-q-0 `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. r-ta.�kE TO NA ON C:1 f, � � Inspector: C Date: TYPE OF INSPECTION REQUESTED ❑ Under-floor ❑ Framing ❑ Gas Piping W-Footing ❑ Drywall, Nailing ❑ Consultation ❑ Foundation ❑ Shear Nailing ❑ Groundwork ❑ Mechanical ❑ Grid AL Struct. Slab ❑ Wood Stove ❑ Rough-in ❑ Final ❑ Masonry ❑ Drainage ❑ Insulation ❑ Other: INSPECTION REPORT • Permit No.: r r z s�S Lot #: Address: i h� 5 C3 .,� !� P Contractor: tj em r • Owner: -o_�is Date: '7- t 3-o3 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. �51L. -ram • 4-'.r tie, fo-'7 L Inspector: —732 - Date: 7-1 S-01 TYPE OF INSPECTION REQUESTED ❑ Under-floor ❑ Framing ❑ Gas Piping ❑ Footing ❑ Drywall, Nailing ❑ Consultation ❑ Foundation ❑ Shear Nailing ❑ Groundwork ❑ Mechanical ❑ Grid ❑ Struct. Slab ❑ Wood Stove ❑ Rough-in Final ❑ Masonry ❑ Drainage ❑ Insulation ❑ Other: VSPECTION REPORT Permit No.: 08 ©Z-85- Lot#: Address: 16?'S S,t tcn4 P T Contractor: P,c,em w s • e Owner: Date: -) -to-on ❑ APPROVAL ❑ PARTIAL APPROVAL ❑ VIOLATION JO -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�.1'Vl po✓L�Y�.Li, ©c�cict a�-,••� 4A ASP P/l."Lr�O r gyp, rz e--1 n-,..i -7. L5/a9 Inspector: &ga * Date: 7-/ -o9 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 eC_33ZFinaI ❑ Masonry ❑ Drainage ❑ Insulation ❑ Other: /alto "'NSPECTION REPORT • Permit No.: 0la o zis5 Lot#: Address: t c,f9 31 Sv-,-k— P r Contractor: • Owner: 6 ass 1 t.4 a 6 Date: ?—R —o 9 ❑ APPROVAL PARTIAL APPROVAL ❑ VIOLATION OXORRECTION 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. lz" Inspector: Date: TYPE OF INSPECTION REQUESTED ❑ Under-floor ❑ Framing ❑ Gas Piping ❑ Footing ❑ Drywall, Nailing ❑ Consultation ❑ Foundation ❑ Shear Nailing ❑ Groundwork ❑ Mechanical ❑ Grid ❑ Struct. Slab ❑ Wood Stove ❑ Rough-in Q-Final ❑ Masonry ❑ Drainage ❑ Insulation A Other: h &%.-e t INSPECTION REPORT Permit No.: o& o2-6C Lot#: Address: /Gf.� 1 S"K 1-4 PT Contractor: fu wL sg • Owner: z 4,t a = Date: 7-�8 —0 g 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 ' —09 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 z5 y INSPECTION REPORT Permit No.: o9 ci o Lot#: Address: 1 w3 i S„v. tu, Pr- Contractor: Owner: a a ass $`r Date: b-o g 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. 4 I4-_S Pa g. .5u x_g-` Ag0PA_i%..'Y> rwv� ��z,i= `7O P tfyP't- tong �- 'J ►t Inspector: �� Date: 9-G-0`) TYPE OF INSPECTION REQUESTED ❑ Under-floor ❑ Framing 2-Gas Piping ❑ Footing ❑ Drywall, Nailing ❑ Consultation ❑ Foundation ❑ Shear Nailing ❑ Groundwork LI Mechanical ❑ Grid ❑ Struct. Slab ❑ Wood Stove ❑ Rough-in ❑ Final ❑ Masonry ❑ Drainage ❑ Insulation ❑ Other: INSPECTION REPORT • Permit No.: .79-i7F'_"3 Lot#: Address: l z� Contractor: �a,- — • Owner: 1<p,PFDY zze4p_ Date: A /0 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: Date: Zs G c YPE OF INSPECTION REQUESTED ❑ Under-floor ❑ Fry�ming ❑ Gas Piping ❑ Footing rywall, Nailing ❑ Consultation ❑ Foundation ❑ Shear Nailing ❑ Groundwork ❑ Mechanical ❑ Grid ❑ Struct. Slab ❑ Wood Stove ❑ Rough-in ❑ Final ❑ Masonry ❑ Drainage ❑ Insulation ❑ Other: INSPECTION REPORT Q�a • Permit No.: o g o z S s Lot#: Address: !(, ? 3 1 S,n11!,4 PT- Contractor: Pk ti e-r -j-cs r— Owner: G-i..Q 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: S — 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 ❑ Final ❑ Masonry a Drainage ❑ Insulation ❑ Other: 9z� INSPECTION REPORT • Permit No.: 0 R Lot #: Address: i(,g3 i S"V" P r 3 Contractor: P mac,vr- ,,.jams r- Owner: t5'x Proms 2.A.o,6 s-71. 0 zd c Date: 9- 3 -a ©i ❑ APPROVAL ❑ PARTIAL APPROVAL ❑ VIOLATION ❑ CORRECTION REQUESTED ❑ Corrections listed below MUST BE MADE before work can be approved. ❑ Please contact inspector. ❑ Was not able to perform inspection. ❑ CALL 435-0674 FOR RE-INSPECTION - 24 hour notice required. Inspector: Date: 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 • Permit No.: og o zes Lot #: Address: 16 e S , 6 S u l�n3 oa 6 pro Contractor: tn��,er ;-i tf-s°r Owner: C� ,°rr.. �s c,.,►(ins 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: Lf.23-01 TYPE OF INSPECTION REQUESTED ❑ Under-floor ❑ Framing ❑ Gas Piping ❑ Footing ❑ Drywall, Nailing ❑ Consultation f&-Foundation ❑ Shear Nailing ❑ Groundwork ❑ Mechanical ❑ Grid ❑ Struct. Slab ❑ Wood Stove ❑ Rough-in ❑ Final ❑ Masonry ❑ Drainage ❑ Insulation ❑ Other: 9 77 INSPECTION REPORT • Permit No.: o63 o2,t�s Lot#: Address: r b Q 3 1 Sm L:w ra r Contractor: P'4 c • ♦ Owner: O ss L-t.I Date: d°1 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. 5 L.,� hrP•p�v � Inspector: 3 Date: TYPE OF INSPECTION REQUESTED ❑ Under-floor ❑ Framing ❑ Gas Piping ❑ Footing ❑ Drywall, Nailing ❑ Consultation ❑ Foundation ❑ Shear Nailing ❑ Groundwork ❑ Mechanical ❑ Grid E�t-_Struct. Slab ❑ Wood Stove ❑ Rough-in ❑ Final ❑ Masonry ❑ Drainage ❑ Insulation ❑ Other: r Y3 Jk� 1SPECTION REPORT • Permit No.: ©a oza5 Lot #: Address: IbP31 3 Contractor: 7P,4 vr tiss • Owner: e->-PA'C-3_$ u, 6 Date: b-o5 ,<K4PPROVAL ❑ 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. 14~81'_ fs ew",'s pceio a!g<. Inspector: YL:u�_ Date: 4-l4-o9 TYPE OF INSPECTION REQUESTED ❑ Under-floor ❑ Framing ❑ Gas Piping Q Footing ❑ Drywall, Nailing ❑ Consultation ❑ Foundation ❑ Shear Nailing ❑ Groundwork ❑ Mechanical ❑ Grid ❑ Struct. Slab ❑ Wood Stove ❑ Rough-in ❑ Final ❑ Masonry ❑ Drainage ❑ Insulation ❑ Other: CITY OF ARLINGTON 238 N OLYMPIC AVE.-ARLINGTON,WA.98223 PHONE:(360)403-3421 Permit#: BLD20080285 BUILDING PERMIT Project Address: 16831 SMOKEY POINT BLVD # B, ARLINGTON Parcel No: 31052800200700 PROPERTY OWNER APPLICANT CONTRACTOR XPRESS LUBE GARY PARKINSON ARCHITECTS PUGET WEST CONSTRUCTION 16831 SMOKEY POINT BLVD 2812 COLBY AVE PO BOX 3535 ARLINGTON,WA 98223 EVERETT,WA 98201 ARLINGTON,WA 98223 Phone:425 239 5442 Phone:425,252.2153 LICENSE#:PUGETWCI87KG EXP:1/15/2009 Email Email Brent ,gary arkinson.corn PLUMBING CONTRACTOR MECHANICAL CONTRACTOR Lic#: Lic#: Exp. JOB DESCRIPTION CONSTRUCTION OF NEW 2,774 SQ FT OIL CHANGE FACILITY VALUATION: $164,492 PERMIT TYPE:Commercial PERMIT GROUP:Retail/Store NUMBER OF STORIES:2 TYPE OF CONSTRUCTION:VB NUMBER OF DWELLING UNITS:0 1 OCCUPANT GROUP:B/S-1 CODE:2006 JOCCUPANT LOAD:8 7- EXISTING AREA PROPOSEDAREA BASEMENT:0 1 ST FLOOR:0 2ND FLOOR:0 BASEMENT: 1144 1 ST FLOOR: 1630 2ND FLOOR:0 3RD FLOOR:0 GARAGE:0 DECK:0 OTHER:0 13RD FLOOR:0 GARAGE:0 DECK:0 OTHER:0 FRONTSETBACK SIDEiREARSETBACK REQUIRED: PROPOSED: RE UIRED: PROPOSED: RE UIRED: PROPOSED: HEIGHT ALLOWED:0 PROPOSED:O RE UIRED: PROPOSED: SETBACK NOTES: PERMIT APPROVAL I AGREE TO COMPLY WITH CITY AND STATE LAWS REGULATING CONSTRUCTION AND IN DOING THE WORK AUTHORIZED THEREBY,NO PERSON WILL BE EMPLOYED IN VIOLATION OF THE LABOR CODE OF THE STATE OF WASHINGTON RELATING TO WORKMEN'S COMPENSATION INSURANCE AND RCW 18:27, THIS APPLICATION IS NOT A PERMIT UNTIL SIGNED BY THE BUILDING OFFICIAL OR HIS/HER DEPUTY AND ALL FEES ARE PAID r� 17 i 2 o ignature Print Nanfe Date Released By Date! ATTENTION IT IS UNLAWFUL TO USE OR OCCUPY A BUILDING OR STRUCTURE UNTIL A FINAL INSPECTION HAS BEEN MADE AND APPROVAL OR A CERTIFICATE OF OCCUPANCY HAS BEEN GRANTED.UBC109/IBC110/IRC110. ARCHIVE APPLICANT Q ASSESSOR OTHER � I .;� :• ._ i ;w. i` BLD20080285 CONDITIONS • Business license required prior to opening the doors. • Lot line stakes must be in place at the time of foundation/setback inspection. • Installation,use and maintenance of equipment and components shall be per manufacturer's specifications,installation instructions,and applicable state codes. Provide manufacture's installation instructions on site for Building Inspector. • Hose Bibbs(exterior faucets)are required to have a permanently affixed anti-siphon device installed. • In addition to the required pressure/relief valve,an approved listed expansion tank shall be installed on all hot water tanks. Per UPC 608. • Type B or L vent connectors required on fuel-burning appliances passing through unheated spaces.Per IMC 803.2 • Obtain Electrical Permit from State Department of Labor&Industries. • Pursuant to UPC 605.2 a water service shutoff shall be installed on the water line as it enters the building. • Final approval on a project or final occupancy approval must be granted by the Building Official prior to use or occupancy of the building or structure.Check the job card for all required City inspections including final project approval and final occupancy inspections. • Provide combustion air per IMC for commercial and multi-family residential installations,and IRC for one and two-family dwellings. • A pressure regulator valve(PRV)shall be installed near the water shutoff. • Provide 2A:IOB:C portable fire extinguishers at locations as noted on approved plans. • Final Locations of illuminated exit signs&emergency lighting subject to field inspection by the Building Official. • Request final Fire Department Inspection(360)403-3607. • New and existing buildings shall have approved address numbers,building numbers or approved building identification placed in a position that is plainly visible from the street or road fronting the property. Address numbers shall be Arabic numerals or alphabet letters. Numbers shall be legible from the public way,at least 4 inches high with a%z inch min.stroke width on a contrasting background. • Call for locates of underground utilities 2 business days prior to any excavation. 1-800-424-5555 • Call for required inspections as noted and prior to backfill. PERMIT FEES Description Fee Amount Paid Balance Due C-Building Permit Fee $1,623.00 $0.00 $1,623.00 C-Building Plan Review Fee $0.00 ($1,925,95) ($1,925.95) C-Building Plan Review Fee $1,055.00 $0.00 $1,055.00 C-State Building Code Surcharge $4.50 $0.00 $4.50 C-Traffic Mitigation $39,186.40 $0.00 $39,186.40 Total Due: $41,868.90 ($1,925.95) $39,942.95 INSPECTIONS THIS PERMIT AUTHORIZES ONLY THE WORK NOTED.THIS PERMIT COVERS WORK TO BE DONE ON PRIVATE PROPERTY ONLY.ANY CONSTRUCTION ON THE PUBLIC DOMAIN(CURBS,SIDEWALKS,DRIVEWAYS,MARQUEES,ETC.)WILL REQUIRE SEPARATE PERMISSION. CALL 1 ' INSPECTIONS BUILDING/ENGINEERING/PARKS/UTILITIES/FINAL(360)435-0674 FIRE(360)403-3607 When calling for an inspection please leave the following information: Permit Number,Job Site Address,Type of Inspection being requested,Contact Name and Phone Number Date Prefereed,and whether von prefer morning or afternoon. • C-Footings • C-Foundation Wall • C-Foundation Drainage • C-Shear Nailing-Exterior • C-Ceiling Grid • C-Framing y • C-Wall Insulation/Caulk • C-Sheetrock Nail • C-Building Final • F-Fire Final c! �� ;e v rr i i :, H x n > tTj tTl tt w �` CD M m O � � rn m �. Oa g O obOz N z n �` `� z r ` y ~ o x > y y r 0-4 y x o °o r zz z o d y zz d R� r � d z � o o [ y rt c A m a' Urici d z Q � H 00 z m r z n d H ad O (D n n � No O o a a O y � a- o 0 Oo Y r rt CD Oo o a z ' K r iI I XSw� w e G) N N O o 7 Z U �7d x d x _r M a tTl r,z c l > n Gd �Zx o r °z C" z n d y O r R y C7 a o r r y C� dz r , zF Z �o � rl 10 ® C >> z y It > D y o O d °° y H a rD (7 d r oo rd z tTj n I ct p > n n >r) a r E--► r m d °z a Qn 00 z cn a � • � ._ I 1 - • � . 1 - 1 � I - - ' ► - • I 1 - - - • 1 1 �� - 1 _ - I - • I - . • ► '�r - . • 1 - • • 1 • • � - 1 - • 1 � - 1 - III r • - 1 � 1 1 • 1 1 1 • 1 -• - 1 - 1 • » II - - - � 1 1 - I r � I - 1- I 1 - 1 • • • - _ � �� 1 1 I • � 1 I I 1 _• • � I 1 _ - _ �� 1 1 • - - 1 1 �� • 1 - 1 - 1 - _ r' 1 1 - - 1r - ., 1 � 1 ' - -• ' '• - 1 1 • 1 I •� ► - - - - I - 1 1 - 1 - • - - - 1 1 _ _ 1 1 - 1 - - _ - ,± •-� - - 1 - - 1 1 1 II 1 • 1 J • ► • 1 . ._ 1 1 1 I - 1 ■ - - = 1 - - I - 1 - _ - • _ - - 1 1 1 I . - 1 • I - •1 r. 1 - - • 1 1 - - �� - •� 1 � - - r ► = li - - . •_ 1 - �� 1 1 - 1 1 - 1 • 1 1 - 1 ., - • 1- 1 I 1 - _ 1 1 • - 1 I � - 1 1 ~� 1 1 1 - • - - ■ • :. F 1 1 • - • • - 1 1 - 1 - _ _ 1 - S 1 1 Ei 1 � �► 1 1 u . � 1 • ti - • - � • �. - - - - - • 1 a _ 1 • 1 1 •_ - • • 1 KOSNIK ENGINEERING, 'PC XPRESS LUBE Arlington, Washington Structural Calculations j , for � 1 WAS; Permit Submittal � � Cq 'sro►vAL EXPIRES11 / 3U3 auag a a85- Project No. K-08-022 RECEIVED July 7, 2008 DEC 0 9 2008 LOFT�1G L COA PERMIT CENTER 10511 19t" AVE SE, Suite C, Everett,WA 98208 ♦ (425) 357-9600 (phone) ♦ (425) 357-9622 (fax) i Xpress Lube Project No. K-08-022 STRUCTURAL CALCULATIONS INDEX Sheet Design Criteria 01 Roof Framing 02—03 Floor Framing 04—07 CMU Wall Design 08—10 Pit Wall Design 11- 15 Foundation&Grade Slab Design 16— 19 Lateral Analysis 20—25 Appendix: ASCE 7-05 Drifting Snow Graph Al Joist,Roof Deck&Floor Deck Allowable Loads Charts A2—A5 Anchor Bolt Capacities in CMU A6—A7 .. _t• ;�►, 1 I 0 XPRESS LUBE 7_7_�g DESIGN CRITERIA Code: 2006 IBC Permitting Agency: City of Arlington Live Loading: 25 psf Roof Snow Load 100 psf Floor Live Load Seismic Loading: Special Reinforced Masonry Shear Walls IBC Soil Classification=D R= 5.0, Sds = 0.777 Wind Loading: 85 mph, Exposure B Foundation design is based on the following values derived from the geotechnical report by Nelson Geotechnical Associates, Inc. dated March 21, 2008: Allowable Bearing Pressure: 2,000 psf Lateral Earth Pressures on Subterranean Walls: At Rest Condition: 60 pcf EFW (Drained Level Backfill) 122.4 pcf EFW (Saturated Backfill) Passive Soil Resistance: 200 pcf EFW (FS = 2.0) Coefficient of Base Friction: 0.35 (FS = 1.5) Saturated Soil Density: 125 pcf Material Requirements: Rebar: Grade 60 Concrete: f c= 3000 psi Kosnik Sheet Z Engineering Date A Professional Service Corporation - - Job No 15'- 3 lite T f 3 Z Pao= � M - 25 r3�w Kosnik Project X�,�,-ss Sheet 41K Engineering Date -7- 6 A Professional Service Corporation - Job No p,Zcd=T <.,�� = � !� �� Arc_ --� Gl� (� •I ) = 2 2'-r �'mil° 5'GJ1 --� v 5 IJ $,PAS , ® �., v Sl= 7 2 C Ae., l- %y' Kosnik Project Sheet4R t — Engineering Date A Professional Service Corporation Job No ^�2-2- �=L�c:*- r'1Z -I �JCs r r. IAr7— 13t��M s c TL rr TL o �til y3C:'V1' td A M LH/=--K- 5 ' T F-I r3 �F G re .n �'. � (S��= l3 F A�[.H r—!c �,u'.✓�G-l 5 t�,� - yak. IS 7-7-J� BeamChek v2007licensed to:Kosnik Engineering Reg#7806-1238 Xpress Lube Beam 131 Date:6/25/08 Selection W 6x 16 50 ksi Wide Flange Steel Lateral Support: Lc=3.6 ft max. Conditions Actual Size is 4 x 6-1/4 in. Min Bearing Length R1=0.8 in. R2=0.8 in. (1.0) DL Defl= 0.06 in Recom Camber=0.08 in Data Beam Span 8.83 ft Reaction 1 LL 2649# Reaction 2 LL 2649# Beam Wt per ft 16.0# Reaction 1 TL 4309# Reaction 2 TL 4309# Bm Wt Included 141 # Maximum V 4309# Max Moment 9512'# Max V(Reduced) N/A TL Max Defl L/240 TL Actual Defl L/740 LL Max Defl L/360 LL Actual Defl L/>1000 Attributes Section(in3) Shear(in 2) TL Defl(in) LL Defl Actual 10.20 1.63 0.14 0.09 Critical 3.46 0.22 0.44 0.29 Status OK OK OK OK Ratio L 34% 13% 32% 30% Fb(psi) Fv(psi) E(psi x mil) Values Ref.Value Fy 50000 50000 29.0 Adiusted Values 33000 20000 29.0 Adjustments YP Factor, Lc 0.66 0.40 Loads Uniform LL:600 Uniform TL: 960 =A Uniform Load A 71 0 0 R1 =4309 R2=4309 SPAN=8.83 FT Uniform and partial uniform loads are Ibs per lineal ft. 7-Z_oY BeamChek v2007 licensed to:Kosnik Engineering Reg#7806-1238 Xpress Lube Continuous Beam ' CB 8 Date:6/25/08 Selection W 6x 16 S ksi Wide Flange Steel Lateral Support: Lc=4.3 ft max. Conditions Actual Size is 4 x 6-1/4 in. Min Bearing Length R1=0.8 in. R2=0.8 in. (1.0) DL Defl= 0.16 in Recom Camber=0.24 in Data Beam Span 12.66 ft Reaction 1 LL 1544# Reaction 2 LL 2149# Beam Wt per ft 16.0# Reaction 1 TL 2572# Reaction 2 TL 3540# Bm Wt Included 203# Maximum V 3540# Max Moment 15959'# Max V(Reduced) N/A TL Max Defl L/240 TL Actual Defl L/365 LL Max Defl L/360 LL Actual Defl L/598 Attributes Section (in3) Shear(in') TL Defl(in) LL Defl Actual 10.20 1.63 0.42 0.25 Critical 8.06 0.25 0.63 0.42 Status OK OK OK OK Ratio 79% 15% 66% 60% Fb(psi) Fv(psi) E(psi x mil) Values Ref.Value Fy 36000 36000 29.0 _Adjusted Values 23760 14400 29.0 Adjustments YP Factor, Lc 0.66 0.40 At Point Loads: Provide these minimum bearing lengths in inches or provide web stiffeners. B=0.8 .L Loads Point LL Point TL Distance Par Unif LL Par Unif TL Start End 2693 B=4309 6.33 200 H=320 7.66 12.66 H Pt loads: _ [B J 0 R1 =2572 R2=3540 SPAN = 12.66 FT Uniform and partial uniform loads are Ibs per lineal ft. x. i [. 7 7-7--`6 BeamChek v2007 licensed to:Kosnik Engineering Reg#7806-1238 Xpress Lube B2 End of Pit Beam Date: 7/03/08 Selection C 6x 8.2 50 ksi Steel Channel Lateral Support: Lu=3.7 ft max. Conditions Actual Size is 1-7/8 x 6 in. Min Bearing Length R1=0.8 in. R2=0.8 in. (1.0) DL Defl= <0.01 in. Data Beam Span 3.5 ft Reaction 1 LL 875# Reaction 2 LL 875# Beam Wt per ft 8.2# Reaction 1 TL 1414# Reaction 2 TL 1414# Bm Wt Included 29# Maximum V 1414# Max Moment 1238'# Max V(Reduced) N/A TL Max Defl L/240 TL Actual Defl L/>1000 LL Max Defl L/360 LL Actual Defl L/>1000 Attributes Section(in') Shear in') TL Defl (in) LL Defl Actual 4.38 1.20 0.01 <0.01 Critical 0.50 0.07 0.18 0.12 Status OK OK OK OK Ratio 11% 6% 4% 4% Fb(psi) Fv(psi) E(psi x mil) Values Ref.Value Fy 50000 50000 29.0 Adjusted Values 30000 20000 29.0 Adiustments YP Factor, Lu 0.60 0.40 Loads Uniform LL:500 Uniform TL: 800 =A Uniform Load A R1 = 1414 R2= 1414 SPAN =3.5 FT Uniform and partial uniform loads are lbs per lineal ft. Kosnik Project �� L Sheet Engineering Date -7-7- A Professional Service Corporation Job No k �-�2Z l-1 T— t-AXq--Ply-) 777 w�, = 7g ( -7eb' 777 Ps{— hs c> = 17 l� TlzY �'w, = lS5)C:)r-'s� 1=.� �CIL= F,�, = 1 3anl,c'-' ' P-51 4: !,- �5 Z`! x7aC- IIA a6G- d S�- �z"l G�p�� snik project 1��=�� v13ia- Sheet -#, tEngineering Date 7 -7-v�6 A Professional Service Corporation - Job No LMLj i (e lam) = 3 a L-r- Al1p 14,7s - / toc-P= 5 2- �-71 GMy t4/FA-1 sYF vial= Cz� - �-� �� _ C�,Co'Z�'e, � 7,�2(3�� d•c�o21 4RKosnik Protect X Pb�,SS S �-'" Sheet Engineering - Date 7--7- A Professional Service Corporation -- Job No �'� 07, 78 713 ac-1 49, V07 (r� g� �z- 5 3� 2` !2 = 1-17-i Kosnik Project Sheet41K ll Engineering - - Date 7I - �g A Professional Service Corporation - Job No }3 r4•�r=M t�i sr�.�� ll I, y 3 iS ' � " r,+��ti,-s Iz 1-5,r� II`j.tat�� LL:>A-D `� ��I�fir9-I-�sl�. = Z.�pp�r- t,Jh✓f1-4r''M VtwE''-I oT D 2•5�C/a I2�t�sr" Vh1f�ea��M L-�4-T" 'J t uf.H3 13/=Lug-✓ d��'�f ia,J M v 5t�� `� 4 CL- Vr..PIL( � rMr.++t�� /{�"'�'..� O� a ry ��.C!!��/s.r�'•"•� Ve�-L� ti !;aBE4NTI,1A,y .n -- Kosnik Engineering Current Date: 6/30/2008 8:03 AM Units system: English File name: Load data Gt-ossArw Comb . Indicates if load condition is a load combination(1=load combination.0=load case) Load conditions Condition Description Comb. Category ---- ----------- - SUR Surcharge 0 LL SL At-Rest Soil Pressure 0 LL Cl 1.6SL+1.6SUR 1 Distributed force on members Y2 d1 d2 Condition Member Dirt Vail Va12 Dist1 % Dist2 % [Lb/ft] [Lb/ft] Ift] Ift] ------------------------- SUR t X 120.00 120.00 0.00 No 100.00 Yes SL 1 X 681.80 306.00 0.00 No 3.07 No X 306.00 0.00 3.07 No 8.17 No Self weight multipliers for load conditions Self weight rnultipfer Condition Description Comb. MultX MuitY Multz ------- ---------------------------------------- ---------------------------------------------- - --------------------------- 0 0.00 0.00 0.00 SUR Surcharge 0 0.00 0.00 0.00 SL At-Rest Soil Pressure 1 1.6SL+1.6SUR 1 0.00 0.00 0.00 C Pagel BENTLEY 8_ _�� Kosnik Engineering 7 7 Current Date: 6/30/2008 8:05 AM Units system: English File name: Geometry data GLOSSARY Cb22,Cb33 Moment gradient coefficients Cm22,Cm33 Coefficients applied to bending term in interaction formula d0 Tapered member section depth at J end of member DJX Rigid end offset distance measured from J node in axis X DJY Rigid end offset distance measured from J node in axis Y DJZ Rigid end offset distance measured from J node in axis Z DKX Rigid end offset distance measured from K node in axis X DKY Rigid end offset distance measured from K node in axis Y DKZ Rigid end offset distance measured from K node in axis Z dL Tapered member section depth at K end of member Ig factor Inertia reduction factor(Effective Inertia/Gross Inertia)for reinforced concrete members K22 Effective length factor about axis 2 K33 Effective length factor about axis 3 L22 Member length for calculation of axial capacity L33 Member length for calculation of axial capacity LB pos Lateral unbraced length of the compression flange in the positive side of local axis 2 LB neg Lateral unbraced length of the compression flange in the negative side of local axis 2 RX Rotation about X RY Rotation about Y RZ Rotation about Z TO 1 =Tension only member 0=Normal member TX Translation in X TY Translation in Y TZ Translation in Z Nodes Node X Y Z Rigid Floor IN [ft] [ft] 1 0.00 0.00 0.00 0 2 0.00 8.17 0.00 0 Restraints Node TX TY TZ RX RY RZ 1 1 1 0 0 0 0 2 1 1 0 0 0 0 Members Pagel I Li Member NJ NK Description Section Material d0 dL Ig factor [in] [in] t 1 2 RcBeam 8x12in C 3-60 0.00 0.00 0.00 Paget a�5 BENTLCY 7-z-�� Kosnik Engineering Current Date: 6/30/2008 8:05 AM Units system: English File name: Analysis Results Maximum forces at members Condition:C1=1.6SL+1.6SUR Axial Shear V2 Shear V3 Torsion M22 M33 [Lb] [Lb] [Lb] [Lb"ft] [Lb-ft] [Lb*ft] ------------------------....... MEMBER 1 Max 0.00 1911.24 0.00 0.00 0.00 5201.15 Min 0.00 -3331.91 0.00 0.00 0.00 0.00 Pagel - :. ra '/ Kosnik Project Sheet I�, Engineering - Date 7-7--g A Professlonal Service Corporation Job No 2,, C2) - twos►5 - !� - q• S z� _ 1 g �` T G�(�/—E I34-1111 Kosnik Project r3a Sheet +7 Engineering Date 7-7-�� A Professional Service Corporation Job No STlzzt� �cots�in�<y � Cs�.4t�t�:- 5�.4�,a_ !zI-�Cl'wS FNL>4-n ��-s,��'-►ter-�r ��.c�. •� ��,z,s�(�,i 7) - �l 7 ��,= 4 7 C-P C" Via, oT /¢z3 ovram TvF Tl'Y T5" 5Vtr3 l 12- _ �2��1 C .3 7 7) Z 3 3 Psi= N I.--T" v t•'�r i=T" �r"arc.=r�r<'..�l�� . 2- yao Kosnik Project —13,z Sheet Engineering Date A Professional Service Corporation Job No /2 Ls /3^A (tea s T (�,�.4-��s •. �L = (�� ( ''l,`'t l��c�� _.. 2,� � l0" T--T -1 1 1" 2.- [ ) ,75 + to,tF8 11• -116] - 2,71 (21•-S�2/ Z2- THY Al C-/� 1/vr Hof ' ( K 0. -75 3 �o moo)L2L::,Q �� 10A Kosnik Project k P>Z is tss Sheet Engineering Date A Professional Service Corporation — Job Now- 2-2- C"t�-L a r=T gn6�LV I/=1/-1 'Ssas3/-3 — 3, LI z7' t �- G1��9~I��- Ss�,y..t� � y2•�7( 21•�63� (45��12• a� = �3K PIT- LA.��-s = �/ar ) (�s)(Ll�lxz + x2) L'�,+t-L- 'r-c-T f: Kosnik Project x P r�+= L"['�t4 Sheet 2� Engineering Date -Of A Professional Service Corporation Job No � �2,2- Psi=' a :X-,- "dZ- = 7•�' t�,51= T2-a�5 dS •4s31Z t (z� - f � •� � l2•�SS' �c_�bsE�r2vhTrva-) wl h� =fZ�d� i I-d Z1577 St=rS,�EL Sic L �,}s5[E=E��-i c ter✓ = i.") , 5„5 = CP, 777J Zc 2 7`zs r sta �� 5 ,�31y) -f'(2•�� - c�•`�3)�(2� �7)Cv)C7�)-rl5 (2�-,�7J(�z.�7� pH �S = 0-777 /5,-" Sl=[SNrr� FAR—r—r� r,,—� :N�lzi�-5,��r�-/ - D[�'a�-��t�,�✓r �S 155� = lt• �, S Ir-r 5�r� l��BL�-t= !,✓ F'i4sr- wl=sT �r•��i[�ti-s; 17. 7 1 Title: XP?--�11�65 Lui 1 Job# �---16--Z2 Dsgnr: Date: 7-7-=S Description 21 KOSNIK ENGINEERING, PC Scope: Rer 58001s User KW%005,Ver5.8.0,1-Nov-2006 ASCE 7-02 Earthquake Load Calculations Page . 1 (c)l983.2006 ENERCALC Engineering Software Description Occupancy Category ASCE 7-02 Table 1-1, 2003 IBC Table 1604.5 "II" : All Buildings and other structures except those listed as Category I, III, and I Occupancy Importance Factor = 1.00 ASCE 7-02 9.1.4 Seismic Use Group = I ASCE 7-02 Table 9.1.3 Ground Motion ASCE 7-02 9.4.1.1, 2003 IBC 1615.1 Latitude = 48,207 deg North Longitude = 121.948 deg West " Location : Arlington, Snohomish County,WA 98223 Max.Ground Motions, 5% Damping,from USGS 1996 maps : SS = 1.099 g, 0.2 sec response S 1 = 0.309 g, 1.0 sec response Site Classification ASCE 7-02 Table 9.4.1.2, 2003 IBC Table 16.15.1.1 "D" : Shear Wave Velocity 600 to 1,200 ft/sec = D Site Coefficients Fa & Fv ASCE 7-02 9.4.1.2.4, 2003 IBC 1615.1.2 (using straight-line interpolation from table values) Fa = 1.06 Fv = 1.78 Maximum Considered Eartguake Acceleration ASCE 7-02 Equation 9.4.1.2.4-1 &2, 2003 IBC Equations 16-38& 16-39 S MS = Fa*Ss = 1.165 SMI = Fv* S1 = 0.551 Design Spectral Acceleration ASCE 7-02 9.4.1.2.5, 2--31BC 1615.1.3 S DS=S MS* 2/3 = 0.777 SDI =S M1* 2/3 = 0.367 Seismic Design Category = D ASCE 7-02 9.4.2.1, 2003 IBC 1616.3 (SDS is most severe) Basic Seismic Force Resisting System ASCE 7-02 Table 9.5.2.2, 2003 IBC Tab/e1617.6.2 NOTE!See ASCE 7-02 for all applicable footnotes. Response Modification Coefficient " R" = 0.00 Building height Limits : System Overstrength Factor "Wo" = 0.00 Category"A&B"Limit: Limit= Deflection Amplification Factor "Cd" = 0.00 Category"C" Limit: Limit= Category"D" Limit: Limit= Category"E" Limit: Limit= Category"F" Limit: Limit= Kosnik Project Sheet 2 Z 7-7- �g 4REngineering Date A Professional Service Corporation Job No _1=5 (�7l�tTr-'G�TGE 13rYsl;t�� T 1.-,+i-L-5 I I. f 7,7/L 1.1_r ��r�-f �r so1yi1� wfl = L,)I-t•- stir=�rZ: F-Ar T/ wr 0 1 7• 3� ' �jL-}G��Z STIR i=S� !^J Go2-r TI��(- 1�✓�4�� (7.c®7-13xtZ)� ✓s v Z" t+-/Z Z- , wfrLJ-5 '6'- t Kosnik Project Sheet 23 Engineering Date 7-7--Z A Professional Service Corporation Job No I�-' Z'L uI--,I� -f A C-A-I I=itsi - wJEST- lr')r<'-r=C-i 1 r✓ lI L-I / � 3/ l�re6� i-S - .4, o �•3 1 r4 �`i r�oo(� 31� = 17 C J I P = 69,1v a� 1� I P = 0'`6 -77 7r6) _ C-- Ga�.rizxS M x s M-r-A--R- V 13 �e6 (6-2.6�7)�Z� /��.�7 = 373 ��c� Kosnilk Project f rT-m- Imee - - Sheet 2`f Engineering - - - - - Date 7- — Job No k-og-0zz- A Professional Service Corporation QA POPW AAMR�1 G-E 5015T "3P,461Nc- o u r ; DL =i5(/3)=i5�5pX )?5M= ll7ott I 5L ^ (63-25Xgz)!z tz563)= 675pW 675(6) _ ¢o5n SDS ;:.777 i6 2 R R= D+[ l/70 f Soso = 5Zz01' k' 7=C 5220 F#Z .0, z) coWI)VATloN: (l,b +0,/¢sps)D + .7/�QE R=(10 to.461-77)xll7o) = 1Z97' (z4 (sr) - lZg7(z))�a = 96 3# CASE r-3 2 Z0.4D Cbmlg)R riW: OR + o,los-%s)D i 0•5Z��OE 4 o,75L a _ (/,0 to,105(,?ri)0/70) +0,75'0050) = 303# k4l = 6,5zS( 3IM) = 78-33# 08-33(5) - 1303(z))//0 Tye 7 _ /s33- 56 = /777'-' xJX fFHS10 f( : 1777 F09E ON 2 8041s PAX SYFl q ' 4303 �U(ZCf' ON UT5 Kosnik Project xEss Sheet Engineering Date 7-7- x-o�-ozz A Professional Service Corporation Job No 5 /UASON Ry ; 5za �s��t Cz� = 30�04- o k ,#AC* ►6" tN PAIV4 ky: 141o%f Lz) = ORM r�k SPACIO 0 AOM' A0 46 s0� CAB40T Y Z�zoGS�= ZZ56 # ok SHFA� MASONRY : 850 #�o f ebb = 5-100 1, o� r-'W Da: >/ZoIe --'0 CAP4611Y /00`r: SpWCING CA.pACIV /00 VAA,� S73 APPENDIX 7-2-� h Surcharge Load Due to Drifting .j h hd pd Balanced Snow Load hb W FIGURE 7-8 CONFIGURATION OF SNOW DRIFTS ON LOWER ROOFS .;. 10If lu> 600 ft, use equation lU=600 ft 8 400 200 aD = 100 �,. ❑ 4 a 50 25 23� 2 If 1„< 25 ft, use /„=25 ft hd=0.43 3 1u hg+ 10 — 1.5 0 20 40 60 80 100 pg, Ground Snow Load (Ib/ft2) To convert Ib/ft2 to kN/m2, multiply by 0.0479. To convert ft to m, multiply by 0.3048. } FIGURE 7-9 GRAPH AND EQUATION FOR DETERMINING DRIFT HEIGHT,hd r 91 Minimum Design Loads for Buildings and Other Structures ECONOMICAL JOIST QUID'" ), A 2- Combined K, VS, LH & DLH Seri,-. Load TableType Total Live (1bsJft.),j Type Joist Allowable - J Allowable '. Joist P Allov;able Joist Allowable S1 Joist Loads(PLF) Weight Joist Loads(PLF) Weight Joist Loads(PLF) Weight Joist Loads(PLF) Zlig Total Live (lbs./ft.) T)(Pe Total Live (lbs.IfL) Type Total Live (lbs.1 LC R 10K 1 550 550 5.0 1 f K 2 368 297 5.5 16K 2 254 170 5.5 24K 6 543 493 8. 16K 3 410 330 6.2 16K 3 283 189 6.1 24K 7 550 499 9.22 18K 3 463 423 6.5 18K 3 320 242 6.5 20LH 4 574 428 11 16K 4 493 386 7.0 16K 4 340 221 6.9 18LH 4 604 403 12 10K 1 550 542 5.0 16K 5 550 426 7.5 7 18K 4 385 284 2 18LH 5 684 454 13 c 20K 4 430 353 7.6 20LH 6 822 606 15 18K 5 434 318 7.7 1 BLH 7 840 553 16 10K 1 550 455 5.0 12K 1 218 123 5.0 18K 6 473 345 8.5 18LH 8 876 577 16 14K 1 257 170 5.2 20K 5 485 396 8.2 20LH 7 878 647 16 1 I�f 12K 3 273 153 5.5 24K 6 550 544 7.7 18LH 9 936 616 17 14K 3 322 212 5.7 18LH 3 562 409 10 20LH 9 990 729 17 10K 1 479 363 5.0 16K 2 333 255 5.5 20LH 4 621 503 10 20LH10 1068 786 18 12K 1 550 510 5.0 16K 3 371 285 6.3 18LH 4 655 474 11 18K 3 420 364 6.6 20LH 5 668 540 11 L C T 16K 4 447 333 7.0 18LH 5 739 534 12 20K 3 468 453 6.7 18LH 6 875 619 15 10K 1 412 289 5.0 16K 5 503 373 7.5 20LH 6 892 713 15 O16K2200 119 5.5 14K 1 550 550 5.2 18K 4 506 426 7.2 18LH 7 908 650 15 16K 3 223 132 5.9 20K 4 550 520 7.6 18LH 8 946 679 16 18K 3 252 169 6.3 N 20LH 7 951 761 15 16K 4 268 155 6.8 20LH 8 980 787 16 20K 3 281 211 6.6 10K 1 358 234 5.0 1 18LH 9 1014 725 17 18K 4 303 198 7.0 12K 1 434 344 5.0 12K 1 199 106 5.0 20LH 9 1073 857 16 20K 4 339 247 7.4 14K 1 511 475 5.2 14K 1 234 147 5.1 20LH10 1158 924 17 18K 5 342 222 7.7 14K 3 550 507 5.9 12K 3 249 132 5.5 22K 4 374 301 8.0 14K 3 293 184 5.6 20K 5 382 277 8.2 16K 2 303 222 5.5 20K 6 416 301 8.8 16K 3 337 247 6.2 14K 1 180 100 5.1 22K 5 422 337 8.7 10K 1 313 192 5.0 18K 3 382 316 6.5 16K 2 234 150 5.5 24K 6 503 439 8.6 12K 1 380 282 5.0 16K 4 406 289 6.9 16K 3 260 167 5.9 26K 6 547 519 8.9 14K 1 448 390 5.2 20K 3 426 393 6.7 18K 3 294 214 6.3 26K 7 550 522 9.1 12K 3 476 351 5.7 18K 4 460 370 7.2 16K 4 313 195 6.9 20LH 4 566 406 11 14K 3 550 467 5.9 20K 4 514 461 7.6 20K 3 329 266 6.7 18LH 4 571 367 12 18K 5 518 414 7.7 18K 4 355 250 7.1 20LH 5 609 437 12 ` 7 22K 6 550 548 7.5 16K 6 384 238 8.1 18LH 5 648 414 14 • 18LH 2 554 439 8.8 18K 5 400 281 7.7 20LH 6 791 561 15 10K 1 277 159 5.0 18LH 3 614 488 10 16K 7 428 263 8.6 20LH 7 845 599 16 12K 1 336 234 5.0 18LH 4 715 566 11 1 BK 6 435 305 8.5 20LH 8 873 619 16 14K 1 395 324 5.2 18LH 5 808 637 12 20K 5 446 350 8.2 20LH 9 953 675 17 12K 3 420 291 5.7 18LH 6 955 738 14 18K 7 485 337 9.0 20LH10 1028 724 19 16K 2 512 488 5.5 18LH 7 992 776 15 20K 6 486 380 8.9 16K 3 550 526 6.3 18LH 8 1034 810 15 16K 9 514 311 10 18LH 9 1108 864 16 24K 6 550 520 8.6 on"81111M 20LH 4 596 463 10 2 18LH 4 628 436 11 16K 2 186 106 5.5 10K 1 246 134 5.0 20LH 5 641 497 11 16K 3 207 118 5.8 12K 1 299 197 5.0 14K 1 214 128 5.1 18LH 5 709 492 13 18K 3 234 151 6.2 14K 1 352 272 5.2 12K 3 227 116 5.5 20LH 6- 855 656 15 16K 4 249 138 6.6 12K 3 374 245 5.5 16K 2 277 194 5.5 18LH 7 872 599 16 20K 3 261 189 6.7 14K 3 441 339 5.8 16K 3 308 216 6.0 1 18LH 8 908 625 16 16K 5 281 155 7.4 16K 2 456 409 5.5 18K 3 349 276 6.6 20LH 7 912 701 16 18K 4 282 177 7.2 16K 3 508 456 6.3 16K 4 371 252 7.0 20LH 8 941 724 16 20K 4 315 221 7.5 14K 4 530 397 6.7 20K 3 389 344 6.7 18LH.9 973 667 17 18K 5 318 199 7.7 14K 6 550 408 6.9 18K 4 420 323 7.2 20LH 9 1030 789 17 18K 6 346 216 8.5 20K 4 469 402 7.6 20LH10 1111 851 18 8.2 22K 5 3K 5 55 248 8.8 18K 5 473 362 7.7 26K 5 466 427 8.1 22K 6 550 518 7.7 '6 E 24K 6 467 393 8.5 10K 1 221 113 5.0 18LH 3 587 446 10 12K 1 268 167 5.0 18LH 4 684 517 11 14K 1 166 83 5.1 22K 7 475 364 9.2 14K 1 315 230 5.2 20LH 5 697 589 11 16K 2 216 133 5.5 26K 6 50S 464 8.9 12K 3 335 207 5.6 18LH 5 772 582 13 16K 3 240 148 5.9 28K 6 548 541 9.2 16K 2 408 347 5.5 18LH 6 913 674 15 18K 3 272 190 6.4 28K 7 550 543 9.2 16K 3 455 386 6.3 18LH 7 949 709 15 16K 4 289 173 6.8 20LH 4 558 386 12 18K 3 514 494 6.6 20LH 8 1024 858 15 20K 3 304 236 6.7 20LH 5 602 416 13 16K 4 547 452 7.0 18LH 9 1059 790 16 M8K4 328 222 7.2 18LH 5 614 378 14 16K 5 550 455 7.2 20LH 9 1121 935 16 20K 4 366 277 7.6 20LH 6 763 521 15 20LH10 1209-? 1008 17 18K 5 369 249 7.7 20LH 7 814 556 6 1 20 22K 4 404 338 8.0 20LH 8 842 575 17 20K 5 412 310 8.2 20LH 9 918 626 18 12K 1 241 142 5.0 20K 6 449 337 8.9 20LH10 991 673 20 14K 1 284 197 5.2 14K 17208 6 113 5.1 22K 5 455 379 8.8 12K 3 302 177 5.5 12K 3 101 5.6 26K 5 542 535 8.8 108 'r Type PL 3 ! 1%2" (38 mm) Deep Roof Deck Primer Painted or Galvanized Y ALLOWABLE UNIFORM LOADS (psf, N/m2) SPAN (ft-in.,mm) 4'-0' 5'-0' 5-6"�-6'-0" 6'-6" 7-0" 7'-6" 8-0' 8'-6" 9-0' 9'-6" 10-0' 10-6" 11 -0" 11'-6 12'-0" < a SPAN GAGE 1,220 1,520 1,680 1,830 1,980 2,130 2,290 2,440 Z590 2,740 2,900 3,050 3,200 3,350 3,500 3,660 r- M STRESS 178 114 94 �79 67 58 51 44 39 35 31 28 D _j 8,523 5,458 4,501 3,783 3,208 2,777 2,442 2,107 1,867 1,676 1,484 1,341 0 0 92 69 qk 53 42 34 27 22 19 16 13 11 r �� L/240 +++ 4,405 31304 2,538 2,011 1,628 1,293 1,053 910 766 622 527 STRESS 223 143 118 99 85 73 64 56 49 44 40 36 32 30 27 25 v� W 2� 10,677 6,847 5,650 4,740 4,070 3,495 3,064 2,681 2,346 2,107 1,915 1,724 1,532 1,436 1,293 1,197 222 113 85 66 52 41 34 28 23 19 L/240 17 14 12 11 9 8 10,629 5,410 4,070 3,160 2,490 1,963 1,628 1,341 1,101 910 814 670 575 527 431 383 Z STRESS 300 196 162 136 116 100 87 76 68 60 54 49 44 40 37 34 14,364 9,385 7,757 6,512 5,554 4,788 4,166 3,639 3,256 2,873 2,566 2,346 2,107 1,915 1,772 1,628 Cn 18 L/240 +++ 159 119 92 72 58 47 39 32 27 23 20 17 15 13 11 7,613 5,698 4,405 3,447 2,777 2,250 1,867 1,532 1,293 1,101 958 814 718 622 527 STRESS 300 250 207 174 148 127 111 98 86 77 69 62 57 52 47 43 16 - 14,36411,970 9,911 8,331 7,086 6,081 5,315 4,692 4,118 3,687 3,304 2,969 2,729 2,490 2,250 2,059 L/240 - 198 149 115 90 72 59 48 40 34 29 25 21 19 16 14 9,480 7,134 5,506 4,309 3,447 2,825 2,298 1,915 1,628 1,389 1,197 1,005 910 766 670 STRESS 188 120 99 84 71 61 54 47 42 37 33 30 ✓ 22 9,001 5,746 4,740 4,022 3,399 2,921 2,586 2,250 2,011 1,772 1,580 1,436 L 32 28 1 L/240 ++♦ ... ++♦ ++♦ ... +♦+ ♦+♦ ♦♦♦ ++♦ ♦+♦ 1,532 1,341 236 151 125 105 89 77 67 59 52 47 42 38 34 31 29 26 3 J 20 STRESS 11,300 7,230 5,985 5,027 4,261 3,687 3,208 2,825 2,490 2,250 2,011 1,819 1,628 1,484 1,389 1,24.5 47 40 34 29 26 22 20 m L/240 ++♦ ++♦ ♦+♦ ++♦ ♦♦♦ ++♦ ♦♦♦ ♦+♦ +++ 2,250 1,915 1,628 1,389 1,245 1,053 • 958 300 204 168 141 121 104 91 80 70 63 56 51 46 42 39 35 O STRESS 14,364 9,768 8,044 6,751 5,794 4,960 4,357 3,830 3,352 3,016 2,681 2,442 2,202 2,011 1,867 1,676 18 56 48 41 36 31 28 L/240 ... ♦+♦ ++♦ ++♦ ♦♦♦ +♦+ ♦+♦ ♦♦♦ ++♦ ++♦ 2,681 2,298 1,963 1,724 1,484 1,341 300 254 210 176 150 129 113 99 88 78 70 63 57 52 48 44 STRESS 14,36412,16210,055 8,427 7,182 6,177 5,410 4,740 4,213 3,735 3,352 3,016 2,729 2,490 2,298 2,107 16 70 60 51 45 39 34 L/240 ♦+♦ ♦♦+ ♦++ ♦+♦ ... +♦+ ♦+♦ ++♦ ++♦ +++ 3,352 2,873 2,442 2,155 1,867 1,628 235 150 124 105 89 77 67 59 52 46 42 38 STRESS 11,252 7,182 5,937 5,027 4,261 3,687 3,208 2,825 2,490 2,202 2,011 1,819 22 100 79 63 51 42 35 30 25 22 L/240 ++♦ ... +++ 4,788 3,783 3,016 2,442 2,011 1,676 1,436 1,197 1,053 STRESS 295 188 156 131 112 96 84 74 65 58 52 47 43 39 36 33 3 I.IJ 20 14,125 9,001 7,469 6,272 5,363 4,597 4,022 3,543 3,112 2,777 2,490 2,250 2,059 1,867 1,724 1,58a _I L/240 +++ +++ +++ 124 97 78 63 52 44 37 31 27 23 20 18 15 0. 5,937 4,644 3,735 3,016 2,490 2,107 1,772 1,484 1,293 1,101 958 862 718 300 255 210 177 151 130 113 99 88 79 71 64 58 53 48 44 STRESS 14,36412,209 10,055 8,475 7,230 6,224 5,410 4,740 4,213 3,783 3,399 3,064 2,777 2,538 2,298 2,107 r 18 L/240 +++ +++ +++ 173 136 109 89 73 61 51 44 37 32 28 25 22 8,283 6,512 5,219 4,261 3,495 2,921 2,442 2,107 1,772 1,532 1,341 1,197 1,053 STRESS 300 300 262 220 188 162 141 124 110 98 88. 79 72 65 60 55 16 14,36414,36412,54510,534 9,001 7,757 6,751 5,937 5,267 4,692 4,213 3,783 3,447 3,112 2,873 2,633 L/240 +++ +++ +++ 216 170 136 111 91 76 64 54 47 40 35 31 27 10,342 8,140 6,512 5,315 4,357 3,639 3,064 2,586 2,250 1,915 1,676 1,484 1,293 Catalog VR1 VERCO MANUFACTURING CO. 0 27 PLBTMand B FORMLOKTM -. 7 Welds %f°R Y. t,. 7 z �� 5 in. (127 mm) TOTAL SLAB DEPTH 4 Welds1;`'-`4` Normal Weight Concretes _ > 145 pcf (2,320 kgh7i 48.7 psf (2,332 N/m2) Galvanized or Phosphatized/Painted 4 ® 1 Hour Fire Rating Deck Weight and Section Properties Weight(psf, N/m2) Properties per ft(m)of Width Allowable Reactions per ft(m)of Width (lb, N) End Bearing Interior Bearing Gage Galv Phos/ I +S _g G60 Painted in.4 in.3 in.3 2" 3" 4" 3" 4" Z180 mm4 mm3 mm3 51 mm 76 mm 102 mm 76 mm 102 mm z 1.9 1.8 0.175 0.187 0.198 487 585 683 1250 1498 22 _ 91.0 86.2- 238,978 10,054 10,645 7,107 8,537 9,968 18,242 21,862 W 2.3 2.2 0.216 0.235 0.248 665 784 903 1790 2118 20 110.1 105.3 294,967 12,634 13,333 9,705 11,442 13,178 26,123 30,910 Allowable Superimposed Loads (psf, kN/m2) N Span (ft-in., mm) c 0 a 6'-0" 6'-6" 7'-0" 7'-6" 8'-0" 8'-6" 9'-0" 9'-6" 10'-0" 10'-6" 11'-0" V) 1,830 1,980 2,130 2,290 2,440 2,590 2,740 2,900 3,050 3,200 3,350 1 300 299 259 226 198 175 155 138 123 109 98 14.4 14.3 12.4 10.8 9.5 8.4 7.4 6.6 5.9 5.2 4.7 300 299 259 226 198 175 155 138 123 109 98 22 2 14.4 14.3 12.4 10.8 9.5 8.4 7.4 6.6 5.9 5.2 4.7 3 *300 299 259 226 198 175 155 138 128 109 98 14.4 14.3 12.4 10.8 9.5 8.4 7.4 6.6 5.9 5.2 4.7 , 1 300 300 274 239 210 185 164 146 131 117 105 14.4 14.4 13.1 11.4 10.1 8.9 7.9 7.0 6.3 5;6 5.0 300 300 300 239 210 185 164 146 131 117 105 ZU 2 14.4 14.4 14.4 11.4 10.1 8.9 7.9 7.0 6.3 5.6 5.0 3 300 300 300 239 210 185 164 146 131 117 105. 14.4 14.4 14.4 11.4 10.1 8.9 7.9 7.0 6.3 5.6 5.0 Shoring required in shaded areas to right of heavy line Diaphragm Shear Values, q (plf, kN/m) and Flexibility Factors, F ((in./lb)xl06, (mm/N)x106) a, N Span (ft-in., mm) m 6'-0" 6'-6" 7'-0" 7'-6" 8'-0" 8'-6" 9'-0" 9'-6" 10'-0" 10'-6" 11'-0" I 1,830 1,980 2,130 2,290 2,440 2,590 2,740 2,900 3,050 3,200 3,350 q4 2540 2505 2470 2440 2415 2395 2375 2360 2345 2330 2315 37.07 36.56 36.05 35.61 35.24 34.95 34.66 34.44 34.22 34.00 33.78 F4 0.32 0.33 0.33 0.34 0.34 0.34 0.35 0.35 0.35 0.35 0.36 22 1.8 1.9 1.9 1.9 1.9 1.9 2.0 2.0 2.0 2.0 2.1 q7 2750 2695 2650 2610 2575 2545 2515 2490 2470 2450 2430 40.13 39.33 38.67 38.09 37.58 37.14 36.70 36.34 36.05 35.76 35.46 F7 0.30 0.31 0.31 0.32 0.32 0.32 0.33 0.33 0.33 0.34 0.34 1.7 1.8 1.8 1.8 1.8 1.8 1.9 1.9 1.9 1.9 1.9 q4 2610 2565 2525 2490 2460 2435 2410 2390 2370 2355 2340 38.09 37.43 36.85 36.34 35.-90 35.54 35.17 34.88 34.59 34.37 34.15 F4 0.29 0.29 0.30 0.30 0.31 0.31 0.31 0.31 0.32 0.32 0.32 1.7 1.7 1.7 1.7 1.8 1.8 1.8 1.8 1.8 1.8 1.8 20 q7 2860 2795 2740 2690 2650 2610 2580 2550 2520 2495 2475 41.74 40.79 39.99 39.26 36.67 38.09 37.65 37.21 36.78 36.41 36.12 F7 0.26 0.27 0.27 0.28 0.28 0.29 0.29 0.30 0.30 0.30 0.30 1.5 1.5 1.5 1.6 1.6 1.7 1.7 1.7 1.7 1.7 1.7 A 3 VFRr.n MANI IFAr:THRING CO. Cataloa VF2 I Type PLED TM ®., �6 A5 7-7'S 4 Weld Pattern at Supports m Sidelaps Connected with PunchLok° Tool ® Primer Painted or Galvanized Allowable Diaphragm Shear Values, q (plf, kN/m) and Flexibility Factors, F ((in.11b)x106, (mm1N)x106) SIDELAP _ SPAN(ft-in.,mm) ATTACH- A 4'-0" 5'.0" 6'-0" 7'-0" 8'-0" 9'-0" 10'-0" 11'-0" 12'-0" GAGE MENT 1,220 1,520 1,830 2,130 2,440 2,740 3,050 3,350 3,660 q 545,tc 497 434 417 380 374 349 7.95 7.25 6.33 6.09 5.55 5.46 5.09 VSC @ 24" 13.7+161 R 16.4+115R 20.2+87R 22.7+69R 26.6+57R 29.0+48R 32.9+41 R F 78.2+919R 93.6+657R 115.3+497R 129.E+394R 151.9+325R 165.E+274R 187.9+234R 590 531 465 443 426 395 387 q VSC @ 18" - 8.61 7.75 6.79 6.47 6.22 5.76 5.65 F 12.8+161 R 15.5+115R 19.0+87R 21.6+69R 24.0+57R 27.6+48R 29.9+41 R 73.1+919R 88.5+657R 108.5+497R 123.3+394R 137.0+325R 157.6+274R 170.7+234R 627 561 518 487 465 449 436 q 9.15 8.19 7.56 7.11 6.79 6.55 6.36 VSC @ 12" 12.2+161 R 14.8+115R 17.4+87R 19.9+69R 22.3+57R 24.6+48R 26.9+41 R F 69.7+919R 84.5+657R 99.4+497R 113.E+394R 127.3+325R 140.5+274R 153.E+234R e22 691 636 582 561 531 522 503 q 10.08 9.28 8.49 8.19 7.75 7.62 7.34 VSC @ 8" 11.4+161 R 13.4+115R 15.8+87R 17.6+69R 19.9+57R 21.6+48R 23.7+41 R F 65.1+919R 76.5+657R 90.2+497R 100.5+394R 113.E+325R 123.3+274R 135.3+234R F Q q 744 679 636 607 586 571 559 10.86 9.91 9.28 8.86 8.55 8.33 8.16 VSC @ 6" .J W F 10.8+161 R 12.8+115R 14.7+87R 16.5+69R 18.2+57R 19.9+48R 21.6+41 R 61.7+919R 73.1+657R 83.9+497R 94.2+394R 103.9+325R 113.E+274R 123.3+234R q 833 769 727 699 679 665 654y VSC @ 4" 12.16 11.22 10.61 10.20 9.91 9.70 9.54 F 9.9+161 R 11.6+115R 13.2+87R 14.7+69R 16.1+57R 17.5+48R 18.9+41 R 56.5+919R 66.2+657R 75.4+497R 83.9+394R 91.9+325R 99.9+274R 107.9+234R q 802 722 628 598 544 532 496 492 466 11.70 10.54 9.16 8.73 7.94 7.76 7.24 7.18 6.80 VSC @- F 10.4+111 R 12.6+80R 15.6+61 R 17.8+48R 20.9+39R 22.9+33R 26.1+28R 28.0+24R 31.2+21 R 59.4+634R 71.9+457R 89.1+348R 101.E+274R 119.3+223R 130.8+188R 149.0+160R 159.9+137R 178.2+120R q 861 767 670 633 606 560 547 537 510 VSC @ 18" 12.57 11.19 9.78 9.24 8.84 8.17 7.98 7.84 17.44 F 9.9+111 R 12.0+80R 14.8+61 R 16.9+48R 19.0+39R 21.9+33R 23.8+28R 25.8+24R 28.7+21 R 56.5+634R 68.5+457R 84.5+348R 96.5+274R 108.5+223R 125.1+188R 135.9+160R 147.3+137R 163.9+120R q 910 807 739 692 658 632 612 596 584 j 13.28 11.78 10.78 10.10 9.60 9.22 8.93 8.70 8.52 VSC @ 12" 9 5+111 R 11.6+80R 13.6+61 R 15.7+48R 17.7+39R 19.6+33R 21.6+28R 23.5+24R 25.3+21 R F 54.2+634R 66.2+457R 77.7+348R 89.6+274R 101.1+223R 111.9+188R 123.3+160R 134.2+137R 144.5+120R 20 994 906 824 789 745 729 701 694 675 q 14.51 13.22 12.03 11.51 10.87 10.64 10.23 10.13 9.85 VSC @ 8" 8,9+111 R 10.6+80R 12.5+61 R 14.0+48R 15.9+39R 17.3+33R 19.1+28R 20.5+24R 22.2+21 R F 50.8+634R 60.5+457R 71.4+348R 79.9+274R 90.8+223R 98.8+188R 109.1+160R 117.1+137R 126.8+120R q 1064 962 896 851 818 794 776 762 688 15.53 14.04 13.08 12.42 11.94 11.59 11.32 11.12 10.04 VSC @ 6" 8.4+111 R 10.1+80R 11.7+61 R 13.2+48R 14.7+39R 16.1+33R 17.5+28R 18.9+24R 20.2+21R F 48.0+634R 57.7+457R 66.8+348R 75.4+274R 83.9+223R 91.9+188R 99.9+160R 107.9+137R 115.3+120R 1 q 1181 1081 1016 972 941 918 902 818 688 VSC @ 4" - 17.24 15.78 14.83 14.19 13.73 13.40 13.16 11.94 10.04 � - F 7.8+111 R 9.2+80R 10.5+61 R 11.8+48R 13.0+39R 14.2+33R 15.4+28R 16.5+24R 17.6+21 R ,, 44.5+634R 52.5+457R 60.0+348R 67.4+274R 74.2+223R 81.1+188R 87.9+160R 94.2+137R 100.5+120R VSC=Verco Sidelap Connection 42 ■ VERCO MANUFACTURING CO. Catalog VR1 296 RM EH For use®f Tables ; TABLE A-7a Allowable Tension, Bq,for El-6ibedded Anchor Bolts,In Clay and see Exempla lees ounds) Concrete masonry based on the Mason Strength (� _ -- -_ ......Embedment Length,1�,or Edge Distancee 1b®(inches) 6 2 31500 240 550 9701520 2190 38901800 270 600 1070 1670 2400 42602000 280 630 1120 1760 2520 450050302500 310 710 1260 1960 2830 1q__ 3000 340 770 1380 2150 3100 55104000 400 690 1590 2480 3580 63605000 44.0 1000 1780 2780 400071106000 480 1090 1950 3040 4380 7790 1. The allowable tension values in Table are based on compressive strength of masonry assemblages. Where yield strength of anchor bolt steel governs,the allowable tension in pounds is given in Table A-7b. 2. Values are for bolts of at least A 307 quality.Bolts shall be those specified to UBC Section 2106.2.14.1. 3. Values shown are for work with or without special inspection. 4. Values based on UBC Table No.21-E-1 or ACl/ASCE Equation 5-1 (except fag=B,). 5. Values may be increased by one-third when considering wind or seismic forces per UBC Section 2303(d). TABLE A-7b Allowable Tension, Bt,for Embedded Anchor Bolts Sol Clay and Concrete Masonry based on the Anchor Bolt Strength (pounds) -- Bent Bar Anchor Bolt Diameter(inches) 'A 318 t/2 s/s — a_- /4 —I 7/8 1 11/8 350 790 1410 2210 �: 3180 4330 5650 7160 1. Values are for bolts of at least A 307 quality.Bolts shall be those specified in UBC Section 2106.2.14.1. 2. Values shown are for work with or without special inspection. 3. Values based on UBC Table No.21-E-2 or ACl/ASCE Equation 5-2(except B,,=Bj). 4. Values may be increased by one-third when considering wind or seismic forces per UBC Section 1603.5. TABLE A-7c Percent Tension Capacity of Anchor Bolts based on Bolt Spacing',2 Per UBC Sec. 2107.1.5.2 or ACl/ASCE Sec. 5.14.2.1, the tension capacity of anchors molts must be reduced if the areas of their tension (pullout) cones,Ap, overlap.The tensile capacity of such bolts must be determined by reducing A of the bolts by one half the overlapping area. The values in this table show the appropriate percent capacity or p percent capacity reduction based on the spacing of the anchor bolts(see figure below)• adius,r=1b Area of Segment, adb=Area of Sector, adbc—Area of Triangle, abc b =7CIb2 cos—1 21 l— J !62—` /2 ® c Anchor bolt C b/ 2 2 d cone area Tension Cone Area, Ap =7r1b2 a overlap S/2 Reduction % =Area of Segment,adb x 100/Ap s Note to find the percent reduction,set 1b= 1.0 Spacing of Bolts, s 0 0.11, 0.21, 0.31, 0.41, 0.51, 0.61, 0.71, 0.81, 0.91, %Capacity 50 53 56 60 63 66 69 72 I 75 78 80 %Reduction 50 47 44 40 37 34 31 28 25 22 20 Spacing of Bolts, s 1.11, 1.21, 1.31, 1.41, 1.51, 1.61, 1.71, 1.81, 1.91, 12.01, %Capacity 83 86 V 88 91 93 95 97 98 99 100 %Reduction 17 14 12 9 7 5 3 2 1 0 1. 1b=Embedment depth of anchor bolts,inches. 2. UBC Sec.2106.2.14.4 limits the maximum spacing.S,between anchor bolts to four bolt diameters(4db). AILILO. BLE STRESSES 297 TABLE A-8a Allowable Shear, B.,for Embedded Anchor Bolts In My and For use of Table Concrete Masonry(pO unds)1,2,3,4,S see Example 5-V Sent Bar Anchor Bolt Diameter(inches) (psi) 3/8 1/2 s18 314 7/8 1 ilia 1780 1920 2050 2170 1860 2010 2150 2280 1500 1800 y � ; 50Y� ws ' 2200 2340 ) w 1 2060 2000 � 2330 _ 2470 2500 .s- �.r,. 22E30 24.40 2590 w> t. 3000 qg "`4`z Ta. :t J,''" •,1QaK 2620 2780 vt„ ��{ •"`jury 'fri `7 µ*'� ', .ti - �iv-. q 2590 2770 2940 50003 � 2900 30$0 6000 - 1. Values are for bolts of at least A 307 quality.Bolts shall be those specified in UBC Section 2106.2.14.1. 2. Values shown are for work with or without special inspectiot 3. Values may be increased by one-third when considering wind or seismic forces per UBC Section 1603.5. 4. Values based on UBC Table No. 21-F and UBC Eqs. 7-5 and 7-6 (ACl/ASCE Eqs. 5-5 and 5-6 similar). Shaded values are controlled by the capacity of the bolt as given by UBC Eq.7-6(ACl/ASCE Eq.5-6). 5. Refer to Tables A-8b and A-8c for the percent capacity of anchor bolts based on edge distance and bolt spacing. TABLE A-8b Percentage Shear Capacity Of Anchor Bolts based on Edge Distance, Ib,1.2 -- - 7/8 1 11/e -- Bolt Diameter(inches)-- 3/8 _ 1/2 I 5/8 3/4 Jbe % Jbe % Jbe % Jbe % Jbe % 'be % 'be % Capacity Capacity Capacity Capacity Capacity Capacity Capacity Edge Distance 12d, 45 900.0 6.0 (100.0 7.5 100.0 9.0 100.0 10.5 180.6 10.0 181.0 11.5 181.3 in Bolt 10d6 3.8 75.0 5.0 _77.8- 6.3 79.2 7.5 80.0 8.8 80.6 10.0 89.0 11.3 81.3 Diameters 8db 3.0 50.0 4.0 55.6 5.0 58.3 6.0 60.0 7.0 61.1 8.0 61.9 9.0 62.5 6 db 2.3 25.0 3.0 33.3 3.8 37.5 4.5 40.0 5.3 41.7 6.0 42.9 6.8 43.8 4 dB 1.5 0.0 2.0 91.9 2.5 16.7 3.0 20.0 3.5 22.2 4.0 23.8 4.5 25.0 2db - 0.0 - 0.0 - 0.0 1.5 0.0 1.8 2.3 2.0 4.8 2.3 6.3 Minimum 1 1.5" 1.5 0.0 1.5 0.0 1.5 0.0 1.5 0.0 1.5 0.0 1.5 1 0.0 1.5 0.0 1. UBC Section 2107.1.5.3 requires the capacity of anchor bolts determined by UBC-Equation 7-5 be reduced when the edge distance is less than 12db. 2. !be=Edge distance in inches. TABLE A•-8C Percentage Shear Capacity of Anchor Bolts based on the Solt Spacing, SIA 7 I^ 11/a 3 Bolt Diameter(Inches) 31s 1/2 5/8 /4 /® 1 s % s t Capacity Capacity s Capacity% s Capacity Capacity Capacity Capacity Capacity Y Bolt Spacing 8d, 3.0 100.0 4.0 100.0 5.0 100.0 6.0 100.0 7.0 100.0 8.0 100.0 9.0 100.0 In Bolt 7d° 2.6 93.8 3.5 93.8 4.4 93.8 5.3 93.8 6.1 93.8 7.0 93.8 7.9 93.8 Diameters 6d, 2.3 87.5 3.0 87.5 3.8 87.5 4.5 87.5 5.3 87.5 6.0 87.5 6.8 87.5 5db 1.9 81.3 2.5 81.3 3.1 81.3 3.8 81.3 4.4 81.3 5.0 81.3 5.6 81.3 Ode 1.5 75.0 2.0 75.0 2.5 75.0 1 3.0 75.0 3.5 75.0 4.0 75.0 4.5 75.0 1. UBC Section 2107.1.5.3 requires the capacity of anchor bolts determined by UBC Equation 7-5 be reduced when the bolt spacing is less than 8db. l GEOTECHNICAL ENGINEERING EVALUATION XPRESS LUBE/EXPRESSO ARLINGTON, WASHINGTON PREPARED FOR MR. KEVIN McALLISTER AND MR. TIM KAINTZ RECEIVED DEC 0 9 2008 COA PERMIT CENTER . t3l��ogoa-gam ,r • � �'� �: NELSON GEOTECH N ICAL N �- A ASSOCIATES, INC. GA GEOTECHNICAL ENGINEERS & GEOLOGISTS Main Office Engineering-Geology Branch 17311—135 h Avenue NE,A-500 437 East Penny Road Woodinville,WA 98072 Wenatchee,WA 98801 (425)486-1669 FAX(425)481-2510 (509)665-7696 FAX(509)665-7692 (425)337-1669 Snohomish County March 21,2008 Mr.Kevin McAllister and Tim Kaintz 10119 North Davies Road Lake Stevens, Washington 98258 Geotechnical Engineering Evaluation Xpress Lube/Espresso Arlington,Washington NGA File No. 783208 Dear Mr.McAllister and Mr.Kaintz: We are pleased to submit the attached report titled "Geotechnical Engineering Evaluation — Xpress Lube/Espresso — Arlington, Washington." This report summarizes the existing surface and subsurface conditions within the site and provides general recommendations for the proposed site development. Our services were completed in general accordance with the proposal signed by Kevin McAllister on February 21,2008. An existing espresso stand with paved parking currently occupies the western portion of the property. Development plans include the construction of a new building with slab-:on-grade and underground service bays on the eastern portion of the property. Cuts on the order of 8 to 10 feet will be needed for the underground service bays. The proposed building area is currently vacant and is vegetated with grass and scotch broom. Stormwater handling is planned to be directed into an on-site infiltration system. We monitored the excavation of two test pits in the planned improvement area. Our explorations indicate that the site is generally underlain by competent glacial outwash soil at depth. We have concluded that the site is generally compatible with the planned improvements. We have recommended that the foundation for the new structure be founded on the underlying medium dense or better native soil for bearing capacity and settlement considerations. These soils should generally be encountered approximately one to three feet below the existing ground surface,based on our explorations. Stormwater is planned to be directed to an on-site infiltration system. However, we encountered groundwater at a shallow depth, which may impact system design. Our recommendations for the infiltration system are discussed in the attached report. Also, the shallow groundwater will be a factor when excavating for the underground pits. Dewatering of the area may be needed, depending on actual groundwater elevations. Also, the underground pits will need to be designed to withstand buoyancy and hydrostatic forces. We have also included recommendations for site grading, foundation support, and site drainage. Geotechnical Engineering Evaluation Xpress Lube/Espresso Arlington,Washington March 21,2008 NGA File No. 783208 Summary-Page 2 We appreciate the opportunity to be of service to you on this project. Please contact us if you have any questions regarding this report or require further information. Sincerely, NELSON GEOTECHNICAL ASSOCIATES, INC. Khaled M. Shawish,P.E. Principal Three Copies Submitted cc: Rick Fletcher—PugetWest Construction(one copy) TABLE OF CONTENTS INTRODUCTION...................................................................................................................................... I SCOPE......................................................................................................................................................... 1 SITECONDITIONS..................................................................................................................................2 SURFACECONDITIONS..............................................................................................................................2 SUBSURFACECONDITIONS........................................................................................................................2 HYDROLOGICCONDITIONS....................................................................................................................... 3 SENSITIVE AREA EVALUATION........................................................................................................3 SEISMICHAZARD...................................................................................................................................... 3 EROSIONHAZARD.....................................................................................................................................4 CONCLUSIONS AND RECOMMENDATIONS...................................................................................4 GENERAL...................................................................................................................................................4 SITE PREPARATION AND GRADING........................................................................................................... 5 TEMPORARYSLOPES................................................................................................................................. 6 FOUNDATIONS........................................................................................................................................... 7 STRUCTURALFILL.................................................................................................................................... 8 SLAB-ON-GRADE......................................................................................................................................9 PAVEMENTS ............................................................................................................................................ 11 STORMWATER INFILTRATION................................................................................................................. l 1 SITEDRAINAGE....................................................................................................................................... 12 USEOF THIS REPORT.......................................................................................................................... 13 LIST OF FIGURES Figure 1 —Vicinity Map Figure 2—Site Plan Figure 3—Soil Classification Chart Figure 4—Test Pit Logs Figure 5 through 7—Grain Size Sieve Analysis NELSON GEOTECHN/CAL ASSOCIATES, INC. i �I Geotechnical Engineering Evaluation Xpress Lube/Espresso Arlington, Washington INTRODUCTION This report presents the results of our geotechnical engineering investigation and evaluation of the proposed Xpress Lube/Espresso project located at 16831 Smokey Point Boulevard in Arlington, Washington as shown on the Vicinity Map in Figure 1. The purpose of this study is to explore and characterize the site's surface and subsurface conditions, and to provide geotechnical recommendations for site development. For our use in preparing this report, we were provided with a site plan titled "Xpress Lube/Espresso—Proposed Site Plan—Arlington, WA," dated January 2008, prepared by Sound Design Engineering,Inc. showing the existing and planned improvements. An espresso stand currently occupies the western portion of the property. Development plans include the construction of a new express lube center with slab-on-grade and underground service bays in the vacant area east of the existing espresso stand. Cuts on the order of 8 to 10 feet will be needed for the underground service bays. Stormwater is planned to be directed into an on-site infiltration system. The proposed site layout is shown on the Site Plan in Figure 2. SCOPE The purpose of this study is to explore and characterize the site subsurface conditions, and provide general recommendations for site development. Specifically, our scope of services includes the following: 1. Review existing soil and geologic maps of the area. 2. Explore the site subsurface soil and groundwater conditions with trackhoe-excavated test pits. Mini-trackhoe was supplied by the owner. 3. Install up to three piezometers to monitor groundwater elevations, as required by the City of Arlington. 4. Perform laboratory classification and analyses on selected soils samples obtained in the explorations,as necessary. 5. Provide recommendations for site grading and earthwork, including structural fill placement and compaction. 6. Provide recommendations for temporary slopes. 7. Provide recommendations for foundation support and slabs-on-grade. 8. Provide recommendations for pavement subgrade preparation. NELSON GEOTECHN/CAL ASSOCIATES, INC. :r n Geotechnical Engineering Evaluation Xpress Lube/Espresso Arlington, Washington March 21,2008 NGA File No. 783208 Page 2 9. Provide recommendations for stormwater infiltration per 2005 DOE Stormwater Management in Western Washington manual. 10. Provide recommendations for site drainage and erosion control. 11. Document the results of our explorations, findings, conclusions, and recommendations in a written geotechnical engineering report. SITE CONDITIONS Surface Conditions The property is rectangular-shaped and is approximately 0.37 acres in size. The western portion of the property is currently occupied by an espresso stand and associated paving. The new development is planned in the eastern portion of the property. The new improvements area is currently unoccupied and vegetated with grass and scotch broom. The property is bordered to the north and east by vacant property, to the south by a restaurant, and to the west by Smokey Point Boulevard. We did not observe standing water during our site visit on Monday,February 25,2008. Subsurface Conditions Geology: The geologic units for this site are shown on the Geologic Map of the Arlington West Quadrangle, Snohomish County Washington by James P. Minard (USGS 1985). The site is mapped as recessional outwash (Qvr), and more specifically the Marysville Sand member (Qvrm). The Marysville Sand member is described as clean sand with some fine gravel and areas of silt and clay. Our explorations encountered sand with gravel generally consistent with recessional outwash. Explorations: The subsurface conditions within the site were explored on February 25, 2008 by excavating two test pits to depths ranging from 8.1 to 9.0 feet below the existing ground surface using a trackhoe. The approximate locations of our explorations are shown on the Site Plan in Figure 2. A geologist from NGA was present during the explorations, examined the soils and geologic conditions encountered, obtained samples of the different soil types, and maintained logs of the test pits. The soils were visually classified in general accordance with the Unified Soil Classification System, presented in Figure 3. The logs of our test pits are attached to this report and are presented as Figure 4. We present a brief summary of the subsurface conditions in the following paragraphs. For a detailed description of the subsurface conditions,the logs of the test pits should be reviewed. NELSON GEOTECHN/CAL ASSOCIATES, INC. r,; s ti S� VI 1 Geotechnical Engineering Evaluation Xpress Lube/Espresso Arlington, Washington March 21,2008 NGA File No. 783208 Page 3 Below a surficial layer of grass in Test Pit 1, we encountered approximately 0.4 feet of loose to medium dense,dark brown, silty fine sand,which we interpreted to be topsoil. Below the topsoil,we encountered approximately 3.0 feet of medium dense to dense, orange-brown, silty fine sand, which we interpreted to be weathered outwash. Below the weathered outwash, we encountered medium dense to dense gray fine to medium sand with silt and varying amounts of gravel, which we interpreted to be native recessional outwash. Test Pit 1 was terminated in the recessional outwash at a depth of 9.0 feet below the existing ground surface. 4 Below a surficial layer of gravel in Test Pit 2, we encountered approximately 0.5 feet of loose to medium dense, dark brown, silty fine sand, which we interpreted to be topsoil. In the southwest corner of the test pit,we encountered up to approximately 2.8 feet of dark brown silty fine sand,which we interpreted to be modified ground. Below the topsoil, we encountered approximately 0.5 feet of medium dense to dense, orange-brown,silty fine sand. Below the orange-brown silty sand,we encountered approximately 1.5 feet of medium dense to dense, brown-gray, silty fine sand. We interpreted both of these layers to be weathered recessional outwash. Below the weathered outwash, we encountered medium dense to dense gray fine to medium sand with silt and varying amounts of gravel, which we interpreted to be native recessional outwash. Test Pit 2 was terminated in the recessional outwash at a depth of 8.1 feet below the existing ground surface. Hydrologic Conditions Heavy groundwater seepage was encountered in Test Pits 1 and 2 at approximate depths of 5.2 to 6.7 feet below the existing ground surface, respectively. The groundwater seepage is interpreted to be part of the regional water table. We would expect the groundwater table to rise slightly during wetter times of the year. Moderate to heavy caving was also encountered between 5.2 feet and 6.7 feet and the extent of each test pit. SENSITIVE AREA EVALUATION Seismic Hazard We reviewed the 2006 International Building Code (IBC) for seismic site classification for this project. Since medium dense to dense silty was encountered underlying the site at depth, the site conditions best fit the IBC description for Site Class D. NELSON GEOTECHN/CAL ASSOCIATES, INC. Geotechnical Engineering Evaluation Xpress Lube/Espresso Arlington, Washington March 21,2008 NGA File No. 783208 Page 4 Hazards associated with seismic activity include liquefaction potential and amplification of ground motion. Liquefaction is caused by a rise in pore pressures in a loose, fine sand deposit beneath the groundwater table. It is our opinion that the competent recessional outwash interpreted to underlie the site has a low potential for liquefaction or amplification of ground motion. Erosion Hazard The criteria used for determination of the erosion hazard for affected areas include soil type, slope gradient, vegetation cover, and groundwater conditions. The erosion sensitivity is related to vegetative cover and the specific surface soil types, which are related to the underlying geologic soil units. The Soil Survey of Snohomish County Area Washington, by the Soil Conservation Service(SCS)was reviewed to determine the erosion hazard of the on-site soils. The surface soils for this site were mapped as Custer fine sandy loam, 0 to 2 percent slopes, and Lynnwood loamy sand, 0 to 3 percent slopes. The erosion hazard for these materials is listed as slight. It is our opinion that the erosion hazard for site soils should be low in areas where vegetation is not disturbed. LABORATORY ANAYLYSIS We performed three grain-size sieve analyses on soil samples from both test pits. The results of the sieve analyses are presented as Figures 5 through 7. CONCLUSIONS AND RECOMMENDATIONS General It is our opinion from a geotechnical standpoint that the site is compatible with the planned development. Our explorations indicated that the site is generally underlain by competent native recessional outwash soils. However, we did encounter small areas of modified ground, indicating that previous grading activities may have occurred on the site, possibly during the construction of the espresso stand. The modified ground and any loose material should be removed and re-compacted, or replaced with structural fill. The native soils should provide adequate support for foundation, slab, and pavement loads. We recommend that the building be designed utilizing shallow foundations. Footings should extend through the modified ground or loose soil, and be founded on the underlying medium dense or better native soil, or structural fill extending to these soils. The medium dense or better soil should typically be encountered approximately two feet below the existing surface,based on our explorations. NELSON GEOTECHNICAL ASSOCIATES, INC. i Geotechnical Engineering Evaluation Xpress Lube/Espresso Arlington, Washington March 21, 2008 NGA File No. 783208 Page 5 Excavations for the underground service bays will be approximately eight feet below the existing ground surface and retaining walls will be needed to support these cuts. Also,heavy groundwater and caving was encountered in the test pits. Dewatering of this area will likely be needed to facilitate the installation of the underground structures. Also, the retaining walls and slabs-on-grade should be designed to resist hydrostatic and buoyancy forces. Dewatering plans can be evaluated at the time of construction, based on prevailing groundwater conditions. It is our preliminary opinion that deep wells and/or well points will be needed on this site to effectively control groundwater. Stormwater is planned to be directed to an on-site infiltration system. However, we encountered groundwater at a shallow depth. The stormwater manual requires a 5-foot separation between groundwater and the bottom of the infiltration trench. The manual allows a reduction in the separation if mounding analysis is conducted. The mounding analysis could be conducted during final design based on actual locations and elevations of the infiltration system. This is further discussed in the Stormwater Infiltration subsection of this report. The upper soils encountered on this site are considered moisture-sensitive, and will disturb when wet. We recommend that construction take place during the drier summer months, if possible. If construction is to take place during wet weather,the soils may disturb and additional expenses and delays may be expected due to the wet conditions. Additional expenses could include the need for placing a blanket of rock spalls to protect exposed subgrades and construction traffic areas. The native on-site soils could be used as structural fill provided they could be compacted to specifications. This will depend on the moisture content of the soils at the time of construction. NGA should be retained to determine if the on-site soils can be used as structural fill material during construction. Site Preparation and Grading After erosion control and dewatering measures are implemented, site preparation should consist of removing any undocumented fill and loose soils from the building and other structural areas to expose medium dense or better native soils. Based on our explorations, we anticipate excavation depths of approximately one to three feet in the area of the planned building to reach competent subgrade. .However, additional stripping may be required if areas of undocumented fill and/or loose soil are encountered in unexplored areas of the site. NELSON GEOTECHN/CAL ASSOCIATES, INC. i Geotechnical Engineering Evaluation Xpress Lube/Espresso Arlington, Washington March 21, 2008 NGA File No. 783208 Page 6 After excavating the surficial material, if the exposed subgrade is deemed loose, it should be compacted to a non-yielding condition and then proof-rolled with a heavy rubber-tired piece of equipment. Areas observed to pump or weave during the proof-roll test should be reworked to structural fill specifications or over-excavated and replaced with properly compacted structural fill or rock spalls. If loose soils are encountered in the pavement areas, the loose soils should be removed and replaced with rock spalls or granular structural fill. If significant surface water flow is encountered during construction, this flow should be diverted around areas to be developed, and the exposed subgrades should be maintained in a semi-dry condition. The upper site soils are considered moisture-sensitive, and may disturb when wet. We recommend that construction take place during the drier summer months if possible. However, if construction takes place during the wet season, additional expenses and delays should be expected due to the wet conditions. Additional expenses could include the need for placing a blanket of rock spalls on exposed subgrades, construction traffic areas, and paved areas prior to placing structural fill. Wet weather grading will also require additional erosion control and site drainage measures. The existing undocumented fill material may be partially suitable for use as structural fill. The underlying native soils may be suitable for use as structural fill, depending on the moisture content of the soil at the time of construction. NGA should be retained to evaluate the suitability of all on-site and imported structural fill material during construction. Temporary Slopes We anticipate cuts on the order of 8 to 10 feet for the underground service bays and utility installation on this project. Temporary cut slope stability is a function of many factors, including the type and consistency of soils, depth of the cut, surcharge loads adjacent to the excavation, length of time a cut remains open, and the presence of surface or groundwater. It is exceedingly difficult under these variable conditions to estimate a stable, temporary, cut slope angle. Therefore, it should be the responsibility of the contractor to maintain safe slope configurations at all times as indicated in OSHA guidelines for cut slopes. The following information is provided solely for the benefit of the owner and other design consultants and should not be construed to imply that Nelson Geotechnical Associates, Inc. assumes responsibility for job NELSON GEOTECHN/CAL ASSOCIATES, INC. Geotechnical Engineering Evaluation Xpress Lube/Espresso Arlington, Washington March 21, 2008 NGA File No. 783208 Page 7 site safety. Job site safety is the sole responsibility of the project contractor. These inclinations also assume that the groundwater table is effectively dewatered. For planning purposes, we recommend that temporary cuts in the on-site soils be no steeper than 2 Horizontal to 1 Vertical (2H:1 V). If significant groundwater seepage or surface water flow were encountered, we would expect that flatter inclinations would be necessary. We recommend that cut slopes be protected from erosion. The slope protection measures may include covering cut slopes with plastic sheeting and diverting surface runoff away from the top of cut slopes. We do not recommend vertical slopes for cuts deeper than four feet, if worker access is necessary. We recommend that cut slope heights and inclinations conform to appropriate OSHA/WISHA regulations. We encountered groundwater and moderate to heavy caving at approximately five to seven feet below the existing ground surface. These conditions need to be addressed for the planned underground service bay excavations. We can provide specific recommendations for dewatering/shoring of the excavations once plans are finalized. Foundations Conventional shallow spread foundations should be placed on medium dense or better native soils, or be supported on structural fill or rock spalls extending to those soils. Medium dense soils should be encountered approximately one to three feet below ground surface based on our explorations. Where undocumented fill or less dense soils are encountered at footing bearing elevation, the subgrade should be over-excavated to expose suitable bearing soil. The over-excavation may be filled with structural fill, or the footing may be extended down to the competent native soils. If footings are supported on structural fill,the fill zone should extend outside the edges of the footing a distance equal to one-half of the depth of the over-excavation below the bottom of the footing. Footings should extend at least 18 inches below the lowest adjacent finished ground surface for frost protection and bearing capacity considerations. Foundations should be designed in accordance with the 2006 IBC. Footing widths should be based on the anticipated loads and allowable soil bearing pressure. Water should not be allowed to accumulate in footing trenches. All loose or disturbed soil should be removed from the foundation excavation prior to placing concrete. NELSON GEOTECHN/CAL ASSOCIA TES, INC. �, I Geotechnical Engineering Evaluation Xpress Lube/Espresso Arlington, Washington March 21,2008 NGA File No.783208 Page 8 For foundations constructed as outlined above, we recommend an allowable design bearing pressure of not more than 2,000 pounds per square foot (psf) be used for the design of footings founded on the medium dense or better native soils or structural fill extending to the competent native material. The foundation bearing soil should be evaluated by a representative of NGA. We should be consulted if higher bearing pressures are needed. Current IBC guidelines should be used when considering increased allowable bearing pressure for short-term transitory wind or seismic loads. Potential foundation settlement using the recommended allowable bearing pressure is estimated to be less than one-inch total and 'h-inch differential between adjacent footings or across a distance of about 20 feet, based on our experience with similar projects. Lateral loads may be resisted by friction on the base of the footing and passive resistance against the subsurface portions of the foundation. A coefficient of friction of 0.35 may be used to calculate the base friction and should be applied to the vertical dead load only. Passive resistance may be calculated as a triangular equivalent fluid pressure distribution. An equivalent fluid density of 200 pounds per cubic foot (pcf)should be used for passive resistance design for a level ground surface adjacent to the footing. This level surface should extend a distance equal to at least three times the footing depth. These recommended values incorporate safety factors of 1.5 and 2.0 applied to the estimated ultimate values for frictional and passive resistance, respectively. To achieve this value of passive resistance, the foundations should be poured "neat" against the native medium dense soils or compacted fill should be used as backfill against the front of the footing. We recommend that the upper one-foot of soil be neglected when calculating the passive resistance. Structural Fill General: Fill placed beneath foundations, pavement, or other settlement-sensitive structures should be placed as structural fill. Structural fill,by definition, is placed in accordance with prescribed methods and standards, and is monitored by an experienced geotechnical professional or soils technician. Field monitoring procedures would include the performance of a representative number of in-place density tests to document the attainment of the desired degree of relative compaction. The area to receive the fill should be suitably prepared as described in the Site Preparation and Grading subsection prior to beginning fill placement. NELSON GEOTECHN/CAL ASSOCIATES, INC. r Geotechnical Engineering Evaluation Xpress Lube/Espresso Arlington,Washington March 21,2008 NGA File No. 783208 Page 9 Materials: Structural fill should consist of a good quality, granular soil, free of organics and other deleterious material, and be well graded to a maximum size of about three inches. All-weather structural fill should contain no more than five percent fines (soil finer than U.S. No. 200 sieve, based on that fraction passing the U.S. 3/4-inch sieve). The on-site soils may be suitable for use as structural fill depending on the moisture, debris, and organic content of the soil during construction. We should be retained to evaluate all proposed structural fill material prior to placement. Fill Placement: Following subgrade preparation, placement of structural fill may proceed. All filling should be accomplished in uniform lifts up to eight inches thick. Each lift should be spread evenly and be thoroughly compacted prior to placement of subsequent lifts. All structural fill underlying building areas and pavement subgrade should be compacted to a minimum of 95 percent of its maximum dry density. Maximum dry density, in this report, refers to that density as determined by the ASTM D-1557 Compaction Test procedure. The moisture content of the soils to be compacted should be within about two percent of optimum so that a readily compactable condition exists. It may be necessary to over- excavate and remove wet soils in cases where drying to a compactable condition is not feasible. All compaction should be accomplished by equipment of a type and size sufficient to attain the desired degree of compaction. Slab-on-Grade Slabs-on-grade should be supported on subgrade soils prepared as described in the Site Preparation and Grading subsection of this report. For slabs cast underneath the prevailing groundwater table elevations, the slab should be designed to withstand hydrostatic and buoyancy forces. Also, the slab should be adequately sealed to prevent water leakage. We recommend that all floor slabs be underlain by at least six inches of free-draining gravel with less than three percent by weight of the material passing Sieve 4200 for use as a capillary break. We recommend that the capillary break be hydraulically connected to the footing drain system to allow free drainage from under the slab. A suitable vapor barrier, such as heavy plastic sheeting (6-mil minimum), should be placed over the capillary break material. An additional 2-inch-thick moist sand layer may be used to cover the vapor barrier. This sand layer is optional and is intended to protect the vapor barrier membrane and to aid in curing the concrete. NELSON GEOTECHN/CAL ASSOCIA TES, INC. 41 I Geotechnical Engineering Evaluation Xpress Lube/Espresso Arlington, Washington March 21,2008 NGA File No. 783208 Page 10 Retaining Walls Retaining walls will be needed on this site for the underground service bays. The site should be effectively dewatered prior to installing the walls. The walls should be designed to withstand full hydrostatic and buoyancy forces, and the walls subgrade should be covered with a layer of 1 foot of 2-to 4-inch crushed rock. The walls should be adequately water-proofed to prevent leakage into the underground service pits. The lateral pressure acting on subsurface retaining walls is dependent on the nature and density of the soils behind the wall, the amount of lateral wall movement which can occur as backfill is placed, wall drainage conditions, and the inclination of the backfill. For walls that are free to yield at the top at least one thousandth of the height of the wall (active condition), soil pressures will be less than if movement is limited by such factors as wall stiffness or bracing (at-rest condition). We recommend that walls supporting horizontal backfill and not subjected to hydrostatic forces, be designed using a triangular earth pressure distribution equivalent to the pressure exerted by a fluid with a density of 35 pcf for yielding (active condition)walls, and 60 pcf for non-yielding(at-rest condition)walls. A full hydrostatic pressure of 62.4 pcf should be added to these values since we do not expect that the walls could be drained. These recommended lateral earth pressures are for a granular backfill and are based on the assumption of a horizontal ground surface behind the wall for a distance of at least the subsurface height of the wall,and do not account for surcharge loads. Additional lateral earth pressures should be considered for surcharge loads acting adjacent to subsurface walls and within a distance equal to the subsurface height of the wall. This would include the effects of surcharges such as traffic loads, floor slab loads, slopes, hydrostatic forces, or other surface loads. We could consult with you and your structural engineer regarding additional loads on retaining walls during final design, if needed. All wall backfill should be well compacted as outlined in the Structural Fill subsection of this report. Care should be taken to prevent the buildup of excess lateral soil pressures,due to over-compaction of the wall backfill. This can be accomplished by placing wall backfill in eight-inch loose lifts and compacting the backfill with small, hand-operated compactors within a distance behind the wall equal to at least one- half the height of the wall. The thickness of the loose lifts should be reduced to accommodate the lower NELSON GEO TECHNICAL ASSOCIATES, INC. .r Geotechnical Engineering Evaluation Xpress Lube/Espresso Arlington, Washington March 21,2008 NGA File No. 783208 Page 11 compactive energy of the hand-operated equipment. The recommended level of compaction should still be maintained. Pavements Pavement subgrade preparation, and structural filling where required, should be completed as recommended in the Site Preparation and Grading and Structural Fill subsections of this report. Depending on the tolerance to pavement cracking,the undocumented fill should be removed and replaced with structural fill or, at a minimum, thoroughly compacted prior to placing the pavement section. The pavement subgrade should be proof-rolled with a heavy, rubber-tired piece of equipment, to identify soft or yielding areas that require repair. We should be retained to observe the proof-rolling and recommend repairs prior to placement of the base course. Stormwater Infiltration We performed three grain-size sieve analyses on soil samples obtained from Test Pit 1 at depths of 1.6 and 3.1 feet, and in Test Pit 2 at a depth 1.7 feet below the existing ground surface, in order to establish design infiltration rates for on-site infiltration. The results of the grain-size analyses are presented as Figures 5 through 7. We referenced the 2005 Washington State DOT; Stormwater Management Manual for Western Washington to determine the design infiltration rates. The above-referenced manual requires a 5-foot separation between the bottom of the infiltration systems and high groundwater elevations. We encountered groundwater seepage at approximately 6.7 feet and 5.2 feet in Test Pits 1 and 2, respectively. The separation distance can be reduced to three feet provided that further analysis is conducted. Based on the grain-size analyses and the information found in the manual, the on-site material likely to be encountered in the planned infiltration area at Test Pit 1 and 3.1 feet and Test Pit 2 at 1.7 feet have design infiltration rates of 2.0 inches per hour, respectively. The sample taken at 1.6 feet in Test Pit 1 contains too much silt and is not suitable for infiltration. We should be retained to review the infiltration system design and final locations. Mounding analysis could be conducted at that time depending on actual conditions and final design. We recommend that the infiltration trenches be extended to the underlying clean sand. We should be retained to verify this condition in the field at the time of construction. NELSON GEO TECHNICAL ASSOCIATES, INC. i Geotechnical Engineering Evaluation Xpress Lube/Espresso Arlington, Washington March 21,2008 NGA File No. 783208 Page 12 Site Drainage Surface Drainage: The finished ground surface should be graded such that stormwater is directed to an appropriate stormwater collection system. Water should not be allowed to stand in any areas where footings, slabs,or pavements are to be constructed. Final site grades should allow for drainage away from the structures. We suggest that the finished ground be sloped at a minimum gradient of three percent, for a distance of at least 10 feet away from the structures. Surface water should be collected by permanent catch basins and drain lines, and be discharged into an appropriate discharge system. Subsurface Drainage: If groundwater is encountered in shallow excavations during construction, we recommend that the contractor slope the bottom of the excavation and collect the water into ditches and small sump pits where the water can be pumped out and routed into a permanent storm drain. The groundwater table is relatively shallow on this site. If excavations below the groundwater elevations reported in the explorations are planned, a dewatering system needs to be installed prior to attempting excavations. This can be evaluated during final design. The need and actual design for such systems should be determined in the field at the time of construction. We recommend the use of footing drains around the structure. Footing drains should be installed at least one foot below planned finished floor elevation. The drains should consist of a minimum four-inch- diameter, rigid, slotted or perforated, PVC pipe surrounded by free-draining material wrapped in a filter fabric. We recommend that the free-draining material consist of an 18-inch-wide zone of clean(less than three-percent fines), granular material placed along the back of walls. Pea gravel is an acceptable drain material, or drainage composite may also be used instead. The free-draining material should extend up the wall to one foot below the finished surface. The top foot of backfill should consist of impermeable soil placed over plastic sheeting or building paper to minimize surface water or fines migration into the footing drain. Footing drains should discharge into tightlines leading to an appropriate collection and discharge point with convenient cleanouts to prolong the useful life of the drains. Roof drains should not be connected to wall or footing drains. It is unlikely that the below-grade structures could be effectively drained. We therefore recommend that these elements be designed to withstand hydrostatic and buoyancy forces based on a groundwater NELSON GEOTECHNICAL ASSOCIATES, INC. i ►t Geotechnical Engineering Evaluation Xpress Lube/Espresso Arlington, Washington March 21, 2008 NGA File No. 783208 Page 13 elevation at the ground surface. Extensive water-proofing will also be needed to prevent leakage into these areas. USE OF THIS REPORT NGA has prepared this report for Kevin McAllister and Mr. Tim Kaintz and their agents for use in the planning and design of the development on this site only. The scope of our work does not include services related to construction safety precautions and our recommendations are not intended to direct the contractors' methods,techniques, sequences, or procedures, except as specifically described in our report for consideration in design. There are possible variations in subsurface conditions between the explorations and also with time. Our report,conclusions, and interpretations should not be construed as a warranty of subsurface conditions. A contingency for unanticipated conditions should be included in the budget and schedule. We recommend that NGA be retained to provide monitoring and consultation services during construction to confirm that the conditions encountered are consistent with those indicated by the explorations, to provide recommendations for design changes should the conditions revealed during the work differ from those anticipated, and to evaluate whether or not earthwork and foundation installation activities comply with contract plans and specifications. We should be contacted a minimum of one week prior to construction activities and could attend pre-construction meetings if requested. Within the limitations of scope, schedule, and budget, our services have been performed in accordance with generally accepted geotechnical engineering practices in effect in this area at the time this report was prepared. No other warranty, expressed or implied, is made. Our observations,findings, and opinions are a means to identify and reduce the inherent risks to the owner. o-O-o NELSON GEO TECHNICAL ASSOCIATES, INC. i ,, i i Geotechnical Engineering Evaluation Xpress Lube/Espresso Arlington,Washington March 21,2008 NGA File No. 783208 Page 14 It has been a pleasure to provide service to you on this project. If you have any questions or require further information,please call. Sincerely, NELSON GEOTECHNICAL ASSOCIATES, INC. Anna Jordan Staff Geologist Bala Dodoye-Alali Project Geologist 35215 ANAL WIRES Khaled M. Shawish,PE Principal AJJ:BD:KMS:pkw Seven Figures Attached NELSON GEOTECHNICAL ASSOCIATES, INC. i VICINITY MAP N Not to Scale 4"PI Ne El . 173rd PI Sonolk-ey Paint 3 172nd St Ne Project Site 4 69,t� St Ne c 168th P1 Ne 1681th St Ne 166th P1 Ne "5th Pf Map Data 0 2008 NAVT EQ or TeleAlas Marysville, WA I la Project Number NELSON GEOTECHNICAL No. Date Revision By CK ASSOCIATES, INC. Xpress Lube/Espresso /G I 02/26/DB Original SJW AJJ 783208 ---N �A Vicinity Map GEOTIECHNICAL ENGINEERS & GEOLOGISTS Figure 1 $M A.WAIM 1 �: I I I N r=7 P 'a I Existing I > espresso t2 stand o a a0 VA a I > - O a1 I I • I I i LEGEND • — Property line TP-1 Number and approximate location of test pit Planned Development Area 0 30 60 Scale: 1 inch = 30 feet a w w X Reference:Site Plan based on a site plan dated February 20,2008,titled"Proposed Site Plan,"prepared by Sound Design Engineering,Inc. Project Number NELSON GEOTECHNICAL No. Date Revision By CK 783208 Xpress Lube/Espresso NGA ASSOCIATES, INC. 1 2/27/08 Original ,IRW so Site Plan GEOTECHNICAL ENGINEERS Be GEOLOGISTS Figure 2 17311.1351h A.NE A4W K.M n:C•unty(425)U7.1669 V4-&VN.WA 9W`2 V;n'--h••ICh=(603)e6&7••6 (476)�Ie••I Fv N1-2510 www.M.arq••Y h•am 7 UNIFIED SOIL CLASSIFICATION SYSTEM MAJOR DIVISIONS GROUP GROUP NAME SYMBOL CLEAN GW WELL-GRADED, FINE TO COARSE GRAVEL COARSE- GRAVEL GRAVEL GP POORLY-GRADED GRAVEL GRAINED MORE THAN 50% GRAVEL OF COARSE FRACTION GM SILTY GRAVEL RETAINED ON SOILS NO.4 SIEVE WITH FINES GC CLAYEY GRAVEL SAND CLEAN SW WELL-GRADED SAND,FINE TO COARSE SAND SAND SP POORLY GRADED SAND MORE THAN 50% RETAINED ON MORE THAN 50% NO.200 SIEVE OF COARSE FRACTION SAND SM SILTY SAND PASSES NO,4 SIEVE WITH FINES SC CLAYEY SAND FINE - SILT AND CLAY ML SILT INORGANIC I GRAINED LIQUID LIMIT CL CLAY LESS THAN 50% f SOILS ORGANIC OL ORGANIC SILT,ORGANIC CLAY SILT AND CLAY MH SILT OF HIGH PLASTICITY,ELASTIC SILT MORE THAN 50% INORGANIC PASSES LIQUID LIMIT CH CLAY OF HIGH PLASTICITY,FLAT CLAY NO.200 SIEVE 50%OR MORE ORGANIC OH ORGANIC CLAY,ORGANIC SILT HIGHLY ORGANIC SOILS PT PEAT NOTES: I 1) Field classification is based on visual SOIL MOISTURE MODIFIERS: examination of soil in general accordance with ASTM D 2488-93. Dry-Absence of moisture,dusty,dry to the touch 2) Soil classification using laboratory tests is based on ASTM D 2488-93. Moist-Damp,but no visible water. 3) Descriptions of soil density or Wet-Visible free water or saturated, consistency are based on usually soil is obtained from u interpretation of blowcount data, below water table visual appearance of soils,and/or test data. Project Number NELSON GEOTECHNICAL No. Date Revision By CK 783208 Xpress Lube/Espresso NGA ASSOCIATES, INC. 1 2127108 Original JRw BD Soil Classification Chart GEOTECHNICAL ENGINEERS & GEOLOGISTS Figure 3 17311-13ft Aw.NE.A4M SwhDffi Cw�4425)337AM ]= O V&u& 08072 %n.thZCloYn")7642766 6 (426)466A66D 1 Foy 481,2510 xww mlcnywYdi.com Z ..: r 1 I LOG OF EXPLORATION DEPTH(FEET) USC SOIL DESCRIPTION TEST PIT ONE 0 0-0.1 GRASS 0.1 -0.5 SM DARK BROWN,SILTY FINE SAND WITH ROOTS AND TRACE GRAVEL (LOOSE TO MEDIUM DENSE,MOIST) 0.5-1.7 SM DARK BROWN SILTY FINE SAND(MEDIUM DENSE,MOIST) 1.7-3.6 SP-SM BROWN-GRAY,FINE TO MEDIUM SAND WITH SILT(MEDIUM DENSE,MOIST) 3.6-9.0 SP-SM GRAY,FINE TO MEDIUM SAND WITH SILT(MEDIUM DENSE,MOIST) SAMPLES WERE COLLECTED AT 0.3, 1.6,3.1 AND 9.0 FEET HEAVY GROUNDWATER SEEPAGE WAS ENCOUNTERED AT 6.7 FEET MINOR TEST PIT CAVING WAS ENCOUNTERED BETWEEN 6.7 AND 9.0 FEET TEST PIT WAS COMPLETED AT 9.0 FEET ON 2125/08 TEST PIT TWO 0.0-0.7 GRAVEL(FILL) 0.7-1.2 SM DARK BROWN,SILTY FINE SAND(MEDIUM DENSE,MOIST) 1.2-1.7 SM DARK BROWN,SILTY FINE SAND(MEDIUM DENSE TO DENSE,MOIST) 1.7-3.2 SP-SM BROWN-GRAY,FINE TO MEDIUM SAND WITH SILT(MEDIUM DENSE TO DENSE,MOIST) 3.2-8.1 SP-SM GRAY,FINE TO MEDIUM SAND WITH SILT(MEDIUM DENSE TO DENSE,MOIST) SAMPLES WERE COLLECTED AT 0.2, 1.0, 1.7,2.5,4.0,AND 8.1 FEET HEAVY GROUNDWATER SEEPAGE WAS ENCOUNTERED AT 5.2 FEET HEAVY TEST PIT CAVING WAS ENCOUNTERED BETWEEN 5.2 AND 8.1 FEET TEST PIT WAS COMPLETED AT 6.0 FEET ON 2/25/08 AJJ:SJW NELSON GEOTECHNICAL ASSOCIATES, INC. FILE NO 783208 FIGURE 4 T 0 0 TT0 O41T _ 0 o o N -J M r" 0 II co X 11 W g c~n co C a - oI C7u� i� 0 0 0 o � J 55 -a C IB 2 00e. z N ti N E > 00l T (L O O�OOP o O) U N oy ti - _ z W Oy _ LL 0 Lu N 0A J rn c Fn oti - - — w OLLJ co ~ NLU 3 w o�o a ti O J fn Y Q T W CO 7 Q �i Z Oy N In H d. C (!1 O� I — - Z U d N a »- _ C �/! ) N T J LL LU I U) IOC a Qw 0 wm a -J :) F- o XZ o uJ T - cn J J ro co U O C � O O O 0 COO O) f00 C1 It M — T 11-1013M A13 213NId 1N30219d g Project Number NELSON GEOTECHNICAL No. Date Revision By CK 783208 Xpress Lube/Espresso NGA ASSOCIATES, INC. 1 2rz6,08 of,8inel SJw AJJ Sieve Analysis GEOTECHNICAL ENGINEERS & GEOLOGISTS Figure 5 17311435%Aw NE.A,= 6-h.N hCounty(425)337-IGN wooa-f.M007a NYm ✓CMYn1506)7842758 Q 1425)�3&I&M I Fu 431-2510 irllorgwYtltmm (� 2 ,_� ti I I I T O 0 0 z O 0 � U n O m 11 0) g U) m T 0 O0U) 0 0 o �3 a m � ooc, — zz 04, 00, 00012' — — — 0 E ` oo ti — — — Z In 0 _ N 0a U) N 55 W o2 W p V W 04, Q 2 U 0 J co 3 p — T g � w O Q 0i z � m Z 0y N `co Of d 7 'Yi C9 a. w r w IL F- C ri A o z ti T J LL z (0 c� O W i o qm a � M i- - o X z O W T w J _I j — 0 yco a U Cl) -- - o 0 0 0 00 O 0 0 0 0 0 0 0 O (3) 00 I- (D IC) (+7 N T 1HJ13M AG M3NId 1N30�13d J X Project Number NELSON GEOTECHNICAL No. Date Revision By CK � 783208 Xpress Lube/Espresso NGA ASSOCIATES, INC. 1 226/06 Original Sew Au Sieve Analysis GEOTECHNICAL ENGINEERS & GEOLOGISTS Figure 6 17911-IMMAr NE,AIM GMW I h County(40)MMSM WoadinN�,WASlU72 VWr ��A:lr4n(60Y17B471fie (175)r6&76M/Fu{Bt-7510 A.IwrpwfMi.aom (a9 2 i 0 0 0 Z O o � o o -J m u co g T '0 cu U 0 In O 0 O G � _J co L_ 3 v c 00e. o2 - O E cn 00 °,P Doti o a) c U 09 ti _ — — Z W = W o O� m LL m C y 6 J N (n 0,p — FW C c`0 j Oc,. w Z O .. [1J J 0� - --_- - - — -- — _ CD J p L 0 w cc Qo' Z 04, - W Z IV (/J 04, - — Z OV it a N w Q 0 00 J — z m a— O U. Z CD p Q m N C) X Z W r� w J O m m 0 0 0 00 0 0 0 0 0 0 0 O O CO 1- (O In C7 N 1HJ13M.,l8 b3Nld 1N3Ob3d 7 J m� N Project Number NELSON GEOTECHNICAL No. Date Revision By CK �+ ASSOCIATES, INC. N 783208 Xpress Lube/Espresso N`7 A 1 2r2610e original s,lw AJJ Sieve Analysis GEOTCCNNICAL ENGINEERS & GEOLOGISTS � Figure 7 17311.133n Aw N(.A.6A) a„A.0 rA Caunh U75)117.1lBB O Nbealmrlr,m 9w?2 1w�.vn..tin.ro t:Ael 7Aa-77f4 c (45)N6.t F..atI,M10 vww.nalwrpor,A tom (� Z .� �� I ti r 2006 W--hington State Nonresidential Energy Code Corr-!lance Form -Ehvelope SummarNw Climate ZoW1 2006 Washington State Nonresidential Energy Code Compliance Forms Revised July 2007 Project Info Project Address 16831 SMOKET PT. BLVD. Date 10/27/2008 ARLINGTON, WA For Building Department Use 98223.0 Applicant Name: xPRESS LURE Applicant Address: 11807 7TH ST. NE, LAKE STEVENS, WA 98258 Applicant Phone: 425-359-4487 Project Description 0 New Building ❑ Addition ❑ Alteration ❑ Change of Use 0 Prescriptive ❑ Component Performance ❑ Seattle EnvStd Compliance Option (See Decision Flowchart(over)for qualifications) ❑ Systems Analysis Space Heat Type 0 Electric resistance * 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 if they are insulated to the level required for opaque walls. 818 . 0 — 2297 .0 X 100 = 35. 6% 0 yes Check here if using this option and if project meets all requirements for the Concrete/Masonry Concrete/Masonry Option Option. See Decision Flowchart(over)for qualifications Enter requirements for each qualifying no assembly below. yes Check here if using semi-heated path and if project meets all requirements for semi-heated spaces Semi-Heated Path 0 no as defined in section 1310. Requires other fuel heating and qualifying thermostat. Only wall insulation requirement is reduced(2006 change). Only available in prescriptive path. Envelope Requirements(enter values as applicable) Opaque Concrete/Masonry Wall Requirements Wall Maximum U-factor is 0.15(R5.7 continuous ins) Minimum Insulation R-values CMU block walls with insulated cores comply Roofs Over Attic If project qualifies for Concrete/Masonry Option, list walls with HC>_9.0 Btu/ft2• F below(other walls must meet All Other Roofs R-25 Opaque Wall requirements). Use descriptions and values Opaque Walls' R-2.3/R-19 from Table 10-9 in the Code. Below Grade Walls R-5.2 Wall Description U-factor Floors Over Unconditioned Space (including insulation R-value&position) Slabs-on-Grade R-1.4 Radiant Floors Maximum U-factors Opaque Doors 0.600 Vertical Glazing 0. 900 Overhead Glazing Maximum SHGC(or SC) Vertical/Overhead Glazing 1.Assemblies with metal framing must comply with overall U-factors Notes: RECEIVED DEC 0 9 2008 COA PERMIT CENTER SW?-D08 oa-gS' �E i �� ; , . . � . 2006 Nei -hington State Nonresidential Energy Code Con- 'iance Form ' Envelope • , Zonallin ENV-SUM 2006 Washington State Nonresidential Energy Code Compliance Forms Revised July 2007 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 of determining building envelope Electric Resistance:Space heating systems which use electric resistance requirements,the following two categories comprise all space heating types: START elements as the primary heating system including baseboard,radiant,and Other:All other space heating systems including gas,solid fuel,oil,and forced air units where the total electric resistance heat capacity exceeds 1.0 propane space heating systems and those systems listed in the exception to W/ft2 of the gross conditioned floor area. Exception:Heat pumps and terminal electric resistance. (continued at right) electric resistance heating in variable air volume distribution systems. Electric Resistance Yes Heat? All Insulation Installed? All Insulation Installed? Below Grd Wall(ext) R-10 Wood Metal Below Grd Wall(oth) R-19 Below Grd Wall(ext) R-10 R-10 Roof Over Attic R-30 Below Grd Wall(oth) R-19 U-0.062 All Other Roof R-21 Roof Over Attic R-38 U-0.031 Raised Floor R-19 All Other Roof R-30 U-0.034 Slab-On-Grade R-10 Raised Floor R-30 U-0.029 Radiant Floor R-10 Slab-On-Grade R-10 R-10 Opaque Door U-0.60 Radiant Floor R-10 R-10 O a ue Door U-0.60 -0 0 No Ye Yes, N Mass Wall G Wall R1 Mab;a Wall Above Grade NO-► N Criteria OK? —N Wall R19 wood,or Criteria OK? (below) 0.062 met (below) Yes Yes Yes Yes AG Mass Wall Insulation Req. AG Mass Wall Insulation Req. Mass Wall U0.15/R5.7ci Mass Wall 1-10.15/R5.7ci CMU Block Ins.Cores Yes_ CMU Block Ins.Cores Wood Frame R19 Wood Frame R19 Metal Framed R19 (es IF IF Metal Framed U0.062 No Glazing Criteria Met? Glazing Criteria Met? NO Glazing Vert OH Glazing Vert OH Area% UVal UVal SHGC Area% UVal UVal SHGC 0-30% 0.55 0.70 0.45 0-30% 0.40 0.60 0.40 30-45% 0.45 0.60 0.40 >30 Not Allowed >45% Not Allowed No Yes Prescriptive J s No Path Allowed Component Performance, Systems Analysis, or 4t Ii EnvStd Required Concrete/Mason Option* Wall Heat Capacity (HC) "If the area AssemblyDescription Ass Tag HC* Areas HC x Area weighted heat P Y 9 ( � 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 Section 1009. Totals Area weighted HC:divide total of(HC x area)by Total Area /1 /'1 2006 V' •hington State Nonresidential Energy Code Cory 'lance Form "Envelope UA Calid"Mations Climate Zone ` 2006 Washington State Nonresidential Energy Code Compliance Forms Revised July 2007 Project Address 16831 SMOKET PT. BLVD. Date 10/27/2008 Space Heat Type O Electric resistance All other For Building Department Use Glazing Area as%gross exterior wall area 35.6% Prop. 1 45.0% 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) 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=1.450 Plan ID Oa DOORS 1.450 720.0 1044.0 0.450 818.0 368.1 U=0.900 Plan ID STOREFRONT 0.900 98.0 88.2 Glazing% Electric Resist. Other Heating o, U= Plan ID: 0-30% 0.40 0.55 C N U= Plan ID: >30-45% see note above 0.45 j U= Plan ID: U= Plan ID: U= Plan ID: U= Plan ID: 0.600 m Q U= Plan ID: Glazing% Electric Resist. Other Heating N i U= Plan ID: 0-30% 0.6 0.7 m O O U= Plan ID: >30-45% see note above 0.6 v m U= Plan ID: ro r °o U= Plan ID: O � U= Plan ID: O U= Plan ID: 0.600 v, U=0.600 Plan IDMANDOOR 0.600 21.0 12.6 0.600 21.0 12.6 o U= Plan ID: Electric Resist. Other Heating O 0 U= Plan ID: 0.60 0.60 R= Plan ID: 0.036 o O R= Plan ID: Electric Resist. Other Heating R= Plan ID: 0.031 0.036 R=25.0 Plan ID MEMBRANE 0.040 1630.0 65.2 0.046 1630.0 75.0 t o R= Plan ID: Electric Resist. Other Heating O R= Plan ID: 0.034 0.046 R=2.3 Plan ID SOLID GROUT 0.153 1052.0 161.0 0.153 1052.0 161.0 R=19.0 Plan I❑OFFICE AREA 0.052 406.0 21.1 ** 406.0 R= Plan ID: ** R= Plan ID: Electric Resist. Other Heating =3 R= Plan ID: Frame-Wd 0 062 0.062 U M R= Plan ID: Frame-Mtl 0.062 0.109 CL O R= Plan ID: class Wall+4 0.15 015 ""Note:sum of Target Areas here should equal Target Opaque Wall Area(see back) ++see mass wall Criteria R=5.2 Plan I❑BASEMENT 1400.0 1400.0 o) R= Plan ID: Electric Resist. Other Heating m R= Plan ID: Int Ins 0.062 0.062 Note: if insulated to levels required for opaque walls, list above with opaque walls Ext Ins 0.07 0.07 R= Plan ID: 0.056 O o R= Plan ID: Electric Resist. Other Heating o c R= Plan ID: 0.029 0.056 ti= R= Plan ID: R=1.4 Plan ID CONC. SLAB 1630.0 0.540 1630.0 880.2 o a) R= Plan ID: Electric Resist. Other Heating mCU o) R= Plan ID: F=0.54 F=0.54 rn R= Plan ID: (see Table 13-1 for radiant floor values) *For CMU walls, indicate core insulation material. Totals 6957.0 1392.1 Totals 6957.0 1496.8 To comply: 1)Proposed Total UA shall not exceed Target Total UA. 2)Proposed Total Area shall equal Target Total Area. t ► � ! �� . 2006 W, -hington State Nonresidential Energy Code Corr-liance Form Climate .. 2006 Washington State Nonresidential Energy Code Compliance Forms Revised July 2007 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: 0.400 816.0 327.2 ID: Glazing% Electric Resist. Other Heating rn .N ID: 0-30% 0.4 0.45 `—° ID: >30-45% not allowed 0.4 ID: ID: 'Mote:Manufacturer's SC may be used in lieu of Totals Totals 818.0 327.2 For compliance:Proposed total SHGC x A shall not exceed Target total SHGC x A : N NOTE:Since 1997 SHGC compliance for vertical and overhead glazing is allowed to be calculated together AdjustmentTarget Area • then this calculation must be submitted Use the resulting areas in the Target UA and SHGC calculations above- Note: Proposed Areas: Numbered values are used in calculations below oG=overhead glazing 'VG=vertical glazing Roofs over Attics Other Roofs Walls Glazing Area OG= OG= VG= 818.0 Opaque Area 1630.0 1458.0 Gr s Exterior Max Glazing Area Maximum Targe all Area Table 13-1 GlazingFor Target OG's,the t Area lemmar vol"""ho 2297.0 X 45.0$ �> 00 = 1033.7 below. used both here and I Target OG Area in Roofs over Attics \' Target OG Area in Other Roofs Max OG Remaining Target VG Area 1033.7 — lesser = 1033.7 lesser = 818.0 1033.7 1033.7 Proposed Opaque Area Proposed OG Area Target OG Area Target Opaque Area Roofs over Attics + _ _ Tat 01 ValUes In shaded boxes are timed In the.applfoaWe Target UA calculations on the front 63 Target VG Aroa and Total Target OG Area are also Used In the appheabfa Target SHGC calculations above Proposed Opaque Area Proposed VG Area Target VG Area Target Opaque Area Walls 1458.0 + F 818.0 _ 1 818.0 = 1458.0 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 .-� � �1 } r/ _ 2006 W-0ington State Nonresidential Ill Code Com^liance Form • • Permit PIAK Checklist ENV-CHK 2006 Washington State Nonresidential Energy Code Compliance Forms Reviseo July 2007 Project Address 16831 SMOKET PT. BLVD. Date 10/27/2008 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) 1301 Scope Unconditioned spaces identified on plans if allowed yes 1302 Space heat type: If"Other", indicate on plans that electric resistance heat is not allowed yes 1310.2 Semi-heated spaces Semi-heated spaces identified on plans if allowed 1311 Insulation 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 roofs; 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; Indicate face stapling of faced batts; Indicate above grade exterior insulation is protected; Indicate loose-fill core insulation for masonry walls as necess; Indicate heat capacity of masonry walls if masonry option is used F73' yes 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 foundation vents yes 1311.5 Slab-on-grade floor Indicate R-value on wall section or foundation detail; Indicate slab insulation extends down vertically 24"from top; Indicate above qrade exterior insulation 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 grade exterior insulation is protected; Indicate insulation also under entire slab where re 'd by Official yes 1312 Glazing and doors Provide calculation of glazing area(including both vertical vertical and overhead)as percent of gross wall area yes 1312,1 U-factors Indicate glazing and door U-factors on glazing and door schedule(provide area-weighted calculations as necessary); Indicate if values are NFRC or default,if values are default then specify frame type,glazing layers,gapwidth,low-e coatings, as fillings yes 13122 SHGC&SC Indicate glazing solar heat gain coefficient or shading coefficient on glazing schedule(provide area-weighted calculations as necessary) 1313 Moisture control yes 1313.1 Vapor retarders Indicate vapor retarders on warm side yes 13132 Roof/ceiling vap ret. Indicate vapor retarder on roof section; Indicate vap.retard.with sealed seams for non-wood struc. yes 1313.3 Wall vapor retarder Indicate vapor retarder on wall section yes 1313.4 Floor vapor retarder Indicate vapor retarder on floor section n.a. 13135 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 yes 13142 Glazing/door sealing Indicate weatherstripping yes 1314.3 Assemb.as ducts Indicate sealing,caulking and gasketing n.a. 1314.4 Recessed Lighting Fixtur (Indicate IC rating,ASTM E283 certification,and gasketing or caulking to ceiling PRESCRIPTIVE/COMPONENT PERFORMANCE (Sections 1320-23 or 1330-34) yes Envelope Sum. Form Completed and attached. Provide component performance worksheet if necessary If"no"is shown for any question,provide explanation: r-. ��,� � 1„ i,Y�. 2006 W -hington State Nonresidential Energy Code Cor, 'lance Form 'guil • • Permit PlJ% Checklist �ENV-CHK 2006 WashirtQton State Nonresidential Energy Code Compliance Forms Revised JUIy Envelope - General Requirement 1311 Insulation 1311.1 Installation Requirements: All insulation materials 1312.2 Solar Heat Gain Coefficient and Shading shall be installed according to the manufacturer's Coefficient: Solar Heat Gain Coefficient(SHGC), shall be instructions to achieve proper densities, maintain clearances and maintain uniform R-values.To the maximum extent determined, certified and labeled in accordance with the possible, insulation shall extend over the full component National Fenestration Rating Council (NFRC) Standard by a area to the intended R-value. certified, independent agency, licensed by the NFRC. EXCEPTION: Shading coefficients(SC)shall be an 1311.2 Roof/Ceiling Insulation: Open-blown or poured acceptable alternate for compliance with solar heat gain loose-fill insulation may be used in attic spaces where the coefficient requirements. Shading coefficients for glazing slope of the ceiling is not more than 3/12 and there is at shall be taken from Chapter 31 of Standard RS-1 or from the least 30 inches of clear distance from the top of the bottom manufacturer's test data. chord of the truss or ceiling joist to the underside of the 1313 Moisture Control sheathing at the roof ridge. When eave vents are installed,baffling of the vent openings shall be provided so as to 1313.1 Vapor Retarders: Vapor retarders shall be installed deflect the incoming air above the surface of the insulation. on the warm side (in winter) of insulation as required by this Where lighting fixtures are recessed into a suspended or section. exposed grid ceiling,the roof/ceiling assembly shall be EXCEPTION: Vapor retarder installed with not more than 1/3 insulated in a location other than directly On the suspended of the nominal R-value between it and the conditioned space ceiling 1313.2 Roof/Ceiling Assemblies: Roof/ceiling assemblies EXCEPTION: Type IC rated recessed lighting fixtures where the ventilation space above the insulation is less than an average of 12 inches shall be provided with a vapor retarder. Where installed in wood framing,faced batt insulation (For enclosed attics and enclosed rafter spaces, see Section shall be face stapled. 1203.2 of the International Building Code.) Roof/ceiling 1311.3 Wall Insulation: Exterior wall cavities isolated assemblies without a vented airspace, allowed only where during framing shall be fully insulated to the levels of the neither the roof deck nor the roof structure are made of wood, surrounding walls.When installed in wood framing,faced shall provide a continuous vapor retarder with taped seams. batt insulation shall be face stapled. EXCEPTION: Vapor retarders need not be provided where all Above grade exterior insulation Shall be protected. of the insulation is installed between the roof membrane and the 1311.4 Floor Insulation: Floor insulation shall be installed structural roof deck. in a permanent manner in substantial contact with the 1313.3 Walls: Walls separating conditioned space from surface being insulated. Insulation supports shall be unconditioned space shall be provided with a vapor retarder. installed so spacing is not more than 24 inches on center. 1313.4 Floors: Floors separating conditioned space from Installed insulation shall not block the airflow through unconditioned space shall be provided with a vapor retarder. foundation vents. 1313.5 Crawlspaces: A ground cover of six mil (0 006 inch 1311.5 Slab-On-Grade Floor: Slab-on-grade insulation thick) black polyethylene or approved equal shall be laid over installed inside the foundation wall shall extend downward the ground within crawlspaces.The ground cover shall be from the top of the slab a minimum distance of 24 inches or overlapped 12 inches minimum at the joints and shall extend to to the top of the footing,whichever is less. Insulation the foundation wall. installed outside the foundation shall extend downward a minimum of 24 inches or to the frost line,whichever is EXCEPTION: The ground cover may be omitted in crawl greater.Above grade insulation shall be protected. spaces if the crawlspace has a concrete slab floor with a minimum thickness of 3-1/2 inches EXCEPTION: For monolithic slabs,the insulation shall extend downward from the top of the slab to the bottom of the 1314 Air Leakage footing 1314.1 Building Envelope: The requirements of this section 1311.6 Radiant Floors (on or below grade): Slab-on- shall apply to building elements separating conditioned from grade insulation shall extend downward from the top of the unconditioned spaces. Exterior joints around windows and slab a minimum distance of 36 inches or downward to the door frames, openings between walls and foundation, between top of the footing and horizontal for an aggregate of not less walls and roof and wall panels; openings at penetrations of than 36 inches. utility services through walls, floors and roofs; and all other If required by the building official where soil conditions openings in the building envelope shall be sealed, caulked, warrant such insulation, the entire area of a radiant floor gasketed or weatherstripped to limit air leakage. shall be thermally isolated from the soil. Where a soil gas 1314.2 Glazing and Doors: Doors and operable glazing control system is provided below the radiant floor,which separating conditioned from unconditioned space shall be results in increased convective flow below the radiant floor, weatherstripped. Fixed windows shall be tight fitting with glass the radiant floor shall be thermally isolated from the sub- retained by stops with sealant or caulking all around. floor gravel layer. EXCEPTION: Openings that are required to be fire resistant 1312 Glazing and Doors 1314.3 Building Assemblies Used as Ducts or Plenums: 1312.1 Standard Procedure for Determination of Glazing Building assemblies used as ducts or plenums shall be sealed, and Door U-Factors: U-factors for glazing and doors shall caulked and gasketed to limit air leakage. be determined, certified and labeled in accordance with Standard RS-31 by a certified independent agency licensed 1314.4 Recessed Lighting Fixtures: When installed in the by the National Fenestration Rating Council (NFRC) building envelope, recessed lighting fixtures shall by Type IC Compliance shall be based on the Residential or the rated, and certified under ASTM E283 to have no more than Nonresidential Model Size Product samples used for U- 2.0 cfm air movement from the conditioned space to the ceiling factor determinations shall be production line units or cavity.The lighting fixture shall be tested at 75 Pascals or 1.57 representative of units as purchased by the consumer or Ibs/ft' pressure difference and have a label attached, showing contractor. Unlabeled glazing and doors shall be assigned compliance with this test method. Recessed lighting fixtures the default U-factor in Table 10-6. shall be installed with a gasket or caulk between the fixture and ceiling to prevent air leakage. ,� � �1, �� . KOSNIK ENGINEERING, PC XPRESS LUBE Arlington, Washington Supplemental Structural Calculations to Original Calculations dated July 7, 2008 .v I � -L J.w�a K�S dF D 2 20744 FS �IURAI itL�'\ RECEIVED Project No. K-08-022 "ONAI E� JAN 0 9 2009 September 9, 2008 COA PERMIT CENTER o} S "tom✓ 10511 19"AVE SE, Suite C, Everett,WA 98208 ♦ (425) 357-9600 (phone) ♦ (425) 357-9622 (fax) � - .� I I r »• 1 Kosnik Project L14. Sheet s 1 /H Engineering - Date A Professlonel Service Corporation Job No Foor�Nc� A,�.4�,•.� ��v.g-rioN 1�..,�y�sryr.� PiT = 111 `G,17 OPLA I ry l,l G.5� i��P or s�.�lj r� Pra�iN ,= 'S• n7 , ��R-u✓= s�.�-t3 J�-t=v l i=►.� ,per _ � �crz-5� .= j��►'�r lN,, s I•`�'i' 'S`6� 1Lvd,� VO 7•167� {�,S L c9, 31 ✓ = '� - (Sig)/2 = 3•e.16 -tJ 1 69 4.qP1, CpVL , Q• 75 Kosnik Project X P� -55 Lvl�'� Sheet Engineering - - Date A Professional Service Corporation Job No "�g'aZZ G12 D /3,.4/4 2,F=V!F ►^-�= M,+X Tray i3 = c5 t ( 7,1,7 7,o)lz D►� = +- 7.33 6.5T-A-7rL o, L{752 P��= P�sr Dom : (0 33 4-7/2- �-y.33/2-) = 205 7 � W y 7 5 z Per= 41, 75Z(z� 3Y2, �(23.331�i 2.5 7 z ,� T T .} 13 �s :L 6.3 St11=i4-,L 12)=1''-J1= NET lyr=a D P12-ovpbl= #5 Tit-s Q lam"��- Kosnik Project x�R,=SS ��B Sheet Engineering - - Date A Professional Service Corporation Job No Ta f I�GT .c� T�tc�t 01A-v 27 '�W `' AV Le, IZ,-D'r kd r O 13e? of I'r�/s 7+ 1 '1. 40 07� �T ul� _ �.y Z 7 33�(�:5.33,( '1- eoi,41'7) = -`f 41 Fs ' - 9`f v 7 :4pIJf+ 'I)L_ • _ _ � vl fl-.vJ'.4-u�►-�.q- Soar= Ni'�SS =d- `1Z1= �L W Kosnik ProJect x Pz1�SS -'!3 Sheet Engineering Date A Professional Service Corporation Job No �I T `L- V/=--Sl`-j 1.✓/j w to;;,t W I — g Z a AT- 22. H V rn IZv N� � � 7�r�o � % Ck)Cg•2 ) �`3 `N I V, - 77 P�1- Ft=I� -� ��S MI_ `6v p'`t� I VI=IZ7- �Et k-�-1�- lZ/=�4L+"l c�/✓ C7s 5T•�l� s z S•PA-N = lI'-9 ti - � ;� I I I J4G1� Y �� City of Arlington 7 � Community Development �lING�G Building Inspection Division Submitter: Brent Koos — Gary Parkinson Architects Street Address: 2812 Colby Ave City, State, Zip Everett, WA 98201 Permit Review Corrections/Comments Date Mailed: 12/31/2008 (emailed) The plans for the project referenced below have been reviewed and were found to be incomplete and/or to contain violations of the Code(s). As a result, your plans cannot be approved at this time. Part I of this notice serves as a Correction Letter to inform you of the information needed for plan approval. Part II of this notice provides FYI's, comments, and/or conditions that are required upon completion of the project. PART I: Building & Fire The plans affected by this notice are known or described as: Project Title: Xpress Lube Project Address: 16831 Smokey Point Blvd Your plans cannot be approved until all of the information specified below is submitted, reviewed, and approved: BLDG. & FIRE NON-COMPLIANCE ISSUE BUILDING 1. Provide details for slab insulation including thermal break on plans 2. If using provisions for semi-heated spaces, provide a note on the plans specifying the BTU's per WSEC 1310.2 3. Coordinate location of footing drains with site civil drawings. The elevation of the footing drains as shown is below the infiltration gallery inlet. 4. Provide detail 2/A4.1 so%I kc Ex� JAN 0 9 2009 COA PERMIT CENTER ,bL)D?D oS o a-t 5 1 �- � � .� �. .,• .�-�,.�•� a� BLDG. & FIRE NON-COMPLIANCE ISSUE FIRE 1. Drawings do not show any fire extinguishers, an appropriate number needs to be shown on each level. i BLDG. & FIRE NON-COMPLIANCE ISSUE In order to minimize the time it takes to review revised plans, circle the area or areas of revision on resubmitted drawings with a red pencil. Mark the item number referenced above adjacent to the circled area. This needs to be done on one set of the revised plans only. Two identical sets of revised plans must be submitted. If there are any questions, you may call your Plan Examiner or make an appointment by telephone to meet with your Plan Examiner. PART II: Other Comments, FYI's and Conditions The list of conditions will be listed on the building permit and the conditions must be met prior to the issuance of a Certificate of Occupancy. ENGINEERING 1. Engineering comments will be made on site civil plans. Building floor elevations may change due to high ground water. PLANNING 1. Traffic mitigation fees due at time of building permit issuance. Sincerely, Amy Rusko City of Arlington Permit Technician arusko(aD,ci.arlington.wa.us 360.403.3550 GARY PARKINSON ARCH '7_CTS PIEV791-, ) V EVERETf, WA 8201 1166 DATE JOB NO (425) 252-2153, Fax (425) 742-8130 ATTENTION TO - l� l RE: WE ARE SENDING YOU ❑ Attached ❑ Under separate cover via the following items: ❑ Shop drawings ❑ Prints ❑ Plans ❑ Samples ❑ Specifications ❑ Copy of letter ❑ Change order ❑ COPIES DATE NO. DESCRIPTION 261 -�' 2. , '2- t TVW IT WX4 It, 15, THESE ARE TRANSMITTED as checked below: ❑ For approval ❑ Approved as submitted ❑ Resubmit copies for approval ❑ For your use ❑ Approved as noted ❑ Submit copies for distribution ❑ As requested ❑ Returned for corrections ❑ Return corrected prints ❑ For review and comment ❑ ❑ FORBIDS DUE ❑ PRINTS RETURNED AFTER LOAN TO US REMARKS I MIT-MI, JIM V am_ RME1VED JAN 09 2089 BA/LACna,rw.._..___ r►vvrCrtml I l;tN TER 9z COPY TO SIGNED: If enclosures are not as noted, kindly notif us once. •+ r . � � •' � �� . , �� _ � �• 4 � , .. - � 4 " • � _ � � R -� • � � • ,,�; .� �a�ti� �} T't�E"�;s i'i;�f��l� ��?�' BLD20080285 (arusko/PT-LIB F) - PermitTrax by Bitco Software Page 1 of 1 BLD - Building Permit Ver: 2008C Priority: #BLD20080285 Owner: JXPRESS LUBE- KAINTZ, TIM AND KERRI status: JAPPLIED address: 116831 SMOKEY POINT BLVD,ARLINGTON post date: 12/10/2008 data Screens: Select Screen... functions: Select Permit Function... [tciaili�tore REVIEWS Add Review Remove Review Print Close Review Description Assigned To Due Date ( ) FReq? I Dane? ASSIGN 1002 P-Engineering I KHALE 12/24/2008 0 Y I N ASSIGN 1004 P-Engineering II MWANG 12/24/2008 0 Y N I. ASSIGN 1014 P-Public Works I LRUPERT 12/24/2008 0 Y _ N ASSIGN 1016 P-Public Works II LTAYLOR 12/24/2008 0 Y N ASSIGN 1024 P-Traffic 0 Y N ASSIGN 1026 P-Utilities Fees RSHEPARD 12/24/2008 0 Y N ASSIGN 1030 P-Water Quality MWOLANEK 12/22/2008 0 Y N ASSIGN 1032 P-Utilities I KCLARKE 12/22/2008 0 Y N ASSIGN 2000 C-Building I CYOUNG 12/24/2008 0 Y N ASSIGN 2008 C-Community Development I ARUSKO 12/24/2008 0 Y N ASSIGN 2012 C-Natural Resources BBLAKE 12/24/2008 1 Y Y ASSIGN 2014 C-Planning I YPAGE 12/24/2008 0 `Y I N ASSIGN 2016 C-Planning II KSHERMAN 12/24/2008' 0 Y J N ASSIGN 3000 X-Airport DCARMAN 12/24/2008 0 Y N ASSIGN 3002 IX-Executive SPHELPS 12/24/2008 0 Y N ASSIGN 3004 X-Fire TCOOPER 12/24/2008` 0 Y N ASSIGN 4004 O-Marysville DTAYLOR 12/24/2008: 1 Y i Y ASSIGN G� r http://coaweb2.arlington.local/permittrax/PermitTraxMain/wfPermitConsoleReviews.asp... 12/10/2008 COMMUNITY DEVELOPMENT DEPARTMENT m r v i l a 80 Columbia Avenue • Marysville, WA 98270 «u,s, ,Yfi (360) 363-81 Q0 • (360) 651-5099 FAX February 27, 2008 Mr. Tim Kaintz 11807 7th Street NE Lake Stevens, WA 98258 Re: Letter of Utility Availability (UA 08-004) for Proposed Xpress Lube Dear Mr.Kaintz, Your request for `utility availability' has been approved for city water/sewer service to a proposed Xpress Lube located at 16831 Smokey Point Blvd (Tax parcel #310528-002-007-00). A copy of the signed letter is enclosed for your records. This approval will expire in one year on February 26, 2009. If an extension is necessary, please notify this office prior to the expiration date, and the reapplication fee will be waived. If you have any questions, please contact me at 360-363-8220 or dt,4y1or@ci.marysville.wa.us. Sincerely, K � L Deryl Taylor Development Services Technician Cc: Gloria Hirashima,Community Development Director John Cowling,PE,Engineering Services Manager David Zull,PE,Project Manager Anne Miller,Associate Engineer Libby Grage, Associate Planner End RECEIVED DEC 0 9 20H COA PERMIT CENTER bw 2v0$00185 '(�< ` COMMUNITY DEVELOPMENT DEPARTMENT 11 SVl«e 80 Columbia Avenue, Marysville, WA 98270 (360) 363-8100, (360) 651-5099;1=AX y . Letter of Utility Availability - - Application Fee: $250.00 Circle: Water Sewer Both Applicant: 7n'ht 1�i-fa N e Date Mailing Address Phone Location of Property to be connected to City Utilities: Site Address boa Tax I.D.#and Site Map Required Description of Structure or Development: Indicate type of land use, occupancy classifications, and number of dwell'ng units: (Attach copy of site plan). L Note: The property must be located within the UGA and Comp Plan for sew service application and within the CWSP and Comp Plan for water service application. If water/sewer mains are not located adjacent to the property, provide proposed utility extension plans per MMC 14.03.300. The requested number of connections must comply with the density requirements of USA Code MMC 14.32. Provide density calculations on attached sheet. If wetlands or streams are involved, provide wetland study and classifications. Submit completed `Annexation Covenant & Power of Attorney'form or`Petition for Annexation',whichever is required. If a variance was granted by the City Council or Hearing Examiner, please attach of copy of approved variance resolution or decision. By signing this application,!(0tAKtJS-1� A)0 'ecation is not a guarantee of water or sewer service, but reflects only that of system capacity at t Signed: �-Mf Date: 2�.Z/ Lo g77r•,�t kA,'rJ�L LICHIT 1 PI ase Print Name and Titl Property Owner's Address: /1867 — -7 -tk s t N C .CA-k,-. S4teve i-s- GJA- 9'8zS8 City of Marysville(Water/Sewer circle one or both) is available at this time to the described property subject to the following conditions and limitations: Within one (1) year of the date of this letter(or in the case of formal or short plats, 2 years) the applicant shall have compiled with all city codes and requirements relating to the utility connection,and have completed the connection(s)to the satisfaction of the City Utility Department within said one year (or in the case of formal or short plats, 2 year period). Connections shall be limited to the densities for the subject property set forth in the City's USA plan. The applicant should carefully read MMC Title 14, and particularly MMC Chapter 14.32 which explains in detail the conditions and limitations under which utility service is available. A copy of MMC 14.32 can be obtained from the Public Works Department. Other Conditions: This Letter shall become void one(1)year from the date hereof(or two years in the case of formal and short plats) unless an extension is applied for and approved in accordance with the terms of the Utility Service Area Ordinance. (MMC 14.32) I have read the conditions and limitations described above and I understand the City's approval of this request is subject to such conditions and limitations. (Applicant) (Property Owner) The City of Marysville hereby approves the foregoing application: Approved:_� (� �� _ 7- Date: (City E�,inor Dasignee) The City of Marysville hereby denies the foregoing Application for Utility Availability for the following reasons: Denied: Date:__ (City Engineer or Designee) This denial may be appealed for review by the City Hearing Examiner. Such an appeal must be filed with the City of Marysville, Public Works Department within fourteen(14) days of the date of this decision and must be accompanied by a fee of$500.00. COMMERCIAL APPLICATION SUBMITTAL CHECKLIST do Department of Community Development City of Arlington• 238 N Olympic Ave. •Arlington,WA 98223• Phone (360)403 3551 • FAX(360)403 3447 The following minimum information is required for your Commercial/Multi-Family Building Permit Application. Mark each box to designate that the information has been provided. Please submit this checklist as part of your submittal documents. Incomplete applications will not be accepted. ❑ One (1)City of Arlington Commercial/Multi-Family Permit Application (One permit application per building or structure is required) ❑ One(1)City of Arlington Commercial/Multi-Family Submittal Requirements Form ❑ Five(5)Site Plans ❑ One(1) 11"x 17"Site Plan ❑ Five(5)Architectural Drawings ❑ One (1) 11 "x 17"Set of Building Elevations ❑ Five(5)Structural Drawings ❑ Three (3)Structural Calculations ❑ Three(3)Geotechnical Engineering Reports(if applicable) ❑ Two(2)Project Specification Manuals(if applicable) ❑ One(1) NREC Code Compliance Forms ❑ One(1)Special Inspection Requirements Forms ❑ One (1)Occupant's Statement of Intended Use Form ❑ One(1) Letter of Verification of Water and Sewer Availability from City of Marysville (if applicable) Drawings shall be BOUND SEPARATELY BY TYPE, architectural, structural and landscape, and then ROLLED TOGETHER IN COMPLETE SETS> An intake appointment is required for all new Commercial or Multi-Family Building Permit Applications. To schedule an appointment please contact the City of Arlington Permit Center at(360) 403 3551 or by email to Pre App Appointment Request. I acknowledge that all items designated above are included as part of this application. 12,- � Applicant's Signature Date RECEIVE® DEC 0 9 2008 COA PERMIT CENTER Web Forms—146 Page 1 of 1 04/08 sb �\ � _ Z � COMMERCIAL & TENANT IMPROVEMENT SUBMITTAL REQUIREMENTS Department of Community Development City of Arlington • 238 N Olympic Ave. •Arlington,WA 98223 • Phone (360)403 3551 • FAX(360)403 3447 A. FEES DUE AT TIME OF PERMIT APPLICATION The following non-refundable fees will be collected at the time of application for all tenant improvements projects. 1. Building Plan Check Fee B. CODES The City of Arlington currently enforces the following: National Codes 1. 2006 International Building Code(IBC) 2. 2006 International Residential Code(IRC) 3. 2006 International Mechanical Code(IMC) 4. 2006 International Fuel Gas Code(IFGC) 5. 2006 International Fire Code(IFC) 6. 2006 Uniform Plumbing Code(UPC) 7. 2006 International Property Maintenance Code(IPMC) 8. 2003 Accessible&Usable Buildings and Facilities(ICC/ANSI 1417.1) Washington State Amendments 1. WAC 51-50 Washington State Building Code 2. WAC 51-51 Washington State Residential Code 3. WAC 51-52 Washington State Mechanical Code 4. WAC 51-54 Washington State Fire Code 5. WAC 51-56&51-57 Washington State Plumbing Code and Standards 6. WAC 51-11 Washington State Energy Code 7. WAC 51-13 Washington State Ventilation and Indoor Air Quality Code 8. WAC 296-46B Electrical Safety Standards,Administration,and Installation Arlington Local Amendments and Regulations 1. Arlington Municipal Code Title 16 Buildings and Construction Chapter 16.04 International Building Code Chapter 16.10 International Residential Code Chapter 16.16 Washington State Energy Code Chapter 16.20 Washington State Ventilation and Indoor Air Quality Code Chapter 16.24 International Property Maintenance Code Chapter 16.32 International Mechanical Code Chapter 16.36 Uniform Plumbing Code 2. Arlington Land Use Code RECEIVED 3. Arlington Municipal Code Title 15 Fire Chapter 15.10 International Fire Code Chapter 15.24 Sprinkler Requirements DEC 0 9 2008 C. CITY OF ARLINGTON DESIGN REQUIREMENTS COA PERMIT CENTER Design Wind Speed: 85 miles per hour(IBC Figure 1609) Ground Snow Load: 15 pounds per square foot(IBC Figure 1608.2) Rain or Snow Surcharge: 5 psf added to flat roofs if slope is<1/2' per foot(IBC 1608.3.4&CE 7.02 Section 7-10) Seismic Zone: This is site specific for building designed under the IBC. WEB Forms-147 Page 1 of 4 4/08 sb COMMERCIAL & TENANT IMPROVEMENT SUBMITTAL REQUIREMENTS Department of Community Development City of Arlington• 238 N Olympic Ave. •Arlington, WA 98223 • Phone(360)403 3551 • FAX(360)403 3447 Rainfall: 2 inches per hour for roof drainage design. Frost Line Depth: 12 inches Soil Bearing Capacity: 1,500 ppsf unless a Geo-Technical Report is provided.(IBC Table 1804.2&IRC R401.4.1) D. PLANS AND DRAWINGS Submit five(5)complete sets of drawings and plans. Drawings and plans must be submitted on minimum 18"X 24",or maximum 30"X 42"paper.All sheets are to be the same size and sequentially labeled.Plans are required to be clearly legible,with scaled dimensions, in indelible ink,blue line,or other professional media. Plans will not be accepted that are marked preliminary or not for construction,that have red lines,cut and paste details or those that have been altered after the design professional has signed the plans. Please Note:A separate submittal of plans is required for each building or structure. DETAILED SUBMITTAL REQUIREMENTS Mark each box to designate that the information has been provided. Please submit this checklist as part of your submittal documents A. ❑ SITE PLAN —REQUIRED WITH ALL SUBMITTALS (May be included as part of the Architectural Drawing cover Sheet) 1. Drawing shall be prepared at scale not to exceed 1"=20 feet. 2. Show building outline and all exterior improvements. 3. Provide property legal description and show property lines. 4. Provide dimensions from the property lines to a minimum of two building corners(or two identifiable locations for irregular plan shapes). 5. Show building set backs,easements and street access locations. 6. Indicate North direction. 7. Indicate finish floor elevation for the first level. 8. Provide topographical map of the existing grades and the proposed finished grades with maximum five feet elevation contour lines. 9. Show the location of all existing underground utilities,including water,sewer,gas and electrical. 10. Flood hazard areas,floodways,and design flood elevations as applicable. B. ❑ ARCHITECTURAL DRAWINGS 1. 0 Cover Sheet a) Building Information 1. Specify model code information. 2. Construction Type. 3. Number of stories and total height in feet. 4. Building square footage(per floor and total) 5. IBC Occupancy Type(show all types by floor and total). 6. Mixed-use ratio(if applicable) 7. Occupant load calculation(show by occupancy type and total) RECEIVED 8. List work to be performed under this permit b) Design Team Information DEC 0 9 2008 1. Design Professional in Responsible Charge COA PERMIT CENTER 2. Architects WEB Forms—147 Page 2 of 4 4/08 sb COMMERCIAL & TENANT IMPROVEMENT SUBMITTAL REQUIREMENTS Department of Community Development City of Arlington • 238 N Olympic Ave. •Arlington,WA 98223• Phone (360)403 3551 • FAX (360)403 3447 3. Structural Engineers 4. Owner 5. Developer 6. Any other Design Team Members 2. ® Floor Plan a) Plan view 1/8"minimum scale. Details a minimum'/-inch scale. b) Plans must show the entire tenant space. c) Specify the use of each room/area. d) Provide an occupant load calculation on the floor plan. (on every floor,in all rooms and spaces) e) Show ALL exits on the plans; include new,existing or eliminated. f) Show Barrier-Free information on the drawings. g) Show the location of all permanent rooms,walls and shafts. h) Note the uses in the adjacent tenant spaces, if applicable. i) Provide a door and door hardware schedule. j) Show the location of all new walls,doors,windows,ect. k) Provide details and assembly numbers for any fire resistive assemblies. 1) Indicate on the plans all rated walls,doors,windows and penetrations. m) Provide a legend that distinguishes existing walls,walls to be removed and new walls. 3. 0 Reflected Ceiling Plan a) Plan view 1/8"minimum scale. Details a minimum'/.-inch scale. b) Provide ceiling construction details. c) Provide suspended ceiling details complying with IBC 803.9.1.1.Show seismic bracing details. d) Show the location of all emergency lighting and exit signage. e) Detail the seismic bracing of the fixtures. f) Include a lighting fixture schedule. 4. [3 Framing Plan a) Specify the size,spacing,span and wood species or metal gage for all stud walls. b) Indicate all wall,beam and floor connections. c) Detail the seismic bracing for all walls. d) Include a stair section showing rise,run,landings, headroom,handrail and guardrail dimensions. 5. [:] Storage Racks(if applicable) a) Structural calculations are required for seismic bracing of storage racks eight feet or greater in height. b) Eight feet or less,show a positive connection to floor or walls. NOTE: High pile storage shall meet the requirements of current International Building and Fire Codes. C. ❑ SPECIAL INSPECTION 1 Where special inspection is required by IBC 1704,the registered design professional in responsible charge shall prepare a special inspection program that will be submitted to the City of Arlington and approved prior to issuance of the building permit to comply with IBC 106.1. D. ElWASHINGTON STATE ENERGY CODE RECEIVE 1. Two completed 2006 Washington State Non-Residential Energy Code Envelope Summary forms. DEC 0 9 2008 WEB Forms-147 Page 3 of 4 4i08 sb COA PERMIT CENTER ' COMMERCIAL & TENANT IMPROVEMENT SUBMITTAL REQUIREMENTS Department of Community Development City of Arlington• 238 N Olympic Ave. •Arlington,WA 98223• Phone (360)403 3551 • FAX(360)403 3447 E. ❑ OCCUPANT'S STATEMENT OF INTENDED USE 1. The Occupant's Statement of Intended Use form shall be completely filled out and may require the submittal of a Hazardous Materials inventory Statement(HMIS).Contact the Arlington The building permit does not include any mechanical,electrical,plumbing or fire sprinkler/alarm work.These permits are issued separately.Mechanical,electrical, plumbing,or fire sprinkler/alarm permits require a separate permit application and may also require separate plan review. Please note that any tenant improvement work in a space that involves food handling or preparation requires Snohomish County Health District approval before the permit can be issued.You must provide the Permit Center a copy of the approval letter or the approved plans.Contact the Snohomish County Health District at(425)339-5250 with any questions or for more information. An intake appointment is required for all large Tenant Improvement Building Permit Applications.To determine if your project requires an intake appointment,to schedule an appointment or to ensure that you have the most current information, please contact the City of Arlington Permit Center at(360)403-3551 or by email to permitcenter@ci.arlington.wa.us. Application by courier or mail will not be accepted. Incomplete applications will not be accepted. I acknowledge that all items designated as submittal requirements must accompany my Building Permit Application to be considered a complete submittal. Signature: Date: O e wner's Representative Company:_WA � �� G"L, Phone: (RECEIVE® DEC 0 9 2008 COA PERMIT CENTER WEB Forms—147 Page 4 of 4 4/08 sb .. r r _ _ A4- I OCCUPANT'S STATEMENT OF INTENDED USE Development Project#_ Permit# Project Name/Tenant Site Address WE�� -- I- �-t- tLV bo Bldg/Unit/Suite IBC Construction Type Y' ?2 IBC Occupancy Type Description of Use -C`L CAAA f E, t&A L TS Building Square Footage 212(� Number of Stories i Square Footage Per Floor � , �& nE � ��fi ; i ,iQ D ��'��_L�X�j@ Will there be any installation, modification or removal of the following? (Check all that apply) 0 Automatic fire extinguishing systems ❑ Compressed gas systems \� Fire alarm and detection systems ` Fire pumps 0 Flammable and combustible liquids(tanks, piping ect...) 0 Hazardous materials 0 High piled/rack storage 0 Industrial ovens/furnace 0 Private fire hydrants Spraying or dipping operations 0 Standpipe systems 13 Temporary membrane structure,tents(>200sq ft)or canopies(>400 sq ft) Provide details on any of the above checked items: Installation,changes,modifications or removal of any of the above may require adMti o-nal submittals, information,or permits during the plan review or construction process. im�t ��- RECEIVED Printed Name of Occupant/Agent DEC 0 9 2008 -n COA PERMIT CENTER Signature of Occupant/Agent Date WEB Forms-117 Page 1 of 1 04/08 sb r � t L i n i SPECIAL INSPECTION AND TESTING AGREEMENT (21- Department of Community Development City of Arlington • 238 N Olympic Ave. •Arlington, WA 98223 • Phone (360)403 3551 • FAX(360)403 3447 PRIOR TO ISSUANCE OF A PERMIT, THIS FORM MUST BE COMPLETED IN ITS ENTIRETY AND RETURNED TO THE CITY FOR APPROVAL. THE COMPLETED FORM MUST HAVE THE ORIGINAL SIGNATURES OF ACKNOWLEDGEMENT OF ALL PARTIES. Name of Project: p1 ��-t'` tx Project Address: ,l.`}, Owner: T1 M � +1 r�IV l , Phone Number: +A2'"/ Address: l 0�"l>�/� 1ity:�� State: _ Zip Code: Architect: ,1 Phone N�u�mber: �'/ Address: ��' City: State: 1r1 Zip Code: W Jo-de: �� `] Engineer �` ��1��l�1 Phone Number: ��Y Address: City: - State: W6 ip Code: fOW General Contractor: CN Phone Number: Address: t Q' i�M City: 1601[4--State: Zip Code: DUTIES AND RESPONSIBILITIES Special Inspection Firm Special Inspectors: The Special inspection Firm of will perform special inspection for he ollowing types of work(separate forms must be submitted if more than one firm is to be employed). Reinforced Concrete Bolting in Concrete Pre-stressed Concrete Shotcrete Structural Masonry Structural Steel and Welding High-Strength Bolting Spray-Applied Fireproofing Smoke-Control Systems Other Specify: All individual inspectors to be employed on this project will be WABO certified for the type of inspection they are to perform. If inspection is for work that is not covered by the WABO categories,a detailed resume of the inspector and firm must be submitted.The resume must show the inspector and firm are qualified to perform the work and testing required by the project design and specifications. The work shall be inspected for conformance with the plans and specifications approved by the City. Revisions and addenda sheets will not be used for inspection unless approved by the City.The special inspector shall report to the City revisions that are not approved. A daily record will be maintained on site itemizing the inspections performed,for the review of all parties.Any nonconforming items shall be brought to the immediate attention of the contractor for resolution.A weekly shall be submitted to the City;detailing the inspections and testing performed, listing any nonconforming items and resolution of nonconforming items. Unresolved nonconforming items will be detailed on a discrepancy report and presented to the building department. A final report shall be submitted to the Building Division prior to the Certificate of Occupancy being issued.This report will indicate that inspection and testing was completed in conformance with the approved plans,specifications and approved revisions and addenda. Any unresolved discrepancies must be detailed in the final report. The special inspector and special inspection firm serve in the role as"deputy"City of Arlingtopp ch are responsible to the City of Arlington Building Division in the performance of the required work. Rk Contractor: DEC 0 9 2003 WEB Forms—119 Page 1 of 2 4/08 sb COA PERMIT CENTER e�2vn KO O-N, gS f f Oct 30 08 04:02p p.2 1301-1:CIAL INISPI :CTION AN �D '1"ESTING AC REAEMENT D,,epartment of Coma unify evelopirmenf City of Arlington• 238 N Olympic f re.-Arlington,WA 98223• Phone, 60)403 3551 •FAX(360)403 3447 The contractor shall provide the special inspec:or er;ig1mcy adequate notifical on of v, k reaciirinrg inspection. The City approved plans and specifications m st be:w de available,at the jot site to, re use of the special inspector and the City Inspector.The contractor shall maintain all cia inspec ions reports,on site,k r reviev The special inspection functions are consider! :I to b� in addition to the norma inspec) ns performed by the City and'he contractor is responsible for contacting the City to schedule regular inspections. No concre'le shall I :pound or other work covered until approved by the City Inspector. Building Division: The Building Division slrall review any revisioi sand addenda.Approved copies will k, given to the contractor to maintain as part of the approved plan w. The City Inspector'will monitor the special ins action f.nctions for compliance wth thi agreement and the approved plans. The City Inspector shall be responsible for al: 'ovin.3 various stages of constr action Ii ^§e covered and work to proceed Dosign Professionals: The architect and engineer will clearly indicai .on tt a Mans and spedfir_at:on:: for IhO peci6+;types of special inspection required,and shall include a schedule for inspection and is ling. "rhe architect and engineer will coordinate lh, r revisin.-is and addenda proce!sin sui a ,wa as to insure all required City approvals are obtained,prior to work shown on the revi ians I eing performed, Owner: The pro1 ect owner,or the architect or engine 'actk g as the owners agent,s Mall em: >y the special inspector or agency. ENFORCEMENT: A failtue of the special inspector of firm to pf form n I:eeping the requiremer is of thi BC,the approved plans and this document may void this agreement and the Building Official.appn>vA of the special inspect:x.in s- ti case a new special inspector andlor firm would need to be proposed for approval A failure c the c esign andlor construction parries r perform in accordance with this agreement may result in a STOP WORK notice being poster an the!project,until nonconforming den have been resolved. ACKNOWLEDGEMENTS I have read and agree^to comply A he lei ns an 1 c:onditions of this agree Went. Date Owner: J&,tt Date: General Contractor: Date:-- Architect: �� _ Date: Engineer ✓�/�� r Date: special inspection Agency.—..—_._�i ,9,_. City of Arlington Building Official' _ Date: VVEB Forms-119 [Ni 2 of 2 RECEIVED 41'08 sb DEC 0 9 ?[11, - COA PERMIT CENTER 0,t 30 08 04:02p p.1 Spj'lI'CIAL INISPI :C'TION AND ITSTING AG' REgEMENT DopartmentoFCommunify, evebopment City of Arlington■238 N Olympic F re. •Arlingtori,WA 98223-Phone( 60)403 3551 -FAY,(360)403 3447 PRIOR TO ISSUANCE OF A PERMIT, TI IS FP. PM MUST BE COMP:-ETED N IT�t ENTIRE:TYAND RETURNED TO THE CITY FOR APPROVAL. THE COW '_ETED FORM MUST HAVE THE 1: ?IGIAIAL SIGNATURES OF ACKNOWLEDGEMENT OF ALL PARTII'S, Hame of Project `KnreSr, t- Project Address._ 16831 Smokey Poi BI-f Arlington, 98':23 Dwner: Tim Kaintz —Pho: Number: 425-259-4AP7 Address: IL07 7t}z St N _C.:ity: rka__ 11tan;;._Slat: YIA._�.__._ Zip Code: Architect: Gary Parkinson _ _Pho- Number:425--252_-2153 Address: 2812 Colby .e::ity: Everett _5tat: WA ____ Z p Code; 98201 Engineer;,. Kosnik Engineerina Pho: Number: 425--357-9600 Address: 10511 19th Ave SE r:;ity: —Stato WA Zip Code: 98208 General Contractor: Pucfe West Co -'7 not;ion —Ph nne Number: 290-96966 P.O. Box 3535 Arlington WA 98223 Address: � -----c:.ity: _ Zip Zip Code: DUTIES AND RESPONSIB UTIES Special Inspection Firm Special Inspectors ,be Special inspection Firm of ��}7os 'eg ,l Y:c,� will perform special inspection for the Sollowing types of work(separate forms m• sl be 3w)rnitted if more than on!:firm i;. be employed), ([� Reinforced Concrete Bolting in Concrete Pre-stressed Concrete 1 Sholcrete Structural Masonry Structural Steel and Welding i High-S(rength Bolting Spray-Applied Fireproofing Smoke-CDntrol Systems 1 Other Specify w� All individual inspectors to be employed on th! proji ct will be VVABD certified Ibr the I )e of inspection they are to perform.If inspection is for work that is not covered by the WABO c tegor es.,a detailed resume or I he insp i for ar d firm must be submitted.The resume must show the inspector and firm are qualifies ro pei form the work and testinc requim by thin project design and specifications, -rho work shall be inspected for conformance eilh Ih:plans and specification; appra- I by the City Revisions and addenda sheets will not be used for inspection unless approved b! the C ty The special inspector!;hsll rel it to f)e City revisions that are not approved. A daily record will be maintained on site items;.ng th.�inspections performed, or the ii iew of ail parties.Any nonconforming iternS shall be brought to the immediate attention of the c ntrac.or for resolution.A week),shall I: submitted to the City;detailing the inspections and testing performed,listing any nonconforn -Ig ite nv and resolution of nods onformi f items. Unresolved nonconforming items Will be detailed on a discrepancy report and presents to 1h a Wilding departmerit. A final report shall be submitted to the Buildin Divi„on prior to the Certificate of Occ- ancy being issued.This report will indicate that inspection and testing was compleled in conft mane a•vith the approved plane,specil ation�,and approved revisions and addenda. Any unresolved discrepancies must be delaile :in th a final report. The special inspector and special inspection f m sei vc:in the role as"deputy":,ity of, iington inspectors and as such are responsible to the City of Arlington Building Division in the -erfol=mince of the required WCrk. Contractor: RECEIVED lJVIr s B Form —119 Pay:e I of 2 4/013 sb DEC 0 9 2008 COA PERMIT CEDER -5u) avbg 0 D$S J I �1 � � J r x ■ G�KY ofi City of Arlington • Public Works Utilities Division 711VG�� Water Department ph. 360.403.3526 CROSS CONNECTION SURVEY For Building Permits FOR OFFICE USE ONLY Date Received: Survey reviewed by: Survey accepted by: Assembly Required: ❑ No ❑Yes DCVA RPBA Inspection Project Site Address: Property Tax ID#: Lot#: Building Permit#: Subdivision: Property Owner: ` Height of Building: feet #of stories Description of activity to be performed at project/business site: CA L CAM VE b8�a 11.1-1 y Property Owner's Name: 1-11A -OT' �r2- Property Owner's mailing address: ��` ` •� �, Property Owner's Phone# Fax# Occupant/Contact's name: Occupant/Contact's mailing Address: Occupant/Contact's Phone# Fax# The Rules and Regulations of the State of Washington Department of Health require that certain premises install backflow prevention assemblies. (WAC 246.290.490). Backflow prevention assemblies shall be installed at any premise where, in the judgement of the City of Arlington Cross Connection Control Specialist,the nature of activities on the premise may present a hazard to the public water system,should a cross connection exist. RECEIVED CCS BP pg 1 2006 DEC 0 9 20C3 COA PERMIT CENTER 1?�t9 2vO8�a-SS ti r A 74 1 rL I City of ArGnaton Utilities Division Cross Connection Survey Business or Pro'ect Name & Address: ► ��`�„IvY �b• ' l',`��1V Name of person filling out survey lease iwintd � Place a check mark next to all equipment/fixtures listed below that are, or will be,permanently or occasionally connected to water for use at your project/business. Toilets [3High Pressure washers w/o chemical injection Sinks(kitchen,bathroom, etc.) [3 High Pressure washers with chemical injection ❑ Janitor sink 0 Chemical Feeder for Cleaners 0 Shampoo Basin ® Dye Vats Hose Bib(outside faucet) 0 Industrial Fluid Systems ❑ Hot tub 0 Chlorinators 0 Swimming pool ❑ Computer Cooling Lines 0 Spa/Sauna 0 Brine Tank 13 Dishwashers [3 Condensate Tanks Ice maker 0 Cooling Towers Laundry Machines 0 Etching Tanks 0 Air Conditioner 0 Fermenting Tanks 0 Beverage(pop)Machine using COz [3 Livestock Drinking Tanks Coffee Urn,Espresso Machine,etc. 0 Make-up Tanks 0 Water Treatment/Filtration System ❑ Fertilizer Injection 0 Decorative pond/fountain [3 Intertied(looped)services Drinking Fountains [3 Aspirators,weedicide,herbicide,pesticide I-] Lawn/Landscape Irrigation w/o chemicals 0 Pesticide Applicator Trucks 0 Lawn/Landscape Irrigation with chemicals [3 Pump Prime Lines ❑ Film Processors [3 RV dump Station 0 Photo Developing Sinks/Tanks etc. 0 Sewer Connected Equipment Mobile carpet cleaner 0 Sewer Flushing Air Washers 13 Stills 0 Solar heating system [:] Sumps Heating Exchangers w/o double wall with leak path 0 Laboratory Equipment 0 Heat Pumps 0 Bottle washing equipment Heating System using water 0 Autoclave 0 Heating Boilers,commercial [3 Autopsy Tables 0 Boiler Feed Lines 0 Sterilizers Floor Drains 0 Bed Pan washers 0 Kitchen Equipment 0 Bidets 0 Commercial Cooking Kettles [3 Dialysis Equipment Fume Hoods 0 Hydrotherapy Baths Degreasing Equipment 0 Dental Equipment/Cuspidors 0 Trap Primers [3 X-Ray Equipment ❑ Used or Gray Water Systems ❑ Private Well on property Steam Generating Equipment Garbage Can washers The above information is complete and accurate to ® Fire Sprinkler System w/o chemicals the best of my knowledge. I understand that any ❑ Fire Sprinkler System with chemicals changes in equipment connected to the domestic 13 Fire Dept Connection water system must be reported immediately to the 0 Private Fire Hydrants City of Arlington Utilities Division as a condition of Aquarium make-up Water 13 Baptismal Fountain RECEIVE® ontinued service. ❑ Air Compressor ❑ Car washing equipment DEC 0 9 2003 13 Radiator Flushing Equipment Signature Date CCS BP pg2 2006 COA PERMIT CENTER 1 1 J T+ f ■t I •i INDUSTRIAL and COMMERCIAL WASTE DISCHARGE Public Works Utilities Division City of Arlington • 154 W Cox •Arlington,WA 98223 • Phone(360)403 3526 • FAX(360)435 7944 Wastewater Discharge Screening Form This is not a wastewater discharge application; it is only a wastewater discharge screening form. The information provided in this from will be reviewed and the appropriate Discharge Agreement Application sent to you, if necessary. Please fill out all questions. FOR OFFICE USE ONLY Date Received: Application Reviewed By: Business ID.: Application Accepted By: FILL OUT ALL SECTIONS OF THIS FORM. Is your business on city sewer? YesANo [3 Do not know Company Name: � Type of business: (description of activity to be performed at business site): p Medical/Dental p Restaurant Q Office/Retail79f Commercial p Industrial Other: Mailing Address: City: State: Zip Code: L Business Address: ;J� City: ;1 t State: Zip Code: qQx� Phone Number:�}2�7 Extension: Fax Number: E-mail Address: Contact Person:t"0 Pcot &-,Contact Title: `U Emergency Phone Number: FOR QUESTIONS CALL WASTEWATER PRETREATEMENT AT 360-403-3526 RECEIVED WEB Form Page 1 of DEC 0 9 7pV, 5/08 sb C:OA PERMIT CENTER el/p-"vuu 9 0 a%�5_ j r � Ifs .\ N fN INDUSTRIAL and COMMERCIAL WASTE DISCHARGE Public Works Utilities Division City of Arlington • 154 W Cox •Arlington, WA 98223 • Phone (360)403 3526 • FAX(360)435 7944 1. Will the facility need to be remodeled to accommodate your business? Yes Q No)< 2. Does your business require an NPDES permit? Yes ® No ® Not sure 0 3. Does your business require any other permits or licenses? Yeses Now If yes please list. 4. Is this a home based business? Yes p No 5. Is the facility rented or leased? Own Q Rent 0 Lease Q If yes, the owner or leasing agents name: Phone number: 6. Is your business a food based industry? (restaurant, bakery, food packaging, catering, etc.) Yeses No X-1� 7. Is your business automotive based? (automotive, aviation, small engine repair, motorcycles, etc.) Yes* No ❑ 8. Is water used in the process of your business? (washing, rinsing, cooling, as an ingredient, etc.) Yes ❑ No-�( The information I have given on this application is complete and accurate to the best of my knowledge. Signature of Responsible Person: Printed Name: Title: Date: RECEIVED WEB Form Page 2 of 2 DEC 0 9 "'' 5/08 sb COA PERMIT CENTER 0�kp 2v 0 9 o a-SS .� .ti � � f 1' ,� NEW COMMERCIAL/MULTIFAMILY PERMIT APPLICATION Department of Community Development City of Arlington - 238 N Olympic Ave. -Arlington, WA 98223• Phone(360)403 3551 - FAX(360)403 3447 THIS APPLICATION TO BE USED FOR NEW COMMERCIAL STRUCTURES AND RESIDENTIAL DWELLINGS UNITS CONTAINING TOWNHOUSES OR THREE OR MORE UNITS. THIS APPLICATION MUST BEACCOMPANIED BYA COMMERCIAL APPLICATION SUBMITTAL CHECKLIST AND AN OCCUPANT'S STATEMENT OF INTENDED USE. Name of Project: J �'jL�-t�. Valuation: two V 4� Project Address: ��p,, Parcel ID#: 2&bt72lx� ldt7 Legal Description Owner: �� I� .2 Q"� ' G P*4 7o Phone Nu ber: CI Address: �� Yft iU D City: State: Zip Code: SL 2 Engineer: 1 =1"T _ �ill! Phone Number: — r 'IC Cell Phone: 2 /F1a�x: E-mailtV2 Address: 2 lam• City: State: Zip Code:tv General Contractor: Phone Number: Cell Phone: -02 Fax: b` E-mail- Address: ` tt,w City: State: Zip Code: Contractor's License Number:-A.' ' Expiration: '^1 Contact Person: 'v Phone Number: r L Cell Phone: Faxo 2 •14Z'P)I5D E-mail. Address: ��, City: State: Zip Code: Proposed Scope of Work: 1-170 ` CAL G (��fAC JJ (� I hereby certify that the above information is correct and that the construction on, and the occupancy and the use of the above- des ribed property will be iq accordance with the laws, rules and regulat' 11-0 Applicants Signature Date tvt 01 -�� -s rint Applicants Name RECEIVE® FOR STAFF USE ONLY DEC0 9 2008 MA109Oa-8Is- hL 419,�5 . 616 000��1a-I COA PERMIT CENTER Permit# Accepted By Amount Received Receipt# Date Received WEB Forms—121 Page 1 of 1 04/08 sb nog OR-$S . t ya 1 fr i17.tir r 1, i I l 1rll JU I MIN .4 � j PRECONSTRUCTION MEETING OUTLINE Department of Community Development City of Arlington • 238 N Olympic Ave. •Arlington, WA 98223• Phone (360)403 3551 • FAX(360)403 3447 I. Permits Contractors performing work that is required to have a permit by any of the City's codes shall post the required permit and any approved plans on-site or in the general contractor's on-site office. All permits shall be placed in a three-ring binder, tabbed by discipline and kept in the general contractor's on-site office along with any City approved drawings. The general contractor is responsible to ensure that all proper permits have been obtained. II. Inspection Process All inspection requests are made by phone through our Interactive Voice Response System. The phone number is 360-435-0674. Inspection requests for next business day must be made by 5:00 P. M. the day before the scheduled inspection. A scheduled inspection may be cancelled through the Interactive Voice Response System until 8:00 A.M. the day of the scheduled inspection. Inspections results and the inspection history can be obtained by calling the permit center at 360-403- 3551. Recording of the inspection results is done by checking one of four descriptions on the inspection record card. • Approved • Partial Approval • Correction Required • Contact Inspector Our Inspectors will provide written Correction Notice information on the job site. Any requests for Special Conditions or Special Permissions allowed under the City's Codes must be made in writing and signed off on by an Inspector. Verbal requests cannot be granted. Your project will have the same Inspector for the entire project. Remember, if it is not in writing, it did not happen. If you have general inspection questions or need to contact one of our inspectors you may call 360- 403-3551 to speak with the Inspector of the Day. Inspectors are typically in the office from 7—8:30 AM and 4—5 PM. The City of Arlington Building Division attempts to respond to inspections requests within 24 hours. We cannot honor specific times for inspections due to workload. However you may request an AM (between 8:30 - 12) or PM (1:30—4) When the inspection staff is unable to keep up with the workload the inspection requests will be prioritized as follows: 1. Inspection for the placement of concrete RECEIVED 2. Inspections for open ditch cover 3. Final inspections DEC 0 9 2008 4. Inspection that have been waiting the longest (first in —out) WEB Forms—34 Page 1 of 2 COA PERMIT CENTS, 8 sb 'OLD?�u W 6 0?$ I ' PRECONSTRUCTION MEETING OUTLINE e Department of Community Development City of Arlington • 238 N Olympic Ave. •Arlington, WA 98223• Phone (360)403 3551 • FAX(360)403 3447 The City of Arlington Building Division requires inspection prior to concealment. If any area is covered without inspection it will be required to be uncovered, at contractor expense, to allow inspection. The general contractor is responsible to ensure that ALL required inspections are completed prior to concealment. Areas of inspection shall be ready when the inspection is requested. Areas of inspection not ready for inspection will be documented as not ready for inspection. A$47.00 re-inspection fee will be assessed for the third re-inspection request if failed. No inspections will continue for that project until the re- inspection fee has been paid. Each contractor requesting an inspection will have, on-site, a representative that will accompany the inspector during the inspection process. III. Contractors All subcontractors shall be properly licensed by the State of Washington (including out-of-state contractors). The general contractor shall ensure that ALL subcontractors are properly licensed. Each contractor is responsible to know the provisions of the code that the project is being constructed under. IV. During Construction Changes or revisions to the City Building Division Approved Plans require a Revision to be submitted and approved prior to inspection. Please consult with the Building Inspector on your project. The City is not part of your construction RFI process. If revisions are required to be submitted, they must be submitted through our Permit Center. The Building Inspection staff will provide you with the proper tracking paperwork that must be submitted to our Permit Center if your revision will require re-submittal and additional Plan Review. A copy of the Revision Submittal form is included here. V. Job Completion Schedule and Certificate of Occupancy (CO) The General contractor needs to keep the Building Inspection Staff aware of the construction schedule and the projected completion date. Please provide a copy of your schedule of critical path inspections and desired C. of O. date. This information is critical and must be updated as necessary. RECEIVED DEC 0 9 2003 COA PERMIT CENTER WEB Forms—34 Page 2 of 2 4/08 sb CERTIFICATE OF OCCUPANCY REQUIREMENT'S Department of Community Development City of Arlington• 238 N Olympic Ave. •Arlington,WA 98223 • Phone (360)403 3551 • FAX(360)403 3447 Certificate of Occupancy Requirements: A Certificate of Occupancy or Temporary Certificate of Occupancy is required for ALL buildings or structures that are occupied or used, including single-family homes and residential structures. The Certificate of Occupancy certifies that the building or structure complies with the requirements of the Arlington Municipal Code and the International Building or Residential Code for the intended use and occupancy. As your project nears completion there are certain procedures that you must complete prior to the issuance of the Certificate of Occupancy or Temporary Certificate of Occupancy. The first five items may be done in any order, but all five must be completed prior to the Final Building inspection. First.All utilities and construction work must be completed to the satisfaction of the Arlington Public Works Department. This may include, but is not limited to easements, pedestrian walkways, Stormwater management, water and sewer service, ect. Contact the Construction Inspection Division when you are ready for your final site inspections. Second:All zoning site requirements, signage, parking, landscaping, screening as well as other approved development conditions must be acceptable to the Arlington Planning Division. Contact your assigned project Planner to schedule your final review and site inspections. Third:All fire alarm systems, automatic fire sprinkler systems, fire lane striping and other project requirements must be 100% completed and approved by the Arlington Fire Department. Contact the Fire Department to schedule your final inspections. Please be sure that all work is completed and that all systems have been tested before your scheduled inspections. Remember to schedule far enough in advance to allow time to make corrections and to have reinspections performed if necessary. Fourth:The Building Official must be provided with two letters; one from the Special Inspection Agency and one from the registered Design Professional in Responsible Charge stating that the building has been completed, complying with the plans and specifications. These letters shall be routed through the Permit Center. A copy of each of these letters must also be on-site for the Building Inspector prior to the Final Building Inspection. Fifth:ALL Electrical, Mechanical and Plumbing Permits for the project must be 100% completed, have their final inspections and be "signed off." Contact the Arlington Building Division to schedule your final inspections by calling our Direct Request system at (360)435-0674. Sixth:A Final Building Inspection must be performed AFTER the five items above have been completed. Contact the Arlington Building Division to schedule your Final Building Inspection by calling our Direct Request system at(360)435-0674. Final Record Verification:Once all of the permits on your project have been 100% completed and "signed off' you will need to schedule an appointment with our Certificate of Occupancy Inspector Scott Black to review all of the "Site" inspection records, (inspection records are usually on bright green paper), and to verify the necessary information for the Certificate of Occupancy. Scott Black can be reached at (360)403 3437 or by email sblack .ci.arlington.wa.us RECEIVE® Issuance of the Certificate of Occupancy: Once you have met with the Certificate of Occup Ins e tP� and all of your"site" inspection records have been verified it takes a minimum of five working d t�1ICZ1he WEB Forms-114 Page 1 of 2 COA PGrM CENTER CERTIFICATE OF OCCUPANCY REQUIREMENT'S Department of Community Development City of Arlington• 238 N Olympic Ave. •Arlington,WA 98223 • Phone (360)403 3551 • FAX(360)403 3447 Certificate of Occupancy. All Certificates of Occupancy are issued through by the Certificate of Occupancy Inspector. Temporary Certificate of Occupancy:A Temporary Certificate of Occupancy May be issued for a period not to exceed 60-days for the strict purpose of stocking shelves or training employees. In order to obtain approval for a Temporary Certificate of Occupancy ALL LIFE SAFETY ITEMS SHALL BE COMPLETED AND OPERATIONAL to the satisfaction of the Arlington Fire Chief and Building Official. Requests for a Temporary Certificate of Occupancy: Requests must be in writing addressed to the Building Official at least 30 days prior to the expected temporary occupancy date. The letter must include the following: • Specific details as to why the Temporary Certificate of Occupancy is need. ■ What the stocking of shelves or training will entail. • What the hardship is in waiting until the Certificate of Occupancy is issued. • The requested date of the Temporary Certificate of Occupancy. ■ The expected date of the Final Building Inspection and Issuance of the Certificate of Occupancy. • Written consent from both the contractor and the Responsible Design Professional in Responsible Charge stating that they have on issues or problems with the temporary occupancy and it will nor create any problems including hazards or safety to occupants during the temporary occupancy status. By keeping these outlined steps in mind and expeditiously attending to all items prior to a Building Final, the City of Arlington can better serve you and prevent unnecessary delays in issuing your Certificate of Occupancy. RECEIVED DEC 0 9 2003 COA PERMIT CENTER WEB Forms-114 Page 2 of 2 04/06 sb KOSNIK ENGINEERING, PC XPRESS LUBE Arlington, Washington Structural Calculations d for '. K0 Permit Submittal 2b744 16�- t y ONAl. EXPIRES AV Project No. K-08-022 RECEIVED July 7, 2008 DEC 0 9 2008 COA PERMIT CENTER 10511 191h AVE SE, Suite C, Everett,WA 98208 ♦ (425) 357-9600 (phone) ♦ (425) 357-9622 (fax) %� .. 'l 4 r Xpress Lube Project No. K-08-022 STRUCTURAL CALCULATIONS INDEX Sheet Design Criteria 01 Roof Framing 02—03 Floor Framing 04—07 CMU Wall Design 08—10 Pit Wall Design 11 -15 Foundation&Grade Slab Design 16—19 Lateral Analysis 20—25 Appendix: ASCE 7-05 Drifting Snow Graph Al Joist,Roof Deck&Floor Deck Allowable Loads Charts A2—A5 Anchor Bolt Capacities in CMU A6—A7 0 XPRESS LUBE 7_7_�g DESIGN CRITERIA Code: 2006 IBC Permitting Agency: City of Arlington Live Loading: 25 psf Roof Snow Load 100 psf Floor Live Load Seismic Loading: Special Reinforced Masonry Shear Walls IBC Soil Classification=D R= 5.0, Sds = 0.777 Wind Loading: 85 mph, Exposure B Foundation design is based on the following values derived from the geotechnical report by Nelson Geotechnical Associates, Inc. dated March 21, 2008: Allowable Bearing Pressure: 2,000 psf Lateral Earth Pressures on Subterranean Walls: At Rest Condition: 60 pcf EFW (Drained Level Backfill) 122.4 pcf EFW (Saturated Backfill) Passive Soil Resistance: 200 pcf EFW (FS = 2.0) Coefficient of Base Friction: 0.35 (FS = 1.5) Saturated Soil Density: 125 pcf Material Reguiremeiits: Rebar: Grade 60 Concrete: fc= 3000 psi Kosnik Project Pla Sheet 2 7'7-J4S �F4Engineering Date A Professional Service Corporation - Job No 1 (�1z4 4�T 1 r-�C_r 5 Ny�-✓ L�e'4 4� l�I�cl-'� w��1'G� w � � ( Z•�� •2' 4RKosnik Project x(��°=�S 'fir Sheet 3 Engineering Date 7-7-6 A Professlonal Service Corporation Job No 2S r'srd r"st= T-L i\/t�' \7L:::'LsT- z GAr q-C-, (��cr-T ��,,��,✓ _ 'Ll �' Psi- A�✓c� —� Gl� (� •I ) = 2 2`1 �vl' I-ev sm I;� '/y l�r �la Ml=r^sl r— Q I� Kosnlk Project Sheet Engineering Date A Professional Service Corporation Job No �-�^�2-2- FC.c�lz rot L..a/ `� 7 F 9¢-22 Cow r i r— tJ c;�—S) V S� �� ta`�i� �(� T-`� .4�L-o�,�� co/Z �=12•v1 C� i' /�1 LSD A- IN ro x Z!o j2 r Arc_T+ 4a�� TL- III(a� /t-T 5 ` i�•c�3 c✓��h-� •_ 7a r � •�f- G G� .n �. � ( �k'�"" /3�A�c.,y r-tG fj i��i�-Y 5��) - ak- . o 7 7 �4s BeamChek v2007 licensed to:Kosnik Engineering Reg#7806-1238 Xpress Lube Beam 131 Date:6/25/08 selection W 6x 16 50 ksi Wide Flange Steel Lateral Support: Lc=3.6 ft max. Conditions Actual Size is 4 x 6-1/4 in. Min Bearing Length R1=0.8 in. R2=0.8 in. (1.0) DL Defl= 0.06 in Recom Camber=0.08 in Data Beam Span 8.83 ft Reaction 1 LL 2649# Reaction 2 LL 2649# Beam Wt per ft 16.0# Reaction 1 TL 4309# Reaction 2 TL 4309# Bm Wt Included 141 # Maximum V 4309# Max Moment 9512'# Max V(Reduced) N/A TL Max Defl L/240 TL Actual Defl L/740 LL Max Defl L/360 LL Actual Defl L/>1000 Attributes Section in Shear(in') TL Defl(in) LL Defl Actual 10.20 1.63 0.14 0.09 Critical 3.46 0.22 0.44 0.29 Status OK OK OK OK Ratio 34% 13% 32% 30% Fb(psi) Fv(psi) E(psi x mil Values Ref.Value Fy 50000 50000 29.0 Ad'usted Values 33000 20000 29.0 Adjustments YP Factor, Lc 0.66 0.40 Loads Uniform LL:600 Uniform TL: 960 =A Uniform Load A R1 =4309 R 2=43 09 SPAN =8.83 FT Uniform and partial uniform loads are Ibs per lineal ft. \1 /1 7_Z_oq BeamChek v2007 licensed to:Kosnik Engineering Reg#7806-1238 Xpress Lube Continuous Beam CB y 5-0 Date:6/25/08 Selection W 6x 16 36'ksi Wide Flange Steel Lateral Support: Lc=4.3 ft max. Conditions Actual Size is 4 x 6-1/4 in. Min Bearing Length R1=0.8 in. R2=0.8 in. (1.0) DL Defl= 0.16 in Recom Camber=0.24 in Data Beam Span 12.66 ft Reaction 1 LL 1544# Reaction 2 LL 2149# Beam Wt per ft 16.0# Reaction 1 TL 2572# Reaction 2 TL 3540# Bm Wt Included 203# Maximum V 3540# Max Moment 15959'# Max V(Reduced) N/A TL Max Defl L/240 TL Actual Defl L/365 LL Max Defl L/360 LL Actual Defl L/598 Attributes Section (in') Shear(in') TL Defl(in) LL Defl Actual 10.20 1.63 0.42 0.25 Critical 8.06 0.25 0.63 0.42 Status OK OK OK OK Ratio 79% 15% 66% 60% Fb(psi) Fv(psi) E(psi x mil Values Ref.Value Fy 36000 36000 29.0 Adjusted Values 23760 14400 29.0 Adjustments YP Factor, Lc 0.66 0.40 At Point Loads: Provide these minimum bearing lengths in inches or provide web stiffeners. B=0.8 — Loads Point LL Point TL Distance Par Unif LL Par Unif TL Start End 2693 B=4309 6.33 200 H=320 7.66 12.66 ��11 r H Pt loads: [B] R1 =2572 R2=3540 SPAN = 12.66 FT Uniform and partial uniform loads are Ibs per lineal ft. 0 BeamChek v2007licensed to:Kosnik Engineering Reg#7806-1238 Xpress Lube B2 End of Pit Beam Date: 7/03/08 Selection C 6x 8.2 50 ksi Steel Channel Lateral Support: Lu=3.7 ft max. Conditions Actual Size is 1-7/8 x 6 in. Min Bearing Length R1=0.8 in. R2=0.8 in. (1.0) DL Defl= <0.01 in. Data Beam Span 3.5 ft Reaction 1 LL 875# Reaction 2 LL 875# Beam Wt per ft 8.2# Reaction 1 TL 1414# Reaction 2 TL 1414# Bm Wt Included 29# Maximum V 1414# Max Moment 1238'# Max V(Reduced) N/A TL Max Defl L/240 TL Actual Defl L/>1000 LL Max Defl L/360 LL Actual Defl L/>1000 Attributes Section (in ) Shear(ink TL Defl(in) LL Defl Actual 4.38 1.20 0.01 <0.01 Critical 0.50 0.07 0.18 0.12 Status OK OK OK OK Ratio 11% 6% 4% 4% Fb(psi) Fv psi E(psi x mil) Values Ref.Value Fy 50000 50000 29.0 Adjusted Values 30000 20000 29.0 Adjustments YP Factor, Lu 0.60 0.40 Loads Uniform LL:500 Uniform TL: 800 =A Uniform Load A C 0 R1 = 1414 R2= 1414 SPAN =3.5 FT Uniform and partial uniform loads are Ibs per lineal ft. Kosnlk Project I?- L r - Sheet 19 Engineering - Date A Professionei Service Corporation Job No C4 T— fI�lT� C�9-TLC�r�e,-�/ 777 7 ) ( `�. 777, -� `�' ��►� 17 M = 17 ( I S,-6 = S P ;F-/I vl _ lS---IC a. 15 21.E 3tz AA V2- MM 7 Zuf LpL:,�( v,c�o�3)C ,�,�� 2)(3,55J /lL s 5 �- ?Z" Kosnik Project _�r 1= :" '= - wt3i� Sheet - Engineering - - Date A Professional Service Corporation Job No LAALJ SG�i.J V(=(zl LEA 1) cxJ 1,,4"-- (2P 1+1-1< -14-z- a I- = / 3 � 2 5 + rL(7-�ZS� F, Tj G M y Cn-ty - 74S ( IV, 7 -12-) n , o'-{(0 s � fir— p- K !OKKosnlk Project x�� >5� Sheet l ■ Date 7_Z- Eng■�neer�ng A Professional Service Corporation Job No t:;'zZ w 7$ Psr Ms- PI 17-t r � — 9, lo = D,� 2 J r�, �s4, . MM _ '��`�•��( D��2)� �,��Iz-��5.3��12. = Z51I '�li <Engineering snik ProtectSheet Date F� sd A Professional Service Corporation - - - Job No F3r'r�r��r�r Sr��i3 l�u=Vrf�i r�aN: It 5� -1i�l-C�Ic 2$�r' r~ aJr�IY� M V rw• •-1 llt.N3 M�, = �, 'Z- �51=t=. r9-T`TA�_�!•r�.L� f�•Ni4�-YS�=v _ - Z _5,�g�Z S.�g " GI = o•�y � m 5,3" 9 BENTLEY �-�-�g Kosnik Engineering Current Date: 6/30/2008 8:03 AM Units system: English File name: Load data GLOSSARY Comb Indicates if load condition is a load combination(1=load combination.0=load case) Load conditions Condition Description Comb. Category ---------------------------------------- ........ ------------------------------------------------------ -- SUR Surcharge 0 ILL SL At-Rest Soil Pressure 0 LL C1 1.6SL+1.6SUR 1 -- --------------------- ---------------------- ---------------------- ----------------------------------------------... Distributed force on members Y2 tj d, I 1 KJ d2 Condition Member Dirt Vail Va12 Distl % Dist2 % [Lb/ft] [Lb/ft] [ft] [ftl ------------------------------------------------------- SUR 1 X 120.00 120.00 0.00 No 100.00 Yes SL 1 X 681.80 306.00 0.00 No 3.07 No X 306.00 0.00 3.07 No 8.17 No -----------------------------------........------------------------------------------------------------------------- Self weight multipliers for load conditions Self weight multiplier Condition Description Comb. MultX MultY Multz --------—----------------------------------------------------------------------- SUR Surcharge 0 0.00 0.00 0.00 SL At-Rest Soil Pressure 0 0.00 0.00 0.00 C1 1.6SL+1.6SUR 1 0.00 0.00 0.00 Pagel Ai ILLY Kosnik Engineering 7 7-�� Current Date: 6/30/2008 8:05 AM Units system: English File name: Geometry data GLOSSARY Cb22,Cb33 Moment gradient coefficients Cm22,Cm33 Coefficients applied to bending term in interaction formula d0 Tapered member section depth at J end of member DJX Rigid end offset distance measured from J node in axis X DJY i Rigid end offset distance measured from J node in axis Y DJZ Rigid end offset distance measured from J node in axis Z DKX Rigid end offset distance measured from K node in axis X DKY Rigid end offset distance measured from K node in axis Y DKZ Rigid end offset distance measured from K node in axis Z dL Tapered member section depth at K end of member Ig factor i Inertia reduction factor(Effective Inertia/Gross Inertia)for reinforced concrete members K22 Effective length factor about axis 2 K33 Effective length factor about axis 3 L22 Member length for calculation of axial capacity L33 Member length for calculation of axial capacity LB pos Lateral unbraced length of the compression flange in the positive side of local axis 2 LB neg Lateral unbraced length of the compression flange in the negative side of local axis 2 RX Rotation about X RY Rotation about Y RZ Rotation about Z TO 1 =Tension only member 0=Normal member TX Translation in X TY Translation in Y TZ Translation in Z Nodes Node X Y Z Rigid Floor Iftl Iffl Iffl ----------------------------------------------------------------------------------------------------------------- 1 0.00 0.00 0.00 0 2 0.00 8.17 0.00 0 Restraints Node TX TY TZ RX RY RZ 1 1 1 0 0 0 0 2 1 1 0 0 0 0 Members Pagel B Z-Z-"`6 Member NJ NK Description Section Material d0 dL Ig factor [in] [in] 1 1 2 RcBeam 8x12in C 3-60 0.00 0.00 0.00 Paget (5 BCN'TLEY 7-7- Kosnik Engineering Current Date: 6/30/2008 8:05 AM Units system: English File name: Analysis Results Maximum forces at members Condition:C1=1.6SL+1.6SUR Axial Shear V2 Shear V3 Torsion M22 M33 [Lb] [Lb] [Lb] [Lb-ft] [Lb"ft] [Lb*ft] MEMBER 1 Max 0.00 1911.24 0.00 0.00 10.00 5201.15 Min 0.00 -3331.91 0.00 0.00 0.00 0.00 Pagel snikProtect Sheet Engineering - Date 7-7- 9 A Professional Service Corporation — Job No 131v\ c`tl=lL r4 nJ�l�- �l�a = 2 5 7 2(Z) -J- fl-l��- r�-•rr��M�r�r�,-i r l3 M - y 3�� `- 1'� P��, = 5-7. 7 '� ?�1> J-oe�1-rn�C� /-�1,1- L-4-r3 mot= G3� f�I a"-5 �1�� = Z �-s r` A"��r� = 1 � 1z = � •5 s� r=r x S'-Co" Phil /}Jzr�f} 1�j•7� sq 1=i l� (moo Ltd" wtPr Kcsnik Project Sheet 17 Engineering Date 7-7--T A Professional Service Corporation Job No S l-?Zi F' Fir�J A-n t 7i5 (-7/y)( loc-o tC,,=P) a rt-t, -- 3 4 7 C-1 Per -d-�vF".,54 /3 3, L�7 ,- 0,�,7) = 233 r7sr= 5-1 ( 3, 7C.) - 69,7- 14p!, /� 1-1 o ._._ / ' S.L. - �. �+�- r✓ p) 0 v cV �� o tt-50'? tz"lam Kosnik Project Sheet Engineering Date 7-7-9 A Professional Service Corporation Job No le- AlM�x 3)t 2--1 [ 1 ,75 + )O.G7V II-f 53 - Z 7 2-12 Z 2- k' Al _ 3;? �3,5 = I - i6�1, � ry 1 0 ;k SF-- Cam) - 7 gar 131=AM Vv - H"-I , I K 2-) ��/ moo,'?L::?o Kosnik Project Sheet Engineering °ate -�-�� A Professional Service Corporation Job No r L—,. + 5s OT— 7Y � G/Z/4-0 -- S�ql y2,�7( 2f-`63� (�612. 5� E: Kosnik Project P,�r�5 L�1 �= Sheet - Z— Engineering - Date -7-7-9 A Professlonal Service Corporation Job No �6 5 MPl-1-> ! .t-r��s,�r�.-,� l�� .1-✓ = l-o 11,5 Psi= > r�-TAIXto2 �•�� = 7• � P5:1� 65 •163 C •?3, (2•e-V �cr�b-sL-2-v+TiutE) V✓Ir-1] ('oj�cd� iti /✓olzi7F - �a��L{ C�i 7![7kJ; Z-577 7 7 7") 7 S- �15 ,�31y) �(2� - t�•�-�)�(z�•�7�(�)(7�s�fi l5 C��,�7��z.�7� C (t s �3�2) � ( «.�� -� s.�s3)a (�2•�7�C�->C��)(a,�s) -r l�(��•��)(bz.�7) Gs = e2-777 SI=ISNtl� r-�R-�-1� i,.� :N�'lLi�-�so�l-/ - Dc�t�-�--�t��✓: S I�1.S "�r L 1' ice= t� r✓ FC"+s r- w1a-57T Eli, 4,--7- D r-J 0,t 575 = 17. 7 k �: ' I I Title: kP' `'';,S l.,15di Job# i---16--22 Dsgnr: Date: , 7-7--: S Description KOSNIK ENGINEERING, PC Scope: Rev. 580016 Use1 :KW-0604005.Ver5.80,1-Nov-2006 ASCE 7-02 Earthquake Load Calculations Page . 1 (e)1983-2006 ENERCALC Engineering Software J Description Occupancy Category ASCE 7-02 Table 1-1, 2003 IBC Table 1604.5 "II" :All Buildings and other structures except those listed as Category I, III, and I Occupancy Importance Factor = 1.00 ASCE 7-02 9.1.4 Seismic Use Group = I ASCE 7-02 Table 9.1.3 Ground Motion ASCE 7-02 9.4.1.1, 2003 IBC 1615.1 Latitude = 48.207 deg North Longitude = 121.948 deg West Location : Arlington, Snohomish County,WA 98223 Max. Ground Motions,5%Damping,from USGS 1996 maps : SS = 1.099 g,0.2 sec response S q = 0.309 g, 1.0 sec response Site Classification ASCE 7-02 Table 9.4.1.2, 26031BC Table 16.15.1.1 "D" : Shear Wave Velocity 600 to 1,200 ft/sec = D Site Coefficients Fa & Fv ASCE 7-02 9.4.1.2.4, 2003 IBC 1615.1.2 (using straight-line interpolation from table values) Fa = 1.06 Fv = 1.78 Maximum Considered Eartguake Acceleration ASCE 7-02 Equation 9.4.1.2.4-1 &2, 2003 IBC Equations 16-38& 16-39 S MS = Fa* Ss = 1.165 SMI = Fv* S1 = 0.551 Design Spectral Acceleration ASCE 7-02 9.4.1.2.5, 2--31BC 1615.1.3 S DS=S MS* 2/3 = 0.777 SDI =S M1* 2/3 = 0.367 ✓ Seismic Design Category = D ASCE 7-02 9.4.2.1, 2003 IBC 1616.3 (SDS is most severe) Basic Seismic Force Resisting System ASCE 7-02 Table 9.5.2.2, 2003 IBC Table1617.6.2 NOTE!See ASCE 7-02 for all applicable footnotes. Response Modification Coefficient " R" = 0.00 Building height Limits : System Overstrength Factor "Wo" = 0.00 Category"A&B" Limit: Limit= Deflection Amplification Factor "Cd " = 0.00 Category"C" Limit: Limit= Category"D" Limit: Limit= Category"E" Limit: Limit= Category"F" Limit: Limit= Kosnik Project Xry2,=S5 Lv, i. Sheet 2� ngineering Date A Professional Service Corporation Job No —rEim-s (-nz-d®r��T 1-+ !3 rule-L) 1�r�sT �- w�s•T 1r�4-L�-s = 1I•�/y - 5 ,�d � r A-5 T"/ 5�,+�,��2 57-1��=`>5 P� G,2-,TI crj-f� I-✓�4�� nj vsr= (3) Kosnik Projeot A, —13 f'L Sheet 23 Engineering — Date 7-7--Z A Professional Service Corporation Job No 0 13,r 2"Z (=SST - w SY Jet�I c-,7-1 �✓ , l 13+-r12-- F, 17 �k- ' o r2 1-� = 0,T 0,777)(1,,,)( -7 -6 Mks e.b+ 1� ' Kosnilk Project ' r`kFSS _LURE Sheet 2`t - Engineering — - - - Date 7-7-�u A Professional Service Corporation - Job No K709 OIAPNMM /4/4d10RAG-E �QST 13PA6I C— 0 n =l5(/3)=/95p1 F' —� /95(6)= 1170 SL = (63--?5PZz)�z tZ563)= 67pW (75C�) _ �o� 5�s 777 ( T = 59Z ply SUM,= 3427� Is 2 CASE_ Z ZOAD COMIDATIOh( )D t L �--- R R= D+L - 1170 +fos0 = 5Z20 CASE #Z Z04D COMWAvM: (/,0 +0./4Sp,)D + .7/'QE �I to E = .7(39W) = ZM# i= (Z40(5' - IZ97(Z))�o = �3 1r ll2 Cbmlg)M TioN s (aP + 0-05-%s)� � i or �� + 0,75L 3 LC>ga 1� p P= (Go to./05(,77i))(mo) +0,7s(405o) a -k-q = 0,525( 3ZI9Z) _ /8-33# F 7 = /a33- 56 = 1777' AX -rPJ SIGN : 1777 F09S ON Z BOOS PAX 5YF�R : 4303 �bRce ON 4 UT5 T Kosnik Protect x E �u8 Sheet Z5 Engineering - Date 7- - A Professional Service Corporation Job No t�z" 75 J1.{ SoNRy % 15zo ��tf Cz� = 30�O ok 4ACW STREWT# 19 RY: /4/0%a'Cz) _ Z8,.0 SPACIO of A)gdM: A046 so) CAPNOT7 Zaz®(f,S)- ZZ56# o� sHF�9� M460NPY lb o&f e6) = SICK k7NE D15T: >/Zoe --)� CA-WI1Y /00'/. Spgc1NG /Dc b —4 C, pAe17Y /Op i G /=L� Gitt��r2 �A 'r4Lt�l1� T (T"t ITS APPENDIX Y i 7-7--S Surcharge Load Due to Drifting h, hd Pd Balanced Snow Load hb E I w - -� FIGURE 7-8 CONFIGURATION OF SNOW DRIFTS ON LOWER ROOFS I� 10 1 If lu> 600 ft, use equation lu=600 ft 8 400 200 6 100 ' o a 4 50 25 2 f If lu< 25 ft, use lu=25 ft hd= 0.43 3 1„ ., pT 10 - 1.5 0 20 40 60 80 100 pg, Ground Snow Load (Ib/ft2) To convert Ib/ft2 to kN/m2, multiply by 0.0479. To convert ft to m, multiply by 0.3048. FIGURE 7-9 GRAPH AND EQUATION FOR DETERMINING DRIFT HEIGHT,hd Minimum Design Loads for Buildings and Other Structures 91 ECONOMICAL JOIST GUIDr-- , 2 . A Combined K, VS, LH & DLH Serio- Load Table 7_-7 able Joist Allowable Joist All ble Joist Allowable s Joist Loadwa(PLF) Weight Joist Loads(PLF) Joist Load (PLF) Weigh Joist Loads(PLF) Weight Type Total s Live (lbs./ft.), TYPE! Total Live (I Type Total Live (lbs-1 Type Total Live (lbs./ft.), 10K 1 550 550 5.0 1 f K 2 368 297 5.5 16K 2 254 170 5.5 24K 6 543 493 8.9 16K 3 410 330 6.2 16K 3 283 189 6.1 24K 7 5 4 18K 3 463 423 6.5 18K 3 320 242 6.5 20LH 4 574 428 1 1 11 16K 4 493 386 7.0 16K 4 340 221 6.9 18LH 4 604 403 12 10K 1 550 542 5.0 16K 5 550 426 7.5 18K 4 7 385 284 2 18LH 5 684 454 13 20K 4 430 353 7.6 20LH 6 822 606 15 in 18K 5 434 318 7.7 18LH 7 840 553 16 10K 1 550 455 5.0 12K 1 218 123 5.0 18K 6 473 345 8.5 18LH 8 876 577 16 14K 1 257 170 5.2 20K 5 485 396 8.2 20LH 7 878 647 16 fluKin 12K 3 273 153 5.5 24K 6 550 544 7.7 18LH 9 936 616 17 14K 3 322 212 5.7 18LH 3 562 409 10 20LH 9 990 729 17 10K 1 479 363 5.0 16K 2 333 255 5.5 20LH 4 621 503 10 20LH10 1068 786 18 12K 1 550 510 5.0 16K 3 371 285 6.3 18LH 4 655 474 11 18K 3 420 364 6.6 20LH 5 668 540 11 LIB 16K4 447 333 7.0 18LH5 739 534 12 20K 3 468 453 6.7 18LH 6 875 619 15 10K 1 412 289 5.0 16K 5 503 373 7.5 20LH 6 892 713 15 16K 2 200 119 5.5 14K 1 550 550 5.2 18K 4 506 426 7.2 18LH 7 908 650 15 16K 3 223 132 5.9 20K 4 550 520 7.6 18LH 8 946 679 16 18K 3 252 169 6.3 LENGT 20LH7 951 761 15 16K4 268 155 6.8 20LH 8 980 787 16 20K 3 281 211 6.6 10K 1 358 234 5.0 18LH 9 1014 725 17 18K 4 303 198 7.0 12K 1 434 344 5.0 12K 1 199 106 5.0 20LH 9 1073 857 16 20K 4 339 247 7.4 14K 1 511 475 5.2 14K 1 234 147 5.1 20LH10 1158 924 17 18K 5 342 222 7.7 14K 3 550 507 5.9 12K 3 249 132 5.5 22K 4 374 301 8.0 14K 3 293 184 5.6 r 20K 5 382 277 8.2 16K 2 303 222 5.5 20K 6 416 301 8.8 1 M-0 E111 16K 3 337 247 6.2 14K 1 180 100 5.1 22K 5 422 337 8.7 10K 1 313 192 5.0 18K 3 382 316 6.5 16K 2 234 150 5.5 24K 6 503 439 8.6 12K 1 380 282 5.0 16K 4 406 289 6.9 16K 3 260 167 5.9 26K 6 547 519 8.9 14K 1 448 390 5.2 20K 3 426 393 6.7 18K 3 294 214 6.3 26K 7 550 522 9.1 12K 3 476 351 5.7 18K 4 460 370 7.2 16K 4 313 195 6.9 20LH 4 566 406 11 14K 3 550 467 5.9 20K 4 514 461 7.6 20K 3 329 266 6.7 18LH 4 571 367 12 18K 5 518 414 7.7 18K 4 355 250 7.1 20LH 5 609 437 12 rN L 22K 6 550 548 7.5 16K 6 384 238 8.1 18LH 5 648 414 14 18LH 2 554 439 8.8 18K 5 400 281 7.7 20LH 6 791 561 15 10K 1 277 159 5.0 18LH 3 614 488 10 16K 7 428 263 8.6 20LH 7 845 599 16 12K 1 336 234 5.0 18LH 4 715 566 11 18K 6 435 305 8.5 20LH 8 873 619 16 14K 1 395 324 5.2 18LH 5 808 637 12 20K 5 446 350 8.2 20LH 9 953 675 17 12K 3 420 291 5.7 18LH 6 955 738 14 18K 7 485 337 9.0 20LH10 1028 724 19 16K 2 512 488 5.5 18LH 7 992 776 15 20K 6 486 380 8.9 16K 3 550 526 6.3 18LH 8 1034 810 15 16K 9 514 311 10 18LH 9 1108 864 16 24K 6 550 520 8.6 20LH 4 596 463 1 M 628 18LH 4 628 436 111 16K 2 186 106 5.5 10K 1 246 134 5.0 20LH 5 641 497 11 16K 3 207 118 5.8 12K 1 299 197 5.0 14K 1 214 128 5.1 18LH 5 709 492 13 18K 3 234 151 6.2 14K 1 352 272 5.2 12K 3 227 116 5.5 20LH 6• 855 656 15 16K 4 249 138 6.6 12K 3 374 245 5.5 16K 2 277 194 5.5 18LH 7 872 599 16 20K 3 261 189 6.7 14K 3 441 339 5.8 16K 3 308 216 6.0 18LH 8 908 625 16 16K 5 281 155 7.4 16K 2 456 409 5.5 18K 3 349 276 6.6 20LH 7 912 701 16 18K 4 282 177 7.2 16K 3 508 456 6.3 16K 4 371 252 7.0 20LH 8 941 724 16 20K 4 315 221 7.5 14K 4 530 397 6.7 20K 3 389 344 6.7 1 BLH 9 973 667 17 18K 5 318 199 7.7 ® 14K 6 550 408 6.9 18K 4 420 323 7.2 20LH 9 1030 789 17 18K 6 346 216 8.5 20K 4 469 402 7.6 20LH10 1111 851 18 20K 5 355 248 8.2 H 18K 5 473 362 7.7 22K 5 392 302 8.8 22K 6 550 518 7.7 6 EN 26K 5 466 427 8.1 10K 1 221 113 5.0 18LH 3 587 446 10 24K 6 467 393 8.5 12K 1 268 167 5.0 18LH 4 684 517 11 14K 1 216 83 5.1 22K 7 475 364 8.2 14K 1 315 230 5.2 20LH 5 697 589 11 16K 2 216 133 5.5 26K 6 508 464 9.2 12K 3 335 207 5.6 18LH 5 772 582 13 16K 3 240 148 5.9 28K 6 548 541 9.2 16K 2 408 347 5.5 18LH 6 913 674 15 18K 3 272 190 6.4 28K 7 550 543 9.2 16K 3 455 386 6.3 18LH 7 949 709 15 16K 4 289 173 6.8 20LH 4 558 386 12 18K 3 514 494 6.6 20LH 8 1024 858 15 20K 3 304 236 6.7 20LH 5 602 416 13 16K 4 547 452 7.0 18LH 9 1059 790 16 ;0 8K 4 328 222 7.2 18LH 5 614 378 14 16K 5 550 455 7.2 20LH 9 1121 935 16 20K 4 366 277 7.6 20LH 6 763 521 15 20LH10 1209-1 1008 17 18K 5 369 249 7.7 20LH 7 814 556 16 O 22K 4 404 338 8.0 20LH 8 842 575 17 SIM 20K 5 412 310 8.2 20LH 9 918 626 18 12K 1 241 142 5.0 20K 6 449 337 8.9 20LH10 991 673 20 14K 1 284 197 5.2 14K 1 196 113 5.1 22K 5 455 379 8.8 12K 3 302 177 5.5 12K 3 208 101 5.6 26K 5 542 535 8.8 108 . , -1 Type PLC T111 "36 H °-36 3 I 1%2" (38 mm) Deep Roof Deck ■ Primer Painted or Galvanized ■ Y Y ALLOWABLE UNIFORM LOADS (psf, N/m2) 1r SPAN (ft-in.,mm) 4'.0" 5'-0" 5%6"r(�6'-0" 6'-6" 7'.0" 7'-6" 8'.0" 8'-6" 9'-0" 9'-6" 10'.0"10'-6" 11'-0" 11'-6" 12'-0" SPAN GAGE 1,220 1,520 1,680 1,830 1,980 2,130 2,290 2,440 Z590 2,740 2,900 3,050 3,200 3,350 3,500 3,660 O M 14 STRESS 178 114 94 -�K79 67 58 51 44 39 35 31 28 D .4 8,523 5,458 4,501 3,783 3,208 2,777 2,442 2,107 1,867 1,676 1,484 1,341 0 C 22 92 69 7r,53 42 34 27 22 19 16 13 11 D L/240 +++ 4,405 31304 2,538 2,011 1,628 1,293 1,053 910 766 622 527 STRESS 223 143 118 99 85 73 64 56 49 44 40 36 32 30 27 25 20 10,677 6,847 5,650 4,740 4,070 3,495 3,064 2,681 2,346 2,107 1,915 1,724 1,532 1,436 1,293 1,197 UV 222 113 85 66 52 41 34 28 23 19 17 14 12 11 9 8 L/240 'n 10,629 5,410 4,070 3,160 2,490 1,963 1,628 1,341 1,101 910 614 670 575 527 431 383 Z 300 196 162 136 116 100 87 76 68 60 54 49 44 40 37 34 _ STRESS 14,364 9,385 7,757 6,512 5,554 4,788 4,166 3,639 3,256 2,873 2,586 2,346 2,107 1,915 1,772 1,628 Cn 18 L/240 +++ 159 119 92 72 58 47 39 32 27 23 20 17 15 13 11 7,613 5,698 4,405 3,447 2,777 2,250 1,867 1,532 1,293 1,101 958 814 718 622 527 STRESS 300 250 207 174 148 127 111 98 86 77 69 62 57 52 47 43 14,364 11,970 9,911 8,331 7,086 6,081 5,315 4,692 4,118 3,687 3,304 2,969 2,729 2,490 Z250 2,059 16 L/240 - 198 149 115 90 72 59 48 40 34 29 25 21 19 16 14 9,480 7,134 5,506 4,309 3,447 2,825 2,298 1,915 1,628 1,389 1,197 1,005 910 766 670 STRESS 188 120 99 84 71 61 54 47 42 37 33 30 9,001 5,746 4,740 4,022 3,399 2,921 2,586 2,250 2,011 1,772 1,580 1,436 22 L/240 +++ +++ +++ +++ +++ +++ +++ +++ +++ +++ 32 tl � 1,532 1,341 236 151 125 105 89 77 67 59 52 47 42 38 34 31 29 26 f' W 20 STRESS 11,300 7,230 5,985 5,027 4,261 3,687 3,208 2,825 2,490 2,250 2,011 1,819 1,628 1,484 1,389 1,24.5 J 47 40 34 29 26 22 20 m L/240 ♦+♦ ♦+♦ ++♦ ... ++♦ +♦+ ... ... ++♦ 2 250 1,915 1,628 1,389 1;245 1,053 958 g 300 204 168 141 121 104 91 80 70 63 56 51 46 42 39 35 O STRESS 14,364 9,768 6,044 6,751 5,794 4,980 4,357 3,630 3,352 3,016 2,681 2,442 Z202 2,011 1,867 1,676 Q 18 56 48 41 36 31 28 L/240 ♦♦♦ ♦+♦ ♦♦♦ ... ... ++♦ ♦+♦ ♦♦+ ... ... 2,681 2,298 1,963 1,724 1,484 1,341 300 254 210 176 150 129 113 99 88 78 70 63 57 52 48 44 STRESS 1436412,16210,055 8,427 7,182 6,177 5,410 4,740 4,213 3,735 3,352 3,016 2,729 2,490 2,298 2,107 4 16 70 60 51 45 39 34 L/240 ♦♦♦ ... ++♦ ++♦ ♦♦♦ ♦♦♦ ++♦ ♦++ ++♦ ++♦ 3,352 2,873 2,442 2,155 1,867 1,628 STRESS 235 150 124 105 89 77 67 59 52 46 42 38 11,252 7,182 5,937 5,027 4,261 3,687 3,208 2,825 2,490 2,202 2,011 1,819 22 100 79 63 51 42 35 30 25 22 L/240 ♦+♦ ♦+♦ ... 4,788 3,783 3,016 2,442 2,011 1,676 1,436 1,197 1,053 295 188 156 131 112 96 84 74 65 58 52 47 43 39 36 33 UJ STRESS 14,125 9,001 7,469 6,272 5,363 4,597 4,022 3,543 3,112 2,777 2,490 2,250 2,059 1,867 1,724 1,580 _I 20 124 97 78 63 52 44 37 31 27 23 20 18 15 L/240 +++ +++ +++ a 5,937 4,644 3,735 3,016 2,490 2,107 1,772 1,484 1,293 1,101 958 862 718 300 255 210 177 151 130 113 99 88 79 71 64 58 53 48 44 10 STRESS 14,364 12,209 10,055 8,475 7,230 6,224 5,410 4,740 4,213 3,783 3,399 3,064 2,777 2,538 2,298 Z107 LI240 +++ +++ +++ 173 136 109 89 73 61 51 44 37 32 28 25 22 8,283 6,512 5,219 4,261 3,495 2,921 2,442 2,107 1,772 1,532 11341 1,197 1,053 STRESS 300 300 262 220 188 162 141 124 110 98 88. 79 72 65 60 55 14,364 14,364 12,545 10,534 9,001 7,757 6,751 5,937 5,267 4,692 -4,213 3,783 3,447 3,112 2,873 2,633 16 -� 216 170 136 111 91 76 64 54 47 40 35 31 27 L/240 ♦♦♦ ... +++ 10,342 8,140 6,512 5,315 4,357 3,639 3,064 2,586 2,250 1,915 1,676 1,484 1,293 Catalog VR1 VERCO MANUFACTURING CO. ° 27 �' ti TM TM I Welds '�>+'�«-• 7-7 4 Welds 5 in. (127 mm) TOTAL SLAB DEPTH Normal Weight Concrete 145 pcf (2,320 kg/rn3) 48.7 psf (2,332 N/m2) L3 Galvanized or Phosphatized/Painted 1 Hour Fire Rating Deck Weight and Section Properties Weight(psf, N/m2) Properties per ft(m)of Width Allowable Reactions per ft(m)of Width (lb, N) End Bearing Interior Bearing Gage Galv Phos/ I +S _g G60 Painted in.4 in.3 in.3 2" 3" 4" 3" 4" Z180 mm4 mm3 mm3 51 mm 76 mm 102 mm 76 mm 102 mm f Ln Z 1.9 1.8 0.175 0.187 0.198 487 585 683 1250 1498 co22 91.0 86.2 238,978 10,054 10,645 7,107 8,537 9,968 18,242 21,862 2.3 2.2 0.216 0.235 0.248 665 784 903 1790 2118 20 110.1 105.3 294,967 12,634 13,333 9,705 11,442 13,178 26,123 30,910 Allowable Superimposed Loads (psf, kN/m2) w Span(ft-in., mm) a 6'-0" 6'-6" 7'-0" 7'-6" 8'-0" 8'-6" 9'-0" , 9'-6" 10'-0" 10'-6" 11'-0" (7 C/) 1,830 1,980 2,130 2,290 2,440 2,590 2,740 2,900 3,050 3,200 3,350 1 300 299 259 226 198 175 155 138 123 109 98 14.4 14.3 12.4 10.8 9.5 8.4 7.4 6.6 5.9 5.2 4.7 300 299 259 226 198 175 155 138 123 109 98 22 2 14.4 14.3 12.4 10.8 9.5 8.4 7.4 6.6 5.9 5.2 4.7 3 �300 299 259 226 198 175 155 138 123 109 98 jl 14.4 14.3 12.4 10.8 9.5 8.4 7.4 6.6 5.9 5.2 4.7 1 300 300 274 239 210 185 164 146 131 117 105 14.4 14.4 13.1 11.4 10.1 8.9 7.9 7.0 6.3 5;6 5.0 300 300 300 239 210 185 164 146 131 117 105 20 2 14.4 14.4 14.4 11.4 10.1 8.9 7.9 7.0 6.3 5.6 5.0 3 300 300 300 239 210 185 164 146 131 117 105. 14.4 14.4 14.4 11.4 10.1 8.9 7.9 7.0 6.3 5.6 5.0 - - Shoring required in shaded areas to right of heavy line • Diaphragm Shear Values, q (plf, kN/m) and Flexibility Factors, F ((in./lb)xl06, (mm/N)x106) Span (ft-in., mm) m 6'-0" 6'-6" 7'-0" 7'-6" 8'-0" 8'-6" 9'-0" 9'-6" 10'-0" 10'-6" 1,830 1,980 2,130 2,290 2,440 2,590 2,740 2,900 3,050 3,200 3,350 2540 2505 2470 2440 2415 2395 2375 2360 2345 2330 2315 q4 37.07 36.56 36.05 35.61 35.24 34.95 34.66 34.44 34.22 34.00 33.78 F4 0.32 0.33 0.33 0.34 0.34 0.34 0.35 0.35 0.35 0.35 0.36 22 1.8 1.9 1.9 1.9 1.9 1.9 2.0 2.0 2.0 2.0 2.1 q7 2750 2695 2650 2610 2575 2545 2515 2490 2470 2450 2430 40.13 39.33 38.67 38.09 37.58 37.14 36.70 36.34 36.05 35.76 35.46 F7 0.30 0.31 0.31 0.32 0.32 0.32 0.33 0.33 0.33 0.34 0.34 1.7 1.8 1.8 1.8 1.8 1.8 1.9 1.9 1.9 1.9 1.9 q4 2610 2565 2525 2490 2460 2435 2410 2390 2370 2355 2340 38.09 37.43 36.85 36.34 35.90 35.54 35.17 34.88 34.59 34.37 34.15 F4 0.29 0.29 0.30 0.30 0.31 0.31 0.31 0.31 0.32 0.32 0.32 1.7 1.7 1.7 1.7 1.8 1.8 1.6 1.8 1.8 1.8 1.8 20 �J 7 2860 2795 2740 2690 2650 2610 2580 2550 2520 2495 2475 q 41.74 40.79 39.99 39.26 38.67 38.09 37.65 . 37.21 36.78 36.41 36.12 F7 0.26 0.27 0.27 0.28 0.28 0.29 0.29 0.30 0.30 0.30 0.30 1.5 1.5 1.5 1.6 1.6 1.7 1.7 1.7 1.7 1.7 1.7 A7 vFRrn MAN[iFArTHRINr.co. Cataloa VF2 TM 7-a`$ n 4 Weld Pattern at Supports • Sidelaps Connected with PunchLok° Tool A Primer Painted or Galvanized �►;, Allowable Diaphragm Shear Values, q (plf, kN/m) and Flexibility Factors, F ((in./lb)xl06, (mm/N)x106) SIDELAP SPAN (ft-in.,mm) ATTACH- 4'-0" 5'-0" 6'-0" 7'-0" 8'.0" 9'-0" 10'4" 11'-0" 12'-0" GAGE MENT 1,220 1,520 1,830 2,130 Z440 2,740 3,050 3,350 3,660 q 545 Ac 497 434 417 380 374 349 7.95 7.25 6.33 6.09 5.55 5.46 5.09 k VSC @ 24" F 13.7+161 R 16.4+115R 20.2+87R 22.7+69R 26.6+57R 29.0+48R 32.9+41 R 78.2+919R 93.6+657R 115.3+497R 129.E+394R 151.9+325R 165.E+274R 187.9+234R 590 531 465 443 426 395 387 q 8.61 7.75 6.79 6.47 6.22 5.76 5.65 VSC @ 18" 12.8+161 R 15.5+115R 19.0+87R 21.6+69R 24.0+57R 27.6+48R 29.9+41 R F 73.1+919R 88.5+657R 108.5+497R 123.3+394R 137.0+325R 157.E+274R 170.7+234R 627 561 518 487 465 449 436 q 9.15 8.19 7.56 7.11 6.79 6.55 6.36 VSC @ 12" 12 2+161 R 14.8+115R 17.4+87R 19.9+69R 22.3+57R 24.6+48R 26.9+41 R F 69.7+919R 84.5+657R 99.4+497R 113.6+394R 127.3+325R 140.5+274R 153.E+234R 22 691 636 582 561 531 522 503 q 10.08 9.28 8.49 8.19 7.75 7.62 7.34 . VSC @ 8" F 11.4+161 R 13.4+115R 15.8+87R 17.6+69R 19.9+57R 21.6+48R 23.7+41 R 65.1+919R 76.5+657R 90.2+497R 100.5+394R 113.6+325R 123.3+274R 135.3+234R U) 744 679 636 607 586 571 559 coq 10.86 9.91 9.28 8.86 8.55 8.33 8.16 VSC @ 6" -j W F 10.8+161 R 12.8+115R 14.7+87R 16.5+69R 18.2+57R 19.9+48R 21.6+41 R 61.7+919R 73.1+657R 83.9+497R 94.2+394R 103.9+325R 113.6+274R 123.3+234R 833 769 727 699 679 665 654a q 12.16 11.22 10.61 10.20 9.91 9.70 9.54 VSC @ 4" 9.9+161 R 11.6+115R 13.2+87R 14.7+69R 16.1+57R 17.5+48R 18.9+41 R F 56.5+919R 66.2+657R 75.4+497R 83.9+394R 91.9+325R 99.9+274R 107.9+234R q 802 722 628 598 544 532 496 492 466 11.70 10.54 9.16 8.73 7.94 7.76 7.24 7.18 6.80 VSC @ 24" F 10.4+111 R 12.6+80R 15.6+61 R 17.8+48R 20.9+39R 22.9+33R 26.1+28R 28.0+24R 31.2+21 R 59.4+634R 71.9+457R 89.1+348R 101.E+274R 119.3+223R 130.8+188R 149.0+160R 159.9+137R 178.2+120R q 861 767 670 633 606 560 547 537 510 12.57 11.19 9.78 9.24 8.84 8.17 7.98 7.84 ,7.44 VSC @ 18" 9.9+111 R 12.0+80R 14.8+61 R 16.9+48R 19.0+39R 21.9+33R 23.8+28R 25.8+24R 28.7+21 R F 56.5+634R 68.5+457R 84.5+348R 96.5+274R 108.5+223R 125.1+188R 135.9+160R 147.3+137R 163.9+120R q -910 807 739 692 658 632 612 596 584 13.28 11.78 10.78 10.10 9.60 9.22 8.93 8.70 8.52 VSC @ 12" F 9.5+111 R 11.6+80R 13.6+61 R 15.7+48R 17.7+39R 19.6+33R 21.6+28R 23.5+24R 25.3+21 R 20 54.2+634R 66.2+457R 77.7+348R 89.6+274R 101.1+223R 111.9+188R 123.3+160R 134.2+137R 144.5+120R 994 906 824 789 745 729 701 694 675 q 14.51 13.22 12.03 11.51 10.87 10.64 10.23 10.13 9.85 VSC @ 8" 8.9+111R 10.6+80R 12.5+61R 14.0+48R 15.9+39R 17.3+33R 19.1+28R 20.5+24R 22.2+21R F 50.8+634R 60.5+457R 71.4+348R 79.9+274R 90.8+223R 98.8+188R 109.1+160R 117.1+137R 126.8+120R q 1064 962 896 851 818 794 776 762 688 VSC @ 6" 15.53 14.04 13.08 12.42 11.94 11.59 11.32 11.12 10.04 F 8.4+111 R 10.1+80R 11.7+61 R 13.2+48R 14.7+39R 16.1+33R 17.5+28R 18.9+24R 20.2+21 R 48.0+634R 57.7+457R 66.8+348R 75.4+274R 83.9+223R 91.9+188R 99.9+160R 107.9+137R 115.3+120R 1181 1081 1016 972 941 918 902 818 688 q 17.24 15.78 14.83 14.19 13.73 13.40 13.16 11.94 10.04 VSC @ 4" - F 7.8+111 R 9.2+80R 10.5+61 R 11.8+48R 13.0+39R 14.2+33R 15.4+28R 16.5+24R 17.6+21 R 44.5+634R 52.5+457R 60.0+348R 67.4+274R 74.2+223R 81.1+188R 87.9+160R 94.2+137R 100.5+120R O, I VSC =Verco Sidelap Connection I i 42 ■ VERCO MANUFACTURING CO. Catalog VR1 296 RMEH ,erg TABLE A-7a Allowable Tension, B,,for Embedded AnCh®r BOW In Clay and For use of Tables ,,,1,2145 see Example 5-V Concrete Masonry based on the Masonry Strength (pounds) _�_-- _•------- - f Mnbedment length,1b,or Edge Distance IN,(inches) (psi) — 6r42 I 1500 240 550 970 1520 2190 1800 270 600 1070 1670 2400 2000 280 G30 1120 17602520 2500 310 710 1260 1960 2830 3000 340 770 1380 2150 3100 5510 L181600 4000 400 890 1590 2480 3580 6360 30 5000 ".0 1000 1780 2780 4000 7110 00 6000 480 1090 1950 3040 438Q _ 7790 00 1. The allowable tension values in Table are based on compressive strength of ma_sonsy assemblages. Where yield strength of anchor bolt steel governs,the allowable tension in pounds is given in Table A-7b. 2. Values are for bolts of at least A 307 quality.Bolts shall ba those specified Yn UBC Section 2106.2.14.1. 3. Values shown are for work with or without special inspection. 4. Values based on UBC Table No.21-E-1 or ACl/ASCE Equation 5-1 (except B,'=B,). 5. Values may be increased by one-third when considering wind or seismic forces per UBC Section 2303(d). TABLE A-7b Allowable Tension, Br,for Embedded Anchor Bolts for Clay and Concrete Masonry based on the Anchor Bolt Strength (pounds) -- Bent Bar Anchor Bolt Diameter(inches) - 3 7/8 1 11/8 114 318 1/2 5/8 /4 350 790 1410 2210 3180 4330 5650 7160 1. Values are for bolts of at least A 307 quality.Bolts shall be those specified in UBC Section 2106.2.14.1. 2. Values shown are for work with or without special inspection. 3. Values based on UBC Table No.21-E-2 or ACI[ASCE Equation 5-2(except B.=t3,). 4. Values maybe increased by one-third when considering wind or seismic forces per UBC Section 1603.5. TABLE A-7c percent Tension Capacity of Anchor Bolts based on Holt Spacingl,2 Per UBC Sec. 2107.1.5.2 or ACl/ASCE Sec. 5.14.2.1, the tension capacity of anchors bolts must be reduced if the areas of their tension (pullout) cones,AP, overlap. The tensile capacity of such bolts must be determined by reducing A, of the bolts by one half the overlapping area. The values in this table show the appropriate percent capacity or percent capacity reduction based on the spacing of the anchor bolts (see figure below). Radius,r=1b Area of Segment, adb=Area of Sector, adbc—Area of Triangle, abc b 7r162COS t(21b)—(S)2 !bZ—(2)Z c Anchor bolt d cone area Tension Cone Area, AP=aelbZ s12 overlap Reduction %=Area.of Segment,adb x 100/AP s _ Note to find the percent reduction,set 1b= 1.0 Spacing of Bolts,s 0 0.11, 0.21. 0.31. 0.41, 0.51,, 0.61p 0.71e 0.31, 0.91° 1.010 %Capacity 50 53 56 60 63 66 69 72 75 78 80 %Reduction 50 47 44 40 37 34 31 28 25 22 20 Spacing of Bolts,s 1.11, 1.21,, 1.31° 1.41a 1.5lB 1.61p 1.71° 1.810 11.91,, 2.01, %Capacity 83 86 88 91 93 95 97 98 99 100 %Reduction 17 14 12 9 7 5 3 2 i 0 1. lb=Embedment depth of anchor bolts,inches. 2. UBC Sec.2106.2.14.4 limits the maximum spacing.S,between anchor bolts to four bolt diameters(4db). r r x �7 A!LO, TILE STRESSES 297 TABLE A-8a Allowable Shear, B.,for Embedded Anchor Bolts In Clay and For use of gable MMIN Concrete Masonry(p-r)undS)1,2,3,4,5 - see Example 5-V Bent Bar Anchor Bolt Diameter(inches) - (psi) 3/8 �/2 sit 3/4 7i6 l , ,'/a 9 500 ``` `` `"�'' $$6 �330 1780 1920 2050 2170 >,' 9 860 2010 2150 2280 1800 y r MEW egr,,p y 4' # 1 2340 r amsp ` ` � :. 2060 2200 200010 f "a 2980 2330 2470 2500 '�• "": '�' '=� �� 'AW 2280 2440 2590 3000 2450 2620 2780 4000 2590 2770 2940 5000 33Q' +'L' �' - 3080 6000 y480` �4850�'f 2900 1. Values are for bolts of at least A 307 quality.Bolts shall be those specified in UBC Section 2106.2.14.1. 2. Values shown are for work with or without special inspectioli J. 3. Values may be increased by one-third when considering wind or seismic forces per UBC Section 1603.5. 4. Values based on UBC 'fable No. 21-F and UBC Eqs. 7-5 and 7-6 (ACl/ASCE Eqs• 5-5 and 5-6 similar). Shaded values are controlled by the capacity of the bolt as given by UBC Eq.7-6(ACl/ASCE Eq.5-6). 5. Refer to Tables A-8b and A-8c for the percent capacity of anchor bolts based on edge distance and bolt spacing. TABLE A--Sb Percentage Shear Capacity of Anchor Bolts basal on Edge Distance, Ib,1,2 ----� 1 Bolt Diameter(inches) 3/8 1/2 I 5/8 I 3/4 I 719 1 9 /8 % % Ibe J% The % Ibe % The % 'be Capacity 'be Capacity t,e Capacity Capacity Capacity Capacity Capacity Edge Distant 12 d, 4.5 100.0 6.0 �100.0 7.5 100.0 9.0 100.0 10.5 100.0 12.0 100.0 13.5 100.0 in Boft 10d, - 3.6 75.0 5.0 _77.8 - 6.3 79.2 7.5 80.0 8.8 80.6 10.0 81.0 11.3 81.3 Diameters ad, 3.0 50.0 4.0 55.6 5.0 58.3 6.0 60.0 7.0 61.1 8.0 61.9 9.0 62.5 6 d, 2.3 25.0 3.0 33.3 3.8 37.5 4.5 40.0 5.3 41.7 6.0 42.9 6.8 43.8 4 d, 1.5 0.0 2:0 11.1 2.5 16.7 3.0 20.0 3.5 22.2 4.0 23.3 4.5 25.0 2d, - 0.0 - 0.0 - 0.0 1.5 0.0 1.8 2.8 2.0 4.8 2.3 6.3 Minimuml 1.5 1.5 0.0 1.5 0.0 9.5 0.0 1.5 0.0 1.5 0.0 1.5 0.0 1.5 0.0 1. UBC Section 2107.1.5.3 requires the capacity of anchor bolts determined by UBC-Equation 7-5 be reduced when the edge distance is less than 12db. 2. The=Edge distance in inches. TABLE A-8c Percentage Shear Capacity of Anchor Bolts ba�p_ti on the Bolt Spacing, 91,2 �-- Bolt Diameter(inches) I 3/e 1/2 s/e - 3/4 7/a s % s % s % s % s % s % s % Capacity Capacity Capacity Capacity Capacity Capacity Capacity Bolt Spacing 8d, 3.0 100.0 4.0 1D0 0 &0 100.0 6.0 100.0 7.0 100.0 8.0 100.0 9.0 100.0 In Bolt 7d, 2.6 93.8 3.5 93.8 4.4 93.8 5.3 93.8 6.1 93.8 7.0 93.8 7.9 93.8 Diameters 6d, 2.3 1 87.5 3.0 87.5 3.8 87.5 4.5 87.5 5.3 87.5 6.0 87.5 6.8 87.5 5d, 1.9 81.3 2.5 81.3 3.1 81.3 3.8 81.3 4.4 81.3 5.0 81.3 5.6 61.3 4 d, 1.5 75.0 2.0 75.0 2.5 75.0 3.0 75.0 3.5 75.0 4.0 75.0 4.5 75.0 1. UBC Section 2107.1.5.3 requires the capacity of anchor bolts determined by UBC Equation 7-5 be reduced when the bolt spacing is less than 8db. f MAYES TESTING ENGINEERS, INC. Lynnwood Office fII49hllia4°t- °;7<i:;:. Suite 110 Lynnwood,WA 98036 ph 425.742.93 MTE No.: L09104 fax 4 5.74517307 Project: SMOKEY POINT XPRESS LUBE Tacoma Office Address: 16831 Smokey Point Boulevard, Arlington, WA 10029 S.Tacoma Way Permit No.: 080285 Suite E-2 BldgDept.: City of Arlington Tacoma, 4, 720ss p ty g ph 253.584,3720 fax 253.584.3707 Owner: Kaintz Residence Portland Office Architect: Gary Parkinson Architects 7911 NE 33rd Drive Suite 190 Engineer: Kosnik Engineering Portland,OR 97211 Contractor: Puget West Construction ph503.281,7515 Page 13 fax 503.281.7579 Date: 6/9/09 Weather: Clear Inspection: Bolting Sample(s): N/A Onsite for ledger angle bolting inspection in accordance with project plans. Inspected east and west 5/8"diameter anchor bolts for ledger angles, ref. detail 4/S2.3. This report finds no outstanding nonconformance items. Structural steel welding and erection are complete. To the best of our knowledge, items inspected this date are in accordance with approved plans and specifications. INSPECTOR: Mark Vassallo REVIEWED BY;,/ a't""L`'ei' /I Timothy G. Beckerle, P.E. cc: Tim Kaintz-Kaintz Residence; Brett Koos-Gary Parkinson Architects; Dan Kosnik-Kosnik Engineering; Mike Krautkremer-Puget West Construction 1 MAYES TESTING ENGINEERS, INC. Lynnwood Office 20225 Cedar Valley Road Suite 110 Lynnwood,WA 98036 MTE No.: L09104 ph 425,742.9360 tax 425.745.1737 Project: SMOKEY POINT XPRESS LOBE Tacoma office Address: 16831 Smokey Point Boulevard, Arlington, WA 10029 S.Tacoma Way Permit No.: 080285 Suite E-2 Tacoma,WA 98499 Bldg Dept.: City of Arlington ph 253.584.3720 fax 253.584.3707 Owner: Kaintz Residence Portland Office Architect: Gary Parkinson Architects 7911 NE 33rd Drive Suite 190 Engineer: Kosnik Engineering Portland,OR 97211 Contractor: Puget West Construction ph 503.281.7515 Page 12 fax 503.281.7579 Date: 6/8/09 Weather: Clear Inspection: Welding -visual Sample(s): N/A Onsite for visual welding inspection in accordance with AWS D1.1-06 specifications and project plans. Inspected roof deck puddle welding. Side laps are screwed per engineer-of-record e-mail dated 5-5-09 by Dan Kosnik (attached). Inspected anchor bolt holes along east and west walls for 5/8" diameter bolts. Holes met minimum embed requirements on ledger angles. Completed inspection of roof joist welding along east and west walls per detail 3/S2.3. Also, welding of angles of(3) roof openings were per plans. To the best of our knowledge, items inspected this date are in accordance with approved plans and specifications. INSPECTOR: Mark Vassallo REVIEWED BY: / C Timothy G. Beckerle, P.E. cc: Tim Kaintz—Kaintz Residence; Brett Koos—Gary Parkinson Architects; Dan Kosnik—Kosnik Engineering; Mike Krautkremer—Puget West Construction i MAYESTESTING ENGINEERS, INC 2 225 Lynnwood Vallev Road Suite 110 Lynnwood WA 98036 ph 425 742.9360 CONCRETE LABORATORY TEST REPORT fax 425 745.1737 Project Name: Smokey Point Xpress Lube Project No: L09104 Site Address: 16831 Smokey Point Blvd Issued on: 06/09/09 Arlington, WA Sample Set ID: 49779 Client: Tim Kaintz Permit#(s): 08 0285 Engineer: Kosnik Engineering Original: 0 � Contractor: Puget West Construction Revised: FIELD DATA ASTM C31 and C172 Air Temperature: 540F Design Mix Proportions: Weather: Partly Cloudy Ingredient Weight(per cu.yd) Product: Concrete Supplier: Cal-Portland Cement Slag 85.0 Ibs Cement--Type I & II 470.0 Ibs Batch Plant Location: Coarse Aggregate 3/4" 1,960.0 Ibs Ticket Number: 270597 Fine Aggregate 1,310.0 Ibs MixDesign ID : 3125 Water 250.0 Ibs Sample Temp. Initial Storage Temp. Eritrained Air WRA 16.0 oz (ASTM C 1064) C(ASTM )C31) (ASTM C231) 64°F NR NR Water%Cement Ratio: Slump(ASTM C143) [Sample(s)Redd:I Required Strength: ft) 0.450 5.25" 05/12/09 3000 psi @ 28 days I Placement Location and Notes: Main level slab on metal deck, footings 1/H-1, 1/1-3, 3/1-H, footings and stemwall for trash enclosure. Sample taken at 10 of 24 cubic yards. COMPRESSION TEST RESULTS (ASTM C31,C39,C617,C1231,C780,C109,C1019 or AASHTO T22 when applicable) Date Made Sample# Lab# Date Tested Age Size(in) Load(Ibs) Dia(in) Area Strength(psi) Type of Fracture 0004 ] 12894�F5/18/09 J C 4 x 8 f 61710 4.00 12.57 ] 4910 ._J j Type 5 C05/1116 r 0004 El 2895 I 06/06/09 28 4 x 8 ( 84490 t�00�r 12.57 1 F_ 6720 T 5 —J L _.. �_ I _ _ _j,_ .Y 5.. ' 05/11/09 I j. 0004 1289� 06/08/09 C8 ] x 8 ' 8166� 4.007[12.57 j 6500 j� e 5 05/11/09�=004 ][12897] 06/08/09 r' 28 4 x 8 2738 0__] 00 j 1 -_q7 6660 I_Type 5 Remarks: Technician(s): Edgerton, C. Reviewed by: Tested by: Pauly, K. Timothy G. Beckerle, P.E. Branch Manager Notes: Information in this report applies only to the actual samples tested and shall not be reproduced without the approval of Mayes Testing Engineers,Inc. See ASTM C39, for full description of the Type of Fracture. All testing performed in accordance with applicable ASTM's except C-31, 10.1.2-"recording field temperature" MTE 1050-1C,Rev4,08/22/07 i 4 MAYES TESTING ENGINEERS, INC. Lynnwood,°,ff,Road c Suite 110 Lynnwood,WA 98036 ph MTE No.: L09104 fax 425.745.9 1737 Project: SMOKEY POINT XPRESS LUBE Tacoma Office Address: 16831 Smokey Point Boulevard, Arlington, WA 10029 S.Tacoma Way Suite E-2 Permit No.: 080285 Tacoma,WA 98499 Bldg Dept.: City of Arlington ph 253.584.3720 fax 253.584.3707 Owner: Kaintz Residence Portland Office 7911 NE 33rd Drive Architect: Gary Parkinson Architects Suite 190 Engineer: Kosnik Engineering Portland,OR 97211 7515 Contractor: Puget West Construction ph503.28..757 fax 503.281.7579 Page 11 Date: 6/03/09 Weather: Clear Inspection: Structural steel/visual welding Sample(s): N/A Inspected welding of ledger angle to embed plates along north and south walls. Reference detail 1/S2.3. Inspected A-line and I-line between grids 1 to 3. Joist to embed plate welding is in progress. Weld requires a 3" long 1/8"fillet weld. Ironworkers are tacking joists down and will come back to finish. Reference detail 3/S2.3. Also inspected welding of tube steel along grid H between 1 and 3 lines. Reference detail 5/S2.3 Preliminary inspection INSPECTOR: Mark Vassallo / Z REVIEWED BY: Timothy G. Beckerle, P.E. cc: Tim Kaintz—Kaintz Residence; Brett Koos—Gary Parkinson Architects; Dan Kosnik—Kosnik Engineering;Mike Krautkremer—Puget West Construction V MAYES TESTING ENGINEERS, INC. 202225C darOffice VadeyRoad Suite 110 Lynnwood,WA 98036 9360 MTE No.: L09104 ph425.74 .173 fax 425.745.1737 Project: SMOKEY POINT XPRESS LUBE racoma office Address: 16831 Smokey Point Boulevard, Arlington, WA 10029 S.Tacoma Way Permit No.: 080285 Suite E-2 Tacoma,WA 96499 Bldg Dept.: City of Arlington ph 253.584.3720 tax 253.584.3707 Owner: Kaintz Residence Por land Office Architect: Gary Parkinson Architects 7911 NE 33rd Drive Suite 190 Engineer: Kosnik Engineering Portland,OR 97211 Contractor: Puget West Construction ph 503.281.7515 Page 10 fax 503.281.7579 Date: 5/29109 Weather: Clear 60's Inspection: Structural masonry Sample(s): (3) 8x8x16 CMU prisms (grouted) Conducted rebar inspection prior to grouting the top lift of the 8" CMU walls at the north, south and west exterior building elevations. Rebar is placed per elevation details on S3.2 and S3.3. Anchor bolts placed at the top of walls. Monitored the placement of grout supplied by Smokey Point Concrete at the above referenced locations. Grout mix PG70030 was placed by pump and was consolidated mechanically. Three CMU prisms that were previously laid were grouted. Walls were grouted solid. Contractor also grouted solid the CMU trash enclosure walls. Rebar placed per typical building reinforcing. To the best of our knowledge, items inspected this date are in accordance with approved plans and specifications. INSPECTOR: Mark McBride REVIEWED BY: 1-I& -RA ✓-1 /T mothy G. Beckerle, P.E. cc: Tim Kaintz—K intz Residence; Brett Koos—Gary Parkinson Architects; Dan Kosnik—Kosnik Engineering;Mike Krautkremer—Puget West Construction i Lynnwood MAYESTESTING ENGINEERS, INC 2 225 Cedar V alley Road Suite 110 Lynnwood WA 98036 ph 425 742.9360 CONCRETE LABORATORY TEST REPORT fax 425.745.1737 Project Name: Smokey Point Xpress Lube Project No: L09104 Site Address: 16831 Smokey Point Blvd Issued on: 05/26/09 Arlington, WA Sample Set ID: 49530 Client: Tim Kaintz Permit#(s): 08 0285 Engineer: Kosnik Engineering Original: ❑ Contractor: Puget West Construction Revised: E] FIELD DATA ASTM C31 and C172 Air Temperature: 570F Actual Mix Proportions: Weather: Sunny Ingredient Weight(per cu.yd) Product: Concrete Supplier: Glacier Northwest Cement--Type I & II 469.0 Ibs Coarse Aggregate 3/4" 1,962.0 Ibs Ticket Number: 268443 Fine Aggregate 1,306.0 Ibs MixDesign ID: 3125 Fly Ash 90.0 Ibs Sample Temp. Initial Storage Temp. ( Entrained Air Water 199.0 Ibs ' (ASTM C1064) (ASTM C31) i (ASTM C231) WRA 15.0 oz 65°F NR NR Water/Cement Ratio: Slump(ASTM C143) Samples)i2ec`d: 0.356 6" 04/25/09 Required Strength: (fc) 3000 psi @ 28 days [Placement Location and Notes: Pit wall at grids: A from 1-3, 1 from A-H, H from 1-3, 3 from A-H, from top of footing to T-0". Sampled at 10 of 29 total cubic yards. COMPRESSION TEST RESULTS (ASTM C31,C39,C617,C1231,C780,C109,C1019 or AASHTO T22 when applicable) Date Made Sample# Lab# Date Tested Age Size(in) Load(Ibs) Dia(in) Area Strength(psi) Type of Fracture �_94/24/09 0003 j 11721 05/01/09 [ 7 �4_x 8�F669 J[4.00 � 12.57_1 5330 Type 5_j' 04/24/09_,[ 0003 l 117222 05/22/09 28 ._ 4 x 8 85270 4.00 12.57] 6790 ][Type' 04/24/09 10003._J'. 11723 05 09 28 Cx C=84-540 3.99 [2.50 6760�CT 5 r 04( /24/09 j L 0003 11724 05/22/09_J 28 x 8 86990 _00 12.57 6920 Type 5 J' Remarks: Technician(s): Gibson, J. Reviewed by: Tested by: Keas, J. Timothy G. Beckerle, P.E. Branch Manager Notes: Information in this report applies only to the actual samples tested and shall not be reproduced without the approval of Mayes Testing Engineers,Inc. See ASTM C39, for full description of the Type of Fracture. All testing performed in accordance with applicable ASTM's except C-31, 10.1.2-"recording field temperature" MTE 10504C,Rev 4,08/22/07 i _ + MAYES TESTING ENGINEERS, INC. L ynn oCedarOffice Valley Road Suite 110 Lynnwood,WA 98036 MTE No.: L09104 ph 425.742.9360 fax 425.745.1737 Project: SMOKEY POINT XPRESS LUBE Tacoma office Address: 16831 Smokey Point Boulevard, Arlington, WA 10029 S.Tacoma Way Permit No.: 080285 suite E-2 Bldg Dept.: City of Arlington Tacoma, 98499 ph 253.584.3720 fax 253.584.3707 Owner: Kaintz Residence Portland Office Architect: Gary Parkinson Architects 7911 NE 33rd Drive Suite 190 Engineer: Kosnik Engineering Portland,OR 97211 Contractor: Puget West Construction ph 503.281.7515 Page 9 fax 503.281.7579 Date: 5/27/09 Weather: Sunny Inspection: Structural masonry Sample(s): N/A Structural masonry inspection of 8" CMU walls—grout placed at gridline and elevation as follows: I from 1 to 3, A from 1 to 3, 3 from A to I, from 10'8" to 15'4"; 1 from A to L, from 10'8"to 16'8", top of wall; H from 1 to 3, raked wall from 10'8" to 15'8" and 14'8 top of wall. Reinforcing steel and embeds placed in conformance with approved masonry details S3.2 &S3.3. Grout was delivered by Smokey Point Concrete, pumped to placement, and vibrated to consolidate. Mix PG70030 was placed for F'c= 2000-psi grout. CMU walls grouted solid with 12 cubic yards. To the best of our knowledge, items inspected this date are in accordance with approved plans and specifications. INSPECTOR: Jim Gibson REVIEWED BY: Timothy G. Beckerle, P.E. cc: Tim Kaintz—Lntz Residence; Brett Koos—Gary Parkinson Architects; Dan Kosnik—Kosnik Engineering; Mike Krautkremer—Puget West Construction MAYES TESTING ENGINEERS, INC. `�5 Cedar°��Road Suite 110 Lynnwood,WA 98036 ph 425.742.9360 MTE No.: L09104 fax425.745.1737 Project: SMOKEY POINT XPRESS LUBE Tacoma Office Address: 16831 Smokey Point Boulevard, Arlington, WA 10029 S.Tacoma Way Suite E-2 Permit No.: 080285 Tacoma,WA 98499 Bldg Dept.: City of Arlington ph 253.584.3720 fax 253.584.3707 Owner: Kaintz Residence Portland Office 7911 NE 33rd Drive Architect: Gary Parkinson Architects Suite 190 Engineer: Kosnik Engineering Portland,OR 97211 ph 503.281.7515 Contractor: Puget West Construction fax 503 281.75 9 Page 2 Date: 4/20/09 Weather: Clear Inspection: Reinforced concrete Sample(s): (4) 4x8" Conducted rebar inspection prior to placing concrete for pit floor and perimeter foundation as well as the top of the grade beams placed monolithically with the slab. Rebar is placed per details 1, 5, 6 and 8/S2.1 and notes on S2.1. Monitored the placement of 35 cubic yards of Cal-Portland concrete mix#3125 with approved integral waterproofing admixture, 3000 psi requirement, at the above referenced locations. Concrete was placed by pump and consolidated mechanically. One sample of concrete was taken and four test cylinders were cast. To the best of our knowledge, all items inspected today are in conformance with approved plans and specifications. INSPECTOR: Mark McBride REVIEWED BY: ,N �.' fii iothy G. Beckerle, P.E. cc: Tim Kaintz—Kaintz Residence; Brett Koos—Gary Parkinson Architects; Dan Kosnik—Kosnik Engineering; Mike Krautkremer—Puget West Construction Lynnwood MAYESTESTING ENGINEERS INC 20225 Cedar � 20225 Cedar Vallev Road Suite 110 Lynnwood WA 98036 ph 425.742.9360 CONCRETE LABORATORY TEST REPORT fax 425.745.1737 Project Name: Smokey Point Xpress Lube Project No: L09104 Site Address: 16831 Smokey Point Blvd Issued on: 04/24/09 Arlington, WA Sample Set ID: 49411 Client: Puget West Construction Permit#(s): 08 0285 Engineer: Kosnik Engineering Original: ❑d Revised: Contractor: Puget West Construction FIELD DATA ASTM C31 and C172 Air Temperature: 55°F Actual Mix Proportions: Weather: Partly Cloudy Ingredient Weight(per cu.yd) Product: Concrete Supplier: Glacier Northwest Cement--Type I & II 467.0 Ibs Coarse Aggregate 3/4" 1,926.0 Ibs Ticket Number: 864893 Fine Aggregate 1,289.0 Ibs MixDesign ID : 3125 Fly Ash 86.0 Ibs Sample Temp.—1 initial Storage Temp. ' Entrained Air Water 197.0 Ibs (ASTM C1064) 11 (ASTM C31) l (ASTM C231) WRA 16.1 oz 69°F NR NR j Water =Ratio. l Slump(ASTM C143) [—Sample(s)Redd: 0.356 4" 04/17/09 Required Strength: (fc) 3000 psi @ 28 days Placement Location and No Grade beams(initial V-4") at B.5/1.2, D.5/1.2 and F.5/1.2. COMPRESSION TEST RESULTS (ASTM C31,C39,C617,C1231,C760,C109,C1019 or AASHTO T22 when applicable) Date Made Sample# Lab# Date Tested Age Size(in) Load(Ibs) Dia(in) Area Strength(psi) Type of Fracture 04/16/OJ�0001 i 111$2 04/2 /3 09 C��L 4 x 8 -i 59270 4.00� 12.57� 4720 j TVpe 5 ?' 04/16/09 L 001 ] F 28 4 x 8 f[ __] 0.00 _ 0.00 NA j 04/1 11 884 05/14/09 [28]f 4 x 8 [___ 04/16/09 0001 11185 05/14/09 i 28 4 x 8 �_—_� 0.00] F � NA " Remarks: Technician(s): Reynolds, C. Reviewed b . dG Tested by: Pauly, K. othy G. Beckerle, P.E. Branch Manager Notes: Information in this report applies only to the actual samples tested and shall not be reproduced without the approval of Mayes Testing Engineers,Inc See ASTM C39, for full description of the Type of Fracture. All testing performed in accordance with applicable ASTM's except C-31, 10.1.2-"recording field temperature" MTE 1050-1 C,Rev 4,08122/07 i i E MAYES TESTING ENGINEERSf INC. Lynnwood Office 20225 Cedar Valley Road Suite 110 Lynnwood,WA 9W36 ph 425.742.9360 MTE No.: L09104 fax425.745.1737 Project: SMOKEY POINT XPRESS LUBE Tacoma Office Address: 16831 Smokey Point Boulevard, Arlington, WA 10029 S.Tacoma Way Permit No.: 080285 Suite Tacoma, WA 96499 Bldg Dept.: City of Arlington ph 253.584,3720 fax 253.584.3707 Owner: Kaintz Residence Portland Office 7911 NE Architect: Gary Parkinson Architects Suite 19033rd Drive Engineer: Kosnik Engineering Portland,OR 97211 ph 503.281.7515 Contractor: Puget West Construction fax 503 281.7579 Page 1 Date: 4/16/09 Weather: Clear, 50's Inspection: Reinforced concrete Sample(s) (4) 4x8" Monitored and tested placement of 24 cubic yards of Glacier NW concrete mix#3125. Concrete was placed at interior grade beams (initial 1'-4") @ B.5/1-2, D.5/1-2 and F.5/1-2. Concrete placed by pump and mechanically consolidated by use of an electric vibrator. Reinforcing steel inspected prior to placement and found to be installed per detail 8/S2.1. One set of (4) 4" x 8" concrete cylinders was cast for compression strength testing. To the best of our knowledge, items inspected this date are in accordance with approved plans and specifications. INSPECTOR: Carl Reynolds REVIEWED BY: Timothy G. Beckerle, P.E. cc: Tim Kaintz—Kaintz Residence; Brett Koos—Gary Parkinson Architects; Dan Kosnik—Kosnik Engineering, Mike;_' ,J Krautkremer—Puget West Construction r. �e 1 MAYES TESTING ENGINEERS, INC. 20225ceda°Valley Road Suite 110 Lynnwood,WA 98036 ph MTE No.: L09104 fax425.745..117307 Project: SMOKEY POINT XPRESS LUBE Tacoma Office Address: 16831 Smokey Point Boulevard, Arlington, WA 10029 S.Tacoma Way Permit No.: 080285 Suite Tacoma, WA 98499 Bldg Dept.: City of Arlington ph 253.584.3720 fax 253.584.3707 Owner: Kaintz Residence Portland Office 7911 NE Architect: Gary Parkinson Architects Suite 19033rd Drive Engineer: Kosnik Engineering Portland,OR 97211 Contractor: Puget West Construction fph ax 03.281 5 s Page 4 Date: 4/24/09 Weather: Sun Inspection: Reinforced concrete Sample(s): (4) 4x8 cylinders Reinforced concrete inspection of 8" pit wall at gridlines A/1-3, 1/A-H, H/1-3, and 3/A-H. Reinforcing steel was inspected on 4.23.09 with clearances verified. Vertical CMU dowels and slab dowels placed by wet-set. Concrete was delivered by Glacier, pumped to placement, and vibrated to consolidate. Mix 3125 was placed for F'c = 3000-psi concrete. Slump averaged 5", concrete temperature was 65°F, and waterproofing product added to mix (Xypex— 1.75 bags). A total of 29 cubic yards placed. To the best of our knowledge, items inspected this date are in accordance with approved plans and specifications. INSPECTOR: Jim Gibson REVIEWED BY: Timothy G. Beckerle, P.E. cc: Tim Kaintz—Kaintz Residence; Brett Koos—Gary Parkinson Architects; Dan Kosnik—Kosnik Engineering; Mike Krautkremer—Puget West Construction I Office MAYES TESTING ENGINEERS, INC. 20225 e Cedar ValleyRoad y7;S,i4 Suite 110 Lynnwood,WA 98036 ph MTE No.: L09104 fax 426.745..11737 Project: SMOKEY POINT XPRESS LUBE Tacoma Office Address: 16831 Smokey Point Boulevard, Arlington, WA 10029 S.Tacoma Way Permit No.: 080285 Suite E-2 Tacoma,WA 98499 Bldg Dept.: City of Arlington ph 253.584.3720 fax 253.584.3707 Owner: Kaintz Residence Portland Office Architect: Gary Parkinson Architects 7911 Suite NE033rd Drive Engineer: Kosnik Engineering Portland,OR 97211 Contractor: Puget West Construction ph 503.281.7515 Page 3 fax 503.281.7579 Date: 4123/09 Weather: -- Inspection: Rebar Sample(s): N/A Rebar inspection of pit wall gridlines A/1-3, 1/A-H, H/1-3, 3/A-H. Rebar size, grade and spacing were placed in conformance with approved plans of S2.1 and S2.2. Rebar not placed at this time: 1) vertical dowels for CMU to concrete wall connection; and 2) slab dowels. Preliminary Inspection INSPECTOR: Jim Gibson REVIEWED BY: i by G. Beckerle, P.E. cc: Tim Kaintz—Kaintz Residence; Brett Koos—Gary Parkinson Architects; Dan Kosnik—Kosnik Engineering;Mike Krautkremer—Puget West Construction i MAYESTESTING ENGINEERSy INC Lynnwood 20225 Cedar Vallev Road Suite 110 ry Z >= Lynnwood WA 96036 ph 425.742.9360 CONCRETE LABORATORY TEST REPORT fax 425.745 1737 Project Name. Smokey Point Xpress Lube Project No: L09104 Site Address: 16831 Smokey Point Blvd Issued on: 04/28/09 Arlington, WA Sample Set ID: 49452 Client: Puget West Construction Permit#(s): 08 0285 Engineer: Kosnik Engineering Original; 911 Revised: ❑ Contractor: Puget West Construction FIELD DATA ASTM C31 and C172 Air Temperature: 65OF Design Mix Proportions: Weather: Clear Ingredient Weight(per cu.yd) Product: Concrete Supplier: Cal-Portland Cement--Type II 470.0 Ibs Coarse Aggregate 3/4" 1,960.0 Ibs Ticket Number: 267500 Fine Aggregate 1,310.0 Ibs MixDesign ID : 3125 Fly Ash 85.0 Ibs Sample Temp. [Initial Storage Temp. Entrained Air MRWRA 16.0 oz (ASTM C1064) (ASTM C31) (ASTM C231) Water 250.0 Ibs 640F NR NR Water/Ce ment Ratio: Slump(ASTM C143) Sample(s)Redd: l 0.450 4.75" 04/21/09 Required Strength: (fc) 3000 psi @ 28 days Placement Location and Notes: Pit floor and perimeter foundation as well as the top of grade beams placed monolithically with the slab. COMPRESSION TEST RESULTS (ASTM C31,C39,C617,C1231,C780,C109,C1019 or AASHTO T22 when applicable) Date Made Sample# Lab# Date Tested Age Size(in) Load(Ibs) Dia(in) Area Strength(psi) Type of Fracture 04/20/09 0002 ,, 1136 14 14 04/27/09 L- 7 4 x 8� 648s_o a oo _12.57J 5160 I Type 5 ' 04/20/09 0002 ' 113s5 r o5/18/09 28 4 x 8 -��. 0.00�I 0.00 _�__ �., NA_ 04/20/09 L 0002 J 11366 ! 05/18/09 L28_] 4 x 8 -�0 00 0.0� NA I' 104/20/09 0002 11367 r05/18/09 28�'= 4 x 8 [� _� 6-oo I__0.0�'_�� NA Remarks: Technician(s): McBride, M. Reviewed by: Tested by: Spicer, D. othy G. Beckerle, P.E. Branch Manager Notes: Informatlon In this report applies only to the actual samples tested and shall not be reproduced without the approval of Mayes Testing Engineers,Inc. See ASTM C39, for full description of the Type of Fracture. All testing performed in accordance with applicable ASTM's except C-31, 10.1.2-"recording field temperature" MTE 1050-1 C,Rev 4,08/22/07 I .. � MAYESTESTING ENGINEERS, INC Lynnwood 20225 Cedar Valley Road Suite 110 Lynnwood WA 96036 ph 425.742.9360 CONCRETE LABORATORY TEST REPORT fax 425.745.1737 Project Name: Smokey Point Xpress Lube Project No: L09104 Site Address: 16831 Smokey Point Blvd Issued on: 05/04/09 Arlington, WA Sample Set ID: 49530 Client: Puget West Construction Permit#(s): 08 0285 Engineer: Kosnik Engineering Original: d❑ Revised: ❑ Contractor: Puget West Construction FIELD DATA ASTM C31 and C172 Air Temperature: 57°F Actual Mix Proportions: Weather: Sunny Ingredient Weight(per cu.yd) Product: Concrete Supplier: Glacier Northwest Cement--Type I & II 469.0 Ibs Coarse Aggregate 3/4" 1,962.0 Ibs Ticket Number: 268443 Fine Aggregate 1,306.0 Ibs MixDesign ID : 3125 Fly Ash 90.0 Ibs .._ - Sample Temp. Initial Storage Temp. Entrained Air Water 199.0 Ibs (ASTM C1064) (ASTM C31) (ASTM C231) WRA 15.0 oz 650F NR NR Water/Cement Ratio: !Slump(ASTM C143) F Sample(s)Rec'd: Required Strength: (fc) 0.356 6" 04/25/09 3000 psi @ 28 days Placement Location and Notes: Pit wall at grids: A from 1-3, 1 from A-H, H from 1-3, 3 from A-H, from top of footing to T-0". Sampled at 10 of 29 total cubic yards. COMPRESSION TEST RESULTS (ASTM C31,C39,C617,C1231,C780,C109,C1019 or AASHTO T22 when applicable) Date Made Sample# Lab# Date Tested Age Size(in) Load(Ibs) Dia(in) Area Strength(psi) Type of Fracture 04/24/09 j 0003 j[ 11721 ; 05/01/09 �_J,4 x 8 _� 6 96 40 ] _ 4_0� 12.57 5330 [ape 5_ .� 04/24/09 �_0003 ]11722 I, 0 /25 2/09 ;[28 j 4 x 8 �� 0.00 _j C 0.00_j --- 14/24/09 0003 f_117231 01 5/22/09_; 28 !j,4 x 8 r ^]! 0.00 �_0.00 [_ _ � NA 041 /24/09_ [ 0 0 11724 . 05/22/09 i 28 =4 x 8�� J 0.00 -0.00 .— _ ]�__- NA= Remarks: Technician(s): Gibson, J. Reviewed by: Tested by: Raju, S. Timothy G. Beckerle, P.E. Branch Manager r Notes: Information in this report applies only to the actual samples tested and shall not be reproduced without the approval of Mayes Testing Engineers,Inc. See ASTM C39, for full description of the Type of Fracture. All testing performed in accordance with applicable ASTM's except C-31, 10.1.2-"recording field temperature" MTE 1050-1c,Rev4,08/22107 I I MAYES TESTING ENGINEERS, INC. Lynnwood Office 20225 Cede'Valley Road Suite 110 Lynnwood,WA 98036 ph 425.742.9360 MTE No.: L09104 fax 425.745.1737 Project: SMOKEY POINT XPRESS LUBE Tacoma Office Address: 16831 Smokey Point Boulevard, Arlington, WA 10029 S.Tacoma Way Permit No.: 080285 Suite E-2 Tacoma,WA 98499 Bldg Dept.: City of Arlington ph 253.584.3720 fax 253.584.3707 Owner: Kaintz Residence Portland Office Architect: Gary Parkinson Architects 7911 NE 33rd Drive Suite 190 Engineer: Kosnik Engineering Portland,OR 97211 Contractor: Puget West Construction ph 503.281.7515 Page 6 fax 503.281.7579 Date: 5/11/09 Weather: Overcast Inspection: Reinforced concrete Sample(s): (4) 4x8 cylinders Reinforcing for a slab-on-metal deck was inspected, main level, including puddle welds, screws, and reinforcing steel. Reinforcing was found to be as per approved plans and specifications, and an email from Don Kosnik of Kosnik Engineering to Ricky Reese with Puget West dated 5.5.09, regarding screwing versus button punching. The contractor anchored via epoxy in drilled holes, (2)#5 rebar dowels at both H/1, main level, and H/3, mail level, per 3/S2.1. Simpson SET-22 two-part epoxy was mixed and applied per manufacturer's directions, in 6" deep, properly cleaned, holes. Reinforcing was inspected in footings and stem walls, 1-line/H to I, I-line/1 to 3, 3-line, I to H, and footings and stem walls for the trash enclosure. Reinforcing steel was found to be as per approved plans and specifications. The contractor placed approximately (24) cubic yards of Cal-Portland mix 3125 via boom pump, consolidating it with internal vibration, Jitterbug, and bull float. A representative sample of this mix was obtained and (4) cylinders were cast for laboratory curing and compression tests. The sample was found to have a slump of 5-1/4" and a temperature of 64°F. To the best of our knowledge, items inspected this date are in accordance with approved plans and specifications. INSPECTOR: Trip Edgerton REVIEWED BY/: ec� mothy G. Bkerle, P.E. cc: Tim Kaintz—Kaintz Residence; Brett Koos—Gary Parkinson Architects;Dan Kosnik—Kosnik Engineering; Mike Krautkremer—Puget West Construction i i I Lynnwo MAYESTESTING ENGINEERS, INC 20225 Ceda�allevRoad Suite 110 1 Lynnwood WA 96036 ph 425.742 9360 CONCRETE LABORATORY TEST REPORT fax 425.745.1737 Project Name: Smokey Point Xpress Lube Project No: L09104 Site Address: 16831 Smokey Point Blvd Issued on: 05/15/09 Arlington, WA Sample Set ID: 49411 Client: Tim Kaintz Permit#(s): 08 0285 Engineer: Kosnik Engineering Original: F%-�* Revised: Contractor: Puget West Construction FIELD DATA ASTM C31 and C172 Air Temperature: 55°F Actual Mix Proportions: Weather: Partly Cloudy Ingredient Weight(per cu.yd) Product: Concrete Supplier: Glacier Northwest Cement--Type I & II 467.0 Ibs Coarse Aggregate 3/4" 1,926.0 Ibs Ticket Number: 864893 Fine Aggregate 1,289.0 Ibs MixDesign ID: 3125 Fly Ash 86.0 Ibs I Sample Temp. I Initial Storage Temp. Entrained Air Water 197.0 Ibs (ASTM C1064) L (ASTM C31) (ASTM C231) WRA 16.1 oz 690F NR NR Water/Cement Ratio: Slump(ASTM C143) Sample(s) Redd: 0.356 4" 04/17/09 Required Strength: (f c) 3000 psi @ 28 days placement Location and Notes: Grade beams(initial V-4") at B.5/1.2, D.5/1.2 and F.5/1.2. COMPRESSION TEST RESULTS (ASTM C31,C39,C617,C1231,C780,C109,C1019 or AASHTO T22 when applicable) Date Made Sample# Lab# Date Tested Age Size(in) Load(Ibs) Dia(in) Area Strength(psi) Type of Fracture 04/16/09_; 0001---; 11182 r 04/23/09 7 4 x 8 J' 5927� 00 I[_12.57 _.,; 4720 �_Type_5__ 04/16/09 0001 J i 11183 ; 05/14/09 J r 28 4 x 8 75250 4_00.] 12.57 5990 ape 3 :— f r _ __ _ - --- L04/16/09 :! 0001 i 11184 i 05/14/09 28 L 4x8 : 7L 2340_�00� 12.57 I_ 5760 JL_Tye4___' r04/16/49 0001 11186 05/14/09 _28 J .. -4 x 8 73 62 0 —I - -- -____J ___ __� __._ __- ___.............--.._ ....�_...J _ 4.00 ,1 12.57.-_; --5830 ._..` _TYpe.4. Remarks: Technician(s): Reynolds, C. Reviewed by:?imothy Tested by: Raju, S. G. Beckerle, P.E. ranch Manager Notes: Information in this report applies only to the actual samples tested and shall not be reproduced without the approval of Mayes Testing Engineers,Inc. See ASTM C39, for full description of the Type of Fracture. All testing performed in accordance with applicable ASTM's except C-31, 10.1.2-"recording field temperature" MTE 1050-1C.Rev a,0en2107 s :} i MAYESTESTING ENGINEERS, INC Lynnwood 20225 Cedar Vallev Road Suite 110 Lynnwood WA 98036 ph 425 742 9360 CONCRETE LABORATORY TEST REPORT fax 425.745.1737 Project Name: Smokey Point Xpress Lube Project No: L09104 Site Address: 16831 Smokey Point Blvd Issued on: 05/19/09 Arlington, WA Sample Set ID: 49779 Client: Tim Kaintz Permit#(s): 08 0285 Original: Engineer: Kosnik Engineering Revised: Contractor: Puget West Construction FIELD DATA ASTM C31 and C172 Air Temperature: 540F Design Mix Proportions: Weather: Partly Cloudy Ingredient Weight(per cu.yd) Product: Concrete Supplier: Cal-Portland Cement Slag 85.0 Ibs Cement--Type I & II 470.0 Ibs Ticket Number: 270597 Coarse Aggregate 3/4" 1,960.0 Ibs MixDesign ID: 3125 Fine Aggregate 1,310.0 Ibs Sample Temp. Initial Storage Temp Entrained Air Water 250.0 Ibs (ASTM C1064) I (ASTM C31) (ASTM C231) WRA 16.0 oz 64°F NR NR Water/Cement Ratio:' Slump(ASTM C143) Sample(s)Redd: 0.450 5.25" 05/12/09 Required Strength: (fc) 3000 psi @ 28 days Placement Location and Notes: Main level slab on metal deck, footings 1/H-I, 1/1-3, 3/1-H, footings and stemwall for trash enclosure. Sample taken at 10 of 24 cubic yards, COMPRESSION TEST RESULTS (ASTM C31,C39,C617,C1231,C780,C109,C1019 or AASHTO T22 when applicable) Date Made Sample# Lab# Date Tested Age Size(in) Load(Ibs) Dia(in) Area Strength(psi) Type of Fracture 05/11/09 j 0004 __12894] 05/18/09 0[ 4 x 8_]E 1710 [4.00 12.57 C910 j Type 5 '.' 05/11/09 [-0004] 12895 [06/08/09 28 �4 x 8 _.] 0.00 0.00 IF ^- 06 $o/09 � 28 '�_- 4 x 8_ ' _ J Co.00��_0.00 �; _J� NA�' 05/11/09 0004[,12896 ; _ _ _�-1 j 05l O111 9�,_0004!!�2897 �_ /06 08/09� 28 44 x 8 .jl_ _)10.00 0.01 E- N�_ �1' Remarks: ! Technician(s): Edgerton, C- Reviewed by: Tested by: Pauly, K. imothy G. Beckerle, P.E. Branch Manager Notes: Information in this report applies only to the actual samples tested and shall not be reproduced without the approval of Mayes Testing Engineers,Inc. See ASTM C39, for full description of the Type of Fracture. All testing performed in accordance with applicable ASTM's except C-31, 10.1.2-"recording field temperature" MfE 1050-1 C,Rev 4,OBl22I07 i i i MAYESTESTING ENGINEERS, INC Lyn w odar Vallev Road Suite 110 ✓:`'-` Lynnwood WA 98036 ph 425.742.9360 CONCRETE LABORATORY TEST REPORT fax 425 745.1737 Project Name: Smokey Point Xpress Lube Project No: L09104 Site Address: 16831 Smokey Point Blvd Issued on: 05/19/09 Arlington, WA Sample Set ID: 49452 Client: Tim Kaintz Permit#(s): 08 0285 Engineer: Kosnik Engineering Original: ❑d Contractor: Puget West Construction Revised: FIELD DATA ASTM C31 and C172 Air Temperature: 65°F Design Mix Proportions: Weather: Clear Product: Concrete Ingredient Weight(per cu.yd) Supplier: Cal-Portland Cement--Type II 470.0 Ibs Coarse Aggregate 3/4" 1,960.0 Ibs Ticket Number: 267500 Fine Aggregate 1,310.0 Ibs MixDesign ID: 3125 Fly Ash 85.0 Ibs Sample Temp. Initial Storage Temp. ` d Ai Entrainer MRWRA 16.0 oz (ASTM C1064) 1 (ASTM C31) (ASTM C231) Water 250.0 Ibs 640F NR NR �Water/Cement Ratfa Slump(ASTM C143) Sample(s)Rec'd. 0,450 4.75" 04/21/09 Required Strength: (fc) 3000 psi @ 28 days [Placement Location and Notes: Pit floor and perimeter foundation as well as the top of grade beams placed monolithically with the slab. COMPRESSION TEST RESULTS (ASTM C31,C39,C617,C1231,C780,C109,C1019 orAASHTO T22 when applicable) Date Made Sample# Lab# Date Tested Age Size(in) Load(Ibs) Dia(in) Area Strength(psi) Type of Fracture �/20/09; 0002 ( 1 6 j_04/27/09 C7 ] 4 x 8 880 f�.0�_ [_ 12.57_j 5160 L Tvpe 5 ] 04/20/09 0002 _j`11136>��05/18/09� 2 J L 4 x 8- _9300�[4.01 i�2.63 L. 7360 _I Tye 5 �' �04/20/09 i�_0002 L11366 105/18109 j�28 14_x 8 -] 81 5210 L 4.00� 12.571 L 6780 Type 5 '" 04/20/09]LO002- 11367 05/18/09 L28 ,_ 4 x Q 86610 �`, 4.0 .6>��6880 J[�Tys • Remarks: Technician(s): McBride, M. Reviewed by: Tested by: Spicer, D. imothy G. Beckerle, P.E. Branch Manager Notes: Information in this report applies only to the actual samples tested and shall not be reproduced without the approval of Mayes Testing Engineers,Inc. See ASTM C39, for full description of the Type of Fracture, All testing performed in accordance with applicable ASTM's except C-31, 10.1.2-"recording field temperature" MTE 1050-1C.Rev 4,08/22/07 ,� I MAYES TESTING ENGINEERS, INC. Lynnwood Office 20225 Cedar Valley Road suite 110 Lynnwood,WA 98036 MTE No.: L09104 ph 425.742.9360 745.1737 Tacoma 425.ax 425. Project: SMOKEY POINT XPRESS LUBE fax Office Address: 16831 Smokey Point Boulevard, Arlington, WA 10029 S.Tacoma Way Permit No.: 080285 Suite E-2 BldgDept.: City of Arlington Tacoma,WA 98499 p g ph 253,584.3720 fax 253.584.3707 Owner: Kaintz Residence Portland Office Architect: Gary Parkinson Architects 7911 NE 33rd Drive 190 Engineer: Kosnik Engineering suite nd, g g- 9 Portland,OR 97211 Contractor: Puget West Construction ph 503.281.7515 Page 7 fax 503.281.7579 Date: 5/18/09 Weather: Cloudy Inspection: Structural masonry Sample(s): None Structural masonry inspection of 8" CMU walls. Grout was placed at gridline and elevation as follows: 1 from A to I, 1 from 1 to 3, 3 from A to I, A from 1 to 3, H from 1 to 3, from top of concrete to 5'4" height. Reinforcing steel was placed in conformance with approved plans of S3.2 and S3.3. Grout was delivered by Smokey Point Concrete, pumped to placement, and vibrated to consolidate. Mix PG70030 was placed for F'c = 2000-psi grout. CMU walls were grouted solid with 8.5 cubic yards. To the best of our knowledge, items inspected this date are in accordance with approved plans and specifications. INSPECTOR: Jim Gibson REVIEWED BY: ,-`timothy G. Beckerle, P.E. cc: Tim Kaintz—Kaintz Residence; Brett Koos—Gary Parkinson Architects; Dan Kosnik—Kosnik Engineering;Mike Krautkremer—Puget West Construction MAYES TESTING ENGINEERS, INC. Lynnwood Office 20225 Cedar Valley Road Suite 110 Lynnwood,WA 98036 MTE No.: L09104 ph 425.742.9360 fax 425.745.1737 Project: SMOKEY POINT XPRESS LUBE fTacoma425. Office5.17 Address: 16831 Smokey Point Boulevard, Arlington, WA 10029 S.Tacoma Way Permit No.: 080286 suite E-2 Bldg Dept.: City of Arlington Tacoma,WA s20ss ph 253.584.3720 fax 253.584.3707 Owner: Kaintz Residence Portland Office Architect: Gary Parkinson Architects 7911 NE 33rd Drive Engineer: Kosnik Engineering Suite En 190 g g g Portland, OR 97211 Contractor: Puget West Construction ph 503.281.7515 Page 8 fax 603.281.7579 Date: 5/21/09 Weather: Sun Inspection: Structural masonry Sample(s): None Structural masonry inspection of 8" CMU walls. Grout placed at gridline and elevation as follows: I from 1 to 3, 3 from G to I, A from 1 to 3, 3 from A to B, 1 from A to B, 1 from G to I; piers: 1 from E to F, 1 from C to D, 3 from E to F, 3 from C to D, from 5'4" to 10'8". Reinforcing steel placed in conformance with approved plans of S3.2 and S3.3. Grout delivered by Smokey Point Concrete, pumped to placement, and vibrated to consolidate. Mix#PG70030 placed for F'c = 2000-psi grout. CMU walls grouted solid with (9) cubic yards. To the best of our knowledge, items inspected this date are in accordance with approved plans and specifications. INSPECTOR: Jim Gibson REVIEWED BY: �✓ Timothy G. Beckerle, P.E. cc: Tim Kaintz- Kaintz Residence; Brett Koos—Gary Parkinson Architects; Dan Kosnik—Kosnik Engineering; Mike Krautkremer—Puget West Construction ., I I COMMUNITY DEVELOPMENT DEPARTMENT fma rysvi l le 80 Columbia Avenue • Marysville, WA 98270 (360) 363-8100 • (360) 651-5099 FAX April 6, 2009 Mr. Tim Kaintz 11807 71h Ave NE Lake Stevens, WA 98258 Re: Letter of Utility Availability(UA 09-005) for Proposed Xpress Lube Dear Mr. Kaintz, Your request for `utility availability' has been approved for city water/sewer service to a proposed Xpress Lube located at 16831 Smokey Point Blvd, Arlington (Tax parcel #310528- 002-007-00). This approval will expire in one year on April 2, 2010. If an extension is necessary, please notify this office prior to the expiration date, and the reapplication fee will be waived. The following utility fees are due prior to connection(fees are subject to change): Water capital improvement fee: $1.99/sf x 2,774sf= $5,520.26 1"meter installation: $1,200.00 (or 1/4"meter drop): $525.00 Sewer capital improvement fee: $1.24/sf x 2,774sf= $3,439.76 Side sewer inspection fee: $100.00 Admin fee: $20.00 Please see attached procedures and submit application form at your earliest convenience. If you have any questions, please contact me at 360-363-8220 or dtaylor@marysvillewa.gov. Sincerely, Deryl Taylor Development Services Technician Cc: Shawn Smith,PE,Engineering Services Manager David Zull,PE,Project Manager Anne Miller,Associate Engineer Angela Gemmer,Associate Planner City of Arlington Permit Center Encl I V MAYFS TESTING ENGINEERS, INC. L'o"nnwoodOfflce 2 CQdar Valley Road Suite 110 Lynnwood,WA 98036 ph 425.742.9360 July 6, 2009 fax425.745.1737 Tacoma Office 10029 S.Tacoma Way Suite E-2 City of Arlington Tacoma,WA 98499 Public Works Department ph 253.584.3720 fax 253.584.3707 238 N Olympic Avenue Portland Office Arlington, WA 98223-1337 7911 NE 33rd Drive Suite 190 Portland,OR 97211 h 503.281.7515 Attn.: Mr. Ed McMillan fax 503 281.7579 Re: Smokey Point Xpress Lube FINAL LETTER 16831 Smokey Point Boulevard Permit# 08 0285 Arlington, WA MTE Project Number: L09104 Mr. McMillan, This is to inform you that registered special inspections have been completed for this project as per our reports, copies of which have been sent to you. All work inspected was either performed in accordance with, or corrected to conform to, the city approved drawings, or engineer approved changes. Special inspection was provided for: Expansion Anchors Reinforced CMU Masonry Reinforced Concrete—Cast in Place Steel Decking Steel Joist Erection Structural Steel: Erection We trust that this provides you with the information that you require. Should you have any questions, give us a call. Sincerely, MAYES TESTING ENGINEERS TimothyIeckerle Branch Manager Cc: Tim Kaintz— Kaintz Residence; Brett Koos —Gary Parkinson Architects; Dan Kosnik— Kosnik Engineering; Mike Krautkremer— Puget West Construction TGB:anm 1 I MAYES TESTING ENGINEERS,INC :. Project No.� L09104 Date: 5.29.09 20225 Cedar Valley Road,Suite 110 Ph 425.742.9360 Lynnwood,WA 98036 Fax 425.745.1737 Project: Smokey Point X ress Lube 10029 S.Tacoma Way,Suite E-2 Ph 253.584.3720 Tacoma,WA 98499 Fax 253.584,3707 Owner: Kaintz Residence 7911 NE 33id Drive,Suite 190 Ph 503.281.7515 Portland,OR 97211 Fax 503.281.7579 Engineer: Kosnik Engineering Architect: Gary Parkinson Architects Masonry Prism Test Report Contractor: Puget West Construction FIELD DATA(ASTM C 1314): Permit No.: _BLD20080285 Date Laid: 5.28.09 Mortar Producer: Site mix Type of Unit: Grade N-1, Med Wt Design fc/28 days: 1800 ASTM/UBC Spec: ASTM C90 Mix Proportions: (not onsite when prisms laid) Size of Unit: 8x8x16 Cement: Lime: Unit PSI Req.: 1900 Sand: Water: Design F'm: 1500 Date Grouted: Grout Producer: Smokey Point Concrete Mortar/Grout as spec: Yes ® No ❑ Design fc/28 days: 2000 Air Temp: 60OF Mix Proportions: Gravel: 3!8"870 Mortar Temp: N/A Cement: 658 _ Water: 333 Grout Temp: 690F Sand: 2060 WRA: -- Remarks/Locations: Taken during the grouting of the top lift of the north, south and west building elevations. Date Sample Received by Lab: 6.1.09 Sample No.: Compression Test Machine Information: Diameter of Spherical Seat: 8.50 Req. Upper Bearing Plate Thickness: 1.63 Provided Upper Bearing Plate Thickness: 4.00" Req. Lower Bearing Plate Thickness: 0 Provided Lower Bearing Plate Thickness: 9.37" COMPRESSION TEST RESULTS (ASTM C1314) Lab Date Grouted Total Load Net Area Strength PSI/With Type of No. Tested Age Yes No H!r Factor (lbs) (Sq. In) (psi) Hrr Factor Fracture 3227 6.26 28 X 2.087 1.007 231.300 65.74 3520 3540 2 3228 6.26 28 X 2.073 1.006 211,500 65.57 3230 3240 1 3229 6.26 28 X 2.078 1.006 227,600 65.77 3460 3480 2 Technician: M. McBride Tested by: K. Pauli _ Reviewed by: 77!�7�� Notes:Sketches or photos of prism failure modes are maintained on file with report,and can be viewed on request. All testing performed in accordance with applicable ASTM's except C1314,11.1.3—"recording field temperature." Information in this report applies only to the actual samples tested and shall not be reproduced without the approval of Mayes Testing Engineers,Inc. Legend:CB:Conical Break,CSh:Cone 8 Shear,CSp:Cone 8 Split,TB:Tension Break, SCS:Semi-Conical Break,SB:Shear Break,FSS: Face Shell Separation MTE 1210-3C,Rev 6, 11/12/08 i v ce MAYE! T FSTI V G ENGI NEC RS, 11� 20225 CedarLynnwood Valley Road Suite 110 Lynnwood,WA 98M ph MTE No.: L09104 fax425.745..117307 Project: SMOKY POINT XPRESS LUBE Tacoma office Address: 16831 Smokey Point Boulevard, Arl ngton, WA 10029 S.Tacoma Way Permit No.: 080285 suite Tacoma, WA 99 Bldg Dept.: City of Arlington ph 53.5843720 fax 253.584.3707 Owner: Kaintz Residence Portland Office Archi'e,a: Gary ''L ' so architects 7911 NE33rdDrive Suite 190 Engir—r: Kosr I_r"ine` ring Portland,OR97211 Contractor: Puge West Cuistruction ph 503.281.7515 Page 14 fax 503.281.7579 Date: 71111100 Weather: Clear Inspection: Anchor bolts Sample(s): N/A Perfc -..ed visual in —1 3/4" expansion bolts cn (7) columns below the work bays. Holes .vere verified depth ,AnJ cleanliness as per S1.1 and manufacturer's recommendations. Final k rque 90 ft/Ib� To the best of our knowledge, items inspected this date are in accordance with approved plans and specifications. INSPECTOR: Dennis V. Dawe �f REVIFVVED BY: �� , :c1 �y G. Beckerle, P.E. cc: Tim Kaintz—Kaint,: -sidence: Brett Koos—Gary Parkinson lard sects; Dan Kosnik—Kosnik Engineering;Mike Krautku mer—Puget W :t Construction i I 1 I i� i� G1T Y City of Arlington Community Development ING,�° Building Inspection Division Submitter: Brent Koos — Gary Parkinson Architects Street Address: 2812 Colby Ave City, State, Zip Everett, WA 98201 Permit Review Corrections/Comments Date Mailed: 12/31/2008 (emailed) The plans for the project referenced below have been reviewed and were found to be incomplete and/or to contain violations of the Code(s). As a result, your plans cannot be approved at this time. Part I of this notice serves as a Correction Letter to inform you of the information needed for plan approval. Part II of this notice provides FYI's, comments, and/or conditions that are required upon completion of the project. PART I: Building & Fire The plans affected by this notice are known or described as: Project Title. Xpress Lube Project Address: 16831 Smokey Point Blvd Your plans cannot be approved until all of the information specified below is submitted, reviewed, and approved: BLDG. & FIRE NON-COMPLIANCE ISSUE BUILDING 1. Provide details for slab insulation including thermal break on plans 2. If using provisions for semi-heated spaces, provide a note on the plans specifying the BTU's per WSEC 1310.2 3. Coordinate location of footing drains with site civil drawings. The elevation of the footing drains as shown is below the infiltration gallery inlet. 4. Provide detail 2/A4.1 BLDG. & FIRE NON-COMPLIANCE ISSUE FIRE 1. Drawings do not show any fire extinguishers, an appropriate number needs to be shown on each level. In order to minimize the time it takes to review revised plans, circle the area or areas of revision on resubmitted drawings with a red pencil. Mark the item number referenced above adjacent to the circled area. This needs to be done on one set of the revised plans only. Two identical sets of revised plans must be submitted. If there are any questions, you may call your Plan Examiner or make an appointment by telephone to meet with your Plan Examiner. PART II: Other Comments, FYI's and Conditions The list of conditions will be listed on the building permit and the conditions must be met prior to the issuance of a Certificate of Occupancy. ENGINEERING 1. Engineering comments will be made on site civil plans. Building floor elevations may change due to high ground water. PLANNING 1. Traffic mitigation fees due at time of building permit issuance. Sincerely, Amy Rusko City of Arlington Permit Technician arusko ci.arlington.wa.us 360.403.3550 Permit Review Details Permit: BLD20080285 1002 - P-Engineering I Complete? Y 1 211 0/2 0 0 8 khale 20 Please do not issue the building permit prior to site civil approval. Building floor elevations N may change due to high groundwater. 12/29/2008 khale 15 Engineering comments will be addressed on the site civil plans. Y Total Time: 35 1004 - P-Engineering II Complete? Y 12/29/2008 mwang 5 Site/civil plans have not been approved yet. Y Total Time: 5 1014 - P-Public Works I Complete? N Total Time: 0 1016 - P-Public Works II Complete? Y 12/12/2008 Itaylor 5 No comments N 12/12/2008 Itaylor 0 Done Y Total Time: 5 1024- P-Traffic Complete? N Total Time: 0 1026 - P-Utilities Fees Complete? Y 12/22/2008 rshepard 10 no comments Y Total Time: 10 1030 - P-Water Quality Complete? Y 12/22/2008 mwolanek 10 High groundwater/infiltration concerns. See site civil comments and comments by Kelli Hale. Y Do not anticipate any concerns with building permit itself. Total Time: 10 1032 - P-Utilities I Complete? Y 12/23/2008 kciarke 15 No comments at this time N 12/24/2008 kclarke 30 No comments at this time Y Total Time: 45 2000 -C-Building I Complete? Y 12/24/2008 sbiack 60 Provide details for slab insulation including thermal break on plans. Y If using provisions for semi-heated spaces,provide a note on the plans specifying the BTU's per WSECII 310.2. Coordinate location of footing drains with site civil drawings.The elevation of the footing drains as shown is below the infiltration gallery inlet. Provide detail 2/A4.1. Total Time: 60 2008 -C-Community Development I Complete? N Total Time: 0 2012 - C-Natural Resources Complete? Y 12/10/2008 bbiake 5 No comment,but didn't see site plan to review. Y Total Time: 5 2014-C-Planning I Complete? N 12/29/2008 ypage 0 See kristi's comments N Total Time: 0 2016 -C-Planning II Complete? Y 12/30/2008 3:47:46 PM Page 1 of 2 12/29/2008 ksherman 30 5. Prior to issuance of a building permit,the developer shall submit payment of the Y following estimated City of Arlington impact fees(based on a 2,720 square foot 3-bay lube and oil facility and office):Traffic at$3,355.00 per p.m.-peak-hour trip,which is 11.68,or $39,186.40.(NOTE:Actual impact fees due are those as set by resolution at the time the fees are paid.These amounts are provided here as an estimate.They may either increase or decrease by the time they are paid.)(NOTE:No WSDOT or Snohomish County transportation mitigation fees are required.) Total Time: 30 3000-X-Airport Complete? Y 12/10/2008 dcarman 5 No Comments for this Review Y Total Time: 5 3002-X-Executive Complete? Y 12/15/2008 sphelps 0 Business license required prior to opening the doors. Y Total Time: 0 3004-X-Fire Complete? Y 12/15/2008 tcooper 15 1.Drawings do not show any fire extinguishers,an appropriate number needs to be shown Y on each level. Total Time: 15 4004-0-Marysville Complete? Y 12/10/2008 arusko 0 see water availability letter. Y Total Time: 0 Total Reviews: 20 Total Time: 225 12/30/2008 3:47:46 PM Page 2 of 2 //�� ARLINGT A..� L I N G O J AIRPOR b a° 0 AN 531 1 72nd St NE N 1691h PINE SMOKEY OINT 68th St NE 16(nth PI NE SITE 29 28 Gissberg ¢ Twin 9 co in 156th St N1 VICINITY MAP 'W'poss's &-Ube 16831 SMOKEY POINT BLVD. RECEIVED north ARLINGTON, WA 98223 DEC 0 9 2008 COA LEGAL DESCRIPTION 'b-dD 09 ICOENT�Es SEC 28 TWP 31 RGE 05 RT-813) S100 FT OF W 200 FT OF W 12 AC OF S 528 FT OF N 1056 FT OF NW1/4 LESS CO RD & LESS ADUL TO SNO CO PER SWD REC AF 9101150441 �. �'i i 1 Sec. 28,Twp.31 N.,Rge.5 E.W.M. RT Dedonker LEGAL DESCRIPTION ARLINGTON �t `AIrroRI 31052800200500 SEC 28 TWP 31 RGE 05 RT-BB)S100 FT OF W 200 FT OF W 12 AC OF S 528 FT OF N 1056 FT F OF N W 1/4 LESS CO RD&LESS ADDT TO SNO 26' !N,!' CO PER SWD REC AF 9101150441 \ N 160.05 ETI s_51O ' — ---- -- PR03ECTDATATIAOHC S � { Q}'� IIIWiO 1L1A_ _ T NEW PLANTER Sl1lM —__•—_---_I_ V KI N6 APPLICANT/CONTACT TIM W_ �[1 "•- "1 � POI NTF_XST 11Bp7 7N 5T xF `O W I 1 _ IAA" TARE STEVEN5,WA 9B250 IR,Ns:FIE > NE C M (425)3s9 eee7 jm6ANE SMOKEY POINT x 1 r--� NE _ 1 NEW CiUI® ,0 P9� WK. � _ NFL OWNEPS Isms SMOKEYAPT�OLVD. l - D GU Tyr INFILTRATION m �- "} RFD- SEE ARLINGTON,WA%223 1 WPI I� O T 1 DRAINAGE ARCHITECT GARYPARgNSI)N gRCHITELTS SITE F r' 1 I 2812 C'IXBY AYE. C, - N fl _ EVEPEIT,WA 9B201 78 A T-PLANf1f WAU[N SERVICE W 2 I I IIBbIX 6 Ild°NOYk• i86T, PAVEMENT 4 -I P] PHONE:14 251 252-2153 l DE016 A5 RECIU I RFD FOR P6 L J PROPOSED PRO]MDR:EVENT RODS 1 120.0 130.0 GB TYPE 1 1 V NEW CONSTR. IIB.AIx PARKING TI ENGINEER SOYND D<JIGN rNGR1EER11N: 3 1 • TOP=119.00 LOT LIGHT 3216 WETMORE AVE STE 202 11 J p O 1 zz EOLLARD- 1E=116.60 ereRETT,-9an1 1 ( ti9RN„ m l • • TYP OF 1 2 I PHONE'_(4zs)2SB- 1 ` _ I�• Cy 6 t PROS MGR:ROBERT NETWING,PE - 0 north V Ol 2-IX i"wul / $$'1' SERVICE BAYS sTl 1 ZO r 11M B' S.5' SITE AOOREssEs 19e3l sMOREr POlxr elvn = q4 6' Py TYP- ARLINGTON,WA 9B223 N �� NO IfiB3 1 TM ACCOUNT N05 31052B002007M � z � 1'I ENSIINO SS CLEANOl1T 27703 SF EO 4#RD I SITEAREA 16,00 sF VICINITY MAP L CO I"RAPUI ISPRESSO TOP=119.60 KpTnr_•1 tube o ii )d) S14110 ASPHALT III.% F P4 l ZONING "HC°HIGHWAY COMMERCIAL CONNECT SS TO BUILDING PAVING PROPOSED BUILDING 31 WATER Crry of MARrsvLL1F $IJ `Z1' a •0 P8 120A olq SEW LU CTEY OF MARVSVILIE ❑W x ti o S yll� 'llll HHEZL TOP 5I6NAGC G• pl^ FlRE OISIRILT Cf(Y OFNMYSVRlE FIRE 0EPT. ^ W 5'R,_ Tom. ASPHALT ml scxODL Dlsrwcr LAKEWOOD SCHOOL MSTRKT M 3n6 G PAVING 4" W PAINTED 1'NTl1 25_51 =--.1 o STRIPPING, TYP y VI BUILDING CTifTERVi PARKING CALCULATIONS TI _ DOLOR: TIZAFFIG WHITE 5,4• ®� 1 CODE: 2006 IBC w/WASNINGFON AMENDMENTS I STALL"A�GM41 b _ PI li - PROPOSED CONSTRUCTION TYPE: V-B L 7T PIA 41M/ .MOW FLOOR AREA ITNI.20.]2-],USE 9.130) W 1 ^ m 120.0 8• J 11 P 3 P�I NS 4 OCCUPANCY: 5-1 2,]]3 sF/400 5F=6.9 ]sPAccs aED'D. ` PLA T OFFICE Ml µx CN LOT LIGHT STI TOTAL IF NEW BIINi.: 2,720 SF EMnNGESPRESSO STAND 8.400)=1WALL PER 200 OF Q M �-E -BASEMFIITIEVEL= 1p50 SF 33a 5F/1005F=LI:1)3115►Atp ll[O-'� /� } _ ut I 1 -GROUND ROVER LAM SF td. _J TV 1 EXIST •� V 1�, T LANTER1 OCCUPANT LOADS TOTAL PARKING REQ'D.=9 ..�• , LO N E ASPHALFI ~ STI If al SE BA VS- 2DWIPA 15 9 STALLSl NC�L INC SPACES) \�V9 rvl N E; TOTAL 12 OCCUPANTS 4' 5111:4s'SD ;• 1 g• 1 _ 1 c6 TYPE 1 vNaM• 9Wna vale• D•9tT(Ibn 1,a ra61Aru..lW Rote(T•6U.ex) 1 I INSTER t i�u61.4o� 1. 6 �EoaprR�vKT�i9Tiibioo'--�tsxlal►Bx,ry'zo1 1 Wf 1 4• W. 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IN THH INTSW4L 0 0 O O DSCASHRUR TREE TRASH ENCLOSURE 6AIM, �I� GAF1E BOLTS A TIP W/ INTEGRAL C40Lgt PAINT TO MATCH MA`ANRT ALL CAVITIES ml /r COLOR TO MATCH (' J C�- FIGHT POLE '�i� Ij' STEEL DELKIN5 PBDED TO /I ~DOOR ' TO MATCH BU ILDIN6'� 6" BOLLARD PER DETAIL STONE ON BUILDING Z Z POWER POE£ 13' x 11" STEEL ANGLE FRAMING, 4x4K' STEEL P05T I THIS SHEET L •4 I�AR a 32' O.L ��VI Nb B' ASPHALT � J -d- PAINT TO MATCH ADJACENT G.M.U. TO G.M.U. O PADLOCK AND HASP (3) N5(.ONC'--� - AND EMBEDDED INTO I v5 BEIrr BAR R 24— 6' CONCRETE SLAB H/ LONLT�fE APRON. F£: 5PI-2-4 L01'H.l�TE FOOTING. lim LANE BOLT 0C ALTERNATE 6XbX1.4X1-4 MW PROVIDE ,p m VJ HELP FLAT ON TOP MAKE - DIT�LTION OF HDOK LPk'E 104 JOINT AND ('1 WATE32 TIGHT AND — - `-Ck'-MT®YLW5, TYPICAL W Q C 2 PAINT TO HATCH ADJACENT 2• O•--O' 1' LANDSCAPE PER --LRU5HED BASE COURSE LLI 16NT FI MI/TEE/POLE ) MA50H02Y �.___.,'t 'r ji ' O 4' CO PAGTEO 6RAV� Q DO KA"ARM E HOUSING i �� RA1') Z 1RASFI ENCLOSURE (2I /15 LONT. 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X 24• DEEP LONC FOOTING 11WA`610N JOINT F 0' TOP OF FOOTING DEC 0 9 2008 SHEET: S9 •PROVIDE ONE SIGN AT EACH H.L- STALL AND 5CALANT ry"+�•�Y 'TCP OF CONCRETE FOOrIN6 GGam` BASE •LOCATE SIGN 2'-0' FROM TENSE DOOU S ✓ I FACE OF CAM OENTet ON STALL 4 LIGHT POLE 5 ACGE551BLE 516N b TRASH 6J6www APRON _� G1RB DETAIL 8 PIPE BOLLARD CdA PERMIT CENTER Tt BCdLE,lI4'•1' 5T1 SCALP,1/4'-1' - - STI SOAlA,1/4.4' STI SCALE: NT5 STI SCALE=I/4'=1 08c-2895 A B C Tir E F G M I T'o 2 3 --, 1/� _ _ IFASCIA T-O. PARATGi - � - I 1 tf) IS'-lo• 11 _) 1WIJEXAC I� t - __ - 1 - } - , - } 14 I 1 �1/I E t i I coLOR 3 Q 1 r.-o. PARMET i - \ _.. 7ia ( �/ -_ b 5 5.O, FASCIA I 1 m Rft l3 l I RL 04 wl:" BO AWNINGS •T ..O i3 - T.O. DOORS/WIN 4 OF' i•I. -. COLOR I TEXTURE _HANdE *AA, ---- ''--- --- 1 �lr COLOR 2 B O. WINDOWS T r ICQ.GQ 21_� _ 1 •4 r �.1 �• V 2 FjCTURE CHANGEE 46E� n 1 �- Tom. •q t r -,+ WEST ELEVATION SOUTH ELEVATION c A3.1 SCALE: 6/4" = I'-0' A3.I SCALE: I/4" = F'-O' C fn C Ld { � � M 1� TF IIE D oIC (B' C7AI ) 1 2 3� amp O N T.O. PARAPCf�Y1'f- I I \ w I- 1 I 3 _ _la•-6" - i 1 FASCIA S DOLOR JOFQ IST - 14 I I,�• + wt T_ - I < ( _ I 1 _ v _ 9`v 1�� wwR'` IU gl > , � i �.g >. � iT.O. O/H 1DOORSj I - F'" --I t _ B.O. FASCIA i ..• NIP K T.°. DOORS/ B.O. WNI NNNIN A 'IB Y 4 -f I, _ .+ ', _ -- ,� --- --- 1 1 •..i_.{ I•.' r 65Tol I, TEXTURE GMA1/6E kIF © `/� I, 'ii • .Z` 1 1 i i N •� Z I z EAST ELEVATION NORTH ELEVATION W m A3. I SCALE: 1/4` = I'-0` EL.CYATION_NOTL�a A3 1 SCALE /4" = 1 -G' I. ACM METAL rASCIA Z J Z 2_ Roor LINE J 6-_ —�/• -- 3. bxox 16 N6LE e<41W CHU BLOCK J 4. METAL CLAO ANNIN6 BY OTHERS 5. PREPINISHED METAL COPING a' 6ENERA� ELEVATION NOTC-:5: 6_ NOT usED. W Q T. O/H DOOR J !'RAMC. COLOR ALUMINUM 6 I. AWNING TO BE DE516NED, INSTALLED, AND B: LEADER- TIP OF 3, COLOR. 6ALV METALLIC X y1 PERMITTED BY A RC615TERED BONDED AMI N15 O. i POWJMOLLOMFHETAL DOOR Or 3. �� 6ALV METALLIC Z AGM FASCIA— X� MANUFACTURER. 12 ATE 916NA6E- BY FRANCHAISC J a Z_ 13. NOT USED. CMU WALL CONSTR, ; 2, ALL CONCRETE BLOCK MORTAR TO 14. 9TORIUT"T WINDOW O REFRO HAVE 'DRY BLOCK" ADDITIVE. 15. STONT DOOR } 16_ BOLLARD-COLOR 6 5. AGM F`ASG I A TO Be INSTALLED BY AN 1 ROOF LINE Y o AUTHORIZED "ALPOLIG" GONTRAGTOR. CONTRACTOR 0 TO PROV I DE SHOP DRAW I N65 TO THE ARCH I TEGT rOR RECEIVED REV 104 AND APPROVAL. COLOR I CHU - NATURAL cf) ry COLgt2 A. SHOP WVU4I N69• SVBP/IT 3MDP pR/WIN66 9f/01Y11•#LAYCLT, CHU - CHARCOAL m 12, FASCIA PROPILC.S AND PROOUGT COMPONffNT9, INCLUOIN6 ANCHDRAW. COLOR 3 'ALPOLIC." TRL BLACK =. AccessORI m. rINI9M COLORS AND TETTURM. ING.UDE OCTA I" 1Try�1f'V L.(:'. 0 9 2008 KT AA 5MOHIN6 THICG96 AND DIMENSION5 Or THE VARIOUS 9Y9TL'M PAXr5. C0.OR 4 "ALPOLIC' TBX RED S=: PASTENIN6 AMP ANCHORIM6 METHOD"', LOCATIONS OF JOINTS AND C0.0R 5 'ALPOLIC' TBX SILVER 6A2KC75 Arm LOCATION AMP CONPI6URATION OP _IOINT5 NEC `xwY 0 FASG I A DETAIL L ""°�°°"'E TH190,AL MOVEMENT `°`O b SAFETY YFLLOH COA PERMIT CENTER\11 A3 1 5GALE� 1/4' = 1'-O" a v 68 o a'$S 08c-2895