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HomeMy WebLinkAbout18660 58th Ave Ne_BLD355_2026 (3) CITY OF ARLINGTON BUILDING DEPARTMENT CERTIFICATE OF OCCUPANCY INTERNATIONAL BUILDING CODE SEC. 110 NOTE:THIS CERTIFICATE DOES NOT CERTIFY ELECTRICAL WORK At 18660 58th Ave. NE Building Permit Number 20140355 Name & Address of Owner Occupant Load Number of Stories Stoddard International 12 Persons 1 18660 58th Ave NE Type of Construction/Sprinkler system required Use Arlington, WA 98223 II-B Yes Manufacturing THE Addition HAS BEEN INSPECTED AND APPROVED AS COMPLYING WITH THE 2012 EDITION OF THE INTERNATIONAL BUILDING CODE FOR GROUP F-1 OCCUPANCY ISSUED THIS 20th DAY OF May , 2015. BY n� X &" BY &a WOAIWA P I/ FIRE OFFICIAL BUILDING OFFICIAL THIS CERTIFICATE SHALL BE POSTED IN A CONSPICUOUS PUBLIC AREA AND SHALL NOT BE REMOVED,MUTILATED OR OBSCURED AND SHALL BE MAINTAINED IN LEGIBLE CONDITION AT ALL TIMES.ANY CHANGE OF OCCUPANCY REQUIRES A NEW CERTIFICATE. Gard Building Systems DESIGN PACKAGE BUILDER: PILCHUCK CONSTRUCTION CUSTOMER: STODDARD INTERNATIONAL JOB NUMBER: 14-B-25369 TABLE OF CONTENTS Page Design Criteria 1 Notes on Drawings 2-3 Deflection Criteria NA Project Layout NA Building A 4-10 Special Details Original Design Completed thru Change Order#2 Revision Histo Update Date Rev# Reactions Reason for Revision Pages Revised Revised Eng. 1 Yes Change Order#2 All 12/16/13 SLS 2 No Moved bracing CC#1 4 12/30/13 SLS Project Engineer: Stephanie Schwindt(Spokane) Checking Engineer: Dan A. Rauscher Signing Engineer: Dan A. Rauscher, P.E. Job Number . . . . . . . . . . . . . . . . . . . . . . . . 14-B-25369 Builder . . . . . . . . . . . . . . . . . . . . . . . . . . . PILCHUCK CONSTRUCTION Jobsite Location . . . . . . . . . . . . . . . . . . STODDARD INTERNATIONAL,ARLINGTON,Washington Building Code . . . . . . . . . . . . . . . . . . . . . 2012 International Building Code Building Risk Category . . . . . . . . . . . . Normal (Risk Category II) Roof Dead Load Superimposed . . . . . . . . . . . . . . . . . 2.64 psf Collateral . . . . . . . . . . . . . . . . . . . 5.00 psf Roof Live Load . . . . . . . . . . . . . . . . . . . . 20.00 psf no reduction Snow Ground Snow Load (Pg) . . . . . . . . 25.00 psf Snow Load Importance Factor (I) 1.00 Flat Roof Snow Load (Pf) . . . . . 21.00 psf (per code) Minimum Roof Snow Load (Pf) . . 25.00 psf (used in design) Snow Exposure Factor (Ce) . . . . 1.00 Thermal Factor (Ct) . . . . . . . . . . 1.20 Wind Basic Wind Speed . . . . . . . . . . . . . 110.00 mph Wind Exposure Category . . . . . . . B Internal Pressure Coef (GCpi) 0.18/-0.18 Loads for components not provided by building manufacturer Corner Areas (within 3.48 ' of corner) 19.92 psf pressure -26.56 psf suction Other Areas 19.92 psf pressure -21.58 psf suction These values are the maximum values required based on a 10 sq ft area. Components with larger areas may have lower wind loads. Seismic Seismic Importance Factor (Ie) 1.00 Seismic Design Category . . . . . . D Soil Site Class . . . . . . . . . . . . . . D Stiff Soil Ss . . . . . . . . . . . . . . . . . . . . . . . . . . . 1.310 g Sds . . . . . 0.873 g S1 . . . . . . . . . . . . . . . . . . . . . . . . . . . 0.498 g Shc . . . . . 0.499 g Analysis Procedure . . . . . . . . . . . Equivalent Lateral Force Column Line 1 & 8 2-7 SWA & SWC Basic Force Resisting System B4 C4 B4 Response Modification Coefficient (R) 3.25 3.50 3.25 Basic Structural System (from ASCE 7-10 Table 12.2-1) B4 - Ordinary Steel Concentrically Braced Frame C4 - Ordinary Steel Moment Frame 1 12/30/2013 BOLT TIGHTENING - Bolted joints with A325-09 Type 1 bolts greater than 1/2" diameterare specified as pretensioned joints in accordance with the Specification for Structural Joints Using ASTM A325 or A490 Bolts, June 30, 2004. Pre-Tensioning can be accomplished by using the turn-of-nut method of tightening, calibrated wrench, twist off type tension control bolts or direct tension indicator as acceptable to the Inspecting Agency and Building Official. Installation Inspection requirements for Pre-Tensioned joints (Specification for Structural Joints Section 9.2) using calibrated wrench method is suggested. The connections on this project are not slip critical. Material properties of steel bar, plate, and sheet used in the fabrication of built-up structural framing members conform to ASTM A529, ASTM A572, ASTM A1011 SS, or ASTM A1011 HSLAS with a minimum yield point of 50 ksi. Material properties of hot rolled structural shapes conform to ASTM A992, ASTM A529, or ASTM A572 with a minimum specified yield point of 50 ksi. Hot rolled angles, other than flange braces, conform to ASTM 36 minimum. Hollow structural shapes conform to ASTM A500 grade B, minimum yield point is 42 ksi for round HSS and 46 ksi for rectangular HSS. Material properties of cold-formed light gage steel members conform to the requirements of ASTM A1011 SS Grade 55, ASTM A1011 HSLAS Grade 55 Class 1, ASTM A653 SS Grade 55, or ASTM A653 HSLAS Grade 55 Class 1 with a minimum yield point of 55 ksi. For Canada, material properties conform to CAN/CSA G40.20/G40.21 or equivalent. Design criteria as noted is as given within order documents and is applied in general accordance with the applicable provisions of the model code and/or specification indicated. Neither the manufacturer nor the certifying engineer declares or attests that the loads as designated are proper for local provisions that may apply or for site specific parameters. The design criteria is supplied by the builder, project owner, or an Architect and/or Engineer of Record for the overall construction project. Using a 7" x 7" northern eave gutter with 4 x 5 downspouts, the roof drainage system has been designed using the method outlined in the MBMA Metal Building Systems Manual. Downspout locations have not been located on these drawings. The downspouts are to be placed on the building sidewalls at a spacing not to exceed 57.75 feet with the first downspout from both ends of the gutter run within 28.875 feet of the end. Downspout spacing that does not exceed the maximum spacing will be in compliance with the building code. The gutter and downspout system as provided by the manufacturer is designed to accommodate 4 in/hr rainfall intensity. This project is designed using manufacture's standard serviceability standards. Generally this means that all deflections are within typical performance limits for normal occupancy and standard metal building products. X-Bracing is to be installed to a taut condition with all slack removed. Do not tighten beyond this state. Framed openings, walk doors, and open areas shall be located in the bay and elevation as shown in the erection drawings. The cutting or removal of girts shown on the erection drawings due to the addition of framed openings, walk doors, or open areas not shown may void the design certifications supplied by the metal building manufacturer. The design collateral load has been uniformly applied to the design of the building. Hanging loads are to be attached to the purlin web. This may not be appropriate for heavily concentrated loads. Any attached load in excess of 150 pounds shall be accounted for by special design performed by a licensed engineer using concentrated loads and may require seperate support members within the roof system. This metal building system is designed as enclosed. All exterior components (i.e. doors, windows, vents, etc. ) must be designed to withstand the specified wind loading for the design of components and cladding in accordance with the specified building code. Doors are to be closed when a maximum of 50% of design wind velocity is reached. 2 12/30/2013 The structure provided by the metal building manufacturer will have a lateral drift of 1.1 inches under seismic load at frame lines 1-7. This seismic drift is the maximum inelastic response displacement. The metal building manufacturer is not responsible for the deflection compatibility between the new structure and construction by others. Determination of any seperation between the new structure and construction by others to comply with the provisions of the building code is not by the metal building manufacturer. Investigation of the existing structure for possible detrimental effects due to the metal building addition is not within the metal building manufacturer's scope of work. It is strongly recommended that the original designer or other responsible professional be retained to analyze the existing structure, recommending any reinforcement that may be needed. The metal building manufacturer and its certifying engineer expressly exclude the existing structure for any warranty or certification whether written, verbal or implied. 3 12/30/2013 key Strut: x=doub Builder :le Z,xx=triple Z, 3MS 33VM3QIS PILCHUCK C❑NSTRUCTI❑N o=p i pe(FM) Job No: 25369A run01 Version: ver01-slschwindt Tue Nov 26 09: 50: 44 2013 0 ,S9 T 0102 0 ,SZ 0 ,SZ 0 ,SZ 0 ,SZ 0 ,SZ 0 ,OZ �- Z ,T Z ,T -� m --- — ---- ------ t ----- ---- 12' 0 7' 6o- N m .- 0 A d J ro K20 wF� 1 1 20 1 1 Z bd 41 I I I I r, w EXISTING BUILDING a�LD 9 ,L /����������� W 0 ,Z T /40 165' Ox �- 1' 2 15' 11-11/16 OPEN 1' 2 -� 20' 0 25' 0 25' 0 1 25' 0 25' 0 1 25' 0 t 20' 0 Owner 165' 0 ST❑DDARD INTERNATI❑NAL ARLINGT❑N WA 98223 P. O. 14-B-25369 SIDEWALL SWA 4 0 GARCO Building Systems, Airway Heights, WA Design Summary Program User: slschwindt Job Number: 25369A Design Summary Report Version: 4.5.4 run01 Date: 12/16/13 Start Time: 01:26:51 R:\. .\14-B-2S369\vero2-slschwindt\Bldg-A\run0l\25369A—bldg A 01.cds ------------------------------------------------------------------------------- M A I N B U I L D I N G D E S I G N S U M M A R Y R E P O R T All connections use ASTM A325N bolts, unless noted otherwise. All anchor rods are checked according to ASTM F1554 Gr. 36 strengths. ROOF PLANE ------- RPC R:\Jobs\Active\ENG\14-B-25369\ver02-slschwindt\Bldg-A\run01\AroofRPC 01.edf Panel . . . . . . . . . . . . . . . . . . . . PBR24 Purlins . . . . . . . . . . . . . . . . . . 55.0 ksi Yield Strength Eave Struts . . . . . . . . . . . . . . 55.0 ksi Yield Strength Note to Drafting: provide G90 Galvanized Secondary. PURLIN SPACING : 2@4.9165 5@510 Bay Length Member Size Brace L Lap R Lap # (ft) Identification Locations Exten Exten --------------------------------------------------------------------- 1 20.000 8X2.5Z16 None S 0.000 3.146 C 2 25.000 8X2.5Z16 None C 3.146 3.146 C 3 25.000 8X2.5Z16 None C 3.146 3.146 C 4 25.000 8X2.5Z16 None C 3.146 3.146 C 5 25.000 8X2.5Z16 None C 3.146 3.146 C 6 25.000 8X2.5Z16 None C 3.146 3.146 C 7 20.000 8X2.5Z16 None C 3.146 0.000 S Purlin Clip Use 2 A325 Bolts @ Level 2,3,4,5,6,7 @ Supports:8-1 Purlin Stiffened Clips @ Level 2,7 @ Supports:8,7,6,5,4,3,2, 1 Purlin Backup Plate @ Level 2,7@ Supports:8,7,6,5,4,3,2, 1, 5 12/30/2013 GARCO Building Systems, Airway Heights, WA Design Summary Program User: slschwindt Job Number: 25369A Design Summary Report Version: 4.5.4 run01 Date: 12/16/13 Start Time: 01:26:51 R:\. .\14-B-2S369\vero2-slschwindt\Bldg-A\run0l\25369A-bldg A Ol.cds ------------------------------------------------------------------------------- RPC Purlin Strut @ 17.500 (ft) 8X2.5Z16 Bays 7 RPC Purlin Strut @ 17.500 (ft) 8X2.5Z16 Bays 6 RPC Purlin Strut @ 17.500 (ft) 8X2.5Z12 Bays 5 RPC Purlin Strut @ 17.500 (ft) 8X2.5Z12 Bays 4 RPC Purlin Strut @ 17.500 (ft) 8X2.5Z12 Bays 3 RPC Purlin Strut @ 17.500 (ft) 8X2.5Z16 Bays 2 RPC Purlin Strut @ 17.500 (ft) 8X2.5Z16 Bays 1 SWC Eave Strut @ 10.167 (ft) 8X3.5E14 Bays 7 SWC Eave Strut @ 10.167 (ft) 8X3.5E14 Bays 6 SWC Eave Strut @ 10.167 (ft) 8X3.5E14 Bays 5 SWC Eave Strut @ 10.167 (ft) 8X3.5E14 Bays 4 SWC Eave Strut @ 10.167 (ft) 8X3.5E14 Bays 3 SWC Eave Strut @ 10.167 (ft) 8X3.5E14 Bays 2 SWC Eave Strut @ 10.167 (ft) 8X3.5E14 Bays 1 SWA Eave Strut @ 15.972 (ft) 8X3.5E14 Bays 1 SWA Eave Strut @ 15.972 (ft) 8X3.5E14 Bays 2 SWA Eave Strut @ 15.972 (ft) 8X3.5E14 Bays 3 SWA Eave Strut @ 15.972 (ft) 8X3.5E14 Bays 4 SWA Eave Strut @ 15.972 (ft) 8X3.5E14 Bays 5 SWA Eave Strut @ 15.972 (ft) 8X3.5E14 Bays 6 SWA Eave Strut @ 15.972 (ft) 8X3.5E14 Bays 7 Note: 1) All Purlin strut locations for all roof planes are measured from back sidewall. Eave strut interior connection at SWA uses (4) -1/2" A325 bolts w/SC-18 plate. Eave strut interior connection at SWC uses (4) -1/2" A325 bolts w/SC-18 plate. Eave strut connection at end-frame uses (4) -1/2" A325 bolts. BRACING ---- Roof: 1 bays Rod Plane SWA 1 bays Rod Plane SWC 1 bays Rod Plane EWB 1 bays Rod Plane EWD 1 bays Rod SIDEWALL PLANE SWC -- ( 8.250" Inset columns ) R:\Jobs\Active\ENG\14-B-25369\ver02-slschwindt\Bldg-A\run01\AWal1SWC Ol.edf Panel . . . . . . . . . . . . . . . . . . . . PBR26 Girts . . . . . . . . . . . . . . . . . . . . 55.0 ksi Yield Strength Note to Drafting: provide G90 Galvanized Secondary. GIRTS SPACINGS 7'6 Bay Elev. Length Member Size Brace L Lap R Lap # (ft-in) (ft) Identification Locations Exten Exten --------------------------------------------------------------------- 1 716 20.000 8X2.5Z16 None S 0.000 1.479 C 2 716 25.000 8X2.5Z16 None C 1.479 1.479 C 3 716 25.000 8X2.5Z16 None C 1.479 1.479 C 4 716 25.000 8X2.5Z16 None C 1.479 1.479 C 5 716 25.000 8X2.5Z16 None C 1.479 1.479 C 6 716 25.000 8X2.5Z16 None C 1.479 1.479 C 7 716 20.000 8X2.5Z16 None C 1.479 0.000 S 6 12/30/2013 GARCO Building Systems, Airway Heights, WA Design Summary Program User: slschwindt Job Number: 25369A Design Summary Report Version: 4.5.4 run01 Date: 12/16/13 Start Time: 01:26:51 R:\. .\14-B-2S369\vero2-slschwindt\Bldg-A\run0l\25369A—bldg A 01.cds ------------------------------------------------------------------------------- Endwall Plane EWB Design . . . . . . . . Bearing Frame (BF) R:\Jobs\Active\ENG\14-B-25369\ver02-slschwindt\Bldg-A\run01\AWallEWB Ol.edf Panel . . . . . . . . . . . . . . . . . . . . . . . PBR26 RAFTERS ----- Mem Description Length Start End # Member Size Identification (ft) (ft) (ft) ------------------------------------------------------------- 1 W8X10 50.0 ksi 33.602 0.000 33.602 connections. . . Left: Type-IV SEP Right: Type-IV SEP Type-IV SEP = ( 4) -1/2" A325N bolts w/ 3/8" Shear End Plate Flange Braces at following purlins (horizontal distance from eave) PLANE SWC: None Girts . . . . . . . . . . . . . . . . . . . . . . . . 55.0 ksi Yield Strength Note to Drafting: provide G90 Galvanized Secondary. Girts Spacings 7'6 4 '6 Bay Elev. Length Member Size Brace L Lap R Lap # (ft-in) (ft) Identification Locations Exten Exten --------------------------------------------------------------------- 1 716 16.812 8X2.5Z16 None S 0.000 1.479 C 2 716 17.332 8X2.5Z16 None C 1.479 0.000 S 2 1210 17.332 8X2.5Z16 None S 0.000 0.000 S Note : Maximum distance to extend girt from 'adjacent bay is 36.00 inches. COLUMNS ----- ( 8.250" Inset columns ) Col Dist. Description Base Elev Base plate design information # from left Member Size Ident. (ft) Thickness & rods ----------------------------------------------------------------------------- 1-C 0.000' W8X10 50.0 ksi 0.0000' 0.375" BP thk w/ ( 4) -0.625" A36 1-B 17.500' W8X10 50.0 ksi 0.0000' 0.375" BP thk w/ ( 4) -0.625" A36 1-A 34.833 ' W8X10 50.0 ksi 0.0000' 0.375" BP thk w/ ( 4) -0.625" A36 ENDWALL COLUMN TO BRIDGE CHANNEL CONNECTIONS: STRUT-TO-COLUMN CLIP COL. NO. ENDWALL PLANE 1 --------- -------------------- PLANE SWC: 1-B BETWEEN PURLINS, USING TYPE 3 CONN. , (4) -1/2" A325N CF Brdg Channel (0.375011) (4) -3/4" A325N W8X10 COLUMN EXTENSION w/ 12.000 " LAP LENGTH; 8X2.5C12 BRIDGE CHANNEL PLANE SWA: 7 12/30/2013 GARCO Building Systems, Airway Heights, WA Design Summary Program User: slschwindt Job Number: 25369A Design Summary Report Version: 4.5.4 run01 Date: 12/16/13 Start Time: 01:26:51 R:\. .\14-B-2S369\vero2-slschwindt\Bldg-A\run0l\25369A—bldg A 01.cds ------------------------------------------------------------------------------- Endwall Plane EWD Design . . . . . . . . Bearing Frame (BF) R:\Jobs\Active\ENG\14-B-25369\ver02-slschwindt\Bldg-A\run01\AWallEWD Ol.edf Panel . . . . . . . . . . . . . . . . . . . . . . . PBR26 RAFTERS ----- Mem Description Length Start End # Member Size Identification (ft) (ft) (ft) ------------------------------------------------------------- 1 W8X10 50.0 ksi 33.602 0.000 33.602 connections. . . Left: Type-IV SEP Right: Type-IV SEP Type-IV SEP = ( 4) -1/2" A325N bolts w/ 3/8" Shear End Plate Flange Braces at following purlins (horizontal distance from eave) PLANE SWC: None Girts . . . . . . . . . . . . . . . . . . . . . . . . 55.0 ksi Yield Strength Note to Drafting: provide G90 Galvanized Secondary. Girts Spacings 7'6 4 '6 Bay Elev. Length Member Size Brace L Lap R Lap # (ft-in) (ft) Identification Locations Exten Exten --------------------------------------------------------------------- 1 716 17.332 8X2.5Z16 None S 0.000 1.479 C 2 716 16.812 8X2.5Z16 None C 1.479 0.000 S 1 1210 17.332 8X2.5Z16 None S 0.000 0.000 S Note : Maximum distance to extend girt from 'adjacent bay is 36.00 inches. COLUMNS ----- ( 8.250" Inset columns ) Col Dist. Description Base Elev Base plate design information # from left Member Size Ident. (ft) Thickness & rods ----------------------------------------------------------------------------- 8-A 0.000' W8X10 50.0 ksi 0.0000' 0.375" BP thk w/ ( 4) -0.625" A36 8-B 17.333 ' W8X10 50.0 ksi 0.0000' 0.375" BP thk w/ ( 4) -0.625" A36 8-C 34.833 ' W8X10 50.0 ksi 0.0000' 0.375" BP thk w/ ( 4) -0.625" A36 ENDWALL COLUMN TO BRIDGE CHANNEL CONNECTIONS: STRUT-TO-COLUMN CLIP COL. NO. ENDWALL PLANE 8 --------- -------------------- PLANE SWA: 8-B BETWEEN PURLINS, USING TYPE 3 CONN. , (4) -1/2" A325N CF Brdg Channel (0.375011) (4) -3/4" A325N W8X10 COLUMN EXTENSION w/ 12.000 " LAP LENGTH; 8X2.5C12 BRIDGE CHANNEL PLANE SWC: 8 12/30/2013 Eds2Xds User: slschwindt Job Number: 14-B-25369 Spokane Date: 12/16/2013 02:09:36 PM Relative path: \\SPKNA01\TS\jobs\Active\Eng\14-B-25369 ---------------------------------------------------------------------------------------------------------------------------- Building: Bldg-A CDS file name: 14-B-25369_Bldg-A_Eds2Xds.cds Planes Name File SWC \ver02-slschwindt\Bld -A\run01\AwallSWC 01.edf EWB \ver02-slschwindt\Bld -A\run01\AwallEWB 01 .edf SWA \ver02-slschwindt\Bld -A\run0l\AwallSWA 01.edf EWD \ver02-slschwindt\Bld -A\run01\AwallEWD 01.edf RPC \ver02-slschwindt\Bld -A\run01\AroofRPC 01.edf Frames Frame Line Left Frame Left File 2 B \ver02-slschwindt\Bld -A\Drft \xO2L 3 B \ver02-slschwindt\Bld -A\Drft \xO2L 4 B \ver02-slschwindt\Bld -A\Drft \xO2L 5 B \ver02-slschwindt\Bld -A\Drft \xO2L 6 B \ver02-slschwindt\Bld -A\Drft \xO2L 7 IB \ver02-slschwindt\Bld -A\Drft \xO2L Portal Frames Plane Bay Frame File Name 9 12/30/2013 Garco Building Systems FRAME ID #02 USER NAME:slschwindt DATE:12/16/13 TIME:13:37:22 PAGE: 2-1 ss 34.833/10.167/27.5 20./110./25. JOB NAME:25369A FILE:frames 2-7.fra LOCATION: Gridlines 2 3 4 5 6 7 DETAIL FILE: tive\Eng\14-B-25369\ver02-slschwindt\Bldg-A\Drftg\x02L (1) All sectional dimensions are in inches. BOLTS:A325 FULLY TIGHT WEIGHT: 1142 lbs (2) All Flange lengths are measured along outer flange. Rafter Offset :8"-Z 2@411111,4@5' (8.25") Column Offsets 7'6" 8.25" - LEFT COLUMN FLUSH - RIGHT COLUMN 6X0.25 6X0.25 0.134 0.134 6X0.25 6X0.25 6X0.25 5'1 10/16" 6X0.25 0.134 10,01, O.F. 0.134 6X0.25 8 15'll 11/16" E.H. WEB THK• 25 o,011 0 r --- ~ 6X0. 7 I.E. 5, 12' TIC H rn 62.00 rn N O x � N 12 5 C N J r N 1012" E.H. 4 C CM � N H W J O H O X x M N n � O O N M N x H 0 H :8 O h7 F 34'10"r y w W w x o a H CONNECTION DETAILS * = 2 3 4 5 6 7 Location lO*-C 2O O3 4O SO © 7O ® O9 *-A 10 11 12 Web Dep. 10.0 15.0 N/A 14.5 14.5 14.5 14.5 14.5 10.0 20.9873 25.0 N/A Type BASE HORZ STF CAP (EXT) 2E/2E SPLICE SPLICE SPLICE 2E/2E BASE SPLICE HORZ STF CAP (EXT) Plate(DN) 6.OXO.375 2.25XO.25 6.OXO.25 6.0x0.5 N/A N/A N/A 6.OXO.5 6.OXO.375 N/A 2.75XO.3125 6.OXO.25 Plate(UP) N/A N/A N/A 6.OXO.5 N/A N/A N/A 6.OXO.5 N/A N/A N/A N/A Bolts (4)-3/4 N/A N/A (8)-3/4 N/A N/A N/A (8)-3/4 (4)-3/4 N/A N/A /A CITY OF ARLINGTON % 238 N. OLYMPIC AVE - ARLINGTON, WA. 98223 PHONE; (360) 403-3551 BUILDING PERMIT Address: 18660 58th Avenue NE Permit#:355 Parcel#:0235820 Valuation:94800 00 OWNER APPLICANT CONTRACTOR Name:Stoddard International Name:Pilchuck Construction Name: Pilchuck Construction Address: 18660 58TH AVE NE Address:41 16 165th Avenue SE Address:4116 165th Avenue SE City,State Zip:Arlington,WA 98223 City,State Zip:Snohomish,WA 98290 City,State Zip:Snohomish,WA 99270 Phone: Phone:425-367-2282 Phone:425-367-2282 MECHANICAL CONTRACTOR PLUMBING CONTRACTOR Name: Name: Address: Address: City,State,Zip: City,State,Zip: Phone: Phone: LIC#: EXP: LIC#: EXP: JOB DESCRIPTION PERMIT TYPE: Commercial Addition CODE YEAR: 2012 STORIES: CONST.TYPE: DWELLING UNITS: 0 OCC GROUP: BUILDINGS: 1 OCC LOAD: 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. 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 S BEEN GRANTED. IBCI IOARC1 10, SALES TAX NOT[ ' Sales to' acing to construction and construction material in the Cit of rlinglo must be reported on your sales tax return form ded — )f lington#- i D�U;C'F 94A410PAJ .'il,rature Print Name Date Release 3y f ue CONDITIONS 1. Provide automatic fire sprinkler coverage to new area. 2. Provide fire extinguishers to new area. Adhere to approved plans. THIS PERMIT AUTHORIZE 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. PERMIT FEES Date Description Fee Amount 6/5/2014 Building Permit Fee $1,450.08 6/5/2014 Building Plan Review Fee $942.55 6/5/2014 State Building Code Surcharge Fee $4.50 Total Due: S2,397.13 Total Payment: $0.00 Balance Due: S29397.13 CALL FOR INSPECTIONS ` BUILDING(360)403-3417 When calling for an inspection please leave the following information: Permit Number,Type of Inspection being requested,and whether you prefer morning or afternoon COMMERCIAL REMODEL PERMIT APPLICATION Department of Community& Economic Development City of Arlington • 18204 59th Ave NE •Arlington, WA 98223 • Phone (360) 403 3551 THIS APPLICATION MUST BE ACCOMPANIED BY THREE(3) SETS OF CONSTRUCTION PLANS, THREE(3) SETS OF SPECIFICATIONS, TWO(2) SETS OF STRUCTURAL CALCULATIONS, ONE(1) SETS OF NREC ENERGY CODE APPLICATIONS AND ONE(1) OCCUPANTS'S STATEMENT OF INTENDED USE. Type of Permit: ( ) Commercial Remodel Commercial Addition ( ) Tenant Improvement Project Address IS-7 O 1 /J J�; Parcel ID#: Project Description: Legal Description: Project Valuation:2q, Sao Owner: R t —;(4h�:N Phone Number: 360- 6-3 1- 27 3 9 Address l q�,A( -713411 ay- .fit City: ai'l��� State: CJC4, Zip Code: y'42.Z:3 Contact Person: Phone Number: 4/Z1�;_- 36 7- ZZ-S_Z/ ' Cell Phone: q 7,;--y,7-2 Fax: 2 - V 2 E-mail: Lcumr&"(_ klc_yc, - - xi Address: L{I(b I�5 a C(ve_Sk City: � _ State: WCk Zip Code: cJS2 9 O Contractor: Pi U l Phone Number: Y25- -567- Zz$� Address: y1[6 1 W",a oe SF i City: :59"zn" �►7N State W4k Zip Code: 17%'21C) Contractor's License Number: P,ILI'_1 9 7:7 PA Expiration IV/4 Plumbing Contractor: 1I@ N Phone Number: , Address: City: ^)/A State: nJ A Zip Code: Contractor's License Number:_ Expiration: ✓'��i4 Mechanical Contractor: Ootle Phone Number: !UZ4 Address: A11A City: - State: A,,c- Zip Code: Contractor's License Number: Expiration: ,/\,i/ I hereby certify that the above information is correct and that the construction on, and the occupancy and the use of the above- described proi),ertv=ccordance with the laws, rules and regulation St�a�o f Washington. ton.�ZZ — r pplicants ign Date ti r e. Print Applicants Name eceived FOR STAFF USE ONLY APR 2 4 2014 Permit# Accepted By Amount Received Receipt# Date Received Page 6 of 7 ' COMMERCIAL REMODEL PERMIT APPLICATION Department of Community& Economic Development City of Arlington • 18204 59th Ave NE •Arlington, WA 98223 • Phone (360)403 3551 Project Name/Tenant 'Su h r1 I� ;� ; Site Address ( ;,� 70 !H'�+t Bldg/Unit/Suite IBC Construction Type �,�-t IBC Occupancy Type Description of Use Building Square Footage '7"� Number of Stories Square Footage Per Floor Will there be any installation, modification or removal of the following? (Check all that apply) ® Automatic fire extinguishing systems ❑ Compressed gas systems ® Fire alarm and detection systems ❑ Fire pumps ❑ Flammable and combustible liquids (tanks, piping etc...) ❑ Hazardous materials ❑ High piled/rack storage ❑ Industrial ovens/furnace ❑ Private fire hydrants ❑ Spraying or dipping operations ❑ Standpipe systems ❑ Temporary membrane structure,tents(>200sq ft)or canopies (>400 sq ft) Provide details on any of the above checked items:I Installation,changes, modifications or removal of any of the above may require additional submittals, information,or permits during the plan review or construction process. Printed Name f Occupant/Agent Az/�/ — �4-'Z//�/ — Signature of Occu"Agent Date Page 7 of 7 COMMERCIAL REMODEL PERMIT APPLICATION Department of Community& Economic Development City of Arlington • 18204 59th Ave NE •Arlington, WA 98223 • Phone (360)403 3551 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 permitcenterCD-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: C -er's ep s tative Company: Ip/'1[.ter u41L CO w47t, Phone: Page 5 of 7 CITY OF ARLINGTON ` 18204 59th Avenue NE,Arlington,WA 98223 INSPECTIONS: 360-403-3417-Permit Center: 360-403-3551 BUILDING PERMIT 18660 58TH AVE NE Permit#:355 PERMIT EXPIRES 180 DAYS AFTER Parcel#: 31052200200100 DATE OF ISSUANCE. Scope of Work:Addition Valuation: 94800.00 OWNER APPLICANT CONTRACTOR Stoddard International Pilchuck Construction Pilchuck Construction 18660 58TH AVE NE 4116 165th Avenue SE 4116 165th Avenue SE Arlington,WA 98223 Snohomish,WA 98290 Snohomish,WA 98270 425-367-2282 425-367-2282 LIC:PILCHCL927PA EXP:01/03/2015 MECHANICAL CONTRACTOR PLUMBING CONTRACTOR LIC#: EXP: LIC#: EXP: JOB DESCRIPTION PERMIT TYPE: COMMERCIAL ADDITION CODE YEAR: 2012 STORIES: CONST.TYPE: DWELLING UNITS: 0 OCC GROUP: BUILDINGS: 1 OCC LOAD: PERMIT APPROVAL The issuance or granting of this permit shall not be construed to be a permit for,or approval of,any violation of this Code or any other ordinance or order of the City,of any state or federal law,or of any order,proclamation,guidance advice or decision of the Governor of this State.To the extent the issuance or granting of this permit is interpreted to allow construction activity during any period of time when such construction is prohibited or restricted by any state or federal law,or order,proclamation,guidance advice or decision of the Governor of this State,this permit shall not authorize such work and shall not be valid.The building official is authorized to prevent occupancy or use of a structure where in violation of this Code,any other City ordinances of this jurisdiction or any other ordinance or executive order of the City,or of any state or federal law,or of any order,proclamation, guidance advice or decision of the Governor.The building official is authorized to suspend or revoke this permit if it is determined to be issued in error or on the basis of incorrect,inaccurate or incomplete information,or in violation of any City ordinance,regulation or order,state or federal law,or any order,proclamation,guidance or decision of the Governor. 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. 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.IBC 110/IRC 110. SALES TAX NOTICE: Sales tax relating to construction and construction materials in the City of Arlington must be reported on your sales tax return form and coded City of Arlington#3101. 06/05/2014 Applicant Signature Date Building Official Date CONDITIONS 1.Provide automatic fire sprinkler coverage to new area.2.Provide fire extinguishers to new area.Adhere to approved plans. The property owner shall ensure that the construction project complies with all applicable zoning codes and regulations.The property owner shall also ensure that the construction project does not cause any adverse impact on the surrounding environment or community.The property owner shall be responsible for obtaining all necessary permits and approvals from the relevant authorities before commencing construction.The property owner shall ensure that the construction project complies with all applicable design review requirements. 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. PERMIT FEES Date Description Fee Amount 09/10/2026 Building Permit $1,450.08 09/10/2026 State Surcharge-1st DU $4.50 09/10/2026 Building Plan Review $942.55 Total Due: $2,397.13 Total Payment: $2,397.13 Balance Due: $0.00 CALL FOR INSPECTIONS Call by 3:30 pm for next day inspection,allow 48 hours for Fire Inspections When calling for an inspection please leave the following information: Permit Number,Type of Inspection being requested,and whether you prefer morning or afternoon INSPECTION INFORMATION Pass/Fail FS07.FIRE SPRINKLER FINAL Approved C20.BUILDING FINAL Completed Permit#: 355 Permit Date: 04/25/14 Permit Type: COMMERCIAL ADDITION Project Name: Stoddard International Applicant Name: Pilchuck Construction Applicant Address: 4116 165th Avenue SE Applicant, City, State, Zip: Snohomish,WA 98290 Contact: Camron Harvey Phone: 425-367-2282 Email: camron@pilchuckconstruction.com Scope of Work: Addition Valuation: 94800.00 Square Feet: 0 Number of Stories: 0 Construction Type: Occupancy Group: ID Code: Permit Issued: 08/13/2014 Permit Expires: Permit Form Type: Civic Plus Number: Status: COMPLETE Assigned To: Launa Black Property Parcel# Address Legal Description Owner Name Owner Phone Zoning 31052200200100 18660 58TH AVE NE Stoddard International Contractors Contractor Primary Contact Phone Address Contractor Type License License# Pilchuck Construction Camron Harvey 425-367-2282 4116 165th CONSTRUCTION Labor&Industries PILCHCL927PA Avenue SE CONTRACTOR Inspections Date Inspection Type Description Scheduled Date Completed Date Inspector Status 03/17/2015 FS07.FIRE paint booth dry chem syst 03/17/2015 03/17/2015 BUILDING Approved SPRINKLER FINAL 12/18/2014 C20.BUILDING Addition 12/17/2014 05/05/2015 z.Christopher Young Completed FINAL Plan Reviews Date Review Type Description Assigned To Review Status COMMERCIAL Received revisions to non-compliant items.All is in order 04/25/2014 ADDITION to issue once site civil has been approved. z.Christopher Young COMMERCIAL 1.Provide automatic fire sprinkler coverage to new area. 04/25/2014 ADDITION 2.Provide fire extinguishers to new area. z.Tom Cooper 04/25/2014 COMMERCIAL Already went through Design Review ADDITION Fees Fee Description Notes Amount Building Permit Table 4-1 $1,450.08 State Surcharge- 1st DU Residential- 1st Unit $4.50 Building Plan Review Table 4-2 $942.55 Total $2,397.13 Attached Letters Date Letter Description 06/05/2014 Building Permit Payments Date Paid By Description Payment Type Accepted By Amount Stoddard 07/16/2014 Setzham Properties International check#1002 Launa Black $2,397.13 Building Permit Outstanding Balance $0.00 Notes Date Note Created By: 08/13/2014 Pre-Construction meeting completed. Launa Black 04/25/2014 Large Plan set it the Review Room Launa Black Uploaded Files Date File Name 05/20/2015 1103519-18660 58th Ave..doc 08/13/2014 355 Signed Permit.pdf 04/25/2014 14-13-25369 Design Package.pdf 04/25/2014 Application(24).pdf 04/25/2014 Stoddard Industries-TIR-PART 2.pdf 04/25/2014 Stoddard Industries-TIR PART 3.pdf 04/25/2014 NCE submittal calcs Partl.pdf 04/25/2014 NCE submittal calcs Part2.pdf 04/25/2014 Stoddard Industries-TIR PART Lpdf Date: 09/10/2026 Permit#: 355 Permit Date: 04/25/2014 Review Date: 04/25/2014 Permit Type: COMMERCIAL ADDITION Review Type: COMMERCIAL ADDITION Target Date: 05/02/2014 Scheduled Time: Completed 05/05/2014 Date: Description: 1. Provide automatic fire sprinkler coverage to new area. 2. Provide fire extinguishers to new area. Review Status: Assigned To: z.Tom Cooper Time In: Time Out: Hours: Property Information Parcel#: 31052200200100 Stoddard International Stoddard International 18660 58TH AVE NE 18660 58TH AVE NE Arlington,WA 98223 Zoning: Lot: Block: Date: 09/10/2026 Permit#: 355 Permit Date: 04/25/2014 Review Date: 04/25/2014 Permit Type: COMMERCIAL ADDITION Review Type: COMMERCIAL ADDITION Target Date: 05/09/2014 Scheduled Time: Completed 06/02/2014 Date: Description: Received revisions to non-compliant items.All is in order to issue once site civil has been approved. Review Status: Assigned To: z.Christopher Young Time In: Time Out: Hours: Property Information Parcel#: 31052200200100 Stoddard International Stoddard International 18660 58TH AVE NE 18660 58TH AVE NE Arlington,WA 98223 Zoning: Lot: Block: Nelson Consulting Engineering PS 19221 58th Ave NE Kenmore.Wa 98028-3118 (425)483 9126 Fax: (425)485 1136 Stoddard International 18660 58th Ave NE Arlington, WA 98223 Job Number: 13028 January 9, 2014 aN F� ` o ' 0 GN �G i Nelson Consulting Engineering PS 19221 58th Ave NE Kenmore.Wa 98028-3118 Prepared by: JN Date: 1/9/14 (425)483 9126 Fax (425)485 1136 Job Number: 13028 Page: l Job Name Stoddard International Scope of Work: Structural engineering limited to design of shallow and conventional foundation for this pre-engineered metal building. Excluded from Scope of Work: All design work not related to structural engineering. Geotechnical engineering. Architectural design. Design for water intrusion of the building or any portion of the building. Internal design of metal building. Codes: International Building Code 2012 Edition with Washington State Amendments and A5CE 7 Client: Stoddard International Project Location: 18660 58th Ave NE Arlington, WA 98223 Soil Bearing Pressure: No geotechnical report has been provided by the Client. This office has made a reasonable assumption of 1500 PSF for soil bearing pressure for this design. Nelson Consulting Engineering PS Prepared By: JN Date: 3/3/14 Job No: 19221 58th Avenue NE 13028 Job Name: Stoddard International Kenmore, Washington 98028-3118 Page Number: Phone: 425.483.9126 Fax: 425.485.1136 Description: Foundation Plan 1/Fdn sew - 1 1 � VVR I � I I a 1 I � I „ Q I r�ti , L I I - - I I a I I Q n i � e I 1 � • -- '��— sad• � �-- � 8� I o 1 9 - � L I 1 1 1 I a I � 1 I I I � a - 1 Nelson Consulting Engineering PS Prepared By: JN Date: 3/04/14 Job No: 19221 58th Avenue NE 13028 Job Name: Stoddard International Kenmore, Washington 98028-3118 Page Number: Phone: 425.483,9126 Fax: 425.485,1136 Description: Footing Schedule 1.1/Fdn LL w w w w w w z q) q) 0) 0) N N tY w w tY V (Y- Q Q Q Q Q Q (L o4 iQ m (n tQ 3 - : �D �-:l Z w w w w w w w w ? LL Lij � LU al x x w Q U � LU (S) U Vh O z X X X X X X X X z m w @ @ 'ej @ @ U U <v cy nl nl v 't O O X X X X X X X X z z ti CL CIA Q T" u_1 O O 0 N X X X X X X m ~ @ do a) 0 U) p C) X X X X X X X X cn p 0 @ w �) M L6@@@ w = z tL i LL LL ►`�i LL U_ u O Z � Nelson Consulting Engineering PS Prepared by: JN Date: 1H5/2014 19221 58th Ave NE Job Name: Stoddard International Page: 2iFdn Kenmore,Wa 98028.3118 Job Number: 13028 (425)483 9126 Fax. (425)485 1136 Description: Footing Design Load Combinations Metal Building Footing Loads (note: All loads are positive sign,whether up or down) 2012 IBC re, for construction Garco calculations dated 11/26/13 Loads: Location Al A2 A3 A4 X Horiz Y(Vert) X(Hertz) Y(Vert) X(Horiz) Y Vert X Horiz Y(Vert) Dead Load 0.5 0.6 1.8 0.6 1.8 0.6 1.8 Coll Load 0.5 1.0 2.3 1.0 2.3 1.0 2.3 Live Load 2.0 3.8 9.4 3.8 9.4 3.8 9.4 Snow Load 0.1 2.5 4.8 11.7 4.8 11.7 4.8 11.7 Snow Drift 2.1 Total Snow Wind 0.1 3.3 4.6 9.2 4.6 9.2 4.6 9.2 Wind - 0.1 4.9 4.9 4.9 Seismic 4.2 4.9 4.2 4.9 Long Wind 1.3 Mezzanine Load Combinations Horiz Vert Horiz Vert Horiz Vert Horiz Vert 16-10 0.1 3.5 6.4 15.8 6.4 15.8 6.4 15.8 16.11 0.1 2.4 4.2 10.6 4.2 10.6 4.2 10.6 16-12(Wind) 0.1 3.0 4.4 9.6 4.4 9.6 4.4 9.6 16-12(Seismic) 2.9 4.4 4.5 7.5 1.6 4.1 1.6 4.1 16-13(Wind) 0.0 2.5 3.7 8.2 3.7 8.2 3.7 8.2 16-13(Seismic) 3.2 4.7 4.8 7.8 1.6 4.1 1.6 4.1 16-15 0.1 2.8 4.1 8.9 4.1 8.9 4.1 8.9 Hx V(uplift) 3.2 2.6 6.4 4.4 6.4 4.4 6.4 4.4 H z V(gravity) 1.3 4.7 0.0 15.8 0.0 15.8 0.0 15.8 Loads: Location A5 A6 A7 B1 X Horiz Y Vert X(Horiz) Y Vert X Horiz Y Vert) X Horiz Y Vert Dead Load 0.6 1.8 0.6 1.8 0.5 1.1 Coll Load 1.0 2.3 1.0 2.3 0.5 1.5 Live Load 3.8 9.4 3.8 9.4 2.0 0.1 5.9 Snow Load 4.8 11.7 4.8 11.7 2.5 0.1 7.4 Snow Drift 2.1 0.1 Total Snow Wind 4.6 9.2 4.6 9.2 1.3 3.3 2.5 8.3 Wind 4.9 4.9 1.8 Seismic 1.1 0.8 Long Wind 0.1 Mezzanine Load Combinations Horiz Vert Horiz Vert Horiz Vert Horiz Vert 16.10 6.4 15.8 6.4 15.8 0.0 3.5 0.1 10.0 16.11 4.2 10.6 4.2 10.6 0.0 2.4 0.1 6.7 16.12(Wind) 4.4 9.6 4.4 9.6 0.8 3.0 1.5 7.6 16-12(Seismic) 1.6 4.1 1.6 4.1 0.0 1.0 0.8 3.2 16-13(Wind) 3.7 8.2 3.7 8.2 0.6 2.5 1.1 6.3 16-13(Seismic) 1.6 4.1 1.6 4.1 0.0 1.0 0.8 3.2 16-15 4.1 8.9 4.1 8.9 0.8 2.8 1.5 7.1 Hx V(uplift) 6.4 4.4 6.4 4.4 0.8 1.7 1.8 4.3 H z V(gravity) 0.0 15.8 0.0 15.8 0.0 3.5 1.8 10.0 Loads: Location B7 C1 C2 C3 X(Horiz) Y(Vert) X(Horiz) Y(Vert) X(Horiz) Y(Vert) X(Horiz) Y Vert Dead Load 1.1 0.4 0.6 1.7 0.6 1.7 Coll Load 1.5 0.5 1.0 2.4 1.0 2.4 Live Load 5.9 0.1 2.1 3.8 9.8 3.8 9.8 Snow Load 7.4 0.1 2.6 4.8 12.2 4.8 12.2 Snow Drift 6.2 2.2 Total Snow Wind 8.3 0.1 2.8 3.5 7.5 3.5 7.5 Wind 2.5 9.8 4.8 4.8 Seismic 0.8 1.1 0.8 Long Wind 1.1 1.8 0.9 1.7 1.7 Mezzanine Load Combinations Horiz Vert Horiz Vert Horiz Vert Horiz Vert 16-10 0.0 10.0 0.1 3.5 6.4 16.3 6.4 16.3 16.11 0.0 6.7 0.1 2.4 4.2 10.9 4.2 10.9 16-12(Wind) 0.0 7.6 0.1 2.6 3.7 8.6 3.7 8.6 16-12(Seismic) 0.0 3.2 0.8 1.5 1.6 4.1 1.6 4.1 16.13(Wind) 0.0 6.3 0.0 2.2 3.2 7.5 3.2 7.5 16-13(Seismic) 0.0 3.2 0.8 1.5 1.6 4.1 1.6 4.1 16-15 0.0 7.1 0.1 2.4 3.5 7.9 3.5 7.9 Hx V(uplift) 2.5 5.2 0.8 1.4 6.4 3.5 6.4 3.5 H z V( rava 2.5 10.0 0.9 3.5 0.0 16.3 0.0 16.3 Nelson Consulting Engineering PS Prepared by: JN Date: 1f011900 19221 58th Ave NE Job Name: Stoddard International Page: 3lFdn Kenmore.wa 98028-3118 Job Number: 13028 (425)483 9126 Fax (425)485 1136 Description: Footing Design Load Combinations Metal Building Footing Loads (note: All loads are positive sign,whether up or down) 2012 IBC re: for construction Garco calculations dated 11i26/13 Loads: Location C4 C5 C6 C7 X Horiz Y Vert X Horiz Y(Vert) X Horiz Y(Vert) X Horiz Y Vert Dead Load 0.6 1.7 0.6 1.7 0.6 1.7 0.4 Coll Load 1.0 2.4 1.0 2.4 1.0 2.4 0.5 Live Load 3.8 9.8 3.8 9.8 3.8 9.8 0.1 2.1 Snow Load 4.8 12.2 4.8 12.2 4.8 12.2 0.1 2.6 Snow Drift 0.1 2.2 Total Snow Wind 3.5 7.5 3.5 7.5 3.5 7.5 0.1 2.8 Wind 4.8 4.8 4.8 0.9 2.8 Seismic 1.1 3.3 Long Wind 1.7 1.7 1.7 0.8 Mezzanine Load Combinations Horiz Vert Horiz Vert Horiz Vert Horiz Vert 16-10 6.4 16.3 6.4 16.3 6.4 16.3 0.1 3.5 16-11 4.2 10.9 4.2 10.9 4.2 10.9 0.1 2.4 16-12(Wind) 3.7 8.6 3.7 8.6 3.7 8.6 0.1 2.6 16-12(Seismic) 1.6 4.1 1.6 4.1 1.6 4.1 0.8 3.2 16-13(Wind) 3.2 7.5 3.2 7.5 3.2 7.5 0.0 2.2 16-13(Seismic) 1.6 4.1 1.6 4.1 1.6 4.1 0.8 3.4 16-15 3.5 7.9 3.5 7.9 3.5 7.9 0.1 2.4 Hx v(u)IM) 6.4 3.5 6.4 3.5 6.4 3.5 0.9 1.7 H z V(gravity} 0.0 16.3 0.0 16.3 0.0 16.3 0.9 3.5 Nelson Consulting Engineering PS Prepared by: JN Date: 313/2014 19221 58th Ave NE Job Name: Stoddard International Page: 4JFdn Kenmore,Wa 93028-3118 Job Number. 13028 (425)483 9126 Fax (425)485 1136 Description: Footing Design Loads Metal Building Footing Loads x X Brace Portal Frame Frame Base Plate Anchor Bolts Collateral Location H, V(uplift) V(uplift) V(uplift) 'foment Length A Bolts Edge dist Load Calc Page H, V(gravity) V(down) V(down) Width Bolt Dia Bolt pitch Kips Footing Al 3.2 2.6 included in 4 4 51Fdn 1.3 4.7 loads at left 0.75 4 F3.Ox4.Oxl.5 A2 6.40 4.44 included in 6.00 4 4 1.5 61Fdn 0.00 15.80 loads at left 10.00 0.75 4 F4.Ox4.Ox2 A3 6.40 4.44 6.00 4 4 1.5 71Fdn 0.00 15.80 10.00 0.75 4 F3.5x3.5x2 A4 6.40 4.44 6.00 4 4 1. 8/Fdn 0.00 15.80 10.00 0.75 4 F3.6x3.5x2 A5 6.40 4.44 6.00 4 4 1.5 91Fdn 0.00 15.80 10.00 0.75 4 F3.5x3.5x2 A6 SAO 4.44 6.00 4 4 1.5 101Fdn 0.00 15.80 10.00 0.75 4 F3.5x3.5x2 A7 0.78 1.70 6.00 4 1.5 111Fdn 0.00 3.50 10.00 0.75 4 F2.5x2.5xl B1 1.80 4.30 6.00 4 4 1.5 12/Fdn 1.80 10.00 10.00 1.25 4 F3.5x3.5x2 B7 2.50 5.20 6.00 4 4 1.5 13/Fdn 2.50 10.00 10.00 1.25 4 F4x4x2 C1 0.83 1.40 6.00 4 4 1.5 14/Fdn 0.90 3.50 1000 0.75 4 F2.Ox2.Oxl C2 6.40 3.50 6.00 4 4 1.5 151Fdn 0.00 16.30 10.00 0.75 4 F2.5x5.5xl.5 C3 6.40 3.50 6.00 4 4 1.5 161Fdn 0.00 16.30 10.00 0.75 4 F2.5x5.5xl.5 C4 6.40 3.50 6.00 4 4 1.5 171Fdn 0.00 16.30 10.00 0.75 4 F2.5x5.5xl.5 C5 6.40 3.50 6.00 4 4 1.5 18/Fdn 0.00 16.30 10.00 0.75 4 F2.5x5.5xl.5 C6 6.40 3.50 6.00 4 4 1.5 19/Fdn 0.00 16.30 10.00 0.75 4 F2.5x5.5xl.5 C7 0.90 3.06 12.00 4 4 1.5 201Fdn 0.90 1.70 1&50 0.75 t F3.Ox3.Oxl.5 Nelson Consulting Engineering PS Prepared by: JN Date: 1/15/2014 19221 58th Ave NE Job Name: Stoddard Interna Page: 5 IFdn Kenmore,Wa 98028-3118 Job Number: 13028 (425)483 9126 Fax (425)485 1136 Description: Footings Footing Design Allowable Soil Bearing Pressure 1.5 KSF 2012 International Building Code Concrete fc 3 KSI (f'c=2. 2 5. 3. 4 ksi) Footing Locatio Grid Special Inspection for A Bolts? 0' Al Duration factor fo: 1 Reinf Bar Grade 40 f40or5ai Footing Loads(Kips) Net Footing Variables(Ft&Kips) H Z V(down) V(uplift) Footing Footing Footing 'hear Load Parallel to Grirhear Load Perp to Frarr dovenwards uplift- 85'DL Width Length Thickness 3.15 1-30 4.68 2.64 10 4.0 1.50 Anchor Bolts(inches) Available FDN Eccentricity of Col Number of A Bolts A Bolt Diameter A Bolt Edge Dist A Bolt Spacing Collateral Wt(Kips) along length of Ftq Area(SF) 4 - 0.75 4.00 4.00 1.50 0.00 12.0 Base Plate Width/Len th 10.00 6.00 Footing Weight PIA+Mcil(KSF) Bearing Pressure A Bolt Capacities(Kips)(based on edge dirt&spacing interpolations) 2.70K 0.39 OK Applied Shear Applied Tension Ftg+Collateral Wt Minimum Wt Req'd Fig+Collateral 1'a Shear(Vt) Tension(Pt) per A Bolt(Vs) per A Bolt 4.2 3.1 Required ,laralleLPerp (Standard Embedment) Parallet-Perp Ps OK 3.50 1.31 0.79 0.66 1.91 0.33 A Bolt Capacities(Kips)(based on unity equation) Unity Equation Unity Equation Unity Equation With Angle @ w/deep embedded AB&Deep ParalleuPerp A Bolts Embedded Bolts Deep A Bolts wl Sid A Bolts OK? ParalleL'Perp Deep A Bolts OK? Parallei/Perp reinf angle OK? 040 OK n 10 OK 007 OK OK 0^ OK` 003 OK Footing Design: Shear Design: Punching Shear: Shear Area:(SQIN) 1232 atlow Shear Stress(PS; 109 5445115 (Stress Des gn) Shear Stress(PSI) 3.3 Punching Shear OK? OK Beam Shear: Shear Area:(SCIN) 504 672 Allow Shear Sires Beam shear stress: 1.5 2.0 PSI 60:24948133 Shear Stress OK? OK OK Flexure Design Bottom Steel: Kip Ft As Req'd(SQIN) Minimum Steel: Long Direction Positive Moment 2.3 0 028 1.296 Short Direction: -Positive Moment 1 8 0 021 1.728 Footing Sliding (tension tie required)) Max sliding. 3.2 Kips Friction Coefficient: 0.500 Passive Pressure: 300 Required sliding safety factor: 1.0 . OL sliding resistance Kips 2.4 Passive pressure on footing 1.0 Safety factor: 1.1 Total siding resistance 3.4 Tension tie req'd? NO Footing tests OK Bearing Pressure OK Uplift OK Anchor Bolts Parallel OK Anchor Bolts Perpendicular OK Punching Shear OK Beam Shear OK Beam Shear NO Tension Tie Required? 0.0 Required Tension Tie Capacity Kips 0.0 Tension Tie Area SQIN 0.74 Footing Efficiency Nelson Consulting Engineering PS Prepared by: JN Date: 1/15/2014 19221 58th Ave NE Job Name: Stoddard Interna Page: 6 1Fdn Kenmore,Wa 98028-3118 Job Number: 13028 (425)483 9126 Fax (425)485 1136 Description: Footings Footing Design Allowable Soil Bearing Pressure 1.5 KSF 2012 International Building Code Concrete fc 3 KSI (f'c=2, 2.5, 3.4 ksi) Footing Locatio Grid Special Inspection for A Bolts? 0' A Duration factor fol 1 Reinf Bar Grade 40 40crCO, Footing Loads(Kips) Net Footing variables(Ft&Kips) H Z V(down) V(uplift) Footing Footing Footing hear Load Para!Iel to Gn<hear Load Perp to Frarr do.vnvrards upidt-.05'DL Width Length Thickness 6.40 0.00 15.80 4.44 4.0 4.0 1.50 Anchor Bolts(inches) Available FDN Eccentricity of Col Number of A Bolts A Bolt Diameter A Bolt Edge Dist A Bolt Spacing Collateral Wt(Kips) along length of Fig Area(SF) 4 0.75 4.00 4.00 1.50 0.00 16.0 Base Plate Width/Len th 10.00 6.00 Footing Weight PIA+Mc)I(KSF) Bearing Pressure A Bolt Capacities(Kips)(based on edge dist&spacing Interpolations) 3.60K 0.99 OK Applied Shear Applied Tension Fig+Collateral Wit Minimum Wt Req'd Ftg+Collateral Vv'l Shear(Vq Tension(Pt) per A Bolt(Vs) per A Bolt 5.1 5.2 Required Pa,adetPerp !Standard Embedment) Parallel.Perp PS OK 3.50 1.31 1.60 1.11 1.91 0.00 A Bolt Capacities(Kips)(based on unity equation) Unity Equation Unity Equation Unity Equation With Angie @ 1"','>'"•1' wl deep embedded AB&Deep ParallellPerp A Bolts Embedded Bolts Deep A Bolts wl Std A Bolts OK? ParalleVPerp Deep A Bolts OK? ParalleVPerp reinf angle OK? 1 03 No Good 030 OK 0.22 OK 076 OK 003 OK 003 OK Footing Design: Shear Design: Punching Shear: Shear Area:(SQIN) 1232 Vlow Shear Stress(PSI 109.5445115 (Stress Des gn) Shear Stress(PSI) 11-6 Punching Shear OV OK Beam Shear: Shear Area:(SQIN) 672 672 Allow Shear Sires Beam shear stress. 5.9 6.9 PSI 60.24948133 Shear Stress OK? OK OK Flexure Design Bottom Steel: Kip Ft As Req'd(SQIN) Minimum Steel: Long Direction: Positive Moment: 7.9 0.094 1.728 Short Direction: ' Positive Moment: 7.9 0.094 1.728 Footing Sliding (tension tie required?) Max slidrng: 6.4 Kips Friction Coefficient: 0.500 Passive Pressure: 300 Required sliding safety factor: 1.0 - DL sliding resistance Kips 3.5 Passive pressure on footing 1.4 Safety factor 0.8 Total siding resistance 4.8 Tension tie req'd? YES Footing tests OK Bearing Pressure OK Uplift OK Anchor Bolts Parallel OK Anchor Bolts Perpendicular OK Punching Shear OK Beam Shear OK Beam Shear YES Tension Tie Required? 1.6 Required Tension Tie Capacity Kips 0.1 Tension Tie Area SQIN 1.02 Footing Efficiency Nelson Consulting Engineering PS Prepared by: JN Date: 1/15/2014 19221 58th Ave NE Job Name: Stoddard Interna Page: 7/Fdn Kenmore,Wa 98028-3118 Job Number: 13028 (425)483 9126 Fax (425)485 1136 Description: Footings Footing Design Allowable Soil Bearing Pressure: 1.5 KSF 2012 International Building Code Concrete fc 3 KSI (f'c= 2, 2.5, 3, 4 ksi) Footing Locatio Grid Special Inspection for A Bolts 0' A3 Duration factor fo 1 Reinf Bar Grade 40 (:ocr Aoi Footing Loads(Kips) Net Footing Variables(Ft&Kips) H Z V(down) V(uplift) Footing Footing Footing hear Load Parallel to Grichear Load Perp to Frarr dovnnvards uplift- 85'DL Width Length Thickness 6.40 0.00 15.80 4.44 3.5 3.5 2.00 Anchor Bolts(inches) Available FDN Eccentricity of Col Number of A Bolts A Boll Diameter A Bolt Edge Dist A Bolt Spacing Collateral Wt(Kips) along length of Fig Area(SF) 4 0.75 4.00 4.00 1.50 0.00 12.3 Base Plate Width/Len th 10.00 6.00 Footing Weight P1A+MGI(KSF) Bearing Pressure A Bolt Capacities(Kips)(based on edge dist 8 spacing interpolations) 3.68K 1.29 OK Applied Shear Applied Tension Fig+Collateral Wt Minimum Wt Req'd Fig+Collateral Wt Shear(Vt) Tension(Pt) per A Bolt(Vs) per A Bolt 5.2 5.2 Required Para J Pe- (Sla)dare E:nled. _ Pa•ar_rPerp Ps OK 3.50 1.31 1.60 1.11 1.91 0.00 A Bolt Capacities(Kips)(based on unity equation) Unity Equation Unity Equation Unity Equation With Angle @ c�Pri'"NsYt)'" w/deep embedded AB&Deep ParalleliPerp A Bolts Embedded Bolts Deep A Bolls w1 Sid A Bolts OK? ParalleUPerp Deep A Bolts OK? ParalleUPerp reinf angle OK? 1 C3 No Good 0.30 OK 0.22 OK 0.76 OK 003 OK` 003 OK Footing Design: Shear Design: Punching Shear: Shear Area:(SQIN) 2240 vle rShearStress(PSI 109,5445115 (Stress Design) Shear Stress(PSI) 5.8 Punching Shear OK'1' OK Beam Shear: Shear Area:(SQIN) 840 840 Allow Shear Sires Beam shear stress: 2.7 3.6 PSI 60,24948133 Shear Stress OK? OK OK Flexure Design Bottom Steel: Kip Ft As Req'd(SQIN) Minimum Steel: Long Direction: Positive Moment: 6.9 0.058 2.016 Short Direction: 'Positive Moment 69 0.058 2.016 Footing Sliding (tension tie required?) Max sliding: 6.4 Kips Friction Coefficient: 0.500 Passive Pressure 300 Required sliding safety factor 1.0 DL sliding resistance Kips 3.5 Passive pressure on footing 2.1 Safety factor: 0.9 Total sIding resistance 5.6 Tension tie req'd? YES Footing tests OK Bearing Pressure OK Uplift OK Anchor Bolts Parallel OK Anchor Bolts Perpendicular OK Punching Shear OK Beam Shear OK Beam Shear YES Tension Tie Required? 0.8 Required Tension Tie Capacity Kips 0.0 Tension Tie Area SQIN 1.01 Footing Efficiency Nelson Consulting Engineering PS Prepared by: JN Date: 1/15/2014 19221 58th Ave NE Job Name: Stoddard Interna Page: 9/Fdn Kenmore,Wa 98028-3118 Job Number: 13028 (425)483 9126 Fax (425)485 1136 Description: Footings Footing Design Allowable Soil Bearing Pressure: 1.5 KSF 2012 International Building Code Concrete fc 3 KSI (f'c=2, 2.5. 3, 4 ksi) Y Footing Locatio Grid Special Inspection for A Bolts? 0' A5 Duration factor fo 1 Reinf Bar Grade 40 (40o,E0) Footing Loads(Kips) Net Footing variables(Ft&Kips) H Z V(down) V(uplift) Footing Footing Footing hear Load ParaYel to Gnohear Load Perp to Frarr downwards upldt- 85-DL Width Length Thickness 6.40 0.00 15.80 4.44 3.5 3.5 2.00 Anchor Bolts(inches) Available FDN Eccentricity of Col Number of A Bolts A Bolt Diameter A Bolt Edge Dist A BOIL Spacing Collateral Wt(Kips) along length of Fig Area(SF) 4 - 0.75 4.00 4.00 1.50 0.00 12.3 Base Plate Width/Len th 10.00 6.00 Footing Weight PIA+Mcil(KSF) Bearing Pressure A Bolt Capacities(Kips)(based on edge dist&spacing interpolations) 3.68K 1.29 OK Applied Shear Applied Tension Fig+Collateral Wt Minimum Wt Req'd Fig+Collateral Wt Shear(Vt) Tension(Pt) per A Bolt(Vs) per A Bolt 5.2 5.2 Required ParalleUPerp (Standard Embedment) ParalleUPerp Ps OK 3.50 1.31 1.60 1.11 1.91 0.00 A Bolt Capacities(Kips)(based on unity equation) Unity Equation Unity Equation Unity Equation With Angle @ w/deep embedded AB&Deep ParalleUPerp A Bolts Embedded Bolts Deep A Bolts wr Sid A Bolts OK? ParalleUPerp Deep A Bolts OK? Parallel%Perp reinf angle OK? 1,03 No Good 3J OK 022 OK 076 OK 0 03 OK ` 0,03 OK Footing Design: Shear Design: Punching Shear: Shear Area:(SQIN) 2240 Mow Shear Stress(PSi 109,5445115 sl- 5 Des-;ny Shear Stress(PSI) 5.8 Punching Shear OK? OK Beam Shear: Shear Area:(SQIN) 840 840 Allow Shear Stres Beam shear stress: 2.7 3.6 PSI 60.24948133 Shear Stress OK? OK OK Flexure Design Bottom Steel: Kip Ft As Req'd(SQIN) Minimum Steel: Long Direction: Positive Moment. 69 0,058 2.016 Short Direction: -Positive Moment: 6.9 0.058 2.016 Footing Sliding (tension tie required?) Max sliding: 6.4 Kips Friction Coefficient 0.500 Passive Pressure: 300 Required sliding safety factor: 1.0 DL sliding resistance Kips 3.5 Passive pressure on footing 2.1 Safety factor: 0.9 Total sldinq resistance 5.6 Tension tie req'd? YES Footing tests OK Bearing Pressure OK Uplift OK Anchor Bolts Parallel OK Anchor Bolts Perpendicular OK Punching Shear OK Beam Shear OK Beam Shear YES Tension Tie Required? 0.8 Required Tension Tie Capacity Kips 0.0 Tension Tie Area SQIN 1.01 Footing Efficiency Nelson Consulting Engineering PS Prepared by: JN Date: 1/1512014 19221 58th Ave NE Job Name: Stoddard Internal Page: 10/Fdn Kenmore,Wa 98028-3118 Job Number: 13028 (425)483 9126 Fax: (425)485 1136 Description: Footings Footing Design Allowable Soil Bearing Pressure: 1.5 KSF 2012 International Building Code Concrete fc 3 KSI (f'c=2, 2.5, 3,4 ksi) Footing Locatio Grid Special Inspection for A Bolts? A6 Duration factor fol 1 Reinf Bar Grade 40 (40or60) Footing Loads(Kips) Net Footing Variables(Ft&Kips) H Z V(down) V(uplift) Footing Footing Footing 'hear Load Parallel to Gn(hear Load Perp to Frarr davmvarcis up:;t 85'C_ Width Length Thickness 6.40 0.00 15.80 4.44 3.5 3.5 2.00 Anchor Bolts(inches) Available FDN Eccentricity of Coi Number of A Bolts A Bolt Diameter A Bolt Edge Dist A Bolt Spacing Collateral Wit(Kips) along length of Fig Area(SF) 4 0.75 4.00 4.00 1.50 0.00 12.3 Base Plate Width/Len th 10.00 6.00 Footing Weight PIA+MO(KSF) Bearing Pressure A Bolt Capacities(Kips)(based on edge dist&spacing interpolations) 3.68K 1.29 OK Applied Shear Applied Tension Fig+Collateral Wt Minimum WtReq'd Fig+Collateral Wt Shear(Vt) Tension(Pt) per A Bolt(Vs) per A Bolt 5.2 5.2 Required Para�e!Perp fS!ardard Embedment) Paral;eliPerp PS OK 3.50 1.31 1.60 1.11 1.91 0.00 A Bolt Capacities(Kips)(based on unity equation) Unity Equation Unity Equation Unity Equation With Angle @ l�'ni"•Nctit)'" wl deep embedded AB&Deep ParalleUPerp A Bolts Embedded Bolts Deep A Bolts w1 Sid A Bolts OK7 ParalleUPerp Deep A Bolts OK7 ParalleliPerp relnf angle OK? 1 03 No Good 030 OK 022 OK 076 OK 003 OK* 0.03 OK Footing Design: Shear Design: Punching Shear: Shear Area:(SHIN) 2240 U!o%v Shear Stress(PSI 109.5445115 (Stress Design) Shear Stress(PSI) 5.8 Punch,nq Shear OKI OK Beam Shear: Shear Area:(SQIN) 840 840 Allovi Shear Sires Beam shear stress: 2.7 36 PSI 60.24948133 Shear Stress OK? OK OK Flexure Design Bottom Steel: Kip Ft As Req'd(SQIN) Minimum Steel: Long Direction_ Positive Moment 6.9 0-058 2016 Short Direction: 'Positive Moment 69 0 058 2.016 Footing Sliding (tension tie required?) Max sliding: 6.4 Kips Friction Coefficient: 0.500 Passive Pressure. 300 Required sliding safety factor. 1.0 DL sliding resistance Kips 3.5 Passive pressure on footing 2.1 Safety factor: 0.9 Total siding resistance 5.6 Tension tie req'd? YES Footing tests OK Bearing Pressure OK Uplift OK Anchor Bolts Parallel OK Anchor Bolts Perpendicular OK Punching Shear OK Beam Shear OK Beam Shear YES Tension Tie Required? 0.8 Required Tension Tie Capacity Kips 0.0 Tension Tie Area SQIN 1.01 Footing Efficiency Nelson Consulting Engineering PS Prepared by: JN Date: 1/1512014 19221 58th Ave NE Job Name: Stoddard Internal Page: 111Fdn Kenmore,Wa 98028-3118 Job Number: 13028 (425)483 9126 Fax. (425)485 1136 Description: Footings Footing Design Allowable Soil Bearing Pressure: 1.5 KSF 2012 International Building Code Concrete fc 3 KSI (f'c=2, 2.5, 3,4 ksi) Footing Locatio Grid Special Inspection for A Bolts? 0' A7 Duration factor fo 1 Reinf Bar Grade 40 140 or 60) Footing Loads(Kips) Net Footing Variables(Ft&Kips) R Z V(down) V(uplift) Footing Footing Footing 'hear Lcad Parallel to Grit hear Load Perp to Frarr downwards uplift- 85'D'- Width Length Thickness 0.78 0.00 3.50 1.70 2.5 2.5 1.00 Anchor Bolts(inches) Available FDN Eccentricity of Col Number of A Bolts A Bolt Diameter A Bolt Edge Dist A Bolt Spacing Collateral Wi(Kips) along length of Ftg Area(SF) 4 - 0.75 4.00 4.00 1.50 0.00 6.3 Base Plate lWidthiLength 10.00 6.00 Footing Weight PIA+McA(KSF) Bearing Pressure A Bolt Capacities(Kips)(based on edge dist&spacing interpolations) .94K 0.56 OK Applied Shear Applied Tension Fig+Collateral Wt Minimum Wt Req'd Ftg+Collateral Wt Shear(Vt) Tension(Pt) per A Bolt(Vs) per A Bolt 24 2.0 Required Pa•a','C:Perp i5tand3rd Erreedment) Parallel Perp Ps OK 3.50 1.31 0.20 0.43 1.91 0.00 A Bolt Capacities(Kips)(based on unity equation) Unity Equation Unity Equation Unity Equation With Angle @ asQti•"-NyVh•"' w1 deep embedded AB&Deep ParallellPerp A Bolts Embedded Bolts Deep A Bolts w1 Sid A Bolts OK? ParalleUPerp Deep A Bolts OK? ParalleFPerp reinf angle OK? 016 OK 0 0" OK 001 OK 0 15 OK 0 01 OK ` 0.01 OK Footing Design: Shear Design: Punching Shear: Shear Area:(SQIN) 512 viow Shear Stress(PS' 109,5445115 (Stress Design) Shear Stress(PSI) 5.8 Punching Shear OK'� OK Beam Shear: Shear Area.(SQIN) 240 240 Allow Shear Stres Beam shear stress: 2.9 3.9 PSI 60.24948133 Shear Stress OK? OK OK Flexure Design Bottom Steel: Kip Ft As Req'd(SQIN) Minimum Steel: Long Direction: Positive Moment: 1.1 0 023 0.72 Short Direction: 'Positive Moment: 1 1 0.023 0.72 Footing Sliding (tension tie required?) Max sliding: 0.8 Kips Friction Coefficient: 0.500 Passive Pressure: 300 Required sliding safety factor 1.0 DL sliding resistance Kips 1.4 Passive pressure on footing 0.4 Safety factor: 2.3 Total sliding resistance 1.8 Tension tie req'd') NO Footing tests OK Bearing Pressure OK Uplift OK Anchor Bolts Parallel OK Anchor Bolts Perpendicular OK Punching Shear OK Beam Shear OK Beam Shear NO Tension Tie Required? 0.0 Required Tension Tie Capacity Kips 0.0 Tension Tie Area SQIN 0.82 Footing Efficiency Nelson Consulting Engineering PS Prepared by: JN Date: 111512014 19221 58th Ave NE Job Name: Stoddard Interna- Page: 121Fdn Kenmore,Wa 98028-3118 Job Number: 13028 (425)483 9126 Fax: (425)485 1136 Description: Footings Footing Design Allowable Soil Bearing Pressure: 1.5 KSF 2012 International Building Code Concrete fc 3 KSI (f'c=2,2.5. 3,4 ksi) Yes-- -. Footing Locatio Grid Special Inspection for A Bolts? r"' 61 Duration factor foi 1 Reinf Bar Grade 40 (40 or 60) Footing Loads(Kips) Net Footing Variables IN&Kips) H Z V(down) V(uplift) Footing Footing Footing hear Load Parallel to Grit hear Load Perp to Frarr downwards uplift-.85'DL Width Length Thickness 1.80 1.80 10.00 4.30 3.5 3.5 2.00 Anchor Bolts(inches) Available FDN Eccentricity of col Number of A Botts A Bolt Diameter A Bolt Edge Dist A Solt Spacing Collateral Wt(Kips) along length of Ftg Area(SF) 4 1.25 4.00 4.00 1.50 0.00 12.3 Base Plate Width/Len th 10.00 6.00 Footing Weight PIA+Mcn(KSF) Bearing Pressure A Bolt Capacities(Kips)(based on edge dist&spacing interpolations) 3.68K 0.82 OK Applied Shear Applied Tension Fig+Collateral Wt Mlnlmum Wt Req'd Fig+Collateral Wt Shear(Vt) Tension(Pt) per A Bolt(Vs) per A Bolt 5.2 5.1 Required Parallel/Perp (Standard Embedment) ParalleUPerp Ps OK 3.09 1.07 0.45 1.08 1.55 0.45 A Bolt Capacities(Kips)(based on unity equation) Unity Equation Unity Equation Unity Equation With Angle @ acv"'•tvrnY" w/deep embedded AB&Deep Parallet/Perp A Bolts Embedded Bolts Deep A Bolts wl Std A Bolts OK? ParalleUPerp Deep A Bolts OK? Parallel/Perp reinf angle OK? 1 05 No Good 0.05 OK 0.01 OK 1 14 No Good 0 13 OK` 0.01 OK Footing Design: Shear Design: Punching Shear: Shear Area:(SQIN) 2240 Ulow Shear Stress(PSI 109.5445115 (Stress Design) Shear Stress(PSI) 3.7 Punching Shear OK? OK Beam Shear: Shear Area:(SQIN) 840 840 Allow Shear Sires Beam shear stress: 1.7 23 PSI 60.24948133 Shear Stress OK? OK OK Flexure Design Bottom Steel: Kip Ft As Req'd(SQIN) Minimum Steel: Long Direction: Positive Moment 4A 0.036 2.016 Short Direction: 'Positive Moment. 4.4 0.036 2.016 Footing Sliding (tension tie required?) Max sliding: 1.8 Kips Friction Coefficient: 0.500 Passive Pressure: 300 Required sliding safety factor. 1.0 DL sliding resistance Kips 3.2 Passive pressure on footing 2.1 Safety factor: 2.9 Total siding resistance 5.3 Tension tie re 'd? NO Footing tests OK Bearing Pressure OK Uplift OK Anchor Bolts Parallel OK Anchor Bolts Perpendicular OK Punching Shear OK Beam Shear OK Beam Shear NO Tension Tie Required? 0.0 Required Tension Tie Capacity Kips 0.0 Tension Tie Area SQIN 0.98 Footing Efficiency Nelson Consulting Engineering PS Prepared by: JN Date: 1/15/2014 19221 58th Ave NE Job Name: Stoddard Interna Page: 13 IFdn Kenmore. Wa 98028-3118 Job Number: 13028 (425)483 9126 Fax (425)485 1136 Description: Footings Footing Design Allowable Soil Bearing Pressure. 1.5 KSF 2012 International Building Code Concrete fc 3 KSI (f'c=2. 2.5, 3.4 ksi) Yr, Footing Locatio Grid Special Inspection forA Bolts? ' B7 Duration factor fo 1 Reinf Bar Grade 40 i4o ors Footing Loads(Kips) Net Footing Variables(Ft&Kips) H Z V(down) V(uplift) Footing Footing Footing near Load ParaCel to Grit hear Load Perp to Fran dovmrards uplift- 85•01- Width Length Thickness 2.50 2.50 10.00 5.20 4.0 4.0 2.00 Anchor Bolts(inches) Available FON Eccentricity of Col Number of A Bolts A Bolt Diameter A Bolt Edge Dist A Bolt Spacing Collateral Wt(Kips) along length of Ftg Area(SF) 4 - 1.25 4.00 4.00 1.50 0.00 16.0 Base Plate Width/Len th 10.00 6.00 Footing Weight PJA f MUI(KSF) Bearing Pressure A Bolt Capacities(Kips)(based on edge dist&spacing interpolations) 4.80K 0.63 OK Applied Shear Applied Tension Ftg.Collateral Wt Minimum Wt Req'd Ftg+Collateral Wt Shear(Vt) Tension(Pt) per A Bolt(Vs) per A Bolt 6.3 6.1 Required Para'JeL?crp (Standard Embedment) ParalletPerp Ps OK 3.09 1.07 0.63 1.30 1.55 0.63 A Bolt Capacities(Kips)(based on unity equation) Unity Equation Unity Equation Unity Equation With Angle @ ass l'"•wsti,>'" wr deep embedded AB&Deep Parallel/Pere A Bolts Embedded Bolts Deep A Bolts w; Std A Bolts OK? Parallol2Perp Deep A Bolts OK? ParalloPPorp remf angle OK? 46 No Good 6 OK 0.01 OK No Good - OK 001 OK Footing Design: Shear Design: Punching Shear: Shear Area:(SQIN) 2240 blow Shear Stress(PSI 109,5445115 (Stress Ocsign) Shear Stress(PSI) 3.8 Punching Shear OK? OK Beam Shear: Shear Area:(SQIN) 960 960 Allow Shear Stres Beam shear stress: 2.0 2.4 PSI 60,24948133 Shear Stress OK? OK OK Flexure Design Bottom Steel: Kip Ft As Req'd(SQIN) Minimum Steel: Long Direction' Positive Moment. 5.0 0 042 2 304 Short Direction 'Positive Moment: 50 0 042 2-304 Footing Sliding (tension tie required?) Max sliding 2.5 Kips Friction Coefficient: 0.500 Passive Pressure 300 Required sliding safety factor: 1.0 DL sliding resistance Kips 3.8 Passive pressure on footing 2.4 Safety factor: 2.5 Total sidinq resistance 6.2 Tension tie req'd? NO Footing tests OK Bearing Pressure OK Uplift OK Anchor Bolts Parallel OK Anchor Bolts Perpendicular OK Punching Shear OK Beam Shear OK Beam Shear NO Tension Tie Required? 0.0 Required Tension Tie Capacity Kips 0.0 Tension Tie Area SQIN 0.97 Footing Efficiency Nelson Consulting Engineering PS Prepared by: JN Date: 3/3/2014 19221 58th Ave NE Job Name: Stoddard Interns Page: 14/Fdn Kenmore, Wa 98028-3118 Job Number: 13028 (425)483 9126 Fax: (425)485 1136 Description: Footings Footing Design Allowable Soil Bearing Pressure. i.5 KSF 2012 International Building Code Concrete fc 3 KSI (f'c=2, 2.5. 3.4 ksi) Y- Footing Locatio Grid Special Inspection for A Bolts 0' C1 Duration factor fo: 1 Reinf Bar Grade 40 (40 of co) Footing Loads(Kips) Net Footing Variables(Ft 3 Kips) N Z V(down) V(uplift) Footing Footing Footing near load ParaCel to Gm bear Load Perp to Frarr dcn-ornvards ur It D- Width Length Thickness 0.83 0.90 3.50 1.40 2.0 2.0 Anchor Bolts(Inches) Available FDN Eccentricity of Col Number of A Bolts A Bolt Diameter A Bolt Edge Dist A Bolt Spacing Collateral Wt(Kips) along length of Fig Area(SF) 4 - 0.75 4.00 4.00 0.50 0.00 Base Plate Width/Len th 10.00 6.00 Footing Weight P/A+McA(KSF) Bearing Pressure A Bolt Capacities(Kips)(based on edge diSt 8 spacing interpolations) 1.20K 0.88 OK Applied Shear Applied Tension Fig+Collateral Wt Minimum Wt Req'd Ftg+Collateral Wl Shear(Vt) Tension(Pt) per A Bolt(Vs) per A Bolt 1 7 1.r Required ParalleVPerp (Standard Embedment) ParalletPerp Ps 3.50 1.31 0.21 0.35 1.91 0.23 A Bolt Capacities(Kips)(based on unity equation) Unity Equation Unity Equation Unity Equation With Angle @ (Ps�Prl^"•(Va1N)^" w/deep embedded AB 8 Deep ParalleVIDerp A Bolts Embedded Bolts Deep A Bolts wr Std A Bolts OK? Parallet'Perp Deep A Bolts OK? Parallel/Perp reint angle OK? 0 12 OK OK 001 OK 0,14 OK 0K 0.01 OK Footing Design: Shear Design: Punching Shear: Shear Area:(SQIN) 2240 View Shear Stress(PSI 109.5445115 (Stress Design) Shear Stress(PSI) 0.7 Punching Shear CK? OK Beam Shear: Shear Area (SOIN) 480 480 Allow Shear Stres Beam shear stress. -0.9 -0.3 PSI 6024948133 Shear Stress OK? OK OK Flexure Design Bottom Steel: Kip Ft As Req'd(SQIN) Minimum Steel: Long Direction: Positive 6lomenC 0.9 0 007 1 152 Short Direction: Positive Moment: 0.9 0 007 1 152 Footing Sliding (tension 6e required?) Max sliding: 0.8 Kips Friction Coefficient 0.500 Passive Pressure: 300 Required sliding safety factor. 1.0 DL sliding resistance Kips 1.1 Passive pressure on footing 1.2 Safety factor: 2.7 Total s1ding resistance 2.3 Tension tie re 'd? NO Footing tests OK Bearing Pressure OK Uplift OK Anchor Bolts Parallel OK Anchor Bolts Perpendicular OK Punching Shear OK Beam Shear OK Beam Shear NO Tension Tie Required? 0.0 Required Tension Tie Capacity Kips 0.0 Tension Tie Area SQIN 0.97 Footing Efficiency Nelson Consulting Engineering PS Prepared by: JN Date: 3/3/2014 19221 58th Ave NE Job Name: Stoddard interna Page: 15 1Fdn Kenmore,Wa 98028-3118 Job Number: 13028 (425)483 9126 Fax. (425)485 1136 Description: Footings Footing Design Allowable Soil Bearing Pressure: 1.5 KSF 2012 International Building Code Concrete fC 3 KSI (f'c=2, 2.5, 3. 4 ksi) yes Footing Locatio Grid Special Inspection for A Bolts? "° C2 Duration factor foi 1 Reinf Bar Grade 40 (40 or 60) Footing Loads(Kips) Net Footing Variables(Ft&Kips) H Z V(down) V(uplift) Footing Footing Footing hear Load Parallel to Gil hear Load Perp to Frarr da.-:-;;rjrc up:dt-.65'DL Width Length Thickness 6.40 0.00 16.30 3.50 2.5 5.5 1.50 Anchor Bolts(inches) Available FDN Eccentricity of Col Number of A Bolts A Bolt Diameter A Bolt Edge Dist A Bolt Spacing Collateral Wt(Kips) along length of Fig Area(SF) 4 0.75 4.00 4.00 1.00 0.00 1:3.8 Base Plate Width/Length 10.00 6.00 Footing Weight PIA+fill(KSF) Bearing Pressure A Bolt Capacities(Kips)(based on edge dist&spacing interpolations) 3.09K 1.19 OK Applied Shear Applied Tension Fig+Collateral Wt Minimum Wt Req'd Fig+Collateral Wt Shear(Vt) Tension(Pt) per A Bolt(Vs) per A Bolt 41 Required ParaitelPerp (Standard Embedment) Paral!e:Perp PS OK 3.50 1.31 1.60 e.; 1.91 0.00 A Bolt Capacities(Kips)(based on unity equation) Unity Equation Unity Equation Unity Equation With Angle @ (Ps9ti'''•NdW"' w/deep embedded AB&Deep ParallellPerp A Bolts Embedded Bolts Deep Bolts w! Slid A Bolts OK? ParalleVPerp Deep A Bolts OK? ParalleUPerp reinf angle OK? 078 OK OK _ OK 051 OK Oil 0.02 OK Footing Design: Shear Design: Punching Shear: Shear Area:(SQIN) 1232 Vow Shear Stress(PSI 109.5445115 (Stress Design) Shear Stress(PSI) 11.8 Punching Shear OK? CK Beam Shear: Shear Area (SQIN) 420 924 Allay Shear Sires Beam shear stress 3.9 6A PSI 60 24948133 Shear Stress OK? OK OK Flexure Design Bottom Steel: Kip Ft As Req'd(SQIN) Minimum Steel: Long Direction: Positive Moment: 112 0.133 1.08 Short Direction: Positive Moment: 5.1 0.061 2,376 Footing Sliding (tension tie required?) Max sliding: 6.4 Kips Friction Coefficient 0.500 Passive Pressure: 300 Required sliding safety factor. 1.0 OL sliding resistance Kips 3.0 Passive pressure on footing 0.8 Safety factor: 0.6 Total siding resistance 3.9 Tension tie req'd? YcS Footing tests OK Bearing Pressure OK Uplift OK Anchor Bolts Parallel OK Anchor Bolts Perpendicular OK Punching Shear OK Beam Shear OK Beam Shear YES Tension Tie Required? 2.5 Required Tension Tie Capacity Kips 0.1 Tension Tie Area SQIN 1.01 Footing Efficiency Nelson Consulting Engineering PS Prepared by: JN Date: 3/3/2014 19221 58th Ave NE Job Name: Stoddard Interna Page: 16[Fdn Kenmore, Wa 98028-3118 Job Number: 13028 (425)483 9126 Fax: (425)485 1136 Description: Footings Footing Design Allowable Soil Bearing Pressure 1.5 KSF 2012 International Building Code Concrete fc KSI (f'c=2. 2.5. 3, 4 ksi) Footing Locatio Grid Special Inspection for A Bolts? 0' C3 Duration factor fol 1 Reinf Bar Grade .40 u0o(W) Footing Loads(Kips) Net Footing Variables(Ft&Kips) H Z V(down) V(uplift) Footing Footing Footing hear Load Par:.7e1;o Gn<t-ar Load Perp to Fran it- Width Length Thickness 6.40 0.00 16.30 3.50 2.5 5.5 1.50 Anchor Bolts(inches) Available FDN Eccentricity of Col Number of A Bolts A Bolt Diameter A Bolt Edge Dist A Bolt Spacing Collateral Wt lKips) along length of Fig Area(SF) 4 0.75 4.00 4.00 1.00 0.00 13.2 Base Plate [width/Length 10.00 6.00 Footing Weight PIA+Mc/l(KSF) Bearing Pressure A Bolt Capacities(Kips)(based on edge dist&spacing interpolations) 3.09K 1.19 OK Applied Shear Applied Tension Fig+Collateral Wt Minimum Wt Req'd Fig+Collateral Wt Shear(Vt) Tension(Pt) per A Bolt(Vs) per A Bolt d.1 ,.i Required ParaII6'Perp (Standard Embedment) ParalKeLPerp Ps Ot< 3.50 1.31 1.60 1.91 0.00 A Bolt Capacities(Kips)(based on unity equation) Unity Equation Unity Equation Unity Equation With Angle @ w/deep embedded AB&Deep ParallirVPerp A Bolts Embedded Bolts Deep A Bolts wi Std A Bolts OK? Parallel/Perp Deep A Bolts OK? ParalleUPerp reinf angle OK7 OK 29 OK 021 OK OK 0.02 OK 0.02 OK Footing Design: Shear Design: Punching Shear: Shear Area:(SQIN) 1232 Vlow Shear Stress(PSI 109-54451 15 (stress Design) Shear Stress(PSI) 11.8 Punching Shear OK? OK Beam Shear: Shear Area.(SQIN) 420 924 Allow Shear Stres Beam shear stress: 3.9 6.1 PSI 60 24948133 Shear Stress OK? OK OK Flexure Design Bottom Steel: Kip Ft As Req'd(SQIN) Minimum Steel: Long Direction: Positive Moment. 11 2 0.133 1 08 Short Direction: Positive Moment: 5 1 0.061 2 376 Footing Sliding (tension tie required?) Max sliding: 6.4 Kips Friction Coefficient 0.500 Passive Pressure: 300 Required sliding safety factor 1.0 DL sliding resistance Kips 3.0 Passive pressure on footing 0.8 Safety factor. 0.6 Total siding resistance 3.9 Tension tie req'd? Y-1 Footing tests OK Bearing Pressure OK Uplift OK Anchor Bolts Parallel OK Anchor Bolts Perpendicular OK Punching Shear OK Beam Shear OK Beam Shear YES Tension Tie Required? 2.5 Required Tension Tie Capacity Kips 0.1 Tension Tie Area SQIN 1.01 Footing Efficiency Nelson Consulting Engineering PS Prepared by: JN Date: 3/3/2014 19221 58th Ave NE Job Name: Stoddard Interna Page: 17 IFdn Kenmore,Wa 98028-3118 Job Number: 13028 (425)483 9126 Fax (425)485 1136 Description: Footings Footing Design Allowable Soil Bearing Pressure- 1.5 KSF 2012 International Building Code Concrete fc 3 KSI (f'c=2. 2.5, 3.4 ksi) Footing Locatio Grid Special Inspection for A Bolts? 0' C4 Duration factor fo 1 Relnf Bar Grade 40 (40or60) Footing Loads(Kips) Net Footing Variables(Ft&Kips) 1-I Z V(down) V(uplift) Footing Footing Footing hear Load Parallel to Gru hear Load Perp to Fra❑- downwards uplift- Width Length Thickness 6.40 0.00 16.30 3.50 2.5 5.5 50 Anchor Bolts(inches) Available FDN Eccentricity of Cot Number of A Bolts A Bolt Diameter A Bolt Edge Dist A Bolt Spacing Collateral Wt(Kips) along length of Fig Area(SF) 4 0.75 4.00 4.00 1.00 0.00 13.E Base Plate Width/Len th 10.00 6.00 Footing Weight PIA+McA(KSF) Bearing Pressure A Bolt Capacities(Kips)(based on edge dirt&spacing interpolations) 3.09K 1.19 O'r, Applied Shear Applied Tension Fig+Collateral Wt Minimum Wt Req'd Fig+Collateral Wt Shear(Vt) Tension(Pt) per A Bolt(Vs) per A Bolt Required ParaWPerp (Standard Embedment) ParallelPerp Ps OK 3.50 1.31 1.60 „ 1.91 n.n0 A Bolt Capacities(Kips)(based on unity equation) Unity Equation Unity Equation Unity Equation With Angle @ 111%*O:. w/deep embedded AB&Deep ParalleUPerp A Bolts Embedded Bolts Deep A Bolts w/ Sid A Botts OK? ParalleUPerp Deep A Bolts OK? ParalleUPerp reinf angle OK? OK 029 OK 021 OK OK 0.02 OK 0.02 OK Footing Design: Shear Design: Punching Shear: Shear Area-(SQIN) 1232 ulow Shear Stress(PSI 109.5445115 (Stress Design) Shear Stress(PSI) 11 8 Punching Shear OK? OK, Beam Shear: Shear Area:(SQIN) 420 924 Allow Shear Sires Beam shear stress: 3.9 6.1 PSI 60 24948133 Shear Stress OK? OK OK Flexure Design Bottom Steel: Kip Ft As Req'd(SQIN) Minimum Steel: Long Direction: Positive Moment: 11 2 0.133 1.08 Short Direction: Positive Moment: 5.1 0.061 2.376 Footing Sliding (tension tie required)) Max sliding: 6.4 Kips Friction Coefficient: 0.500 Passive Pressure- 300 Required sliding safety factor 1.0 DL sliding resistance Kips 3.0 Passive pressure on footing 0.8 Safety factor: 0.6 Total siding resistance 3.9 Tension tie req'd? YES Footing tests OK Bearing Pressure OK Uplift OK Anchor Bolts Parallel OK Anchor Bolts Perpendicular OK Punching Shear OK Beam Shear OK Beam Shear YES Tension Tie Required? 2.5 Required Tension Tie Capacity Kips 0.1 Tension Tie Area SQIN 1.01 Footing Efficiency Nelson Consulting Engineering PS Prepared by: JN Date: 3/3/2014 19221 58th Ave NE Job Name: Stoddard Interna Page: 18/Fdn Kenmore, Wa 98028-3118 Job Number: 13028 (425)483 9126 Fax: (425)485 1136 Description: F ootinas Footing Design Allowable Soil Bearing Pressure: KSF 2012 International Building Code Concrete fc 3 KSI (f'c=2, 2 5, 3.4 ksi) Y,_ Footing Locatio Grid Special Inspection for A Bolts? 0' C5 Duration factor fo! 1 Reinf Bar Grade 40 c40 or 60, Footing Loads(Kips) Net Footing Variables(Ft&Kips) H Z V(down) V(uplift) Footing Footing Footing hear Load Parallel to Gnc hear Load Perp to Frarr downwards uptdt-.85'DL Width Length Thickness 6.40 0.00 16.30 3.50 2.5 5.5 1.50 Anchor Bolls(inches) Available FDN Eccentricity of Col Number of A Bolts A Bolt Diameter A Bolt Edge Dist A Bolt Spacing Collateral Wt(Kips) along length of Ftg Area(SF) 4 - 0.75 4.00 4.00 1.00 0.00 i 3 -01 Base Plate Width/Length 10.00 6.00 Footing Weight PIA+Mell(KSF) Bearing Pressure A Bolt Capacities(Kips)(based on edge dist&spacing interpolations) 3.09K 1.110 OK Applied Shear Applied Tension Fig+Collateral Wt Minimum Wt Req'd Ftg+Collateral Wt Shear(Vt) Tension(Pt) per A Bolt(Vs) per A Bolt 4.1 ;.1 Required Para;levperp (Standard Embedment) Paral:el.Perp Ps OK 3.50 1.31 1.60 1.91 0.00 A Bolt Capacities(Kips)(based on unity equation) Unity Equation Unity Equation Unity Equation With Angle @ (�'�'"•(�LW""' wl deep embedded AB&Deep ParalleuPerp A Bolts Embedded Bolts Deep A Bolts wl Still A Bolts OK? Parallel/Perp Deep A Bolts OK? ParalleVPerp reinf angle OK? 078 OK 029 OK 021 OK 0.51 OK 0.02 OK 002 OK Footing Design: Shear Design: Punching Shear: Shear Area:(SQIN) 1232 viow Shear Stress(PSI 109.5445115 (Stress Design) Shear Stress(PSI) 11.8 Purichmg Shear OK? OK Beam Shear: Shear Area:(SQIN) 420 924 Allow Shear Stres Beam shear stress. 3.9 6.1 PSI 60,24948133 Shear Stress OK? OK OK Flexure Design Bottom Steel: Kip Ft As Req'd(SQIN) Minimum Steel: Long Direction: Positive Moment: 11.2 0.133 1.08 Short Direction: Positive Moment: 5-1 0-061 2 376 Footing Sliding (tension tie required?) Max sliding: 6.4 Kips Friction Coefficient 0.500 Passive Pressure: 300 Required sliding safety factor. 1.0 DL sliding resistance Kips 3.0 Passive pressure on footing 0.8 Safety factor 0.6 Total siding resistance 3.9 Tension tier 'd? Y Footing tests OK Bearing Pressure OK Uplift OK Anchor Bolts Parallel OK Anchor Bolts Perpendicular OK Punching Shear OK Beam Shear OK Beam Shear YES Tension Tie Required? 2.5 Required Tension Tie Capacity Kips 0.1 Tension Tie Area SQIN 1.01 Footing Efficiency Nelson Consulting Engineering PS \ Prepared by: JN Date: 31312014 19221 58th Ave NE Job Name: Stoddard Interna Page: 19 IFdn Kenmore,Wa 98028-3118 Job Number: 13028 (425)483 9126 Fax: (425)485 1136 Description: r=aotiI-, Footing Design Allowable Soil Bearing Pressure 1.5 KSF 2012 International Building Code Concrete fc 3 KSI (f'c=2, 2.5, 3,4 ksi) - Footing Locatio Grid Special Inspection for A Bolts? 0' C6 Duration factor fo! 1 Reinf Bar Grade d0 (40orCO) Footing Loads(Kips) Net Footing Variables(Ft&Kips) H Z V(down) V(uplift) Footing Footing Footing 'near Load Paratiol to Grubear Load Perp to Frarr downwards u.c!l E�5'1)L Width Length Thickness 6.40 0.00 16.30 3.50 2.5 5.5 1.50 Anchor Bolts(inches) Available FDN Eccentricity of Col Number of A Bolts A Bolt Diameter A Bolt Edge Dist A Bolt Spacing Collateral Wt(Kips) along length of Fig Area(SF) 4 - 0.75 4.00 4.00 1.00 0.00 13.E Base Plate Width/Length 10.00 6.00 Footing Weight PIA+McA(KSF) Bearing Pressure A Bolt Capacities(Kips)(based on edge dist&spacing interpolations) 3.09K 1.19 0; Applied Shear Applied Tension Fig+Collateral Wt Minimum VA Req'd Ftg+Collateral Wt Shear(Vt) Tension(Pt) per A Bolt(Vs) per A Bolt Required ParaAeWerp (Standard Embedment) Para'e'Perp Ps 3.50 i.31 1.60 0.00 A Bolt Capacities(Kips)(based on unity equation) Unity Equation Unity Equation Unity Equation With Angle @ (vs'Pt)---(wnm'n w1 deep embedded AB&Deep ParalleUPerp A Bolts Embedded Bolts Deep A Bolts w/ Std A Bolts OK? ParalleUPerp Deep A Botts OK? ParalleuPorp reinf anglo OK? OK OK OK OK Off OK Footing Design: Shear Design: Punching Shear: Shear Area:(SQIN) 1232 \now Shear Stress(PSI 109.5445115 (Stress Design) Shear Stress(PSI) 11.8 Puncinng Shear OK? OK Beam Shear: Shear Area:(SQIN) 420 924 Allow Shear Sires Beam shear stress: 3.9 6.1 PSI 60 24948133 Shear Stress OK? OK OK Flexure Design Bottom Steel: Kip Ft As RCq'd(SQIN) Minimum Steel: Long Direction: Positive Moment 11.2 0.133 1.08 Short Direction: • Positive Moment 5.1 0.061 2,376 Footing Sliding (tension tie required?) Max sliding 6.4 Kips Friction Coefficient 0.500 Passive Pressure- 300 Required sliding safety factor. 1.0 . DL sliding resistance Kips 3.0 Passive pressure on footing 0.8 Safety factor: 0.6 Total siding resistance 3.9 Tension tie req'd'? YES Footing tests OK Bearing Pressure OK Uplift OK Anchor Bolts Parallel OK Anchor Bolts Perpendicular OK Punching Shear OK Beam Shear OK Beam Shear YES Tension Tie Required? 2.5 Required Tension Tie Capacity Kips 0.1 Tension Tie Area SQIN 1.01 Footing Efficiency Nelson Consulting Engineering PS Prepared by: JN Date: 3/3/2014 19221 58th Ave NE Job Name: Stoddard Interna Page: 20/Fdn Kenmore,Wa 98028-3118 Job Number: 13028 (425)483 9126 Fax (425)485 1136 Description: Footings Footing Design Allowable Soil Bearing Pressure KSF 2012 International Building Code Concrete fc 3 KSI (f'c=2, 2.5, 3, 4 ksi) Footing Locatio Grid Special Inspection for A Bolts? 0' C7 Duration factor fo i Reinf Bar Grade 40 (40 or 60) Footing Loads(Kips) Net Footing Variables(Ft&Kips) H Z V(down) V(uplift) Footing Footing Footing hear Load Pararel to Gn(hear Load Perp to Fran darmwards upldt-.85'CL Width Length Thickness 0.90 0.90 1.70 3.06 3.0 3.0 2.00 Anchor Bolts(inches) Available FDN Eccentricity of Col Number of A Bolts A Bolt Diameter A Bolt Edge Dist A Bolt Spacing Collateral Wt(Kips) along length of Ftg Area(SF) 4 - 0.75 4.00 4.00 0.75 0.00 9.0 Base Plate lWidthILength 16.50 12.00 Footing Weight PlA+Mcil(KSF) Bearing Pressure A Bolt Capacities(Kips)(based on edge dist S spacing interpolations) 2.70K 0.19 OK Applied Shear Applied Tension Fig+Collateral Wt Minimum Wt Req'd Ftg+Collatoral Wt Shear(Vt) Tension(Pt) per A Bolt(Vs) per A Bolt Required Paralleb'Perp (Standard Embedment) Paraue11Perp Ps OK 3.50 1.31 0.23 0.77. 1.91 0.23 A Bolt Capacities(Kips)(based on unity equation) Unity Equation Unity Equation Unity Equation With Angle @ wl deep embedded AB&Deep Parallet/Porp A Bolts Embedded Bolts Deep A Bolts wr Std A Bolts 0K7 Parallel/Perp Deep A Bolts OK? ParalleliPerp rein(angle OK? 042 OK 003 OK 002 OK 'j 43 OK 0-05 Ow 002 OK Footing Design: Shear Design: Punching Shear: Shear Area:(SQIN) 2740 ulow Shear Stress(PSI 109-5445115 (stress Desgn) Shear Stress(PSI) 0.3 Punchmg Shear OK? OK Beam Shear: Shear Area:(SQIN) 720 720 Allow Shear Sires Beam shear stress: 00 0.1 PSI 60.24948133 Shear Stress OK? OK OK Flexure Design Bottom Steel: Kip Ft As Req'd(SQIN) Minimum Steel: Long Direction: Positive Moment: 0.6 0,005 1.728 Short Direction Positive Moment: 0.6 0.005 1 728 Fooling Sliding (tension lie required?) Max sliding. 0.9 Kips Friction CoefSuent. 0.500 Passive Pressure 300 Required sliding safety factor: 1.0 . OL sliding resistance Kips 1.8 Passive pressure on footing 1.8 Safety factor. 4.0 Total siding resistance 3.6 Tension tie req'd7 NO Footing tests OK Bearing Pressure OK Uplift OK Anchor Bolts Parallel OK Anchor Bolts Perpendicular OK Punching Shear OK Beam Shear OK Beam Shear NO Tension Tie Required? 0.0 Required Tension Tie Capacity Kips 0.0 Tension Tie Area SQIN 1.04 Footing Efficiency J.C. Mc DONNLL ENGINEERING, P.C. Consulting Civil Engineers 6608-216TH Street SW, Ste: 306 Mountlake Terrace, WA. 98043 TECHNICAL INFORMATION REPORT FOR STODDARD INDUSTRIES ARLINGTON AIRPORT IN CITY OF ARLINGTON,WA. SITE ADDRESS: 18650 NE 59TH DRIVE ARLINGTON, WA. 98223 TAX ID: 31052200200101 DATE: it /('1l`3 REVISED: LEGAL DESCRIPTION: TRACT 12, ARLINGTON AERONAUTICAL PARK COMMENCING AT THE NORTHEAST CORNER OF THE NORTHWEST QUARTER OF SECTION 22, TOWNSHIP 31 NORTH, RANGE 5 EAST OF THE WILLAME17E MERIDIAN; THENCE SOUTH 04130'38" EAST, ALONG THE EAST LINE OF SAID NORTHWEST QUARTER FOR 20.01 FEET; THENCE SOUTH 87038'21" WEST FOR 420.11 FEET TO A POINT WHICH BEARS NORTH 8703821" EAST A DISTANCE OF 878.52 FEET FROM THE CENTERLINE OF AIRPORT RUNWAY NO. 15-33, THE TRUE POINT OF BEGINNING; THENCE SOUTH 04011'43" EAST, PARALLEL WITH SAID RUNWAY CENTERLINE FOR 200.00 FEET; THENCE NORTH 87038'21" EAST FOR 215.00 FEET; THENCE NORTH 04111'43" WEST, PARALLEL WITH SAID RUNWAY CENTERLINE FOR 200.00 FEET; THENCE SOUTH 8703821" WEST FOR 215.00 FEET TO THE TRUE POINT OF BEGINNING. p,MCDp� PREPARED BY: J. C. Mc DONNELL, M.S., P.E. IQ LAND SURVEYOR: TRI-COUNTY LAND SURVEYING 211137 4610 200TH STREET SW, SUITE A LYNNWOOD, WA. 98036 (425) 776-2926 EXPIRES tat -5 (OFF) 425 744-0916 (CELL) 425 359-2717 (FAX) 425 744-0946 10/12/2013 Stoddard International Building Expansion TABLE OF CONTENTS TAB# CHAPTER 1. PROJECT OVERVIEW 2. PRELIMINARY CONDITIONS SUMMARY 3. 2005 DOE STORMWATER MANUAL COMPLIANCE 4. DOE STORMWATER COMPLIANCE 5. RETENTION/DETENTION REQUIREMENTS LIST OF APPENDICES 2 10/12/2013 Stoddard International Building Expansion 1. PROJECT OVERVIEW- Stoddard International, LLC, is a contract manufacturer specializing in composite manufacturing and tooling, manufacturing interior aircraft components for installation on a multitude of aircraft. Stoddard Industries occupies an existing metal building on leased property at the Arlington Airport at 18660 581h Avenue in Arlington, WA.in Sec. 22, Twn 31, Rge 5E. The existing metal building measures 19,870 SF on a flat lot bordered by a 14,500 SF lawn area on the north side. Parking is now provided in a gravel lot southwest of the existing structure and along the west frontage of the main building. Existing street access is obtained from a local access road to the west which connects to 188th Street NE. 188th borders the north edge of the site area. The property is flat with cross slopes of less than 0.5%. The proposed development area is lawn with some paved driveway on the east end that will be revised by proposed building addition. This proposal will add a metal building expansion of 5,780 SF to the north side of the existing structure and will expand available parking with 15 new stalls (2,400 SF) Access to these paved stalls will be taken directly from 188th. The proposed project building area is 14,500 SF of lawn. This area is reported to contain an operating drainfield in deep medium sand soils. The drainfield will be abandoned as a result of this project and a new sewer connection will be developed to the sewer main located east of the site. 3 10/12/2013 Stoddard International Building Expansion 2. PRELIMINARY CONDITIONS SUMMARY This proposal will remove some existing concrete paving off the NE wall of the building Detention will be provided in an open pond with two sloping sides with vertical Ecology block walls and an operating depth of 3-feet. The restrictor is developed according to the best available methodology as required by the 2005 Department of Ecology Manual. 3. 2005 DOE STORMWATER MANAGEMENT MANUAL COMPLIANCE A site drainage analysis for this project under the 2005 DOE Stormwater Management Manual will require: 1. A determination of the site drainage and water quality requirements is based upon Flow Charts 2.2 and 2.3 of the SWMM, 2005. (See following pages). 2. Since the project exceeds DOE thresholds,the manual requires a final stormwater release to match 50% of 2-year through the 50-year undeveloped flow based upon the Continuous Time Series Model developed by DOE,respectively. The Western Washington Hydraulic Model (WWHM2012)will provide a Continuous Time series model developed specifically to meet the DOE requirements. 3. As determined by the analysis of Flow Charts 2.2 and 2.3 of the SWMM, 2005,the site is determined to be responsible for Minimum Requirements #1 through 410. 4 10/12/2013 Stoddard International Building Expansion 3. 2005 DOE STORMWATER MANUAL COMPLIANCE (CONT.) DOE Manual Compliance has been accomplished as follows: Minimum Requirement#1: Prepare Stormwater Site Plans See Plans Submitted with Project Application and this Report Minimum Requirement#2: Construct Stormwater Prevention Plan See SWPPP provided in the Plan set and as provided in supporting document. Land development activity will affect 14,500 SF of property or 0.33 AC. The property owner will not be required to file a Notice of Intent(NOI) for a General Construction Stormwater permit from the Washington DOE. This project must be permitted by the City of Arlington before land disturbance can occur. Minimum Requirement#3: Source Control of Pollution for Development& Redevelopment No known pollution-generating activities as described in Volume IV, Chapters 3 and 4 will be performed on-site during construction or are proposed for the site operation except as indicated below: On-site Pollution risk will be limited to the construction period for this project. After Construction,the 15-parking stalls constructed by the Development Plan, will represent a modest pollution risk. Pollution will be controlled by appropriate techniques recognized in SWPPP Element#9. Minimum Requirement#4: Preservation of Natural Drainage Systems & Outfalls The natural slope of the project site is virtually zero. There are some formal storm drains along the access roads surrounding the property but the airport relies upon exceptional sandy soil and infiltration techniques to eliminate the stormwater flows. No surface flows across property boundaries are anticipated from this project. All runoff generated by the proposed surfaces will be recharged into the ground up to the 100-year design event. Minimum Requirement#5: On-site Stormwater Management On-site Stormwater Management BMP's will be employed in this project to re-infiltrate storm runoff into the ground within the property limits. Infiltration will occur in conventional infiltration structures or pervious pavements. Minimum Requirement#6: Runoff Treatment An on-site treatment trench is proposed to treat runoff from the proposed 15 new parking stalls planned for this project. 5 10/12/2013 Stoddard International Building Expansion 3. 2005 DOE STORMWATER MANUAL COMPLIANCE (CONT.) Minimum Requirement#7: Flow Control An on-site infiltration trench is proposed to infiltrate 100% of increased runoff from the proposed new parking stalls and rooftop planned for this project. Minimum Requirement#8: Wetlands Protection No wetlands or critical areas have been identified within the project boundaries, so the development has no impact to Critical Areas. Minimum Requirement#9: Basin/Watershed Planning This Project does not impact the basin or watershed. Minimum Requirement#10: Operation&Maintenance In the Appendix, this Report provides the conventional Operation & Maintenance procedures needed to manage the conveyance systems, the infiltration trench, the water quality trench and the general cleaning provisions of the site. Similar procedures are described in the King County Stormwater Manual and the DOE 2005 manual are widely accepted in both King & Snohomish County. 4. OFFSITE ANANLYSIS Upstream Analysis The site and surrounding areas are flat with cross slopes of less than 2%. There are no streams in close proximity to the proposed development area. Offsite contributing flows are limited to the half-street contributions from the peripheral paved access roads which are readily absorbed along the edges of the roadways. 'Offsite contributions are not expected to affect the function of the onsite infiltration system. Downstream Analysis The Site and surrounding property are essentially flat for a long distance in every direction with slopes of less than 2% over very sandy soils, there is no downstream channel flow. Furthermore, the Site will be graded so that all onsite flows will be directed through the infiltration structures. No downstream impacts are anticipated on this project. 6 10/12/2013 Stoddard International Building Expansion 4. RETENTION/DETENTION/INFILTRATION REQUIREMENTS A. Existing Conditions Site Area Development Area = 14,500 SF (0.3329 AC) Existing Lawn Pervious Area = 0.3329 AC (assume forested) Existing Impervious = 0.0 AC assumed B. Developed Conditions Proposed Conditions: New Parking Site Area = 2,420 SF (0.0556 AC) New Rooftop Area = 5,780 SF (0.1327 AC) New Pond Surface Area = 801 SF (0.0184 AC) New Impervious = 9,001 SF (0.2067 AC) Proposed Pervious = 5,498 SF (0.1262 AC) C. "Original" WWHM Model Input: Undeveloped: Developed: A/B IMP = 0.00 Assumed IMP = 0.2046 AC A/B Forest = 0.3329 AC Landscape = 0.1283 AC Sub-Total = 0.3329 AC Total = 0.3329 AC D. SOIL CONDITIONS Soil type surrounding the property on nearby sites has been identified by nearby geotechnical reports as Lynnwood Loamy sand (0-24")underlain by gravelly medium sand (25" — 132'+). The subgrade material has been identified as clean sandy gravel and gravelly sand. Assessment has been made of several prior projects including Arlington Flight Services, Universal Aerospace Company and others. Soil logs for projects in close proximity to Stoddard are provided in the Appendices. Soil on the airport has been established to be a 2-foot layer of loamy sand underlain by a thick layer of tan gravelly medium sand to 11-feet of more. No water, mottling or hardpan has been observed on any of the surrounding soil logs taken. A percolation rate of 20 IN/HR for the medium sand in question with a SF=2 has been consistently used on surrounding projects. This methodology was taken from the DOE 2005 Storm Water Management Manual, Table 3.7 in Section 3.3.6 of Volume III. 7 10/12/2013 Stoddard International Building Expansion This same criteria has been provided for the following recent airport projects adjacent to or in the near proximity to this site: 1. Universal Aerospace Co. Inc. 18640—59th Drive NE 2. Arlington Flight Services, Inc. @ 18810—59th Drive NE 3. Abbatare Inc. @ 18008 —59th Ave,NE 4. City of Arlington Taxi-way (Ref: Cascade Engineering Soils data provide as public information for City records.) "Separation between the bottom of these constructed facilities and ground water elevation was evaluated,using the City of Arlington well log. Constructed dry wells are typically found to be about 8-feetdeep. The City has recorded a typical groundwater elevation of 47' feet below the ground surface providing an estimated 39' of separation." Quoted from the Drainage report for Universal Aerospace Co, Dated August 20. 2012 by Cascade Surveying &Engineering. 8 10/12/2013 Stoddard International Building Expansion 5. FLOW CONTROL&RUNOFF TREATMENT On-site stormwater management by infiltration using a proposed water quality treatment trench with infiltration for the proposed paved surfaces and a conventional infiltration trench for the rooftop runoff according to a detail acceptable to the City of Arlington. The infiltration rate cited in the surrounding projects of 20 in/hour will be relied upon but the Safety Factor will be increased to 4 in this case. An actual rate of 5"/Hour is thereby selected as an assumed long term infiltration rate for these facilities. Paved surfaces will be collected into CB's and the flows directed to the upper end of the Water Quality infiltration swale. The bottom of the WQ Swale will be 25-foot in length lined with two feet of loamy sand topped with 3-feet of washed gravel. The top & sides of the gravel will be covered with Miraf. 140 Filter fabric to screen out the fine particles settling through the soil column. Trench width is 4 feet. Backfill will be the native medium sand available on site. The WQ trench is to be constructed down into the subgrade and sized to discharge all flow through the bottom where the loamy sand is intended to provide the required Cation Exchange Capacity required by DOE. Void space of the washed gravel is assumed at 0.35 and for the loamy sand,void space is assumed to be 0.25. New rooftop will be directed into the second manhole in the structure and into an 80-foot infiltration trench with a 5-foot bottom width. The infiltration area will be filled with 1-1/2" washed gravel 4-feet thick. Void space of the material is assumed at 0.35. NOTE: It will be the Owner's Responsibility to register these drywells as Underground Injection Wells with the Department of Ecology. 9 10/12/2013 Stoddard International Building Expansion 6. POC#1,WWHM 2012 STANDARD COMPLIANCE Main Drywell Sizing Data. Site Assumed Un-developed Flow Rate Peaks of WWHM Flood Time series for the assumed Forested Conditions. 1. 50-year Return Period Q50 = 0.002183 CFS 2. 25-Year Return Period Q25 = 0.001696 CFS 3. 10-Year Return Period Q10 = 0.001164CFS 4. 2-Year Return Period Q2 = 0. 00045 CFS Infiltration Release Flow Rate: Peaks of WWHM 2012 Time series for the Rooftop Developed Conditions. The required standard of WWHM2012 is satisfied in this design. 1. 50-year Return Period Qd50 = 0.02446 CFS 2. 25-Year Return Period QD25 = 0.021274 CFS 3 10-Year Return Period QD10 = 0.017339 CFS 4. 2-Year Return Period QD2 = 0.010625 CFS Hydrographs document 100% discharge to the sub-grade per the storm event. Surface flows are zero in all scenarios. 10 10/12/2013 Stoddard International Building Expansion Water Quality Drywell Sizing Data. Site Assumed Un-developed Flow Rate Peaks of WWHM Flood Time series for the assumed Forested Conditions. 1. 50-year Return Period Q50 = 0.002468 CFS 2. 25-Year Return Period Q25 = 0.001871 CFS 3. 10-Year Return Period Q10 = 0.001237 CFS 4. 2-Year Return Period Q2 = 0. 000436 CFS Infiltration Release Flow Rate: Peaks of VJW 2012 Time series for the Rooftop Developed Conditions. The required standard of WWHM2012 is satisfied in this design. 1. 50-year Return Period Qd50 = 0.02446 CFS 2. 25-Year Return Period QD25 = 0.021274 CFS 3 10-Year Return Period QD10 = 0.017339 CFS 4. 2-Year Return Period QD2 = 0.010625 CFS Hydrographs document 100% discharge to the sub-grade per the storm event. Surface flows are zero in all scenarios. 11 10/12/2013 Stoddard International Building Expansion RISK ASSESSMENT ANALYSIS AND EROSIONCONTROL Slope: Slopes of site are less than 2%. Risk of flow is very small. Critical Areas: None Soils: Site soils are expected to be 2-3 feet of loamy sand underlain by deep gravelly medium sands with a high percolation rate. Ground Movement Potential: None Sources of Water Erosion: Rainfall Measures proposed to Minimize Erosion/Sedimentation: During Construction: Temporary construction BMP's per TESC plan. After Construction: Seeding and planting exposed soils per Landscape Plan. Nearest Downstream Water Body: Portage Creek. Nearest fish bearing stream: Portage Creek. Conclusion: Potential for significant erosion is LOW Reason: Site is flat with good infiltrating soils. 12 10/12/2013 Stoddard International Building Expansion LIST OF APPENDICES VICINITY MAP INFILTRATION VAULT SIZING CALCULATIONS PER DOE WWHM 2012. WATER QUALITY INFILTRATION SIZING CALCULATIONS PER DOE WWHM 2012 SITE PHOTOS AND MAPS SOIL LOGS OPERATIONS & MAINTENANCE SWPPP 13 10/12/2013 Stoddard International Building Expansion VICINITY MAP 14 195�NNE Z w a z 5 � N PARA-PHERNALIA 192 ST NE 16 A4' 64 No MATA z A.I.R. w Residential Area a ARLINGTON FLY-IN OFFICE FUEL(SELF SERVE) SEATTLE POWERCHUTES GOLD AERO 188 ST NE I A, WRANGELL E z 188 ST NE 'it ARLINGTON FLIGHT SERVICES rn B v' AVIATION COVERS 133 A3 G LASAI R E - I w - Z A4' -_- N WILD BLUE C4 AVIATON D3 RESTAURANT NASA C3 D W06AIRPORT OFFICE East Ramp WSDOT AVIATION 132 A2 C D21 wz ABBATARE 0 BI C2 A CANNON AVIONICS ms I MORGAN AIRCRAFT RESTORATIONS AIRCORE AVIATION i z JMI o > o� a PACIFIC AEROSPORT os KITPLANES NORTHWEST 0 West Ramp CL IV Al NORTH COUNTRY UPHOLSTERY C El RUNWAY ARLINGTON JET SERVICES 34 TAXIWAY W ElRAMPS Z W W WINDSOCKLu + WASH RACKLn BEACON 172 ST NE/SR 531 ® COMPASS ROSE ROMIO'S PIZZA&PASTA BUZZ INN STEAKHOUSE FIBER— INN 10/12/200 Stoddard International Building Expansion INFILTRATION VAULT SIZING CALCULATIONS El PER DOE WWHM 2012 15 k 4 f 1 _ W-HM2012 . y F , a — vgLn General Model Information Project Name: STODDARD Site Name: Stoddard Industry Site Address: 18660 58th Ave NE City: Arlington Report Date: 11/1/2013 Gage: Everett Data Start: 1948/10/01 Data End: 2009/09/30 Timestep: 15 Minute Precip Scale: 1.20 Version: 2013/10/17 POC Thresholds Low Flow Threshold for POC1: 50 Percent of the 2 Year High Flow Threshold for POC1: 50 Year STODDARD 11/1/2013 3:07:18 PM Page 2 Landuse Basin Data Predeveloped Land Use Basin 1 Bypass: No GroundWater: No Pervious Land Use Acres A B, Forest, Flat 0.3323 Pervious Total 0.3323 Impervious Land Use Acres Impervious Total 0 Basin Total 0.3323 Element Flows To: Surface Interflow Groundwater STODDARD 11/1/2013 3:07:18 PM Page 3 Mitigated Land Use Basin 1 Bypass: No GroundWater: No Pervious Land Use Acres A B, Lawn, Flat 0.1256 Pervious Total 0.1256 Impervious Land Use Acres ROOF TOPS FLAT 0.1327 PARKING FLAT 0.0556 POND 0.0184 Impervious Total 0.2067 Basin Total 0.3323 Element Flows To: Surface Interflow Groundwater Gravel Trench Bed 1 Gravel Trench Bed 1 STODDARD 11/1/2013 3:07:18 PM Page 4 Routing Elements Predeveloped Routing STODDARD 11/1/2013 3:07:18 PM Page 5 Mitigated Routing Gravel Trench Bed 1 Bottom Length: 80.00 ft. Bottom Width: 5.00 ft. Trench bottom slope 1: 0.02 To 1 Trench Left side slope 0: 0 To 1 Trench right side slope 2: 0 To 1 Material thickness of first layer: 4 Pour Space of material for first layer: 0.35 Material thickness of second layer: 0 Pour Space of material for second layer: 0 Material thickness of third layer: 0 Pour Space of material for third layer: 0 Infiltration On Infiltration rate: 20 Infiltration safety factor: 0.25 Wetted surface area On Discharge Structure Riser Height: 5 ft. Riser Diameter: 10 in. Element Flows To: Outlet 1 Outlet 2 Gravel Trench Bed Hydraulic Table Stage(ft) Area(ac) Volume(ac-ft) Discharge(cfs) Infilt(cfs) 0.0000 0.009 0.000 0.000 0.000 0.0444 0.009 0.000 0.000 0.046 0.0889 0.009 0.000 0.000 0.046 0.1333 0.009 0.000 0.000 0.046 0.1778 0.009 0.000 0.000 0.046 0.2222 0.009 0.000 0.000 0.046 0.2667 0.009 0.000 0.000 0.046 0.3111 0.009 0.001 0.000 0.046 0.3556 0.009 0.001 0.000 0.046 0.4000 0.009 0.001 0.000 0.046 0.4444 0.009 0.001 0.000 0.046 0.4889 0.009 0.001 0.000 0.046 0.5333 0.009 0.001 0.000 0.046 0.5778 0.009 0.001 0.000 0.046 0.6222 0.009 0.002 0.000 0.046 0.6667 0.009 0.002 0.000 0.046 0.7111 0.009 0.002 0.000 0.046 0.7556 0.009 0.002 0.000 0.046 0.8000 0.009 0.002 0.000 0.046 0.8444 0.009 0.002 0.000 0.046 0.8889 0.009 0.002 0.000 0.046 0.9333 0.009 0.003 0.000 0.046 0.9778 0.009 0.003 0.000 0.046 1.0222 0.009 0.003 0.000 0.046 1.0667 0.009 0.003 0.000 0.046 1.1111 0.009 0.003 0.000 0.046 1.1556 0.009 0.003 0.000 0.046 1.2000 0.009 0.003 0.000 0.046 1.2444 0.009 0.004 0.000 0.046 STODDARD 11/1/2013 3:07:18 PM Page 6 1.2889 0.009 0.004 0.000 0.046 1.3333 0.009 0.004 0.000 0.046 1.3778 0.009 0.004 0.000 0.046 1.4222 0.009 0.004 0.000 0.046 1.4667 0.009 0.004 0.000 0.046 1.5111 0.009 0.004 0.000 0.046 1.5556 0.009 0.005 0.000 0.046 1.6000 0.009 0.005 0.000 0.046 1.6444 0.009 0.005 0.000 0.046 1.6889 0.009 0.005 0.000 0.046 1.7333 0.009 0.005 0.000 0.046 1.7778 0.009 0.005 0.000 0.046 1.8222 0.009 0.005 0.000 0.046 1.8667 0.009 0.006 0.000 0.046 1.9111 0.009 0.006 0.000 0.046 1.9556 0.009 0.006 0.000 0.046 2.0000 0.009 0.006 0.000 0.046 2.0444 0.009 0.006 0.000 0.046 2.0889 0.009 0.006 0.000 0.046 2.1333 0.009 0.006 0.000 0.046 2.1778 0.009 0.007 0.000 0.046 2.2222 0.009 0.007 0.000 0.046 2.2667 0.009 0.007 0.000 0.046 2.3111 0.009 0.007 0.000 0.046 2.3556 0.009 0.007 0.000 0.046 2.4000 0.009 0.007 0.000 0.046 2.4444 0.009 0.007 0.000 0.046 2.4889 0.009 0.008 0.000 0.046 2.5333 0.009 0.008 0.000 0.046 2.5778 0.009 0.008 0.000 0.046 2.6222 0.009 0.008 0.000 0.046 2.6667 0.009 0.008 0.000 0.046 2.7111 0.009 0.008 0.000 0.046 2.7556 0.009 0.008 0.000 0.046 2.8000 0.009 0.009 0.000 0.046 2.8444 0.009 0.009 0.000 0.046 2.8889 0.009 0.009 0.000 0.046 2.9333 0.009 0.009 0.000 0.046 2.9778 0.009 0.009 0.000 0.046 3.0222 0.009 0.009 0.000 0.046 3.0667 0.009 0.009 0.000 0.046 3.1111 0.009 0.010 0.000 0.046 3.1556 0.009 0.010 0.000 0.046 3.2000 0.009 0.010 0.000 0.046 3.2444 0.009 0.010 0.000 0.046 3.2889 0.009 0.010 0.000 0.046 3.3333 0.009 0.010 0.000 0.046 3.3778 0.009 0.010 0.000 0.046 3.4222 0.009 0.011 0.000 0.046 3.4667 0.009 0.011 0.000 0.046 3.5111 0.009 0.011 0.000 0.046 3.5556 0.009 0.011 0.000 0.046 3.6000 0.009 0.011 0.000 0.046 3.6444 0.009 0.011 0.000 0.046 3.6889 0.009 0.011 0.000 0.046 3.7333 0.009 0.012 0.000 0.046 3.7778 0.009 0.012 0.000 0.046 3.8222 0.009 0.012 0.000 0.046 STODDARD 11/1/2013 3:07:18 PM Page 7 3.8667 0.009 0.012 0.000 0.046 3.9111 0.009 0.012 0.000 0.046 3.9556 0.009 0.012 0.000 0.046 4.0000 0.009 0.012 0.000 0.046 STODDARD 11/1/2013 3:07:18 PM Page 8 � ���u�e x������ xxs��/�� POC I 000 � + PFad8Ve|oped X Mitigated Pn8d8Vak000dLGOdUee Totals for F'C}C #1 Total Pervious Area: 0.3323 Total Impervious Area: O Mitigated L DdUaeTobo|afo[ P[)C #1 Total Pervious Area: 0.1250 Total Impervious Area: 0.2057 Flow Frequency Method: Log Pearson Type ||| 17B Flow Frequency Return Periods for PPed8Veloped. P{)C #1 Return Period Fl ) 2 year 0.000451 5 year 0.000820 10ye@[ 0.001164 25yea[ 0.001096 50ye8[ 0.002183 100 year 0.002755 Flow Frequency RatU[D Periods for Mitigated. P[]C #1 Return Period F|o 2y98[ 0.010625 5 year 0.014493 10 year 0.017339 25 year 0.021274 50y8a[ 0.02440 100 year 0.027872 Annual Peaks Annual Peaks for PFadove|0pad and Mitigated. P[)C#1 Year Predeve|oped Mitigated 1940 0.000 0.000 1950 0.001 0.000 1951 0.001 0.000 1952 0.000 0.000 1953 0.000 0.000 1854 0.002 0.000 1955 0.001 0.000 1856 0,000 0.000 1957 0.000 0.000 1958 0.000 0.000 1959 0.001 0.000 1960 0.000 0.000 Ranked Annual Peaks Ranked Annual Peaks for Predeveloped and Mitigated. POC #1 Rank Predeveloped Mitigated 1 0.0018 0.0000 2 0.0014 0.0000 3 0.0008 0.0000 4 0.0006 0.0000 5 0.0006 0.0000 6 0.0005 0.0000 7 0.0003 0.0000 8 0.0003 0.0000 9 0.0003 0.0000 10 0.0003 0.0000 11 0.0003 0.0000 12 0.0003 0.0000 STODDARD 11/1/2013 3:07:35 PM Page 10 Duration Flows The Facility PASSED Flow(cfs) Predev Mit Percentage Pass/Fail 0.0002 276 0 0 Pass 0.0002 145 0 0 Pass 0.0003 45 0 0 Pass 0.0003 27 0 0 Pass 0.0003 26 0 0 Pass 0.0003 23 0 0 Pass 0.0003 20 0 0 Pass 0.0004 17 0 0 Pass 0.0004 16 0 0 Pass 0.0004 16 0 0 Pass 0.0004 15 0 0 Pass 0.0004 14 0 0 Pass 0.0005 14 0 0 Pass 0.0005 13 0 0 Pass 0.0005 11 0 0 Pass 0.0005 11 0 0 Pass 0.0005 10 0 0 Pass 0.0006 9 0 0 Pass 0.0006 9 0 0 Pass 0.0006 8 0 0 Pass 0.0006 8 0 0 Pass 0.0006 7 0 0 Pass 0.0007 7 0 0 Pass 0.0007 6 0 0 Pass 0.0007 6 0 0 Pass 0.0007 5 0 0 Pass 0.0007 5 0 0 Pass 0.0008 5 0 0 Pass 0.0008 4 0 0 Pass 0.0008 4 0 0 Pass 0.0008 4 0 0 Pass 0.0008 4 0 0 Pass 0.0009 4 0 0 Pass 0.0009 4 0 0 Pass 0.0009 4 0 0 Pass 0.0009 4 0 0 Pass 0.0009 4 0 0 Pass 0.0010 3 0 0 Pass 0.0010 3 0 0 Pass 0.0010 3 0 0 Pass 0.0010 3 0 0 Pass 0.0010 3 0 0 Pass 0.0011 3 0 0 Pass 0.0011 3 0 0 Pass 0.0011 3 0 0 Pass 0.0011 3 0 0 Pass 0.0011 3 0 0 Pass 0.0012 3 0 0 Pass 0.0012 3 0 0 Pass 0.0012 3 0 0 Pass 0.0012 3 0 0 Pass 0.0012 3 0 0 Pass 0.0013 3 0 0 Pass STODDARD 11/1/2013 3:07:35 PM Page 11 0.0013 3 0 0 Pass 0.0013 3 0 0 Pass 0.0013 3 0 0 Pass 0.0013 3 0 0 Pass 0.0014 3 0 0 Pass 0.0014 3 0 0 Pass 0.0014 2 0 0 Pass 0.0014 2 0 0 Pass 0.0014 2 0 0 Pass 0.0015 2 0 0 Pass 0.0015 2 0 0 Pass 0.0015 2 0 0 Pass 0.0015 2 0 0 Pass 0.0015 1 0 0 Pass 0.0016 1 0 0 Pass 0.0016 1 0 0 Pass 0.0016 1 0 0 Pass 0.0016 1 0 0 Pass 0.0016 1 0 0 Pass 0.0016 1 0 0 Pass 0.0017 1 0 0 Pass 0.0017 1 0 0 Pass 0.0017 1 0 0 Pass 0.0017 1 0 0 Pass 0.0017 1 0 0 Pass 0.0018 1 0 0 Pass 0.0018 1 0 0 Pass 0.0018 1 0 0 Pass 0.0018 1 0 0 Pass 0.0018 0 0 0 Pass 0.0019 0 0 0 Pass 0.0019 0 0 0 Pass 0.0019 0 0 0 Pass 0.0019 0 0 0 Pass 0.0019 0 0 0 Pass 0.0020 0 0 0 Pass 0.0020 0 0 0 Pass 0.0020 0 0 0 Pass 0.0020 0 0 0 Pass 0.0020 0 0 0 Pass 0.0021 0 0 0 Pass 0.0021 0 0 0 Pass 0.0021 0 0 0 Pass 0.0021 0 0 0 Pass 0.0021 0 0 0 Pass 0.0022 0 0 0 Pass 0.0022 0 0 0 Pass STODDARD 11/1/2013 3:07:35 PM Page 12 Water Quality Water Quality BMP Flow and Volume for POC #1 On-line facility volume: 0 acre-feet On-line facility target flow: 0 cfs. Adjusted for 15 min: 0 cfs. Off-line facility target flow: 0 cfs. Adjusted for 15 min: 0 cfs. STODDARD 11/1/2013 3:07:35 PM Page 13 LID Report LID Technique Used for TotalVolume Volume infiltration Cumulative Percent WaterOuality Percent Comment Treatment? Needs Through Volume Volurne t'olunte Water Ouality Treatment Facility (ar~ft) Infiitrotlon Infiltrated Tmatod (ac ft) (ac-lt) Credit Gravel Trench Sad I POO Q' 36.56 © 99.54 Total Volume Infiltrated 36.56 O.OD OM 99.54 0.00 eta No Treat Credit Duration Compliance wth LID Analysis Standard$%of 2•yr to 50-yT Result W Passed STODDARD 11/1/2013 3:07:35 PM Page 14 Model Default Modifications Total of 0 changes have been made. PERLND Changes No PERLND changes have been made. IMPLND Changes No IMPLND changes have been made. STODDARD 11/1/2013 3:07:45 PM Page 15 Appendix Predeveloped Schematic i r 3 3 . ..... ..�. Basin .33ac 4 K __ k 5 1 STODDARD 11/1/2013 3:07:45 PM Page 16 Mitigated Schematic I Basin 1 ' a3,3ac ravel rench Bed x I ------------ 3 3 i 1 t Y 3 ti a 1 i 7 b ; STODDARD 11/1/2013 3:07:45 PM Page 17 10/12/2013 Stoddard International Building Expansion WATER QUALITY INFILTRATION SIZING CALCULATIONS PER DOE WWHM 2012 16 �F M2.012 WWH 3 PROJECT REPyORT General Model Information Project Name: STODDARD_WQ SIZE Site Name: Stoddard Industry Site Address: 18660 58th Ave NE City: Arlington Report Date: 11/1/2013 Gage: Everett Data Start: 1948/10/01 Data End: 2009/09/30 Timestep: 15 Minute Precip Scale: 1.20 Version: 2013/10/17 POC Thresholds Low Flow Threshold for POC1: 50 Percent of the 2 Year High Flow Threshold for POC1: 50 Year STODDARD_WQ SIZE 11/1/2013 3:22:38 PM Page 2 Landuse Basin Data Predeveloped Land Use Basin 1 WQ Bypass: No GroundWater: No Pervious Land Use Acres A B, Forest, Flat 0.0556 Pervious Total 0.0556 Impervious Land Use Acres Impervious Total 0 Basin Total 0.0556 Element Flows To: Surface Interflow Groundwater STODDARD_WQ SIZE 11/1/2013 3:22:38 PM Page 3 Mitigated Land Use Basin 1 Bypass: No GroundWater: No Pervious Land Use Acres Pervious Total 0 Impervious Land Use Acres PARKING FLAT 0.0556 Impervious Total 0.0556 Basin Total 0.0556 Element Flows To: Surface Interflow Groundwater Stoddard WQ Trench Iiddklard WQ Trench Bed 1 STODDARD WQ SIZE 11/1/2013 3:22:38 PM Page 4 Routing Elements Predeveloped Routing STODDARD WQ SIZE 11/1/2013 3:22:38 PM Page 5 Mitigated Routing Stoddard WQ Trench Bed 1 Bottom Length: 25.00 ft. Bottom Width: 4.00 ft. Trench bottom slope 1: 0.01 To 1 Trench Left side slope 0: 0 To 1 Trench right side slope 2: 0 To 1 Material thickness of first layer: 2 Pour Space of material for first layer: 0.25 Material thickness of second layer: 3 Pour Space of material for second layer: 0.35 Material thickness of third layer: 0 Pour Space of material for third layer: 0 Infiltration On Infiltration rate: 20 Infiltration safety factor: 0.25 Discharge Structure Riser Height: 0 ft. Riser Diameter: 0 in. Element Flows To: Outlet 1 Outlet 2 Gravel Trench Bed Hydraulic Table Stage(ft) Area(ac) Volume(ac-ft) Discharge(cfs) Infilt(cfs) 0.0000 0.002 0.000 0.000 0.000 0.0556 0.002 0.000 0.000 0.011 0.1111 0.002 0.000 0.000 0.011 0.1667 0.002 0.000 0.000 0.011 0.2222 0.002 0.000 0.000 0.011 0.2778 0.002 0.000 0.000 0.011 0.3333 0.002 0.000 0.000 0.011 0.3889 0.002 0.000 0.000 0.011 0.4444 0.002 0.000 0.000 0.011 0.5000 0.002 0.000 0.000 0.011 0.5556 0.002 0.000 0.000 0.011 0.6111 0.002 0.000 0.000 0.011 0.6667 0.002 0.000 0.000 0.011 0.7222 0.002 0.000 0.000 0.011 0.7778 0.002 0.000 0.000 0.011 0.8333 0.002 0.000 0.000 0.011 0.8889 0.002 0.000 0.000 0.011 0.9444 0.002 0.000 0.000 0.011 1.0000 0.002 0.000 0.000 0.011 1.0556 0.002 0.000 0.000 0.011 1.1111 0.002 0.000 0.000 0.011 1.1667 0.002 0.000 0.000 0.011 1.2222 0.002 0.000 0.000 0.011 1.2778 0.002 0.000 0.000 0.011 1.3333 0.002 0.000 0.000 0.011 1.3889 0.002 0.000 0.000 0.011 1.4444 0.002 0.000 0.000 0.011 1.5000 0.002 0.000 0.000 0.011 1.5556 0.002 0.000 0.000 0.011 1.6111 0.002 0.000 0.000 0.011 STODDARD WQ SIZE 11/1/2013 3:22:38 PM Page 6 1.6667 0.002 0.001 0.000 0.011 1.7222 0.002 0.001 0.000 0.011 1.7778 0.002 0.001 0.000 0.011 1.8333 0.002 0.001 0.000 0.011 1.8889 0.002 0.001 0.000 0.011 1.9444 0.002 0.001 0.000 0.011 2.0000 0.002 0.001 0.000 0.011 2.0556 0.002 0.001 0.000 0.011 2.1111 0.002 0.001 0.000 0.011 2.1667 0.002 0.001 0.000 0.011 2.2222 0.002 0.001 0.000 0.011 2.2778 0.002 0.001 0.000 0.011 2.3333 0.002 0.001 0.000 0.011 2.3889 0.002 0.001 0.000 0.011 2.4444 0.002 0.001 0.000 0.011 2.5000 0.002 0.001 0.000 0.011 2.5556 0.002 0.001 0.000 0.011 2.6111 0.002 0.001 0.000 0.011 2.6667 0.002 0.001 0.000 0.011 2.7222 0.002 0.001 0.000 0.011 2.7778 0.002 0.001 0.000 0.011 2.8333 0.002 0.001 0.000 0.011 2.8889 0.002 0.001 0.000 0.011 2.9444 0.002 0.001 0.000 0.011 3.0000 0.002 0.002 0.000 0.011 3.0556 0.002 0.002 0.000 0.011 3.1111 0.002 0.002 0.000 0.011 3.1667 0.002 0.002 0.000 0.011 3.2222 0.002 0.002 0.000 0.011 3.2778 0.002 0.002 0.000 0.011 3.3333 0.002 0.002 0.000 0.011 3.3889 0.002 0.002 0.000 0.011 3.4444 0.002 0.002 0.000 0.011 3.5000 0.002 0.002 0.000 0.011 3.5556 0.002 0.002 0.000 0.011 3.6111 0.002 0.002 0.000 0.011 3.6667 0.002 0.002 0.000 0.011 3.7222 0.002 0.002 0.000 0.011 3.7778 0.002 0.002 0.000 0.011 3.8333 0.002 0.002 0.000 0.011 3.8889 0.002 0.002 0.000 0.011 3.9444 0.002 0.002 0.000 0.011 4.0000 0.002 0.002 0.000 0.011 4.0556 0.002 0.002 0.000 0.011 4.1111 0.002 0.002 0.000 0.011 4.1667 0.002 0.002 0.000 0.011 4.2222 0.002 0.003 0.000 0.011 4.2778 0.002 0.003 0.000 0.011 4.3333 0.002 0.003 0.000 0.011 4.3889 0.002 0.003 0.000 0.011 4.4444 0.002 0.003 0.000 0.011 4.5000 0.002 0.003 0.000 0.011 4.5556 0.002 0.003 0.000 0.011 4.6111 0.002 0.003 0.000 0.011 4.6667 0.002 0.003 0.000 0.011 4.7222 0.002 0.003 0.000 0.011 4.7778 0.002 0.003 0.000 0.011 4.8333 0.002 0.003 0.000 0.011 STODDARD_WQ SIZE 11/1/2013 3:22:38 PM Page 7 4.8889 0.002 0.003 0.000 0.011 4.9444 0.002 0.003 0.000 0.011 5.0000 0.002 0.003 0.000 0.011 STODDARD WQ SIZE 11/1/2013 3:22:38 PM Page 8 Analysis Results POC 1 om n U0.00 .__.... ..... ..._.. ._ ....__ v Orn - a� —,.... --._....... - _._.........._........._, iq�e ioe•a ioe.a u�-z ioe-i io 700 r�ero�nc r,+,c Gxu��ciin cl ea , t + Predeveloped x Mitigated Predeveloped Landuse Totals for POC #1 Total Pervious Area: 0.0556 Total Impervious Area: 0 Mitigated Landuse Totals for POC #1 Total Pervious Area: 0 Total Impervious Area: 0.0556 Flow Frequency Method: Log Pearson Type III 17B Flow Frequency Return Periods for Predeveloped. POC #1 Return Period Flow(cfs) 2 year 0.000436 5 year 0.000852 10 year 0.001237 25 year 0,001871 50 year 0.002468 100 year 0.003186 Flow Frequency Return Periods for Mitigated. POC#1 Return Period Flow(cfs) 2 year 0.010625 5 year 0.014493 10 year 0.017339 25 year 0.021274 50 year 0,02446 100 year 0.027872 Annual Peaks Annual Peaks for Predeveloped and Mitigated. POC#1 Year Predeveloped Mitigated 1949 0.000 0.000 1950 0.001 0.000 1951 0.001 0,000 1952 0.000 0.000 1953 0.000 0.000 1954 0.002 0.000 1955 0.001 0.000 1956 0.000 0.000 1957 0.000 0.000 1958 0.000 0.000 STODDARD_WQ SIZE 11/1/2013 3:22:38 PM Page 9 Ranked Annual Peaks Ranked Annual Peaks for Predeveloped and Mitigated. POC #1 Rank Predeveloped Mitigated 1 0.0018 0.0000 2 0.0014 0.0000 3 0.0008 0.0000 4 0.0006 0.0000 5 0.0003 0.0000 6 0.0003 0.0000 7 0.0003 0.0000 8 0.0003 0.0000 g 0.0003 0.0000 10 0.0003 0.0000 STODDARD_WQ SIZE 11/1/2013 3:22:54 PM Page 10 Duration Flows The Facility PASSED Flow(cfs) Predev Mit Percentage Pass/Fail 0.0002 272 0 0 Pass 0.0002 144 0 0 Pass 0.0003 44 0 0 Pass 0.0003 25 0 0 Pass 0.0003 23 0 0 Pass 0.0003 21 0 0 Pass 0.0004 16 0 0 Pass 0.0004 14 0 0 Pass 0.0004 14 0 0 Pass 0.0004 13 0 0 Pass 0.0004 12 0 0 Pass 0.0005 12 0 0 Pass 0.0005 11 0 0 Pass 0.0005 10 0 0 Pass 0.0005 9 0 0 Pass 0.0006 8 0 0 Pass 0.0006 8 0 0 Pass 0.0006 8 0 0 Pass 0.0006 8 0 0 Pass 0.0006 7 0 0 Pass 0.0007 7 0 0 Pass 0.0007 6 0 0 Pass 0.0007 5 0 0 Pass 0.0007 5 0 0 Pass 0.0008 5 0 0 Pass 0.0008 4 0 0 Pass 0.0008 4 0 0 Pass 0.0008 4 0 0 Pass 0.0009 4 0 0 Pass 0.0009 4 0 0 Pass 0.0009 4 0 0 Pass 0.0009 4 0 0 Pass 0.0009 3 0 0 Pass 0.0010 3 0 0 Pass 0.0010 3 0 0 Pass 0.0010 3 0 0 Pass 0.0010 3 0 0 Pass 0.0011 3 0 0 Pass 0.0011 3 0 0 Pass 0.0011 3 0 0 Pass 0.0011 3 0 0 Pass 0.0011 3 0 0 Pass 0.0012 3 0 0 Pass 0.0012 3 0 0 Pass 0.0012 3 0 0 Pass 0.0012 3 0 0 Pass 0.0013 3 0 0 Pass 0.0013 3 0 0 Pass 0.0013 3 0 0 Pass 0.0013 3 0 0 Pass 0.0014 3 0 0 Pass 0.0014 3 0 0 Pass 0.0014 2 0 0 Pass STODDARD_WQ SIZE 11/1/2013 3:22:54 PM Page 11 0.0014 2 0 0 Pass 0.0014 2 0 0 Pass 0.0015 2 0 0 Pass 0.0015 2 0 0 Pass 0.0015 2 0 0 Pass 0.0015 1 0 0 Pass 0.0016 1 0 0 Pass 0.0016 1 0 0 Pass 0.0016 1 0 0 Pass 0.0016 1 0 0 Pass 0.0016 1 0 0 Pass 0.0017 1 0 0 Pass 0.0017 1 0 0 Pass 0.0017 1 0 0 Pass 0.0017 1 0 0 Pass 0.0018 1 0 0 Pass 0.0018 1 0 0 Pass 0.0018 1 0 0 Pass 0.0018 0 0 0 Pass 0.0019 0 0 0 Pass 0.0019 0 0 0 Pass 0.0019 0 0 0 Pass 0.0019 0 0 0 Pass 0.0019 0 0 0 Pass 0.0020 0 0 0 Pass 0.0020 0 0 0 Pass 0.0020 0 0 0 Pass 0.0020 0 0 0 Pass 0.0021 0 0 0 Pass 0.0021 0 0 0 Pass 0.0021 0 0 0 Pass 0.0021 0 0 0 Pass 0.0021 0 0 0 Pass 0.0022 0 0 0 Pass 0.0022 0 0 0 Pass 0.0022 0 0 0 Pass 0.0022 0 0 0 Pass 0.0023 0 0 0 Pass 0.0023 0 0 0 Pass 0.0023 0 0 0 Pass 0.0023 0 0 0 Pass 0.0024 0 0 0 Pass 0.0024 0 0 0 Pass 0.0024 0 0 0 Pass 0.0024 0 0 0 Pass 0.0024 0 0 0 Pass 0.0025 0 0 0 Pass STODDARD_WQ SIZE 11/1/2013 3:22:54 PM Page 12 Water Quality Water Quality BMP Flow and Volume for POC #1 On-line facility volume: 0 acre-feet On-line facility target flow: 0 cfs. Adjusted for 15 min: 0 cfs. Off-line facility target flow: 0 cfs. Adjusted for 15 min: 0 cfs. STODDARD_WQ SIZE 11/1/2013 3:22:54 PM Page 13 LID Report LID Technique Used for Total Volume Volume lnfiltratfon CumutatNs Percent Water{duality Percent Comment Treatment? Needs Through Volume volume Mums WaterQuatTty Treatment Facalk (ac-tl) infiltration lnfiltratod Treated (ac-ft) (ac-ft) Credit Standard', O Trench fled 1 '- El 9:80 ® 98,28 r Total Wlu Me Infiltrated 0.84 0,00 0,00 08,28 0M 0%C Treat stlit Duration Compliance with LID Analysis Standard 8%of 2-yr to 50-pT Result= Passed STODDARD WQ SIZE 11/1/2013 3:22:54 PM Page 14 Model Default Modifications Total of 0 changes have been made. PERLND Changes No PERLND changes have been made. IMPLND Changes No IMPLND changes have been made. STODDARD_WQ SIZE 11/1/2013 3:23:06 PM Page 15 Appendix Predeveloped Schematic i F Basics 1WQ E .06ac I A ( 3 S � � 3 £ I 3 STODDARD_WQ SIZE 11/1/2013 3:23:06 PM Page 16 Mitigated Schematic Basin 1I S tadd6r T Trench j I y r STODDARD WQ SIZE 11/1/2013 3:23:06 PM Page 17 10/12/2013 Stoddard International Building Expansion SITE PHOTOS AND MAPS 17 sag @/ C AEI Uwr/� st note o �oouor � wK o e€5e u 3 sFN a HIN N H N'Vl o wp ma �W O 'aesE 's ` 9 0 U O m<U ^I =V c h 2 Io 0 0 [s e? z o c m o f ��` U c '-Hut W ti s? m Kin a e O o m ❑ vaOOO ant - 5 11 If n LLO ti�m A ^ gems E ¢ a O rn ❑ ❑ z ❑Y] ❑ O m °} n N o¢ Having m � aI i�. c c °c � 5' o II ❑ u u 11 � n a F a I =. I F U Im-• U Q g rc a N w x tr 0 Z 0 0 0 U' o00 �o 0000 ®oo4ao m - �s¢9s r' Et 31 ii �I 1I1/1 f i1� r 1 I fi 1 1 1 I I r 6 5 �-- . I` t NO i s aj r l" I 1 l r rr 11 � I t e V � , y r' I i H i i IIff o - i i IC t i 1 , I - W Z Q Z E ,PARA-PHERNALIA tt 21 192 ST NE A 16 , A4 134 L� R, .MATA zuj A.I.R. Residential Area ¢ ARLINGTON FLY-IN OFFICE ' y -- -FUEL(SELF SERVE) v� �� c -GOLD AERO 188 5T NE SEATTLE POWERCHUTES A _ ,' ON =WRANGELL z 188 ST NE r E .� ARLINGTON ! a FLIGHT SERVICES rn B j to NO R__- AVIATION COVERS G B3 A3 -- -GLASAIR MOM E .W 4 D +' ,WILD BLUE C4 i i AVIATON '4 �— _RESTAURANT D3 NASA " DFA ` AIRPORT OFFICE IEastaamp `WSDOT AVIATION _�--__ — 62 �. D2' z ABBATARE B � k �Rd A �,.. CANNON AVIONICS— � I f MORGAN AIRCRAFT RESTORATIONS _ AIRCORE AVIATION z JMI-� W Ask a PACIFICAEROSPORT � 1 e� wrest Ramp C1'" -14 KITPLANES NORTHWEST Al NORTH COUNTRY UPHOLSTERY C ° El RUNWAY ARLINGTON JET SERVICES/ 34 ❑ TAXIWAY Z W ElRAMPS UA a W WINDSOCK Ln a +WASH RACK Lo BEACON 172 ST NE/SR 531 ® COMPASS ROSE ROMIO'S PIZZA&PASTA- -h-170M —BUZZ INN STEAKHOUSE FN -=---QUALITY INN 10/12/2013 Stoddard International Building Expansion SOIL LOGS 18 o-,O- E z w PARA-PHERNALIA ' L 192STNE j — = 16 A4 B4 �� � Cal �MATA Lu w } - Residential Area ¢ ARLINGTON FLY-IN OFFICE Kali FUEL(SELF SERVE) in jl SEATTLE POWERCHUTES ! G ` ,GOLD AERO 188 ST NE i _ A \ —WRANGELL }�v~P w 186 ST NE 63.,ARLINGTON ,! I � ! a FLIGHT SERVICES Ln B' E_—-- -AVIATION COVERS 63- A3 GLASAIR flE l w D f _WILD BLUE AVIATON C4 D3 _RESTAURANT NASA ,p AIRPORT OFFICE _. EaA Ramp zz `WSDOT AVIATION B2 A2 \ Dz ci Z 'ABBATARE AP T T2z ti C2 B 0 A ,/A CANNON AVIONICS ��� MORGAN AIRCRAFT RESTORATIONS w � oc � _ �- -AIRCORE AVIATION z PACIFIC AEROSPORT � t `r KITPLANES NORTHWEST West Ramp C1 h Al NORTH COUNTRY UPHOLSTERY C RUNWAY ARLINGTON JET SERVICES/ 34 El TAXIWAY w ❑ RAMPLu S -WINDSOCK Ln + WASH RACKto BEACON 172 ST NE wml /SR 531 ® COMPASS ROSE ROMIO'S PIZZA&PASTA- k--= —BUZZ INN STEAKHOUSE -QUALITY INN r CAS VADE SURVEYING `�pVt""f`'4F ow�+ ('tiViy F� �VRVE O� C ENGINEERING, E ` V. S ENGINEERS S 105J E.Uivisioii -P.0. Box 326-Arlingroii,WA 98223 PLANNERS (360)435-5551 - 6x: (360) 435-4012 s,NG WN%V.c's(-adcsurvcyi11g.rom' Universal Aerospace Co., Inc. Project# 1.9425 June 6, 2012 SOIL LOG 1 0-24" Red brown loamy sand 24-60" Gray gravelly medium sand 60-120"-}- Gray medium sand No H2O SOIL LOG 2 0-18" Red brown loamy sand 18-36" Tan gray gravelly medium sand 36µ1.20"+ Gray gravelly medium sand No H O SOIL LOG 3 0-12" Topsoil(loamy smid) 12-48" 'Zan gravelly medium sand 48-84" Tan gray gravelly medium sand 84-12511+ Gray medium sand No H'O V:\l9425\Soil Logs\Universal Aerospace 06-06-20123.dot CASCADE SURVEYING ENS MNGINEERING , INC . NEER9 PLANNERS 105 E. Division , p.0. Box 326 - Arlington. WA S6223 (360) 435-5551 g5BO) 435.4012 SOM LOGS Abbatare#18566 4/27/2009 Soil Log 1 0'-25' Brown loamy sand 2.5'-5'+T,'M gravelly,medium sand No 1120 or Hard pan 'Roots @ Soil Log 2 0'-2' Brown loamy sand 2'-3' Tan loamy gravelly medium sand 3 1-99+Tan gravelly medium sand No H2o or Hard pan Roots @ 2.5' Soil Log 3 0,T,Brown loamy sand 1).3'Tan 102mY Sand 31-1 l' TatoravellY medium sand 10/12/2013 Stoddard International Building Expansion OPERATIONS & MAINTENANCE 19 Maintenance Plan for Privately Maintained Drainage Facilities Drainage System Inspection Schedule: The drainage system should be monitored periodically. For the first year after completion of construction, the system should be monitored after every large storm event(> 1-in in 24-hrs), and, during the period Oct. 1-Mar. 31 inspections should be conducted monthly. From April 1-Sept. 30, the facility should be monitored on a quarterly basis. Once the performance characteristics of the facility have been verified, the monitoring schedule can be reduced to an annual basis unless the performance data indicate that a more frequent schedule is required. _ TEPiAl®iCE C®MPo1�iT CATCH BASIN GENERAL DEFECT CONDITIONS WHEN MAINTENANCE IS NEEDED RESULTS EXPECTED WHEN MAINTENANCE IS PERFORMED TRASH&DEBRIS TRASH OR DEBRIS WHICH IS LOCATED NO TRASH OR DEBRIS IMMEDIATELY IN FRONT OF THE CATCH BASIN LOCATED IMMEDIATELY OPENING OR IS BLOCKING INLETTING CAPACITY IN FRONT OF CATCH OF THE BASIN BY MORE THAN 10%. TRASH OR BASIN OR ON GRATE DEBRIS IN THE BASIN THAT EXCEEDS 60%OF THE OPENING. NO TRASH OR SUMP DEPTH AS MEASURED FROM THE BOTTOM DEBRIS IN THE CATCH OF BASIN TO INVERT OF THE LOWEST PIPE INTO BASIN. INLET AND OR OUT OF THE BASIN,BUT IN NO CASE LESS OUTLET PIPES FREE OF THAN A MINIMUM OF SIX INCHES CLEARANCE TRASH OR DEBRIS. NO FROM THE DEBRIS SURFACE TO THE INVERT OF DEAD ANIMALS OR THE LOWEST PIPE. TRASH OR DEBRIS IN ANY VEGETATION PRESENT INLET OR OUTLET PIPE BLOCKING MORE THAN 1/3 WITHIN THE CATCH OF ITS HEIGHT. DEAD ANIMALS OR VEGETATION BASIN, THAT COULD GENERATE ODORS THAT COULD CAUSE COMPLAINTS OR DANGEROUS GASES(E.G., METHANE). SEDIMENT SEDIMENT(IN THE BASIN)THAT EXCEEDS 60%OF NO SEDIMENT IN THE THE SUMP DEPTH AS MEASURED FROM THE CATCH BASIN BOTTOM OF BASIN TO INVERT OF THE LOWEST PIPE INTO OR OUT OF THE BASIN,BUT IN NO CASE LESS THAN A MINIMUM OF 6 INCHES CLEARANCE FROM THE SEDIMENT SURFACE OT THE INVERT OF THE LOWEST PIPE. STRUCTURE TOP SLAB HAS HOLES LARGER THAN 2 SQUARE TOP SLAB IS FREE OF DAMAGE TO INCHES OR CRACKS WIDER THAN 1/4 INCH HOLES AND CRACKS FRAME AND OR (INTENT IS TO MAKE SURE NO MATERIAL IS TOP SLAB RUNNING INTO BASIN). FRAME NOT SITTING FLUSH ON TOP SLAB,I.E., FRAME IS SITTING FLUSH SEPARATION OF MORE THAN 3/4 INCH OF THE ON THE RISER RINGS OR FRAME FROM THE TOP SLAB. FRAME NOT TOP SLAB AND FIRMLY SECURELY ATTACHED. ATTACHED. FRACTURES OR MAINTENANCE PERSON JUDGES THAT BASIN REPLACED ORE CRACKS IN STRUCTURE IS UNSOUND. REPAIRED TO DESIGN BASIN WALLS/ STANDARDS BOTTOM GROUT FILLET HAS SEPARATED OR CRACKED PIPE IS REGROUTED AND WIDER THAN 1/2 INCH AND LONGER THAN 1 FOOT SECURE AT THE BASE OF AT THE JOINT OF ANY INLET/OUTLET PIPE OR ANY THE WALL EVIDENCE OF SOIL PARTICLES ENTERING CATCH BASIN THROUGH CRACKS. SETTLEMENT/ IF FAILURE OF BASIN HAS CREATED A SAFETY, BASIN REPLACED OR MISALIGNMENT FUNCTION,OR DESIGN PROBLEM. REPAIRED TO DESIGN STANDARDS. VEGETATION VEGETATION GROWING ACROSS AND BLOCKING NO VEGETATION MORE THAN 10%OF THE BASIN OPENING. BLOCKING OPENING TO BASIN. VEGETATION GROWING IN INLET/OUTLET PIPE NO VEGETATION OR JOINTS THAT IS MORE THAN SIX INCHES TALL ROOT GROWTH PRESENT. AND LESS THAN SIX INCHES APART CONTAMINATION ANY EVIDENCE OF OIL,GASOLINE,OR OTHER NO CONTAMINANTS OR AND POLLUTION CONTAMINANTS OR POLLUTANTS. (COORDINATE POLLUTANTS PRESENT. REMOVAUCLEANUP WITH LOCAL WATER (COORDINATION WITH QUALITY RESPONSE AGENCY). HEALTH DEPARTMENT). CATCH BASIN COVER NOT IN COVER IS MISSING OR ONLY PARTIALLY IN CATCH BASIN COVER IS COVER PLACE PLACE, ANY OPEN CATCH BASIN REQUIRES CLOSED. MAINTENANCE. LOCKING MECHANISM CANNOT BE OPENED BY ONE MECHANISM OPENS WITH MECHANISM NOT MAINTENANCE PERSON WITH PROPER TOOLS. PROPER TOOLS. WORKING. BOLTS INTO FRAME HAVE LESS THAN 1/2 INCH OF THREAD. COVER ONE MAINTENANCE PERSON CANNOT REMOVE COVER CAN BE REMOVED DIFFICULT TO LID AFTER APPLYING NORMAL LIFTING BY ONE MAINTENANCE REMOVE PRESSURE. (INTENT IS KEEP COVER FROM PERSON. SEALING OFF ACCESS TO MAINTENANCE.) LADDER LADDER RUNGS LADDER IS UNSAFE DUE TO MISSING RUNGS,NOT LADDER MEETS DESIGN UNSAFE SECURELY ATTACHED TO BASIN WALL, STANDARDS AND MISALIGNMENT,RUST,CRACKS,OR SHARP ALLOWS MAINTENANCE EDGES. PERSON SAFE ACCESS. METAL GRATE OPENING GRATE WITH OPENING WIDER THAN 7/8 INCH. GRATE OPENING MEETS GRATES(IF UNSAFE DESIGN STANDARDS. APPLICABLE) TRASH AND TRASH AND DEBRIS THAT IS BLOCKING MORE GRATE FREE OF TRASH DEBRIS THAN 20%OF GRATE SURFACE INLETTING AND DEBRIS. CAPACITY. DAMAGED OR GRAT7-MISS 4G OR BROKEN MEMBER(S)OF THE GRATE IS IN PLACE AND MISSING. GRATE. MEETS DESIGN STANDARDS, MAINTENANCE COMPONENT : `= CONVEYANCE SYSTEM(PIPES& DITCHES) GENERAL DEFECT CONDITIONS WHEN MAINTENANCE IS NEEDED RESULTS EXPECTED WHEN MAINTENANCE IS PERFORMED PIPES SEDIMENT& ACCUMULATED SEDIMENT THAT EXCEEDS 20%OF PIPE CLEANED OF ALL DEBRIS THE DIAMETER OF THE PIPE. SEDIMENT AND DEBRIS. VEGETATION VEGETATION THAT REDUCES FREE MOVEMENT OF ALL MOVED VEGETATION WATER THROUGH PIPES. O WATER FLOWS FREELY THROUGH PIPES. DAMAGED PROTECTIVE COATING IS DAMAGED; RUST IS PIPE REPAIRED OR CAUSING MORE THAN 50%DETERIORATION TO ANY REPLACED. PART OF PIPE. ANY DENT THAT DECREASES THE CROSS SECTION PIPE REPAIRED OR AREA OF PIPE BY MORE THAN 20%. REPLACED. TRASH& TRASH AND DEBRIS EXCEEDS 1 CUBIC FOOT PER TRASH AND DEBRIS DEBRIS 1,000 SQUARE FEET OF DITCH AND SLOPES. CLEARED FROM DITCHES. OPEN SEDIMENT ACCUMULATED SEDIMENT THAT EXCEEDS 20%OF DITCH CHC OF ALL DITCHES THE DESIGN DEPTH. SEDIMENT AND DEBRIS SO THAT IT MATCHES DESIGN. VEGETATION VEGETATION THAT REDUCES FREE MOVEMENT OF WATER THROUGH DITCHES. FLOFELY WATER THROUGH DITCHES. EROSION SEE"PONDS"STANDARD NO.1 SEE"PONDS"STANDARD DAMAGE TO NO.I SLOPES ROCK LINING MAINTENANCE PERSON CAN SEE NATIVE SOIL REPLACE ES GN STANDARD. OUT OF PLACE BENEATH THE ROCK LINING. OR MISSING (IF APPLICABLE) CATCH SEE"CATCH BASINS"STANDARD NO.5 SEE"CATCH BASINS" STANDARD NO.5 BASINS DEBRIS SEE"DEBRIS BARRIERS"STANDARD NO.6 BARRIER E.G. TRASH RACK - _ _ I�ZAINTEN4NCE COMPONENT-..- � -_ GROUNDS(LANDSCAPING) , GENERAL DEFECT CONDITIONS WHEN MAINTENANCE IS NEEDED EXPECTED WEHEN MAINTENANCE IS PERFORMED WEEDS WEEDS GROWING IN MORE THAN 20%OF THE WEEDS PRESENT IN LESS (NONPOISONOUS) LAND-SCAPED AREA(TREES AND SHRUBS ONLY). THAN 5%OF H LANDSCAPED AREA. SAFETY HAZARD ANY PRESENCE OF POISON IVY OR OTHER NO POISONOUS POISONOUS VEGETATION. VEGETATION PRESENT IN A LANDSCAPED AREA. TRASH OR PAPER,CAN,BOTTLES,TOTALING MORE THAN I AREA CLEAR OF LITTER. LITTER CUBIC FOOT WITHIN A LANDSCAPED AREA(TREES AND SHRUBS ONLY)OF 1,000 SQUARE FEET. DAMAGE LIMBS OR PARTS OF TREES OR SHRUBS THAT ARE TREES AND SHRUBS WITH SPLIT OR BROKEN WHICH AFFECT MORE THAN LESS THAN 5%OF THE 25%OF THE TOTAL FOLIAGE OF THE TREE OR TOTAL FOLIAGE WITH SHRUB. SPLIT OR BROKEN LIMBS. TREES&SHRUBS TREES OR SHRUBS THAT HAVE BEEN BLOWN TREE OR OF SHRUB IN PLACE DOWN OR KNOCKED OVER. TREES OR SHRUBS WHICH ARE OT ADEQUATELY TREE OR SHRUB IN PLACE SUPPORTED OR ARE LEANING OVER,CAUSING AND ADEQUATELY EXPOSURE OF THE ROOTS. SUPPORTED;REMOVE ANY DEAD OR DISEASED TREES. MAINTENANCECoMP,ONENT. . ACCESS ROADS(EASEMENTS) GENERAL DEFECT CONDITIONS WHEN MAINTENANCE IS NEEDED RESULTS EXPECTED WHEN MAINTENANCE IS PERFORMED TRASH AND TRASH AND DEBRIS EXCEEDS 1 CUBIC FOOT PER TRASH AND DEBRIS DEBRIS 1,000 FEET,I.E.,TRASH AND DEBRIS WOULD FILL UP CLEARED FROM SITE. ONE STANDARD SIZE GARBAGE CAN. BLOCKED DEBRIS WHICH COULD DAMAGE VEHICLE TIRES ROADWAY FREE OF ROADWAY (GLASS OR METAL). DEBRIS WHICH COULD DAMAGE TIRES. ANY OBSTRUCTIONS WHICH REDUCE CLEARANCE ROADWAY OVERHEAD ABOVE ROAD SURFACE TO LESS THAN 14 FEET. CLEAR TO 14 FEET HIGH. ANY OBSTRUCTIONS RESTRICTING THE ACCESS TO OBSTRUCTION REMOVED A 10 TO 12 FOOT WIDTH FOR A DISTANCE OF MORE TO ALLOW AT LEAST A 12 THAN 12 FEET OR ANY POINT RESTRICTING ACCESS FOOT ACCESS. TO LESS THAN A 10 FOOT WIDTH. ROAD SETTLEMENT, WHEN ANY SURFACE DEFECT EXCEEDS 6 INCHES IN ROAD SURFACE SURFACE POTHOLES, DEPTH AND 6 SQUARE FEET IN AREA. IN GENERAL, UNIFORMLY SMOOTH MUSH SPOTS, ANY SURFACE DEFECT WHICH HINDERS OR WITH NO EVIDENCE OF RUTS PREVENTS MAINTENANCE ACCESS. SETTLEMENT,POTHOLES, MUSH SPOTS,OR RUTS. VEGETATION WEEDS GROWING IN THE ROAD SURFACE THAT ARE ROAD SURFACE FREE OF IN ROAD MORE THAN 6 INCHES TALL AND LESS THAN 6 WEEDS TALLER THAN 2 SURFACE INCHES APART WITHIN A 400 SQUARE FOOT AREA. INCHES. EROSION EROSION WITHIN 1 FOOT OF THE ROADWAY MORE SHOULDER FREE OF DAMAGE THAN 8 INCHES WIDE AND 6 INCHES DEEP. EROSION AND MATCHING THE SURROUNDING ROAD. 1pgAINTENANCE DEFECT CONDITIONS WHEN MAINTENANCE IS NEEDED RESULTS EXPECTED WHEN COMPONENT MAINTENANCE IS PERFORMED - IrIFILTRATI®1�1 TRIa1�1CH _ SEDIMENT A PERCOLATION TEST PIT OR TEST OF FACILITY SEDIMENT IS REMOVED AND/OR INDICATES FACILITY IS ONLY WORKING AT 90% FACILITY IS CLEANED SO THAT OF ITS DESIGNED CAPABILITIES. IF TWO INCHES INFILTRATION SYSTEM WORKS OR MORE SEDIMENT IS PRESENT,REMOVE. ACCORDING TO DESIGN. CATCH BASIN COVER NOT IN COVER IS MISSING OR ONLY PARTIALLY IN MANHOLE IS CLOSED. PLACE PLACE. ANY OPEN MANHOLE REQUIRED MAINTENANCE. TRASH&DEBRIS TRASH OR DEBRIS OF MORE THAN 1/2 CUBIC NO TRASH OR DEBRIS LOCATED (INCLUDES FOOT WHICH IS LOCATED IMMEDIATELY IN IMMEDIATELY IN FRONT OF SEDIMENT) FRONT OF THE CATCH BASIN OPENING OR IS CATCH BASIN OPENING. BLOCKING CAPACITY OF BASIN BY MORE THAN 10%. TRASH OR DEBRIS(IN THE BASIN)THAT EXCEEDS NO TRASH OR DEBRIS IN THE 1/3 THE DEPTH FROM THE BOTTOM OF BASIN TO CATCH BASIN. INVERT T OF THE LOWEST PIPE INTO OR OUT OF THE BASIN. TRASH OR DEBRIS IN ANY INLET OR OUTLET PIPE INLET AND OUTLET PIPES FREE BLOCKING MORE THAN 1/3 OF ITS HEIGHT. OF TRASH OR DEBRIS. DEAD ANIMALS OR VEGETATION THAT COULD NO DEAD ANIMALS OR GENERATE ODORS THAT WOULD CAUSE VEGETATION PRESENT WITHIN COMPLAINTS OR DANGEROUS GASES(E.G., THE CATCH BASIN. METHANE). DEPOSITS OF GARBAGE EXCEEDING 1 CUBIC NO CONDITION PRESENT WHICH FOOT IN VOLUME. WOULD ATTRACT OR SUPPORT THE BREEDING OF INSECTS OR RODENTS. STRUCTURAL CORNER OF FRAME EXTENDS MORE THAN 3/4 FRAME IS EVEN WITH CURB. DAMAGE TO INCH PAST CURB FACE INTO THE STREET(IF FRAME AND/OR APPLICABLE). TOP SLAB TOP SLAB HAS HOLES LARGER THAN 2 SQUARE TOP SLAB IS FREE OF HOLES INCHES OR CRACKS WIDER THAN 1/4 INCH AND CRACKS. (INTENT IS TO MAKE SURE ALL MATERIAL IS RUNNING INTO THE BASIN). FRAME NOT SITTING FLUSH ON TOP SLAB,I.E., FRAME IS SITTING FLUSH ON SEPARATION OF MORE THAN 3/4 INCH OF THE TOP SLAB. FRAME FROM THE TOP SLAB. CRACKS IN CRACKS WIDER THAN 1/2 INCH AND LONGER BASIN REPLACED OR REPAIRED BASIN THAN 3 FEET,ANY EVIDENCE OF SOIL PARTICLES TO DESIGN STANDARDS. WALLS/BOTTOM ENTERING CATCH BASIN THROUGH CRACKS,OR MAINTENANCE PERSON JUDGES THAT STRUCTURE IS UNSOUND. CRACKS WIDER THAN 1/2 INCH AND LONGER NO CRACKS MORE THAN 1/4 THAN 1 FOOT AT THE JOINT OF ANY INCH WIDE AT THE JOINT OF INLET/OUTLET PIPE OR ANY EVIDENCE OF SOIL INLET/OUTLET PIPE. PARTICLES ENTERING CATCH BASIN THROUGH CRACKS. SETTLEMENT/ BASIN HAS SETTLED MORE THAN 1 INCH OR HAS BASIN REPLACED OR REPAIRED MISALIGNMENT ROTATED MORE THAN 2 INCHES OUT OF TO DESIGN STANDARDS. ALIGNMENT. FIRE HAZARD PRESENCE OF CHEMICALS SUCH AS NATURAL NO FLAMMABLE CHEMICALS GAS.OIL,GASOLINE. PRESENT. VEGETATION VEGETATION GROWING ACROSS AND BLOCKING NO VEGETATION BLOCKING MORE THAN 10%OF THE BASIN OPENING. OPENING TO BASIN. VEGETATION GROWING IN INLET/OUTLET PIPE NO VEGETATION OR ROOT JOINTS THAT IS MORE THAN SIX INCHES TALL GROWTH PRESENT. AND LESS THAN SIX INCHES APART. POLLUTION NONFLAMMABLE CHEMICALS OF MORE THAN 1/2 NO POLLUTION PRESENT OTHER CUBIC FOOT PER THREE FEET OF BASIN LENGTH. THAN SURFACE FILM. CATCH BASIN COVER COVER NOT IN COVER IS MISSING OR ONLY PARTIALLY IN CATCH BASIN COVER IS PLACE PLACE. ANY OPEN CATCH BASIN REQUIRED CLOSED. MAINTENANCE. LOCKING MECHANISM CANNOT BE OPENED BY ONE MECHANISM OPENS WITH MECHANJSM MAINTENANCE PERSON WITH PROPER TOOLS. PROPER TOOLS. NOT WORKING BOLTS INTO FRAME HAVE LESS THAN 1/2 INCH OF THREAD. COVER ONE MAINTENANCE PERSON CANNOT REMOVE COVER CAN BE REMOVED BY DIFFICULT TO LID AFTER APPLYING 80 LBS.OF LIFT;INTENT IS ONE MAINTENANCE PERSON. REMOVE KEEP COVER FROM SEALING OFF ACCESS TO MAINTENANCE. PIPES SEDIMENT& ACCUMULATED SEDIMENT THAT EXCEEDS 20% PIPE CLEANED OF ALL DEBRIS OF THE DIAMETER OF THE PIPE. SEDIMENT AND DEBRIS. VEGETATION VEGETATION THAT REDUCES FREE MOVEMENT ALL VEGETATION REMOVED SO OF WATER THROUGH PIPES. WATER FLOWS FREELY THROUGH PIPES. DAMAGED PROTECTIVE COATING IS DAMAGED; RUST IS PIPE REPAIRED OR REPLACED, CAUSING MORE THAN 50%DETERIORATION TO ANY PART OF PIPE. ANY DENT THAT DECREASES THE CROSS SECTION PIPE REPAIRED OR REPLACED. AREA OF PIPE BY MORE THAN 20%. TRASH&DEBRIS TRASH AND DEBRIS EXCEEDS 1 CUBIC FOOT PER TRASH AND DEBRIS CLEARED 1,000 SQUARE FEET OF DITCH AND SLOPES. FROM DITCHES. 10/12/2013 Stoddard International Building Expansion SWPP PLAN 20 Page 17 of 60 Infiltration Trench Drainage ;',Potential Conditions Vyiien:Maintenance Is Needed Re`suls`Epec System eet tetl Whene do r Maintenance Is Feature r General Contaminants Any evidence of oil, gasoline, contaminants No contaminants or pollutants present. and Pollution or other pollutants in or around facility. • Identify and remove source Observation Sediment depth greater than one foot above No sediment in infiltration trench. Well stone aggregate or the surface inlet. Drainage Decreased capacity that indicates slow Verify facility design rate. Slow drainage. Clean perforated drain pipe. Do not allow removed sediment and water to discharge back into the storm sewer. i 3 , Page 43 of 60 Catch Basins Drainage Potential Conditions When Maintenance is Needed Results Expected When Maintenance is Sys"tem Detect' Performed Or Not Needed Feature General Trash and Trash or debris which is located immediately in No Trash or debris located immediately in front of Debris front of the catch basin opening or is blocking catch basin or on grate opening. inletting capacity of the basin by more than 10%. Trash or debris(in the basin)that exceeds 60 No trash or debris in the catch basin. percent of the sump depth as measured from the bottom of basin to invert of the lowest pipe into or out of the basin,but in no case less than a minimum of six inches clearance from the debris surface to the invert of the lowest pipe. Trash or debris in any inlet or outlet pipe blocking Inlet and outlet pipes free of trash or debris. more than 1/3 of its height. Dead animals or vegetation that could generate No dead animals or vegetation present within the odors that could cause complaints or dangerous catch basin. gases(e.g., methane). Sediment Sediment(in the basin)that exceeds 60 percent No sediment in the catch basin of the sump depth as measured from the bottom of basin to invert of the lowest pipe into or out of the basin,but in no case less than a minimum of 6 inches clearance from the sediment surface to the invert of the lowest pipe. Structure Top slab has holes larger than 2 square inches or Top slab is free of holes and cracks. Damage to cracks wider than 1/4 inch Frame and/or Top Slab (Intent is to make sure no material is running into basin). Frame not sitting flush on top slab, i.e., Frame is sitting flush on the riser rings or top slab separation of more than 3/4 inch of the frame and firmly attached. from the top slab. Frame not securely attached Fractures or Maintenance person judges that structure is Basin replaced or repaired to design standards. Cracks in unsound. Basin Walls/ Grout fillet has separated or cracked wider than Pipe is regrouted and secure at basin wall. Bottom 1/2 inch and longer than 1 foot at the joint of any inlet/outlet pipe or any evidence of soil particles entering catch basin through cracks. Settlement/ If failure of basin has created a safety,function, Basin replaced or repaired to design standards. Misalignment or design problem. Vegetation Vegetation growing across and blocking more No vegetation blocking opening to basin. than 10%of the basin opening. Vegetation growing in inlet/outlet pipe joints that No vegetation or root growth present. is more than six inches tall and less than six inches apart. Contaminants Any evidence of oil,gasoline, contaminants or No contaminants or pollutants present. and Pollution other pollutants(Coordinate removal/cleanup with local water quality response agency). i; I Page 44 of 60 Catch Basins (Continued) 1Dralnage Potential Conditions When Maintenance Is Needed Results Expectad WhehWalntenance Is System Defect Performed Or'NotNeedeit �Fentu�e,' Catch Cover Not Cover is missing or only partially in place.Any Catch basin cover is closed Basin in Place open catch basin requires maintenance. Cover Locking Mechanism cannot be opened by one Mechanism opens with proper tools. Mechanism maintenance person with proper tools. Bolts into Not frame have less than 1/2 inch of thread. Working Cover One maintenance person cannot remove lid after Cover can be removed by one maintenance Difficult to applying normal lifting pressure (Intent is to keep person. Remove cover from sealing off access to maintenance). Ladder Ladder Ladder is unsafe due to missing rungs, not Ladder meets design standards and allows Rungs securely attached to basin wall, misalignment, maintenance person safe access. Unsafe rust,cracks,or sharp edges. Metal Grate Grate with opening wider than 7/8 inch. Grate opening meets design standards. Grates opening (If Unsafe Applicable) Trash and Trash and debris that is blocking more than 20% Grate free of trash and debris. Debris of grate surface inletting capacity. Damaged Grate missing or broken member(s)of the grate. Grate is in place and meets design standards. or Missing. i j USDA United States A product of the National Custom Soil Resource Department of Cooperative Soil Survey, Agriculture a joint effort of the United Report for States Department of NRC` Agriculture and other SnohomishCounty Federal agencies, State Natural agencies including the Area, Washington Resources Agricultural Experiment /y Conservation Stations, and local Service participants x � s h� { k � 0 MMMMM•MM 8,000 R November 8, 2013 Preface Soil surveys contain information that affects land use planning in survey areas.They highlight soil limitations that affect various land uses and provide information about the properties of the soils in the survey areas. Soil surveys are designed for many different users, including farmers, ranchers, foresters, agronomists, urban planners, community officials, engineers, developers, builders, and home buyers.Also, conservationists,teachers, students, and specialists in recreation,waste disposal, and pollution control can use the surveys to help them understand,protect,or enhance the environment. Various land use regulations of Federal, State, and local governments may impose special restrictions on land use or land treatment.Soil surveys identify soil properties that are used in making various land use or land treatment decisions.The information is intended to help the land users identify and reduce the effects of soil limitations on various land uses.The landowner or user is responsible for identifying and complying with existing laws and regulations. Although soil survey information can be used for general farm, local, and wider area planning,onsite investigation is needed to supplement this information in some cases. Examples include soil quality assessments (http://soils.usda.gov/sqi/)and certain conservation and engineering applications. For more detailed information, contact your local USDA Service Center(http://offiices.sc.egov.usda.gov/locator/app? agencywnres)or your NRCS State Soil Scientist(http://soils.usda.gov/contact/ state_offices/). Great differences in soil properties can occur within short distances. Some soils are seasonally wet or subject to flooding. Some are too unstable to be used as a foundation for buildings or roads.Clayey or wet soils are poorly suited to use as septic tank absorption fields.A high water table makes a soil poorly suited to basements or underground installations. The National Cooperative Soil Survey is a joint effort of the United States Department of Agriculture and other Federal agencies, State agencies including the Agricultural Experiment Stations, and local agencies. The Natural Resources Conservation Service (NRCS)has leadership for the Federal part of the National Cooperative Soil Survey. Information about soils is updated periodically. Updated information is available through the NRCS Soil Data Mart Web site or the NRCS Web Soil Survey.The Soil Data Mart is the data storage site for the official soil survey information. The U.S.Department of Agriculture(USDA)prohibits discrimination in all its programs and activities on the basis of race, color, national origin, age, disability, and where applicable, sex, marital status,familial status, parental status, religion, sexual orientation,genetic information,political beliefs,reprisal,or because all or a part of an individual's income is derived from any public assistance program. (Not all prohibited bases apply to all programs.)Persons with disabilities who require alternative means 2 for communication of program information(Braille, large print,audiotape,etc.)should contact USDA's TARGET Center at(202)720-2600 (voice and TDD). To file a complaint of discrimination, write to USDA, Director, Office of Civil Rights, 1400 Independence Avenue, S.W.,Washington, D.C. 20250-9410 or call (800)795-3272 (voice)or(202)720-6382 (TDD). USDA is an equal opportunity provider and employer. 3 Contents � �= �= ��U� U� ��'�~mm���mm��� Preface.................................... ........ ......... — ....... — ....... ----^-------2 How Soi|SuneymAre K8ode---------------------------.0 Soil Map.................................................................................................................. / SoilMap................................................................................................................8 Legend y -------------------------------------- MapUnit Legend................................................................................................10 MapUnit Descriptions........................................................................................ 8 Snohomish County Area,Washington......................................... ..................12 17--Evaroft gravelly sandy loam, Oho8 percent slopes............................. 2 18--Even»tt gravelly sandy loam, 8hn15 percent slopes...........................12 loamy sand, 0bu3 percent slopes......................................13 39--Norma loam.........................................................................................14 72--Toku| gravely loam, O0u8 percent olopoa -------------.15 How Soil Surveys Are Made Soil surveys are made to provide information about the soils and miscellaneous areas in a specific area.They include a description of the soils and miscellaneous areas and their location on the landscape and tables that show soil properties and limitations affecting various uses. Soil scientists observed the steepness, length, and shape of the slopes;the general pattern of drainage;the kinds of crops and native plants; and the kinds of bedrock.They observed and described many soil profiles.A soil profile is the sequence of natural layers, or horizons, in a soil. The profile extends from the surface down into the unconsolidated material in which the soil formed or from the surface down to bedrock.The unconsolidated material is devoid of roots and other living organisms and has not been changed by other biological activity. Currently,soils are mapped according to the boundaries of major land resource areas (MLRAs). MLRAs are geographically associated land resource units that share common characteristics related to physiography, geology, climate, water resources, soils, biological resources, and land uses(USDA,2006). Soil survey areas typically consist of parts of one or more MLRA. The soils and miscellaneous areas in a survey area occur in an orderly pattern that is related to the geology, landforms, relief, climate, and natural vegetation of the area. Each kind of soil and miscellaneous area is associated with a particular kind of landform or with a segment of the landform. By observing the soils and miscellaneous areas in the survey area and relating their position to specific segments of the landform,a soil scientist develops a concept,or model,of how they were formed.Thus, during mapping, this model enables the soil scientist to predict with a considerable degree of accuracy the kind of soil or miscellaneous area at a specific location on the landscape. Commonly, individual soils on the landscape merge into one another as their characteristics gradually change. To construct an accurate soil map, however, soil scientists must determine the boundaries between the soils.They can observe only a limited number of soil profiles. Nevertheless,these observations, supplemented by an understanding of the soil-vegetation-landscape relationship,are sufficient to verify predictions of the kinds of soil in an area and to determine the boundaries. Soil scientists recorded the characteristics of the soil profiles that they studied.They noted soil color, texture, size and shape of soil aggregates, kind and amount of rock fragments, distribution of plant roots, reaction, and other features that enable them to identify soils.After describing the soils in the survey area and determining their properties, the soil scientists assigned the soils to taxonomic classes (units). Taxonomic classes are concepts. Each taxonomic class has a set of soil characteristics with precisely defined limits.The classes are used as a basis for comparison to classify soils systematically. Soil taxonomy,the system of taxonomic classification used in the United States, is based mainly on the kind and character of soil properties and the arrangement of horizons within the profile.After the soil scientists classified and named the soils in the survey area, they compared the 5 Custom Soil Resource Report individual soils with similar soils in the same taxonomic class in other areas so that they could confirm data and assemble additional data based on experience and research. The objective of soil mapping is not to delineate pure map unit components;the objective is to separate the landscape into landforms or landform segments that have similar use and management requirements. Each map unit is defined by a unique combination of soil components and/or miscellaneous areas in predictable proportions.Some components may be highly contrasting to the other components of the map unit.The presence of minor components in a map unit in no way diminishes the usefulness or accuracy of the data. The delineation of such landforms and landform segments on the map provides sufficient information for the development of resource plans. If intensive use of small areas is planned, onsite investigation is needed to define and locate the soils and miscellaneous areas. Soil scientists make many field observations in the process of producing a soil map. The frequency of observation is dependent upon several factors, including scale of mapping, intensity of mapping,design of map units,complexity of the landscape,and .experience of the soil scientist. Observations are made to test and refine the soil- landscape model and predictions and to verify the classification of the soils at specific locations. Once the soil-landscape model is refined, a significantly smaller number of measurements of individual soil properties are made and recorded.These measurements may include field measurements, such as those for color, depth to bedrock, and texture, and laboratory measurements, such as those for content of sand,silt,clay,salt,and other components. Properties of each soil typically vary from one point to another across the landscape. Observations for map unit components are aggregated to develop ranges of characteristics for the components.The aggregated values are presented. Direct measurements do not exist for every property presented for every map unit component.Values for some properties are estimated from combinations of other properties. While a soil survey is in progress,samples of some of the soils in the area generally are collected for laboratory analyses and for engineering tests.Soil scientists interpret the data from these analyses and tests as well as the field-observed characteristics and the soil properties to determine the expected behavior of the soils under different uses. Interpretations for all of the soils are field tested through observation of the soils in different uses and under different levels of management. Some interpretations are modified to fit local conditions, and some new interpretations are developed to meet local needs. Data are assembled from other sources, such as research information, production records, and field experience of specialists. For example, data on crop yields under defined levels of management are assembled from farm records and from field or plot experiments on the same kinds of soil. Predictions about soil behavior are based not only on soil properties but also on such variables as climate and biological activity. Soil conditions are predictable over long periods of time, but they are not predictable from year to year. For example, soil scientists can predict with a fairly high degree of accuracy that a given soil will have a high water table within certain depths in most years, but they cannot predict that a high water table will always be at a specific level in the soil on a specific date. After soil scientists located and identified the significant natural bodies of soil in the survey area, they drew the boundaries of these bodies on aerial photographs and identified each as a specific map unit.Aerial photographs show trees,buildings,fields, roads, and rivers, all of which help in locating boundaries accurately. 6 Soil Map The soil map section includes the soil map for the defined area of interest,a list of soil map units on the map and extent of each map unit, and cartographic symbols displayed on the map.Also presented are various metadata about data used to produce the map, and a description of each soil map unit. 7 Z Z Nm �mm V V 006S£ES 009S£ES OOESE£S OOOSE£S OOL4EES OObb£ES CL 'n m � s q r � h f O (0 U) ,- N 00 ry p o 0 U1 _ E �^ O U o 0A O M F fV N 'pO � aJ En O O F x y $ a PQ � � v I � C p O t��S N O O b N � N M3ZAT.7ZT M,TZ.OT o?ZT 006SEES 009SEES OOESEES OOOSEES OOLKES OOVKES OOTbEES z z N _W P O @ O O C) O @@ N O N U y U @ @ N N cc cG O L a) N G @ n Z a3 N O O a) O) a) O @ O. aJ a°i E in N �=o N E E c� o � Y'E C 3 7@._ y N - U N Z N =O O ` y..O U l>6 N O W.0 O O E a) 2 C 00 a) m u) U > E 7 N O N a) r; c CL U y y N N N NCI O N a) N� 'p N Q 3 o c �a0 a�io °� o � Z QN m o c ° CD �j ow m@ a .c�0) o c 3 @ .j Q L a) a C n L (n 7 N @ C@ N N a)a w0 N p u! 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N N V 7 O N O � L� E O N rn rn -co C: v y o U N a O O n N N @ O @ L 4 � (o ° @ E :° o a � a _n y C N U) (n (n > O U) t) 9 O O Q Q @ 0 01 0 0 Z d[� " a rn W ` c W a.J y C Q O @ n o �, 0) S o @ C O C O O O a )a = @ n a) �2 0 ° a C a a a a o ❑ a T o p !a O Q ° ti o o ❑ ° > d k r> com c C > t a) v N '� •O C O @ O La @ @ N @ C y a) O @ @ a) C :O O U (n UJ 'p m in U U U CD J J (� y d a y O l U) Q C0 Custom Soil Resource Report Map Unit Legend Snohomish County Area,Washington(WA661) Map Unit Symbol Map Unit Name Acres in AOI Percent of AOI 17 Everett gravelly sandy loam,0 to 143.6 21.0% 8 percent slopes 18 Everett gravelly sandy loam,8 to 0.2 0.0% 15 percent slopes 30 Lynnwood loamy sand,0 to 3 538.6 78.6% percent slopes 39 Norma loam 2.4 0.3% 72 Tokul gravelly loam,0 to 8 0.3 0.1% percent slopes Totals for Area of Interest 685.2 100.0% Map Unit Descriptions The map units delineated on the detailed soil maps in a soil survey represent the soils or miscellaneous areas in the survey area.The map unit descriptions, along with the maps, can be used to determine the composition and properties of a unit. A map unit delineation on a soil map represents an area dominated by one or more major kinds of soil or miscellaneous areas. A map unit is identified and named according to the taxonomic classification of the dominant soils.Within a taxonomic class there are precisely defined limits for the properties of the soils.On the landscape, however,the soils are natural phenomena,and they have the characteristic variability of all natural phenomena.Thus,the range of some observed properties may extend beyond the limits defined for a taxonomic class.Areas of soils of a single taxonomic class rarely, if ever, can be mapped without including areas of other taxonomic classes. Consequently,every map unit is made up of the soils or miscellaneous areas for which it is named and some minor components that belong to taxonomic classes other than those of the major soils. Most minor soils have properties similar to those of the dominant soil or soils in the map unit, and thus they do not affect use and management.These are called noncontrasting, or similar, components. They may or may not be mentioned in a particular map unit description. Other minor components, however, have properties and behavioral characteristics divergent enough to affect use or to require different management.These are called contrasting,or dissimilar,components.They generally are in small areas and could not be mapped separately because of the scale used. Some small areas of strongly contrasting soils or miscellaneous areas are identified by a special symbol on the maps. If included in the database for a given area, the contrasting minor components are identified in the map unit descriptions along with some characteristics of each. A few areas of minor components may not have been observed, and consequently they are not mentioned in the descriptions, especially where the pattern was so complex that it was impractical to make enough observations to identify all the soils and miscellaneous areas on the landscape. 10 Custom Soil Resource Report The presence of minor components in a map unit in no way diminishes the usefulness or accuracy of the data.The objective of mapping is not to delineate pure taxonomic classes but rather to separate the landscape into landforms or landform segments that have similar use and management requirements.The delineation of such segments on the map provides sufficient information for the development of resource plans. If intensive use of small areas is planned, however, onsite investigation is needed to define and locate the soils and miscellaneous areas. An identifying symbol precedes the map unit name in the map unit descriptions. Each description includes general facts about the unit and gives important soil properties and qualities. Soils that have profiles that are almost alike make up a soil series. Except for differences in texture of the surface layer,all the soils of a series have major horizons that are similar in composition,thickness, and arrangement. Soils of one series can differ in texture of the surface layer, slope, stoniness, salinity, degree of erosion, and other characteristics that affect their use. On the basis of such differences, a soil series is divided into soil phases. Most of the areas shown on the detailed soil maps are phases of soil series. The name of a soil phase commonly indicates a feature that affects use or management. For example,Alpha silt loam, 0 to 2 percent slopes, is a phase of the Alpha series. Some map units are made up of two or more major soils or miscellaneous areas. These map units are complexes, associations, or undifferentiated groups. A complex consists of two or more soils or miscellaneous areas in such an intricate pattern or in such small areas that they cannot be shown separately on the maps.The pattern and proportion of the soils or miscellaneous areas are somewhat similar in all areas.Alpha-Beta complex, 0 to 6 percent slopes, is an example. An association is made up of two or more geographically associated soils or miscellaneous areas that are shown as one unit on the maps. Because of present or anticipated uses of the map units in the survey area, it was not considered practical or necessary to map the soils or miscellaneous areas separately. The pattern and relative proportion of the soils or miscellaneous areas are somewhat similar.Alpha- Beta association, 0 to 2 percent slopes, is an example. An undifferentiated group is made up of two or more soils or miscellaneous areas that could be mapped individually but are mapped as one unit because similar interpretations can be made for use and management.The pattern and proportion of the soils or miscellaneous areas in a mapped area are not uniform.An area can be made up of only one of the major soils or miscellaneous areas, or it can be made up of all of them.Alpha and Beta soils, 0 to 2 percent slopes, is an example. Some surveys include miscellaneous areas.Such areas have little or no soil material and support little or no vegetation. Rock outcrop is an example. 11 Custom Soil Resource Report Snohomish County Area, Washington 17—Everett gravelly sandy loam, 0 to 8 percent slopes Map Unit Setting Mean annual precipitation:30 to 45 inches Mean annual air temperature:50 degrees F Frost-free period: 180 days Map Unit Composition Everett and similar soils: 100 percent Description of Everett Setting Landform:Terraces, plains Parent material.Glacial outwash Properties and qualities Slope:0 to 8 percent Depth to restrictive feature: 14 to 20 inches to strongly contrasting textural stratification Drainage class:Somewhat excessively drained Capacity of the most limiting layer to transmit water(Ksat):High (1.98 to 5.95 in/hr) Depth to water table:More than 80 inches Frequency of flooding:None Frequency of ponding: None Available water capacity:Very low(about 2.1 inches) Interpretive groups Farmland classification: Prime farmland if irrigated Land capability(nonirrigated):4s Hydrologic Soil Group:A Typical profile 0 to 6 inches:Gravelly ashy sandy loam 6 to 18 inches:Very gravelly ashy sandy loam 18 to 60 inches: Extremely gravelly sand 18—Everett gravelly sandy loam, 8 to 15 percent slopes Map Unit Setting Mean annual precipitation:30 to 45 inches Mean annual air temperature:50 degrees F Frost-free period: 180 days Map Unit Composition Everett and similar soils: 100 percent 12 Custom Soil Resource Report Description of Everett Setting Landform:Terraces, plains Parent material.Glacial outwash Properties and qualities Slope:8 to 15 percent Depth to restrictive feature: 14 to 20 inches to strongly contrasting textural stratification Drainage class:Somewhat excessively drained Capacity of the most limiting layer to transmit water(Ksat):High (1.98 to 5.95 in/hr) Depth to water table: More than 80 inches Frequency of flooding: None Frequency of ponding: None Available water capacity.Very low(about 2.1 inches) Interpretive groups Farmland classification:Farmland of statewide importance Land capability(nonirrigated):4s Hydrologic Soil Group:A Typical profile 0 to 6 inches:Gravelly ashy sandy loam 6 to 18 inches:Very gravelly ashy sandy loam 18 to 60 inches:Extremely gravelly sand 30—Lynnwood loamy sand, 0 to 3 percent slopes Map Unit Setting Elevation:50 to 600 feet Mean annual precipitation:40 to 65 inches Mean annual air temperature:48 to 50 degrees F Frost-free period. 180 to 200 days Map Unit Composition Lynnwood and similar soils:85 percent Minor components:3 percent Description of Lynnwood Setting Landform:Terraces, outwash plains Parent material:Glacial outwash Properties and qualities Slope:0 to 3 percent Depth to restrictive feature: More than 80 inches Drainage class:Somewhat excessively drained Capacity of the most limiting layer to transmit water(Ksat):High (1.98 to 5.95 in/hr) Depth to water table: More than 80 inches Frequency of flooding:None 13 Custom Soil Resource Report Frequency of ponding: None Available water capacity.Low(about 4.8 inches) Interpretive groups Farmland classification: Prime farmland if irrigated Land capability(nonirrigated):4s Hydrologic Soil Group:A Typical profile 0 to 1 inches:Loamy sand 1 to 29 inches: Loamy sand 29 to 60 inches:Sand Minor Components Custer Percent of map unit:3 percent Landform: Depressions 39—Norma loam Map Unit Setting Elevation:0 to 1,000 feet Mean annual precipitation:35 to 60 inches Mean annual air temperature:48 to 52 degrees F Frost-free period: 150 to 200 days Map Unit Composition Norma and similar soils:85 percent Minor components: 15 percent Description of Norma Setting Landform: Drainageways, depressions Parent material.Alluvium Properties and qualities Slope:0 to 3 percent Depth to restrictive feature: More than 80 inches Drainage class: Poorly drained Capacity of the most limiting layer to transmit water(Ksat): Moderately high to high (0.57 to 1.98 in/hr) Depth to water table:About 0 inches Frequency of flooding:None Frequency of ponding: Frequent Available water capacity.Moderate (about 9.0 inches) Interpretive groups Farmland classification: Prime farmland if drained Land capability(nonirrigated):3w Hydrologic Soil Group: B/D 14 Custom Soil Resource Report Typical profile 0 to 10 inches:Ashy loam 10 to 28 inches:Sandy loam 28 to 60 inches:Sandy loam Minor Components Bellingham Percent of map unit:5 percent Landform: Depressions Custer Percent of map unit:5 percent Landform: Depressions Terric medisaprists Percent of map unit:3 percent Landform: Depressions Alderwood Percent of map unit:2 percent 72—Tokul gravelly loam, 0 to 8 percent slopes Map Unit Setting Mean annual precipitation:45 to 70 inches Mean annual air temperature:48 degrees F Frost-free period: 140 to 200 days Map Unit Composition Tokul and similar soils:85 percent Minor components: 12 percent Description of Tokul Setting Landform:Till plains Parent material:Volcanic ash over basal till Properties and qualities Slope:0 to 8 percent Depth to restrictive feature:20 to 40 inches to densic material Drainage class: Moderately well drained Capacity of the most limiting layer to transmit water(Ksat):Very low to moderately low(0.00 to 0.06 in/hr) Depth to water table:About 18 to 36 inches Frequency of flooding: None Frequency of ponding: None Available water capacity:Low(about 5.8 inches) Interpretive groups Farmland classification:All areas are prime farmland 15 Custom Soil Resource Report Land capability(nonirrigated):3w Hydrologic Soil Group: C Typical profile 0 to 4 inches:Gravelly medial loam 4 to 22 inches:Gravelly medial loam 22 to 31 inches:Gravelly medial fine sandy loam 31 to 60 inches:Gravelly sandy loam Minor Components Mckenna Percent of map unit:4 percent Landform:Depressions Norma Percent of map unit:4 percent Landform:Depressions Terric medisaprists Percent of map unit:4 percent Landform: Depressions 16 References American Association of State Highway and Transportation Officials(AASHTO).2004. Standard specifications for transportation materials and methods of sampling and testing. 24th edition. American Society for Testing and Materials (ASTM). 2005. Standard classification of soils for engineering purposes. ASTM Standard D2487-00. Cowardin, L.M.,V. Carter, F.C. Golet, and E.T. LaRoe. 1979. Classification of wetlands and deep-water habitats of the United States.U.S. Fish and Wildlife Service FWS/OBS-79/31. Federal Register. July 13, 1994. Changes in hydric soils of the United States. Federal Register. September 18, 2002. Hydric soils of the United States. Hurt,G.W.,and L.M.Vasilas,editors.Version 6.0,2006.Field indicators of hydric soils in the United States. National Research Council. 1995.Wetlands: Characteristics and boundaries. Soil Survey Division Staff. 1993. Soil survey manual.Soil Conservation Service. U.S. Department of Agriculture Handbook 18. http://soils.usda.gov/ Soil Survey Staff. 1999.Soil taxonomy:A basic system of soil classification for making and interpreting soil surveys. 2nd edition. Natural Resources Conservation Service, U.S. Department of Agriculture Handbook 436. http://soils.usda.gov/ Soil Survey Staff. 2006. Keys to soil taxonomy. 10th edition. U.S. Department of Agriculture, Natural Resources Conservation Service. http://soils.usda.gov/ Tiner, R.W., Jr. 1985.Wetlands of Delaware. U.S. Fish and Wildlife Service and Delaware Department of Natural Resources and Environmental Control, Wetlands Section. United States Army Corps of Engineers, Environmental Laboratory. 1987. Corps of Engineers wetlands delineation manual.Waterways Experiment Station Technical Report Y-87-1. United States Department of Agriculture, Natural Resources Conservation Service. National forestry manual. http://soils,usda.gov/ United States Department of Agriculture, Natural Resources Conservation Service. National range and pasture handbook. http://www.giti.nres.usda.gov/ United States Department of Agriculture, Natural Resources Conservation Service. National soil survey handbook, title 430-VI. http://soils.usda.gov/ United States Department of Agriculture, Natural Resources Conservation Service. 2006. Land resource regions and major land resource areas of the United States,the Caribbean, and the Pacific Basin. U.S. Department of Agriculture Handbook 296. http://soils.usda.gov/ 17 Custom Soil Resource Report United States Department of Agriculture, Soil Conservation Service, 1961. Land capability classification. U.S. Department of Agriculture Handbook 210. 18