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Home My WebLink About17305 59TH AVE NE_993516_2026 INSPECTION REPORT- Permit No.: Lot#: Address: 12 C S ' Contractor: �N� ,� Owner: -5-,- Date: APPROVAL ❑ PARTIAL APPROVAL ❑ VIOLATION ❑ CORRECTION REQUESTED ❑ Corrections listed below MUST BE MADE before work can be approved. ❑ Please contact inspector. ❑ Was not able to perform inspection. ❑ CALL 435-0674 FOR RE-INSPECTION - 24 hour notice required. Inspector: Date: /,_2 TYP F INSPECTION REQUESTED ❑ Under-floor ❑ Framing ❑ Gas Piping ❑ Footing ❑ Drywall, Nailing ❑ Consultation ❑ Foundation ❑ Shear Nailing ❑ Groundwork ❑ Mechanical ❑ Grid ❑ truct. Slab ❑ Wood Stove ❑ Rough-in nal ❑ Masonry ❑ Dr ' aaee ❑ Insulation ❑ Other: �� INSPECTION REPORT ` r -� ✓! Lot #: 41) Permit No.: ' Address: / 7V 3 C% ��q� �l 65- Contractor: Q�� Ze_-eU �es�� 40/S% Owner: Date: f -9-I I ❑ APPROVAL ARTIAL APPROVAL ❑ VIOLATION ❑ CORRECTION REQUESTED ❑ Corrections listed below MUST BE MADE before work can be approved. ❑ Please contact inspector. ❑ Was not able to perform inspection. ❑ CALL 435-0674 FOR RE-INSPE TION -24 hour notice r ired. 7- Inspec or. Date: TYP OF INSPECTION REQUESTED ❑ Under-floor ❑ Framing ❑ Gas Piping ❑ Footing ❑ Drywall, Nailing ❑ Consultation ❑ Foundation ❑ Shear Nailing ❑ Groundwork ❑ Mechanical ❑ Grid ❑ Struct. Slab ❑ Wood Stove ❑ Rough-in Final ❑ Masonry ❑ Drainage ❑ nsulation 0 Other: INSPECTION 11REPqRT Permit o.: - 1 j Lot 4t I Address: _� t �e Contractor: �07—_o/S Owner: �r Date: APPROVAL ❑ PARTIAL APPROVAL ❑ VIOLATION ❑ CORRECTION REQUESTED ❑ Corrections listed below MUST BE MADE before work can be approved. ❑ Please contact inspector. ❑ Was not able to perform inspection. ❑ CALL 435-0674 FOR RE-INSPECTION - 24 hour notice required. 2 � e_ r S%4027 ,2� Inspector: Date: E OF INSPECTION REQUESTED ❑ Under-floor XDrywall, aming ❑ Gas Piping ❑ Footing Nailing El Consultation ❑ Foundation ear Nailing ❑ Groundwork ❑ Mechanical ❑ Grid ❑ Struct. Slab ❑ Wood Stove ❑ Rough-in ❑ Final ❑ Masonry ❑ Drainage ❑ Insulation 0 Other: INSPECTION REPORT Permit No.:q9— ?S-/ Lot #: Address: J 11,30.g- 14 Contractor: Pr_ QlS`T_ Owner: QVLA�6_e_L� Date: l/—_�2`f—i:� -a-'APPROVAL ❑ PARTIAL APPROVAL ❑ VIOLATION ❑ CORRECTION REQUESTED ❑ Corrections listed below MUST BE MADE before work can be approved. ❑ Please contact inspector. ❑ Was not able to perform inspection. ❑ CALL 435-0674 FOR RE-INSPECTION - 24 hour notice required. ,off ��— Ins Dater 7 TYPE OF INSPECTION REQUESTED ❑ Under-floor Framing ❑ Gas Piping ❑ Footing ❑ Drywall, Nailing ❑ Consultation ❑ Foundation ❑ Shear Nailing ❑ Groundwork ❑ Mechanical ❑ Grid ❑ Struct. Slab ❑ Wood Stove ❑ Rough-in ❑ Final ❑ Masonry ❑ Drainage ❑ Insulation ❑ Other: INSPECTION REPORT • Permit No.� Lot#: Address: 5_'?7;�" At, IVE, Contractor: �r • Owner:- L`�Zn- o Ij Date: PPROVAL ❑ PARTIAL APPROVAL ❑ VIOLATION ❑ CORRECTION REQUESTED ❑ Corrections listed below MUST BE MADE before work can be approved. ❑ Please contact inspector. ❑ Was not able to perform inspection. ❑ CALL 435-0674 FOR RE-INSPECTION -24 hour notice required. Date: nspec or: i��9 TAPE OF INSPECTION REQUESTED ❑ Under-floor Framing ❑ Gas Piping ❑ Footing ❑ rywall, Nailing ❑ Consultation ❑ Foundation ❑ Shear Nailing ❑ Groundwork �chanical t rid ❑ Struct. Slab ❑ Wood Stove Rough-in ❑ Final ❑ Masonry ❑ Drainage ❑ Insulation 0 Other: INSPECTION REPORT Permit No.: 3S Lot#: Address:/7.3C. Q6,,� Contractor: ' I`,-6`- 7.71 Owner: Date: ❑ APPROVAL ❑ PARTIAL APPROVAL ❑ VIOLATION CORRECTION REQUESTED ❑ Corrections listed below MUST BE MADE before work can be approved. ❑ Please contact inspector. ❑ Was not able to perform inspection. ❑ CALL 435-0674 FOR RE-INSPECTION -24 hour notice required. z� Inspec Date: T OF INSPECTION REQUESTED ❑ Under-floor Framing ❑ Gas Piping ❑ Footing ❑ rywall, Nailing ❑ Consultation ❑ Foundation ❑ Shear Nailing ❑ Groundwork ❑ Mechanical ❑ Grid ❑ Struct. Slab ❑ Wood Stove ❑ Rough-in ❑ Final ❑ Masonry ❑ Drainage ❑ Insulation ❑ Other: I` INSPECTION REPORT n Permit No.: 5-/& Lot#: Address: 171403 59'rw AVE- Contractor: at-KeA Owner: 1u Date: / i i 35 —572 ,a-A-15-P-ROVAL ❑ PARTIAL APPROVAL ❑ VIOLATION ❑ CORRECTION REQUESTED ❑ Corrections listed below MUST BE MADE before work can be approved. ❑ Please contact inspector. ❑ Was not able to perform inspection. ❑ CALL 435-0674 FOR RE-INSPECTION -24 hour notice required. Inspec Date: TYPE OF INSPECTION REQUESTED ❑ Under-floor ❑ Framing ❑ Gas Piping ❑ Footing ❑ Drywall, Nailing ❑ Consultation ❑ Foundation ❑ Shear Nailing ❑ Groundwork ❑ Mechanical j id ❑ Struct. Slab ❑ Wood Stove Rough-in ❑ Final ❑ Masonry ❑ Drainage ❑ Insulation ❑ Other: INSPECTION REPORT Permit No.: Lot#: Address: 30 9�' U Contractor: 2 ^ w Owner: t� — Date: APPROVAL ❑ PARTIAL APPROVAL ❑ VIOLATION ❑ CORRECTION REQUESTED ❑ Corrections listed below MUST BE MADE before work can be approved. ❑ Please contact inspector. ❑ Was not able to perform inspection. ❑ CALL 435-0674 FOR RE-INSPECTION - 24 hour notice required. Inspector: - Date: TYOE OF INSPECTION REQUESTED ❑ nder-floor ❑ Framing ❑ Gas Piping Footing ❑ Drywall, Nailing ❑ Consultation Foundation ❑ Shear Nailing ❑ Groundwork ❑ Mechanical ❑ Grid ❑ Struct. Slab ❑ Wood Stove ❑ Rough-in ❑ Final ❑ Masonry ❑ Drainage ❑ Insulation ❑ Other: CITY OF :PkRL_ 1NC3-r0N CONOYRUC-TION PERMIT PERMIT No- Owner: SMOKEY P 9�k, r 5 Vr. Value of Work: ',_`32j,657.00 Tax ID: f1231A05-.4-QA1Lf1j1-0oO6 Phun, ,-� 360 435_5_737 Descri";. Work: N- ' CnN!Q7RUr-TT Proposed Use: T . _C,11 REIPPI"'k WELDING OR OPF-N !`LP"f!E RSEQUIKE:,)i Legal UescriptiGT) Job Address: i71305 59TH AVE NE Contractor's Name Type Address License# BLUE RIBLM STEEL BUILDINGS 'EN 47 '; N. BLUERSBIOILL P E R M I T F E E S Equipment and Fixtures Number Fee Total Charge PLUMBING FIXTURES 9 $7.00 $6,3.LAO S U B T 0 T A L... ... $63.00 TOTALS Fee Permit Fee t,.5 --. - Site Civil We fify8Cht0,00 F,i x t,u r Plan Fee 1,@za.96 Park i'yltitigatjur� A Wonu.. 70 1 Plumb Permit e,23. ot TOTAL FEE.. . . . ....... .. ... PAYMET AND 4ED THIS APPLICATION AND NIS...... ....... . . . .. 3AMv TO BE -RUE AND -CDR- ')ND TOTAL DUE. .... . . . .... . .. .. $12,263.76 Pf' TSIONS n= 1 n"L 01: :R S , Smokey Point Distributing, Inc. Building Permit MJB Design 1301 N. Lake Stickney Dr. Lynnwood, WA 98037 (425) 743-0314 #664 ARCHITECT OR DESIGNER MAIL ADDRESS CITY ZIP PHONE LICENSE# Pacific Mobile P.O. Box 1404 Chehalis, WA 98532 (800) 225-6539 #PACIFMS033DC ARCHITECT OR DESIGNER MAIL ADDRESS CITY ZIP PHONE LICENSE# Blazer Industries, Inc. P.O Box 489 Aumsville, OR 97325 (503)-749-1900 #CC01 BLAZE11156MS BLDG MANUFACTURER MAIL ADDRESS CITY ZIP PHONE LICENSE# Blue Ribbon 47 Alder Lane Mt. Vemon, WA 98273 (360) 424-9016 #BLUERSB101 LL BLDG MANUFACTURER MAIL ADDRESS CITY ZIP PHONE LICENSE# Hardwick Electric, Inc. 12529 44th St. N.E Lake Stevens, WA 98258 (425) 334-7306 #HARDWE1023LC MECHANICAL MAIL ADDRESS CITY ZIP PHONE LICENSE# TNT Construction 10708 Holly Drive Everett. WA 98204 (425) 353-4994 #17CON111 M1 CONTRACTOR MAIL ADDRESS CITY ZIP PHONE LICENSE# RFcRj Vj JUN 16 1999 a rnk 1 _ I I 1 SITE ADDRESS & LEGAL DESCRIPTION Street Address: The site is located at 17403 59P Avenue ME and 172d Street N.E. Assessor's Property Tax Parcel Account Number: 223105-4-016-0006. Legal Description: All that portion of the west three fourths of the west half of the Southwest quarter of the Southeast quarter of Section 22, Township 31 North, Range 5 East, W.M., Being more particularly described as follows: Lot 3 of Short Plat recorded under Auditor's File no. 9608015001, Records of Snohomish County, Washington. Together with the North 100.00 feet of lot 1 of said Short Plat. Also, together with the North 100.00 feet of lot 2 of said Short Plat. Situate in the County of Snohomish, State of Washington. V FD JuN� 6 C/jyOF 19 99 '��C/N,,3 7oN ✓141 VFp SMOKEY POINT DISTRIBUTING clj-k B 1999 ENGINEERS CONSTRUCTION ESTIMATE q&4/4%, QUANITITIES INCLUDE LABOR N UNIT UNIT TOTAL ITEM OFFSITE QUANTITY MEASURE PRICE PRICE WATER 1 FIRE HYDRANT ASSEMBLY(SP#W1) 1 EACH 2,500.00 2,500.00 2 8"GATE VALVE ASSMEBLY 2 EACH 1,000.00 2,000.00 3 8"WATER LINE PER CITY SPEC 438 LF 22.50 9,855.00 4 8"X8"X8"TEE(SP#W3) 2 EACH 600.00 1,200.00 5 8"CONNECTION TO EX.WATER 1 EACH 350.00 350.00 SEWER 10"PVC PER CITY SPEC 432 LF 35.00 15,120.00 CONNECTION TO EXISTING 1 EACH 400.00 400.00 SEWER MANHOLE ASSEMBLY(SP#S1) 2 EACH 2,500.00 5,000.00 10"END CAP 1 EACH 25.00 25.00 10"X6"X10"TEE 1 EACH 40.00 40.00 SITE WORK GRADING 30 CY 4.00 120.00 TOTAL OFFSITE 36,610.00 ONSITE GENERAL MOBILIZATION 1 SITE 15,000.00 15,000.00 WATER FIRE HYDRANT ASSEMBLY(SP#W1) 3 EACH 2,500.00 7,500.00 8"WATER LINE PER CITY SPEC 445 LF 22.50 10,012.50 2"DOMESTIC LINE PER CITY SPEC 210 LF 15.00 3,150.00 2"DOMESTIC SERVICE COMPLETE(SP#W10, 13) 1 EACH 1,000.00 1,000.00 SEWER 6"PVC PER CITY SPEC. 294 LF 25.00 7,350.00 SEWER MANHOLE ASSEMBLY(SP#S1) 1 EACH 2,500.00 2,500.00 6"CLEANOUT(SP#S11) 4 EACH 300.00 1,200.00 6"45 DEGREE BEND 1 EACH 18.00 18.00 STORM 12"PVC STORM PIPE 22 LF 20.00 440.00 TRASH RACK(SP#SD12) 1 EACH 100.00 100.00 STORM MANHOLE ASSEMBLY(SP#SD4) 1 EACH 2,500.00 2,500.00 OIL/WATER SEPARATOR(SP#SD8) 1 EACH 400.00 400.00 RIPRAP OUT LET 1 EACH 350.00 350.00 1 y SITE WORK GRADING 3990 CY 4.00 15,960.00 PORTLAND CEMENT ROLL OUT PAD 885 SY 9.00 7,965.00 PAVEMENT 2372 SY 12.00 28,464.00 CRUSHED GRAVEL, PIT RUN(INCL.HAUL) 2729 CY 13.50 36,841.50 LANDSCAPING 1 SITE 9,400.00 9,400.00 T.E.S.C.MEASURES FILTER FENCE(INSTALLED) 310 LF 3.00 930.00 STRAW BALE BARRIER 1 EACH 150.00 150.00 CONSTRUCTION ENTERANCE(SP#G12) 1 EACH 2,000.00 2,000.00 TOTAL ONSITE 153,231.00 BUILDING COSTS OFFICE BUILDING $165,701.81 MAINTENANCE SHOP $198,241.90 TOTAL 553,784.71 JUN C�l"Y pF � Ig99 gRC�N% M BUILL�IG PERTV T APPLICATION CHECKLIST RES & DUPLEX COMM & IND APPLICATION APPLICATION SITE PLAN SITE PLAN ARCH. DRAWINGS ARCH. DRAWINGS STRUCT DRAWINGS STRUCT DRAWINGS LEGAL DESCRIPTION t,00 , LEGAL DESCRIPTION ENERGY CALCS ENERGY CALCS STORM DRAINAGE STORM DRAINAGE SEPTIC TANK DESIGN ✓ SEPA CHECKLIST UTII.ITY DRAWINGS STRUCT CALCS Three ( 3 ) copies of each are required Four ( 4 ) copies of each are required for application for application ZONING SETBACKS: FRONT USE REAR LOT COVERAGE SIDE PERIM TRACING Name: I Permit#: Project Type: end o Date Received DISTRIBUTED RETURNED DISTRIBUTED RETURNED - Public Works Engineering g'9J Fire Dept John Farrens Date returned for corrections Date resubmitted with corrections Date ready to issue: Date issued: Buildlformslchecklst .,, . f r . , ,.. 238 N.Olympic Ave Arlington,WA 98223 _ Phone:(360)403-3512 City of Arlington Fax(360)403-3447 Fmc To: John Burkholder From: Paul A. Richart, PE Fax: 425-252-9551 Date: March 22,2000 Phone• 425-252-2826 Pages: 2 Re: Smokey Point Dist. CC: Marc Hayes rge ❑ Please Comment ❑ Please Reply 0 For Your Use -Comments: After our discussion yesterday, I received the attached memo. The memo had been waiting on clarification on the wash rack. Your letter of March 10"' sufficiently addresses this concern and Item No.6 on the attached memo is no longer a concern. Please give me a call with any questions. Paul fi.: ,�, I �, _ - ., MEMO Date: March 2, 2000 To: Paul Richart From: Debbie Maroon Subject: Smokey Point Distributing—Office and Shop Buildings Storm Drainage Calculations Review As requested,we have completed our review of the resubmitted documents for the above referenced project. The documents reviewed include(1)Modified Grading and Infiltration Basin Plans for Smokey Point Distributing—Sheets 1 through 2 of 2, and(2)Drainage Calculations for the Revised Infiltration Basin, Smokey Point Distributing,both prepared by Higa Engineering,Inc.,both dated January 12,2000. Below please find a list of our comments/concerns: 1. With the additional information provided we have been able to duplicate the results obtained by Higa for the sizing of the retention facilities. 2. The engineer now proposes a 17-foot wide infiltration trench with three 6-inch pipes. The engineer has not provided,per our previous review, calculations proving that the three 6-inch pipes have sufficient perforations to evenly discharge runoff to the entire width of the trench. 3. The calculations provided for the bioswale do not agree with the length of bioswale shown on the drawings. The calculations show the bioswale to be 105 feet long, but the drawings show two 55-foot long bioswales. According to the Ecology manual the minimum length of bioswale allowed is 100 feet. The bioswale will have to be re-designed per Ecology requirements, including required freeboard. 4. There are two notes on sheet 1 that refer to details on sheet 1; however, the details are actually shown on sheet 2. The two notes both refer to the bioswales. 5. A note has been added to the drawings that states "Equipment shall not overhang the infiltration basin". We feel that the note should be revised to state "Equipment shall not overhang the infiltration basin or the biofiltration swale". 6. According to the letter from Bryant Mercil at Higa Engineering, it is their understanding that any washing of vehicles will occur inside the shop building. Unless the building has floor drains we are not sure where the wash water would go. It is our understanding that the City does not allow the discharge of wash water to the sanitary sewer system. If the building does have floor drains it appears that based on the grades they must discharge to the sanitary sewer. If you have any questions,please call. E smokeypointdi streview4(fromET) IGA ' E N G I N EE R1N G,,I N C 1721 Hewitt Avenue ■ Suite 401 ■ Everett, Washington 98201 ■ 1425) 252.2826 ■ fax: 252-9551 RECEIVED October 1, 1999 OCT 4 - 1999 Mr. Dave Anderson City of Arlington CITY OF ARLINGTON Building Department 238 North Olympic Avenue Arlington, Washington 98223 Re: Final Submittal of Smokey Point Distributing Plans Dear Dave: Attached with this letter is the final submittal of Smokey Point Distributing plansets. The changes to these plansets occurred after the Planning Commission review and involve only driveway and landscape buffers. No changes have occurred to stormwater facilities. I believe that we have resolved all of the issues with Earth Tech on stormwater, and have addressed Planning Commission requirements. If you have any questions regarding this submittal, feel free to call me here at Higa Engineering, Inc. Sincerely, Higa Engineering, Inc. ohn W. Burkholder Director of Planning cc: John Berry I • 'I ' ,• c '� r NGT Cityf Arlington o g o Planning and Community Development �S�IN G� N, r September 9, 1999 Mr. John Berry Smokey Point Distributing, Inc. 19430 59"' Avenue NE Arlington, Wa. 98223 Subject: Revisions Needed to the Site Plan & Related Items that need to be prepared or Developed to Continue the Review Process for the Proposed Smokey Point Distribution Facility. Project No. MJ-99-117 Dear Mr. Berry; As per our telephone discussion yesterday, the site plan for the proposed distribution facility needs to be revised to reflect the existing condition of the southern driveway for the CDI facility. The site plan submitted on September P shows 55.5 feet from the existing CDI driveway and the proposed Smokey Point Distributing northern driveway. This dimension is acceptable, except the site plan shows 42.5 feet from your property line to the south edge of pavement of the CDI driveway. Field measurements on 9/7/99 show 25 feet+/-to the edge of pavement from your property line. The CDI drive is 57 feet in width, not 35 feet as shown on the site plan. Have the site plan revised to relocate your proposed drive 25 feet south of the northern property line to accomplish 50 feet between the driveways. There are several requirements that need to be completed that were listed in the MDNS that you signed and returned to our office on August 3 1" and they are; 1. The site plan shall reflect the ten(10) foot wide utility easement along the east property line and relocation of the stormwater infiltration basin to accommodate this easement. The storm drainage plan has to reflect this revision. Your consultants are currently revising the storm drainage plan, so this revision can easily be accomplished at this time. See page 2, under Water, Item 1 of the MDNS. 2. "A detention facility shall be constructed and operational to handle on-site run-off prior to any farther stripping of the site for development", as per Item No. 2 on page 2 of the MDNS. The placement of the office building on-site with foundation work required the temporary facility to be put in place. - Page 1 of 2 C.My DocumentSmPtDistRevisions Needed9999 238 North Olympic Ave. . Arlington, WA 98223 . 360-435-0724 . 360-435-3906 fax Y i t i � i i F 3. "The developer shall provide the City of Arlington with a down stream analysis for the stormwater run-off', as per Item No. 4 on page 2 of the MDNS, or have the stormwater consultant sign off that the analysis is not needed due to the proposed site infiltration for stormwater. We will then delete this item from the list of conditions. Another item that has been brought to our attention by public works, is the conflict between the required ten(10) foot utility easement along the east property line and the required five(5) feet of landscaping along this same property line. We would suggest that the required landscaping along the east property line, (the five (5) foot width with a length of 425 feet represents 2125 square feet of landscaping), be relocated to one of the following locations; • A more visible location nearer 591h Avenue NE, to possibly compliment the office building. • Be developed as an expansion of the front yard or side yard landscaping. • Moved west of the utility easement along the east property line and possibly encircle a portion of the stormwater infiltration basin. As the site plan is revised to reflect the relocated or revised landscaping from the east property line, the site plan needs to label the required ten(10) foot of landscaping along the R.O.W. dedication line adjacent to 591h Avenue. Another item that remains a conflict is the dimensions of the site do not match the dimensions of the BLA that was approved for the site in June. While the differences or minor( less than a foot on three sides of the site),they need to be the same. The original master permit application did not reflect that the permit was for a major development as required in Chapter VII, Section C.l.d. of the Uniform Development Code. Please remit a payment of$400.00 for the required fee for the Major Development Permit. These items need to be accomplished as soon as possible to continue our review of the project and have the Planning Commission review the project at their September 21st meeting. If you have any questions or concerns, give me a call at 403-3435. Sincerel , dward F. Davis AI Senior Planner C. John Burkholder/Higa Engineering, Inc. Director of Public Works/Earth Tech consultants &Building Official Page 2 of 2 C.My DocumentSmPtDistRevisions Needed9999 i t PROJECT ENVIRONMENTAL 1VITTIGATION AGREEMENT Smokey Point Distributing, Inc. Project # MJ-99-117 July 30, 1999 SEPA 285 This agreement is entered into by and between the City of Arlington, a municipal corporation, hereinafter referred to as the "City,,, and Smokey Point Distributing, Inc. herein after referred to as the "Developer". WHEREAS, this agreement is executed pursuant to Chapter 43.21 RCW, the State Environmental Policy Act (SEPA), and Chapter VII of Arlington's Unified Development Code, to provide for mitigation of existing and known environmental impacts associated with the development hereinafter described. This agreement is a voluntary agreement entered into pursuant to the statutes of the State of Washington. This agreement does not preclude any evaluation and determination by the City upon later actions or proposals undertaken by the Developer which may require a determination of significance and environmental review under SEPA and WHEREAS, the Developer is proposing to construct a Distribution Facility, consisting of an office, shop and parking area on a 4.5 acre site and WHEREAS, the Responsible Official has made findings that the proposed development will result in the following probable significant adverse impacts to the environment; Need mitigation for detention of storm water run-off resulting from impervious surfaces (i.e. buildings, driveways and parking surfaces). Need for provision of water and sewer utilities to and through the site to serve this project and those, which may occur. , 4 Teed for improvements to 59' Avenue and SR 531 (172°d St. NE) to facilitate the full tilization of the site as proposed. eed for mitigation of related impacts as shown by specific category. q, qq fEREFORE, the City and the Developer agree that the following mitigation measures by the Developer to ensure that probable significant adverse environmental impacts )osed project are minimised or eliminated: Earth 1) An engineered Temporary Erosion and Sediment Control Plan(MCP) shall be submitted for review and approval by the Department of Public Works prior to any site grading or construction. These plans shall be designed to the Stormwater Management Manual for the Puget Sound Basin (The Technical Manual) and AMC 16.10 Stormwater Management. The Stormwater detention facility shall be developed on-site or in conjunction with a regional facility for multiple sites. rruti.doc Page 1 of 4 .. 1 I I Air 1) The Department of Public Works will monitor construction of project improvements and the developer will be required to comply with air quality control practices relating to their work. 2) Watering of the construction site shall be utilized to reduce dust during dry time periods. Water 1) The applicant for review and approval shall submit an engineered Storm Drainage Plan to the Department of Public Works prior to any site grading or construction plan approval. This Plan will be designed and constructed in accordance with the Department of Ecology's Storm Water Management Technical Manual and City Standards. These requirements are quite complex and require detailed engineering by a specialist in stormwater engineering to avoid delays in the process. 2) A detention facility shall be constructed and operational to handle on-site run-off prior to any farther stripping of the site for development of adjacent roadway section, driveways, parking areas, building sites and utility installation. 3) The private stormwater drainage/detention system shall be designed per City standards and shall be on-site or developed as a regional system with adjacent properties. 4) The Developer shall provide the City of Arlington with a down stream analysis for the stormwater run-off. This shall be submitted at the time of construction plan submittal. Plants 1) The applicant will work in direct contact with the Department of Public Works to address any staging process that may require hydro-seeding, to reduce stormwater runoff. 2) There shall be landscaping of five (5) feet along the interior property lines as per UDC. 3) A landscape detail including plant size and quantity shall be submitted for review. EnerZy and Natural Resources 1) The developer shall coordinate with Cascade Natural Gas Company to reduce potential damage to streets during the project and future installations. This coordination shall help reduce damage to the development, once Final approval is sought. Environmental Health 1) Construction hours shall be limited from 7 AM to 7 PM. Aesthetics 1) To reduce esthetic impacts, there shall be required the installation and maintenance of slats in any existing and proposed permanent chain link fencing. rifitiAm Page 2 of 4 +i ' - I Light and Glare 1) Proposed lighting of the parking areas shall be shielded to avoid interfering with flight operations. Recreation 1) Compliance with the UDC, Chapter XI, Section B.4, the applicant shall pay five cents ($ 0.05) per square foot of land on the approved site plan for the proposed facility. Total square feet in the site is 196,774, at$0.05 per square foot, the park impact mitigation is $ 9,838.70. Historical and Cultural Preservation 1) Should any archeological materials be found, then appropriate agencies shall be contacted and measures taken to preserve the materials and the site. Transportation 1) Frontage street improvements to 59th Ave. NE shall be required as per Public Works and may include but are not limited to curb, gutter, sidewalk, and storm drainage. Any work to 59th Ave. NE will require the reconstruction of affected portion of the street to current standards and shall comply with adopted street improvements. 2) The existing condition of 59 h Avenue NE has been documented and any damage to 591h Ave. will require repair to current standards. 3) The north and south entrance drives shall be relocated to provide for the required five (5) feet of landscaping along the property lines as per the UDC. The proposed northern driveway shall be relocated south as required by Public Works to provide an adequate safe distance from the existing driveway on the adjacent property. The southern edge of the existing driveway is approximately 12 to 15 feet from the Smokey Point Distributing northern property line. 4) There shall be R.O.W. dedicated on 59b Avenue NE. to accommodate street widening for the proposed development as required by the Public Works Department. 5) Traffic mitigation shall be paid to the Washington State Department of Transportation for improvement to SR531 (172' Street East) as per WSDOT's letter of 7/30/99; (see attached copy with FAX cover sheet). Utilities 1) All utilities to be constructed shall conform to current edition of the City of Arlington's Public Works Construction Standards and Specifications. 2) Installation of public sanitary sewer to serve the site shall be required. No on-site septic system shall be allowed. miti.doc Page Yof 4 „� • ti 1 1 I 3) A ten (10) foot wide utility easement along the east property line shall be required to be dedicated for utility purposes. Property Owner -John Berry State of Washington) ) ss County of Snohomish) On this day personally appeared before me a to me known to be the individual ` described in and who executed the within a foregoing instrument, and acknowledged that tsigned the same as free and voluntary act and deed for the uses and purposes therein mentioned. Given under my hand and official seal this day of, 1999. V /) , 0,— NOTARY PUBLIC in and f4 the State of Washington residing at (), ' , My appointment expires ! / % , - City . f Axiingtori- Cliff Strong i Responsible O State of Washington) ) ss County of Snohomish) On this day personally appeared before me, to me known to be the individual described in and who executed the within and foregoing instrument, and acknowledged that signed the same as free and voluntary act and deed for the uses and purposes therein mentioned. Tit- Given under my hand and official seal this day of 1999. Q� \ON$ �� F.O ��r� ,yam y� N LIC in an for a of Washington -c NOTARY N o residing EFD/SMPTDMIT 2E My appointment expires y PUBLIC ) �3-t3-2000 � mir;.doe OF W Page 4 df 4 _ :.: � : 1 PROJECT ENVIRONMENTAL MITIGATION AGREEMENT Smokey Point Distributing, Inc. Project # MJ-99-117 July 30, 1999 SEPA 285 This agreement is entered into by and between the City of Arlington, a municipal corporation, hereinafter referred to as the "City,,, and Smokey Point Distributing, Inc. herein after referred to as the "Developer". WHEREAS, this agreement is executed pursuant to Chapter 43.21 RCW, the State Environmental Policy Act (SEPA), and Chapter VH of Arlington's Unified Development Code, to provide for mitigation of existing and known environmental impacts associated with the development hereinafter described. This agreement is a voluntary agreement entered into pursuant to the statutes of the State of Washington. This agreement does not preclude any evaluation and determination by the Ciry upon later actions or proposals undertaken by the Developer which may require a determination of significance and environmental review under SEPA and WHEREAS, the Developer is proposing to construct a Distribution Facility, consisting of an office, shop and parking area on a 4.5 acre site and WHEREAS, the Responsible Official has made findings that the proposed development will result in the following probable significant adverse impacts to the environment; 1. Need mitigation for detention of storm water run-off resulting from impervious surfaces (i.e. buildings, driveways and parking surfaces). 2. Need for provision of water and sewer utilities to and through the site to serve this project and those, which may occur. 3. Need for improvements to 59' Avenue and SR 531 (172nd St. NE) to facilitate the full utilization of the site as proposed. 4. Need for mitigation of related impacts as shown by specific category. NOW, THEREFORE, the City and the Developer agree that the following mitigation measures shall be employed by the Developer to ensure that probable significant adverse environmental impacts created by the proposed project are minimized or eliminated: Earth 1) An engineered Temporary Erosion and Sediment Control Plan (TESCP) shall be submitted for review and approval by the Department of Public Works prior to any site grading or construction. These plans shall be designed to the Stormwater Management Manual for the Puget Sound Basin (The Technical Manual) and AMC 16.10 Stormwater Management. The Stormwater detention facility shall be developed on-site or in conjunction with a regional facility for multiple sites. nud.doc Page f of 4 +Y c' 1 .. Air 1) The Department of Public Works will monitor construction of project improvements and the developer will be required to comply with air quality control practices relating to their work. 2) Watering of the construction site shall be utilized to reduce dust during dry time periods. Water 1) The applicant for review and approval shall submit an engineered Storm Drainage Plan to the Department of Public Works prior to any site grading or construction plan approval. This Plan will be designed and constructed in accordance with the Department of Ecology's Storm Water Management Technical Manual and City Standards. These requirements are quite complex and require detailed engineering by a specialist in stormwater engineering to avoid delays in the process. 2) A detention facility shall be constructed and operational to handle on-site run-off prior to any farther stripping of the site for development of adjacent roadway section, driveways, parking areas, building sites and utility installation. 3) The private stormwater drainage/detention system shall be designed per City standards and shall be on-site or developed as a regional system with adjacent properties. 4) The Developer shall provide the City of Arlington with a down stream analysis for the stormwater run-off. This shall be submitted at the time of construction plan submittal. Plants 1) The applicant will work in direct contact with the Department of Public Works to address any staging process that may require hydro-seeding, to reduce stormwater runoff. 2) There shall be landscaping of five (5) feet along the interior property lines as per UDC. 3) A landscape detail including plant size and quantity shall be submitted for review. Ener_w and Natural Resources 1) The developer shall coordinate with Cascade Natural Gas Company to reduce potential damage to streets during the project and future installations. This coordination shall help reduce damage to the development, once Final approval is sought. Environmental Health 1) Construction hours shall be limited from 7 AM to 7 PM. Aesthetics 1) To reduce esthetic impacts, there shall be required the installation and maintenance of slats in any existing and proposed permanent chain link fencing. miti.&c Page 2 of 4 Light and Glare 1) Proposed lighting of the parking areas shall be shielded to avoid interfering with flight operations. Recreation 1) Compliance with the UDC, Chapter XI, Section B.4, the applicant shall pay five cents ($ 0.05) per square foot of land on the approved site plan for the proposed facility. Total square feet in the site is 196,774, at$0.05 per square foot, the park impact mitigation is $ 9,838.70. Historical and Cultural Preservation 1) Should any archeological materials be found, then appropriate agencies shall be contacted and measures taken to preserve the materials and the site. Transportation 1) Frontage street improvements to 59th Ave. NE shall be required as per Public Works and may include but are not limited to curb, gutter, sidewalk, and storm drainage. Any work to 59th Ave. NE will require the reconstruction of affected portion of the street to current standards and shall comply with adopted street improvements. 2) The existing condition of 59' Avenue NE has been documented and any damage to 59ie Ave. will require repair to current standards. 3) The north and south entrance drives shall be relocated to provide for the required five (5) feet of landscaping along the property lines as per the UDC. The proposed northern driveway shall be relocated south as required by Public Works to provide an adequate safe distance from the existing driveway on the adjacent property. The southern edge of the existing driveway is approximately 12 to 15 feet from the Smokey Point Distributing northern property line. 4) There shall be R.O.W. dedicated on 59"Avenue NE. to accommodate street widening for the proposed development as required by the Public Works Department. 5) Traffic mitigation shall be paid to the Washington State Department of Transportation for improvement to SR531 (172'Street East) as per WSDOT's letter of 7/30/99; (see attached copy with FAX cover sheet). Utilities 1) All utilities to be constructed shall conform to current edition of the City of Arlington's Public Works Construction Standards and Specifications. 2) Installation of public sanitary sewer to serve the site shall be required. No on-site septic system shall be allowed. miti.doc Page 3'of 4 t : 3) A ten (10) foot wide utility easement along the east property line shall be required to be dedicated for utility purposes. Prdperty Owner - John Berry State of Washington) ) ss County of Snohomish) On this day personally appeared before me -� .�. 1 to me known to be thtsigned vidual described in and who executed the within an` foregoing instru ' ent, and acknowledged that the same as free and voluntary act and deed for the uses and purposes therein mentioned. Given under my hand and official seal this d_y of, 1999. �z "') % 2,,.- �--�V j-( I/\- NOTARY PUBLIC in and f&the State of Washington residing at r, My appointment expires, .7 City . f Arlingto -Cliff Strong Responsible O i State of Washington) ) ss County of Snohomish) On this day personally appeared before me., to me known to be the individual described in and who executed the within and foregoing instrument, and acknowledged that signed the same as free and voluntary act and deed for the uses and purposes therein mentioned. Given under my hand and official seal this day of 999. \�g%ON�� F,o N LIC m an for eskaie of Washington NOTARY�y�P residing (�(Z!_\-N G 0 EFD/SMPTDMIT My appointment expires p�BL1C = o A, i3 2000 miti.doc ` OF IN Page 4 df 4 1,1N G T 2 City of Arlington , �►,, I? Planning and Community Development �I' �sRr N G�� September 9, 1999 Mr. John Berry 1n� V � Smokey Point Distributing, Inc. 19430 59`h Avenue NE Arlington, Wa. 98223 qo Subject: Revisions Needed to the Site Plan & Related Items that need to be prepared or Developed to Continue the Review Process for the Proposed Smokey Point Distribution Facility. Project No. MJ-99-117 Dear Mr. Berry; As per our telephone discussion yesterday,the site plan for the proposed distribution facility needs to be revised to reflect the existing condition of the southern driveway for the CDI facility. The site plan submitted on September aid shows 55.5 feet from the existing CDI driveway and the proposed Smokey Point Distributing northern driveway. This dimension is acceptable, except the site plan shows 42.5 feet from your property line to the south edge of pavement of the CDI driveway. Field measurements on 9/7/99 show 25 feet+/-to the edge of pavement from your property line. The CDI drive is 57 feet in width, not 35 feet as shown on the site plan. Have the site plan revised to relocate your proposed drive 25 feet south of the northern property line to accomplish 50 feet between the driveways. There are several requirements that need to be completed that were listed in the MDNS that you signed and returned to our office on August 31s'and they are; 1. The site plan shall reflect the ten(10) foot wide utility easement along the east property line and relocation of the stormwater infiltration basin to accommodate this easement. The storm drainage plan has to reflect this revision. Your consultants are currently revising the storm drainage plan, so this revision can easily be accomplished at this time. See page 2, under Water, Item 1 of the MDNS. 2. "A detention facility shall be constructed and operational to handle on-site run-off prior to any farther stripping of the site for development", as per Item No. 2 on page 2 of the MDNS. The placement of the office building on-site with foundation work required the temporary facility to be put in place. Page 1 of 2 C.My DocumentSmPtDistRevisions Needed9999 238 North Olympic Ave. . Arlington, WA 98223 . 360-435-0724 . 360-435-3906 fait i �v 3. "The developer shall provide the City of Arlington with a down stream analysis for the stormwater run-off', as per Item No. 4 on page 2 of the MDNS, or have the stormwater consultant sign off that the analysis is not needed due to the proposed site infiltration for stormwater. We will then delete t ' item fro he list of conditions. Another item that has been brought to our attention by public works, is the conflict between the required ten (10) foot utility easement along the east property line and the required five (5) feet of landscaping along this same property line. We would suggest that the required landscaping along the east property line, (the five(5) foot width with a length of 425 feet represents 2125 square feet of landscaping),be relocated to one of the following locations; • A more visible location nearer 59`h Avenue NE, to possibly compliment the office building. • Be developed as an expansion of the front yard or side yard landscaping. • Moved west of the utility easement along the east property line and possibly encircle a portion of the stormwater infiltration basin. As the site plan is revised to reflect the relocated or revised landscaping from the east property line, the site plan needs to label the required ten(10) foot of landscaping along the R.O.W. dedication line adjacent to 591h Avenue. Another item that remains a conflict is the dimensions of the site do not match the dimensions of the BLA that was approved for the site in June. While the differences or minor( less than a foot on three sides of the site), they need to be the same. The original master permit application did not reflect that the permit was for a major development as required in Chapter VII, Section C.Ld. of the Uniform Development Code. Please remit a payment of$400.00 for the required fee for the Major Development Permit. These items need to be accomplished as soon as possible to continue our review of the project and have the Planning Commission review the project at their September 21"meeting. If you have any questions or concerns, give me a call at 403-3435. W Davis AI Senior Planner C. John Burkholder/Higa Engineering, Inc. Director of Public Works/Earth Tech consultants &Building Official Page 2 of 2 C.My DocumentSmPtDistRevisions Needed9999 H IGA ENGINEERING, INC. 1721 Hewitt Avenue ■ Suite 401 ■ Everett, Washington 98201 ■ (425) 252-2826 ■ fax: 252-9551 August 24, 1999 To: Dave Anderson Building Inspector City of Arlington Arlington, WA 98223 RE: Smokey Point Distributing—Office and Shop Buildings Storm Drainage Calculations Review Dear Mr. Anderson, The following letter is an item by item answer to all the questions and comments you posed in you comment letter dated July 30, 1999 Item one: The project site is located within the Quilceda/Allen Watershed. The plan prepared for the watershed identified the Quilceda/Allen watershed as a public resource to be managed and enjoyed by a variety of watershed users. In order to address problems within the basin, the plan has outlined management recommendations. According to the study, these management recommendations will best maintain the salmon resources, protect water quality, and prevent flooding. The design of the project should be in accordance,-to the extent possible, with the management recommendations outlined in the plan. The most critical recommendations are those shown as High Priority in the plan. The designer needs to review the plan and verify the proposed design complies. Notes from the plans have been addressed in their own sections after the written comments. Item two: Section III-3.3 of the Ecology Manual requires that the bottom of the infiltration pond be located at least three feet above the seasonal high water or impermeable layer. The location of the soils logs dug for the pond is not shown on the drawings, but the existing ground in the area of the infiltration pond is approximately elevation 129. According to the soils report provided, the water table is approximately S.3 feet lower than the existing ground. Therefore, the bottom of the pond should be at 126.7 (29-2.3)As currently designed, the bottom of the pond is at elevation 126.0. The location of the soils log should be shown on the plans so that the ground elevation can be determined and consequently, the level of the ground water. Revisions to the pond may have to be done based on the ground water level. w"1 44'The pond in question has been moved on site to the southeast corner of the lot. On O August 13, 1999 a Geotechnical engineer was retained and completed two test pits in / the area of the new infiltration pond. The pond has been redesigned with the � w �q L%' /y . _ I � r' _ _ - � � i 1 � ' � i .� � I ,. 1 �, . 1 .. � � r . � � � . • \ seasonal high water mark for this location in mind.A copy of the report issued by the Geotechnical engineer is attached to the revised drainage report. The locations of the test pits have been shown on the plans. Item three: Volume IV of the Ecology manual provides BMP's for various urban Land uses. From the information presented within the storm report it appears that this site would fall under X-2.3.5 Retail/Wholesale vehicle and equipment dealers and IV-2.4.3 Equipment repair. The present design does not include many of the BMP's defined within those sections. However, section IV--2.3.5 requires that runofffrom "outside equipment storage and maintenance areas" be treated with an API or CPS-type oil/water separator. This requirement may be extremely difficult to meet on this site due to flat grades, the use of gravel surfacing and relatively shallow ground water. r a conversation with Ms. Maroon it has been established that an oil/water separator would be of limited use on this site because of it's slight slope. Maintenance shall occur only in the shop building. This now being the case, an oil/water separator is now not needed on this site. A spill control type oil/water separator will still be installed in the catch basin prior to entry into the infiltration pond. Item four:From the description provided of the proposed uses of this site, it appears that vehicle washing may occur on the site. Section IV-4.2 of the Ecology manual has requirements for areas where vehicle washing will occur. This section requires that all wash water pass through an API or CPS oil/water separator prior to being discharged to sanitary sewer system. It is our understanding that the City of Arlington does not allow the discharge of wash water to the sanitary sewer system and therefore, the designer will have to propose a different method of disposal of wash water if, in fact vehicle washing will occur on the site. No vehicle washing will occur on this site. This is not an issue any longer. Item five:Ecology manual requires that an overflow route be shown should the pond overflow. This needs to be added to the drawings. An overflow route shall be shown. It should be noted however that the landscape buffer is bermed 1 to 1.5 feet. This creates a retaining wall increasing the available v� depth of the infiltration pond. If the pond were to overflow it would first fill the Sparking area and then flow into the roadside ditch in the right of way. Item six:Provide maintenance requirements for privately maintained storm drainage facilities. These requirements will be detailed in the revised drainage report. c I ��. ' Notes from the Plan set. Sheet 2 of 5 Item:Spot Elevations required at match points to 5,0 Avenue. Contractor shall match existing grade at these locations, a note has been added that effect (#20) Item:Show existing swales in the right of way. Existing swale has been added to the plans Item:Provide a detail for swale at 0.5%and detail for swale entrance to bioswale. This is a poor request as such details are not useful for a gravel surface. If this we a concrete or asphalt pavement surface then the request for these details would be warranted. Item:Provide a legend. 'T VV � {�U� ull� ll however it would only incr • Providing a legend may seem useful initially, y ri visual clutter in this already busy drawing. Buffers and pavement areas are labeled l as such with the details for their sections on this sheet. It is the opinion of the engineer that a legend would be of marginal benefit. Item:A note on the right hand margin of the sheet requests clarification of the grading `� (l for the landscape buffer. 1 - The landscape plan (sheet 5), note (#10) states that the landscape buffer shall be bermed one to one and one-half feet above the existing ground. Note number 13 on .this sheet states the contractor shall maintain a minimum 2' grading setback without written permission from the adjacent property owner. Lastly, no grading is shown on adjacent property. Sheet 3 Item:Provide access to the bottom of the pond W 2l• f 5�0 �y The pond is two feet deep,three feet at the most. The sides are sloped at 314 to 1V. This is very accessible with a standard backhoe. Providing an access road would not be useful as it can be accessed from almost anywhere along its perimeter. Item:Provide calculations showing the bioswale functions as a drainage swale during more than a 6-month, 24-hour design storm. The calculations for the design of the bioswale were shown in the appendix of the initial drainage report. To show calculations that a drainage ditch functions like a ditch would be redundant. If the pipes at the end of the ditch area designed to handle the 100-year storm, then the ditch should not be a problem on it's own. No erosion should occur due to its mere 1 percent slope. i � i i i i �: �.� i Item:give an elevation for the Rim of the Catch Basin. ' This has been done. I Item:Label the width of the riser pipe. his has been done. O� Sincerely, Hi Engineering Ian Norfolk, E.I.T. .. �: .. -' � I I A-0 CITY OF ARLLVGTO�V Planning and Corrznztinity Development Wz J Utilities Prior to Development Approvals for the )int Distributing Facility at 1730559TH Avenue NE, with the installation of off-site utilities prior to the approval by the A development has been positively considered by the public nents. Approval of your request will be granted based on your full s g undera,u. me reason your protect i not ranted approval by the city, that you will assume full ��; lity of the costs of the investment in the construction of the water and sanitary sewer extensions to your site. If you wish to proceed with the installation of the off-site utilities as per approved construction drawings, prior to City Council approval of your land use permit, please sign below, with date and return a copy to our office. If you have any questions or concerns, give Ed Davis or Cliff a call at 435-0724. Sincerely, 4PIaling Ken Reid Man err Public Works Director a Agreement with the early Utility Extension Installation Condition of Approval: Dater Jo n Beny, Applicant C. Mayor Kraskil, Terry Castle and John Burkholder AUG 1 .9 �g EFDISPOUT813 r Y OF aRL;lyL 238 N. Olympic Ave. • Arlington, WA 98223 • (360) 435-0724 FAX (360) 435-3906 Iy� CITY OF ARLLVG1 ON ; Planniizg and Conzmzuzity Development August 12, 1999 Mr. John Berry Smokey Point Distributing, Inc. 19430 590 Avenue NE Arlington, Wa. 98223 Subject: SEPA Mitigated Determination of Non-Significance (MDdS),_.for the Smokey Point Distributing Project MJ-99-117 "EPA#285. Dear Mr. Berry; The City of Arlington has reviewed your project to comply with the State Environmental Policy Act (SEPA) and the rules governing the act, known as WAC, Chapter 197-11 for environmental impacts of your project. We issued the MDNS on August 6 h in which we determined that there would be no significant environmental impacts incurred by your project. However, the city shall require certain actions on your part to prevent further impacts. Ed Davis hand delivered a copy of the proposed Mitigation Agreement to your office as a courtesy on the day he posted your site for SEPA. Enclosed is another copy of the Mitigation Agreement for your records and a copy of the MDNS as posted on-site, mailed to adjacent property owners and sent to the Arlington Times to appear as a legal notice in the newspaper on August 11'', 1999. As required by the SEPA process, there is a fifteen (15) day comment period from the last notification, which is the publication in the newspaper. This comment period will be completed on August 26T"-,1999. Should comments be received that warrant revising the MDNS and/or the project is appealed, we will inform you of further proceedings. If there are no comments that would require revising the MDNS and no appeal of the project, then we will need the Mitigation Agreement signed as currently written. Since this is a major project as determined by the adopted Uniform Development Code (UDC) of the City of Arlington, this project has to be reviewed by the Planning Commission and City Council. Following completion of the SEPA process and preparation of the staff report, the proposed project will be reviewed at a public hearing by the planning commission with recommendation to the city council, probably commencing in September. If you have any questions or concerns, give Ed Davis or me a call at 435-0724. Si cerely, CI' Strcn Responsible Cflficial Planning�M\50�ger C. John Burkholder EFD/SP0812 238 N. Olympic Ave. - Arlington. WA 98223 - (360) 435-0724 - FAX (360) 435-39ec 1 +�: J1 CITY OF ARLINGTON I Planning and Comnzccnit_y Development August 12, 1999 Mr. John Berry Smokey Point Distributing, Inc. 19430 59 h Avenue NE Arlington, Wa. 98223 Subject: SEPA Mitigated Determination of Non-Significance (MDNS), for the Smokey Point Distributing Project MJ-99-117 & SEPA# 285. Dear Mr. Berry; The City of Arlington has reviewed your project to comply with the State Environmental Policy Act (SEPA) and the rules governing the act, known as WAC, Chapter 197-11 for environmental impacts of your project. We issued the MDNS on August 6 h in which we determined that there would be no significant environmental impacts incurred by your project. However, the city shall require certain actions on your part to prevent further impacts. Ed Davis hand delivered a copy of the proposed Mitigation Agreement to your office as a courtesy on the day he posted your site for SEPA. Enclosed is another copy of the Mitigation Agreement for your records and a copy of the MDNS as posted on-site, mailed to adjacent property owners and sent to the Arlington Times to appear as a legal notice in the newspaper on August 11 t'; 1999. As required by the SEPA process, there is a fifteen (15) day comment period from the last.notification, which is the publication in the newspaper. This comment period will be completed on August 26TH--1999. Should comments be received that warrant revising the MDNS and/or the project is appealed,we will inform you of further proceedings. If there are no comments that would require revising the MDNS and no appeal of the project, then we will need the Mitigation Agreement signed as currently written. Since this is a major project as determined by the adopted Uniform Development Code (UDC) of the City of Arlington, this project has to be reviewed by the Planning Commission and.City Council. Following completion of the SEPA process and preparation of the staff report, the proposed project will be reviewed at a public hearing by the planning commission with recommendation to the city council, probably commencing in September. If you have any questions or concerns, give Ed Davis or me a call at 435-0724. Si cerely, CI' Stron Respons le cial Planning a ger G. John Burkholder EFD/SP0812 238 N. Olympic Ave. • Arlington, WA 98223 - (360) 435-0724 • FAX (360) 435-3906 CITE" OF ARLINGTON Planning aizd Community Development August 4, 1999 Mr. John Berry Smokey Point Distributing, Inc. 19430 59t' Avenue NE Arlington, Wa. 98223 Subject: Issuance of the Mitigated Determination of Nonsignificance (MDNS). Dear Mr. Berry; The City of Arlington has reviewed your proposed project under the State Environmental Policy Act (SEPA) rules (Chapter 196-11 WAC) for environmental impacts. The determination has been made that there will be no significant environmental impacts incurred by the development of this specific project, but that the City shall require certain actions on your part to prevent further impacts. Enclosed is a copy of the MDNS and a Project Environmental Mitigation Agreement. As required by law, there is a fifteen (15) day comment period after the issuance of the MDNS. The MDNS will not be in effect until after the 15 day comment period that follows the publication of the notice in the local newspaper. The publication date will be August 11 t, and the comment period will end August 260 with the seven (7) day appeal period ending on September 2nd, 1999. Should the decision be appealed or comments received that may warrant revision of the MDNS, we will notify you of these events of further proceedings. Please review the enclosed agreement, sign with a notary present with notary certification and return the original copy to the City of Arlington. Sincerely, Cliff tro g Director of PI ing & Community Development C. Ken Reid, Public Works Director 238 N. Olympic Ave. - Arlington. WA 98223 - (360) 435-0724 - FAX (360! 435-3906 # Iry PROJECT ENVIRONMENTAL MITIGATION AGREEMENT Smokey Point Distributing, Inc. Project #MJ-99-117 July 30, 1999 SEPA 285 This agreement is entered into by and between the City of Arlington, a municipal corporation, hereinafter referred to as the "City", and Smokey Point Distributing, Inc. herein after referred to as the "Developer". WHEREAS, this agreement is executed pursuant to Chapter 43.21 RCW, the State Environmental Policy Act (SEPA), and Chapter VU of Arlington's Unified Development Code, to provide for mitigation of existing and known environmental impacts associated with the development hereinafter described. This agreement is a voluntary agreement entered into pursuant to the statutes of the State of Washington. This agreement does not preclude any evaluation and determination by the City upon later actions or proposals undertaken by the Developer which may require a determination of significance and environmental review under SEPA and WHEREAS, the Developer is proposing to construct a Distribution Facility, consisting of an office, shop and parking area on a 4.5 acre site and WHEREAS, the Responsible Official has made findings that the proposed development will result in the following probable significant adverse impacts to the environment; 1. Need mitigation for detention of storm water run-off resulting from impervious surfaces (i.e. buildings, driveways and parking surfaces). 2. Need for provision of water and sewer utilities to and through the site to serve this project and those, which may occur. 3. Need for improvements to 59th Avenue and SR 531 (172'd St. NE) to facilitate the full utilization of the site as proposed. 4. Need for mitigation of related impacts as shown by specific category. NOW, THEREFORE, the City and the Developer agree that the following mitigation measures shall be employed by the Developer to ensure that probable significant adverse environmental impacts created by the proposed project are minimized or eliminated: Earth y 1) An engineered Temporary Erosion and Sediment Control Plan (TESCP) shall be submitted for review and approval by the Department of Public Works prior to any site grading or construction. These plans shall be designed to the Stormwater Management Manual for the Puget Sound Basin (The Technical Manual) and AMC 16.10 Stormwater Management. The Stormwater detention facility shall be developed on-site or in conjunction with a regional facility for multiple sites. miti.doc Page 1 of 4 1 t S Air 1) The Department of Public Works will monitor construction of project improvements and the developer will be required to comply with air quality control practices relating to their work. 2) Watering of the construction site shall be utilized to reduce dust during dry time periods. Water 1) The applicant for review and approval shall submit an engineered Storm Drainage Plan to the Department of Public Works prior to any site grading or construction plan approval. This Plan will be designed and constructed in accordance with the Department of Ecology's Storm Water Management Technical Manual and City Standards. These requirements are quite complex and w require detailed engineering by a specialist in stormwater engineering to avoid delays in the process. 10 �I 1 2) A detention facility shall be constructed and operational to handle on-site run-off prior to any l farther stripping of the site for development of adjacent roadway section, driveways, parking areas, building sites and utility installation. 3) The private stormwater drainage/detention system shall be designed per City standards and shall be on-site or developed as a regional system with adjacent properties. 4) The Developer shall provide the City of Arlington with a down stream analysis for the 1 stormwater run-off. This shall be submitted at the time of construction plan submittal. Plants 1) The applicant will work in direct contact with the Department of Public Works to address any staging process that may require hydro-seeding, to reduce stormwater runoff. 6)) There shall be landscaping of five (5) feet along the interior property lines as per UDC. 3) A landscape detail including plant size and quantity shall be submitted for review. Energy and Natural Resources 1) The developer shall coordinate with Cascade Natural Gas Company to reduce potential damage to streets during the project and future installations. This coordination shall help reduce damage to the development, once Final approval is sought. Environmental Health 1) Construction hours shall be limited from 7 AM to 7 PM. Aesthetics 1) To reduce esthetic impacts, there shall be required the installation and maintenance of slats in any existing and proposed permanent chain link fencing. miti.doc Page 2'of 4 , w � , � / / ^ � � / ______ _ _ _ Licht and Glare I§L,-1) Proposed lighting of the parking areas shall be shielded to avoid interfering with flight operations. Recreation 1) Compliance with the UDC, Chapter XI, Section B.4, the applicant shall pay five cents ($ 0.05) per square foot of land on the approved site plan for the proposed facility. Total square feet in the site is 196,774, at$0.05 per square foot, the park impact mitigation is $ 9,838.70. Historical and Cultural Preservation Q� 1) Should any archeological materials be found, then appropriate agencies shall be contacted and measures taken to preserve the materials and the site. Transportation 1) Frontage improvements on 59' Avenue NE shall be required. Improvements shall include curb, gutter, sidewalk, landscaping, drainage and normal and incidental street improvements typical to minor arterials. Improvements shall be consistent with those described in the City's 59d' Avenue NE Arterial Street Study, approved in 1999, plus any additional improvements which may be necessitated by WSDOT expansions of the 591' and SR 531 intersection. Alternatively, sufficient funds to pay for the required improvements may be contributed to the City for that purpose. Right of way shall be dedicated to a distance of 40 feet east of the centerline of 59'Avenue NE. 2) Only two driveway entrances onto the site will be allowed. Furthermore, they shall satisfy the following standards: a) The southernmost driveway into the site shall be moved north to a distance of at least 50 feet from the south property line. Alternatively, a commitment can be made that the driveway as shown, or located astraddle the south property line, will be shared as the sole driveway access to the adjoining lots 1 and 2. b) The northernmost driveway entrance shown shall be moved south to a minimum distance of 50 feet from the north property line. Alternatively, an agreement may be substituted to combine the projects north entrance with the adjacent driveway to the property to the north. 3) The existing condition of 59d'Avenue NE has been documented and any damage to 59d' Avenue NE will require repair to current standards. 3) Traffic mitigation shall be paid to the Washington State Department of Transportation for � improvement to SR531 (172nd Street East)as per WSDOT's letter of 7/30/99; (see attached 'WQ copy with FAX cover sheet). h Utilities All utilities to be constructed shall conform to current edition of the City of Arlington's Public (j Works Construction Standards and Specifications. miti.doc Page 3 of 4 i y t: 2)e- Installation of public sanitary sewer to serve the site shall be required. No on-site septic system shall be allowed. 3) A ten(10) foot wide utility easement along the east property line shall be required to be dedicated for utility purposes. Property Owner -John Berry State of Washington) ) ss County of Snohomish) On this day personally appeared before me to me known to be the individual described in and who executed the within and foregoing instrument, and acknowledged that signed the same as free and voluntary act and deed for the uses and purposes therein mentioned. Given under my hand and official seal this day of , 1999. NOTARY PUBLIC in and for the State of Washington residing at My appointment expires City of Arlington - Cliff Strong Responsfle Official State of Washington) ) ss County of Snohomish) On this day personally appeared before met to me known to be the individual described in and who executed the within and foregoing instrument, and acknowledged that signed the same as free and voluntary act and deed for the uses and purposes therein mentioned. Given under my hand and official seal this day of J999. NOTARY PUBLIC in and for the State of Washington residing at EFD/SMPTDMIT My appointment expires mid.doc Page 4 of 4 CITY OF ARLINGTON Planning and Commttnity Development August 13, 1999 Mr. John Berry Smokey Point Distributing, Inc. 19430 59"' Avenue NE Arlington, Wa. 98223 Subject: Installation of Off-Site Utilities Prior to Development Approvals for the Proposed Smokey Point Distributing Facility at 1730559TH Avenue NE, Project No.MJ-99-117 Dear Mr. Berry; Your request to move ahead with the installation of off-site utilities prior to the approval by the City Council of your proposed development has been positively considered by the public works and planning departments. Approval of your request will be granted based on your full understanding that if for some reason your project is not granted approval by the city, that you will assume full responsibility of the costs of the investment in the construction of the water and sanitary sewer extensions to your site. If you wish to proceed with the installation of the off-site utilities as per approved construction drawings, prior to City Council approval of your land use permit, please sign below, with date and return a copy to our office. If you have any questions or concerns, give Ed Davis or Cliff a call at 435-0724. Sincerely, i J Cliff Prong Ken Reid Pla ing Man er Public Works Director Agreement with the early Utility Extension Installation Condition of Approval: J —L---- Date: �-� 7— 6 4on Beny�Ap cant C. Mayor Kraski, Terry Castle and John Burkholder ' EFD/SPDUT813 ,;:. 238 N. Olympic Ave. Arlington, WA 98223 (360) 435-0724 FAX (360) 435-3906 i ::. City of Arlington Building Department FAX Cover Sheiet Date: l Number of pages to follow: Response needed As requested FYI TO: FIRM: �. 4. FAX ,r. FROM: RE: Additional Comments: 233 N Olympic Ave Arlington WA 98223 Ph. (36 43:-0724 FAX (360) 435-3906 �� su1, ., I i •,�.' 1 S ' _. � �_ - �l i • L CITY OF ARLINGTON Building Department August 13, 1999 John Berry Smokey Point Distributing 19430 59`h Ave NE Arlington, WA 98223 Dear Mr. Berry, The building permit application 99-3516 has been deemed complete and is currently being reviewed for compliance with the 1997 Edition of the Uniform Building Code. An over view of the design criteria for this project generally meets the requirements of the code. Therefore per Mr. Berry request the manufacture of the building may design it per the design criteria submitted on the drawings. This does not give approval of the drawings or approval to start construction until the plan review and any necessary corrections and/or additional requirements have been completed. I hope this will suffice your needs. If you need any further assistance please let me know. i5;0724. Building Official 238 N. Olympic Ave. • Arlington, WA 98223 (360) 435-0724 FAX (360) 435-3906 1 r 1 1 - 1 ' _ ' I 1 • ' • L •' _ 1 - 1 1 I • . - - - 1 r. 1 •ti •� 1 1 J • 1 1 • _ 1 1 - • • 1 1 1 _ 1 _ • 1 _ 1 1 . 1 1 •• y � 1 - J _ • - - - I 1 • • 1 Ae n • •• • - - - 1 c. _ 1 - ' I J City of Ariin at o rL r b Buildinb Department FAX Cover Sheet Date: g� I Q Number of pages to follow: 2„ Response needed As requested FYI_ TO: ISur Ic6o taiv r FIR.tit: F_A.X ': � 95S FROM: tLU e N RE: Q. Additional Comments: 233 N Olympic Ave Arlington WA 98223 PIL (360) 435-0724 FAX (360) 435-3906 x Rf �# ,j .n R d �� MEMO Date: July 30, 1999 To: Dave Anderson414 From: Debbie Maroon, P.E. Subject: Smokey Point Distributing—Office and Shop Buildings Storm Drainage Calculations Review As requested,we have completed our review of the storm drainage calculations and drawings for the above referenced project. The documents reviewed include(1) design drawings,prepared by Higa Engineering,Inc., (2) Geotechnical Site Investigation,prepared by Western Geotechnical Consultants, Inc.,and(3) Storm Drainage Calculations,prepared by Higa Engineering,Inc. Below please find a list of our comments/concerns. • The project site is located within the Quilceda/Allen Watershed.The plan prepared for the watershed identified the Quilceda/Allen watershed as a public resource to be managed and enjoyed by a variety of watershed users. In order to address watershed problems within the basin,the plan has outlined management recommendations. According to the study,these management recommendations will best maintain the salmon resource,protect water quality, and prevent flooding. The design of the project should be in accordance,to the extent possible, with the management recommendations outlined in the plan. The most critical of those recommendations are those shown as High Priority in the plan. The designer needs to review the plan and verify the proposed design complies. • Section III-3.3 of the Ecology manual requires that the bottom of the infiltration pond be located at least 3 feet above the seasonal high water or impermeable layer. The location of the soil log dug for the pond is not shown on the drawings,but the existing ground in the area of the infiltration pond is approximately elevation 129.According to the soils report provided,the water table is approximately 5.3 feet lower than existing ground. Therefore,the bottom of the pond should be at 126.7(129-2.3)As currently designed,the bottom of the pond is at elevation 126.0. The location of the soil log should be shown on the plan so that the ground elevation can be determined and consequently,the level of the ground water. Revisions to the pond may have to be done,based on the ground water level. • Volume IV of the Ecology manual provides BMP's for various urban land uses. From the information presented within the storm report it appears that this site would fall under IV--2.3.5 Retail/Wholesale Vehicle and Equipment Dealers and IV-2.4.3 Equipment Repair. The present design does include many of the BMP's defined within those sections. However, Section IV- 2.3.5 requires that runoff from"outside equipment and storage and maintenance areas"be treated with an API or CPI-type oil/water separator. This requirement may be extremely difficult to meet on this site due to flat grades,the use of gravel surfacing and relatively shallow ground water. • From the description provided of the proposed uses of the site, it appears that vehicle washing may occur on the site. Section IV-4.2 of the Ecology manual has requirements for areas where vehicle washing will occur. This section requires that all wash water pass through an API or CPS oil/water separator prior to being discharged to the sanitary sewer system. It is our understanding E A R T H `) T E C H A t qCO INTERNA77ONAL LTD.COMPANY rengenrevIdoc 1 To: Dave Anderson ^ Page 2 From: Debbie Maroon Date: July 30, 1999 Subject: Smokey Point Distributing that the City of Arlington does not allow the discharge of wash water to the sanitary sewer system and therefore,the designer will have to propose a different method of disposal of wash water if, in fact,vehicle washing will occur on the site. • Ecology requires that an overflow route be shown should the pond overflow. This needs to be added to the drawings. Provide Maintenance Requirements for privately maintained storm drainage facilities. We have also noted some miscellaneous comments on the enclosed drawings and calculations. If you have any questions,please call. E A R T H@ T E C H A tgCO INTERNAVONAL LTD.COMPANY \Memo Form .1 City of Arlington Building Del PL uLIC WORKS DEPARTMENT CHL—KLIST PERMIT # �— � D TE O ACCOUNT # NAME: /lc)/ 1/f/ Q&JD/JI ADDRESS: 73 0� _ ?�� + lJ� l�_ LEGAL: ZZ 310 s y-(9) �_ 000 . 1 BUILDING USE: Dff,_c6 -In q, 7 Aejiance, _5 05# OF BUILDING UNITS: �IV'6 C.d/yL TOTAL ERU DESIGN UNITS: Item is inspected and complete Eadsting Required SIGNATURE: Date WATER METER REQUIRED: HEALTH DEPT. APPROVAL: SIDE SEWER PERMIT REQUIRED: GARBAGE CONTAINER PAD: CROSS-CONNECTION CONTROL: BACKWATER VALVE: SEWER REQUIRED: Off site On site CURBS: Off site On site SIDE WALK: Off site On site PAVING: Off site On site STORM DRAINAGE: Off site On site PRETREATMENT DISCHARGE PERMIT: YES NO WATER/SEWER FEES PAID: YES NO Bui1cPfbnnslu-check .. � �{ ) J% ILI" .41 j It City of Arlington Building Dept , r'IRF, DEPARTMENT Of CKI_ , PERMIT # q2-21-t'WO DATE: NAME: C1�lYlU<�! ADDRESS: LEGAL: 203 105— �I—D`�o-000Xo - - - BUILDING USE: O ffi c e, 9"71"6.( t!4G/7CZl7C,-,' SGIn OCCUPANCY CLASSIFICATION: A B E F H 1 1 2 12.1 131 4 1 1 2 1 3 1 )/2 1 1 2 1 3 47 5 1 6 7 I M R S U 1.1 1.2 F 2 3 1 1 3 1 1 F2 3 4 5 1 2 TYPE OF CONSTRUCTION I II III 1V V F.R. F.R. ONE-HOUR N ONE HOUR N H.T. ONE-HOUR N Item inspected& completed Signature & Date: Site Plan: Approved Denied Access Requirements: Required: Fire lane: Sprinkler system: Alarm system: Knox Box: Fire extinquishers: Hydrant: 17 # of hydrants required: a/ Location of Hydrant: Location of Knox Box: Location of Fire Extinquishers: Fire Flow requirements: Location of address on building: FIRE DEPT: Date: Signature Bui I d\form\fdchecklist All 4L CITIV OF ARLINGTON U ��[a� ��\�� DEPA!�TnJENY OFC��NYUN|TY DUE( ��ENT �=esu U ��^ v�/u- 238 N. 0|ympic, Adin�ton, WA 9v^23 DATE JOB NO. 4:7 7|�ing [l Engineering *mn� [] Planning Phone ( )20� 435�[724 FAX* 435'3906 ATTENTION TO If J WE ARE SENDING YOU O Attached O Under separate cover via thefo||owing dams: O Shop drawings O Prints O Plans O Samples O Specifications O Copy ofletter O Change order [] COPIES DATE NO. DESCRIPTION THESE ARE TRANSMITTED as checked below: O For approval O Approved oasubmitted O Resubmit-------_copiesforapprnvo| O For your use O Approved axnoted O Submit-copies for distribution O As requested O Returned for corrections O Retum--------oorrootodprints » or review and comment O O F'OR BIDS DUE l U / 9 PRINTS RETURNED AFTER LOAN T0US��-' REMARKS COPY TO � ��lp o,"*m,.��LsoP�'sn'Post-Consumer S|GNE If enclosures are not manoted,kindly notify uaa,once. ' i i i CITY OF ARLINGTON Building Departhnent June 24, 1999 John Burkholder Higa Engineering 1721 Hewitt Avenue Everett, Washington 98201 RE: Building Permit#99-3516 Smokey Point Distributing Dear John: In regards to the building permit application for Smokey Point Distributing, it has been deemed incomplete. According to the Uniform Development Code(Chap. VII, C., 1.-d) a Major Development Permit application from the Planning Department is required in an Industrial zoning district for a project over four(4) acres. The application for a building permit will be informally reviewed concurrently with the land use permits,however the official building permit timeline does not start until your building permit is complete. Enclosed please find a copy of the master permit application form and a copy of requirements for submittal of the project. If you have questions regarding the Major Permit or SEPA,please direct them to Patrick Hewes. If u have any questions regarding the building permit please give me a call at 435-0724. S1 ce ly, David W. Anderson Building Official DWA/rs buildVetters\jb62499 238 N. Olympic Ave. Arlington, WA 98223 • (360) 435-0724 FAX (360) 435-3906 CITY OF ARLINGTON Planning and Community Development • May 24, 1999 Mr. John Burkholder Higa Engineering,Inc. _ 1721 Hewitt Avenue, Suite 401 Everett,Wa. 98201 Subject: Traffic Study Utilization for Smokey Point Distributing,Inc. (Faxed:Hard Copy to Follow). Dear Mr. Bur r: As requested in your recent correspondence and after consultation with city staff,we concur with your utilization of the Cement Distributors,Inc. traffic study to facilitate the Smokey Point Distributing, Inc. traffic Study. We trust this will assist you and your client in the traffic study requirement for the new Smokey Point Distributing,Inc. development. If you have any concerns or questions, give us a call at your convenience. Sincer , I . Edward F. Davis AI Interim Director of Planning&Community Development C. City Administrator& Street Supervisor EMSMDISTRA 238 N. Olympic Ave. • Arlington, WA 98223 • (360) 435-0724 • FAX (360) 435-3906 ., . � �f�i � y� � _� ,:r' �� ;- � ENGINEERING, INC. 1721 Hewitt Avenue ■ Suite 401 ■ Everett, Washington 98201 ■ (425)252-2828 ■ fax: 252-9551 May 20, 1999 Post-itx Fax Note 7671 Dates pagesi , TO�OGZN lh' d FroZE'- 4Y/1 Edward F. Davis 1 CoJDebtO. - j co. 92- 0 Interim Director of Planning and Community Developn phoneH _ Phone# City of Arlington 60 0 238 X. Olympic Ave. FAX" L LSZ— Fax Arlington, WA 98223 _ RE: Traffic Study for Smokey Point Distributing,Inc.- Dear Ed: Thom Myers suggested I ask you whether we could use the Cement Distributors,Inc.traffic study for Smokey Point Distributing,Inc. (SPD). We requested this for the following reasons: The size,use, and layout of both sites are identical with the exception that Cement Distributors Inc.(CDI)generates more traffic. This is due to the fact that vehicles parked at CDI over night come and go during the day. On the other hand SPD stores equipment on-site and moves them occasionally. Both facilities have the same number of employees. • The twq properties abut each other on the same-roadway. • A conversation with WSDOT(Ramin Pazooki)on May 20, 1999 indicated that they would not require any traffic impact fees because no new trips would be generated. However, they would like to see a level of service analysis of the SR 531 and 59`h Ave.NE-intersection. This analysis has been completed in the CDI study. This request seems reasonable due to the fact that Marc Hayes will require a signed waiver of no protest on a LID. Therefore,no frontage improvements will be required at this time. Also,most if not all the traffic will use SR 531 to the Interstate and not local roads. I would appreciate a response as soon as possible,because we would like to submit our traffic"analysis and other information by May 28, 1999. If you have any questions,feel free to call me here. Thanks, ga Engineering,Inc. Jo W.Burkholder irector of Planning RECEIVED Cc: Thom Myers, City Administrator MAY 2 41999 John Berry,President(SPD) CITY OF ARUNu efdtraffic.doc J�� MAY 4 7 1999 MASTER PERMIT APPLICATIMY OF ARLINGTON CITY ARLINGTON DEPARTMENT OF PLANNING AND COMMUNITY DEVELOPMENT 06D Cl."ly OF �.I�LT i 1�11 DATE RT L, IN El)i��-? 238 iorilt>t Olympic DATE ACCEPTED SF'J'A CHECKLIST ATTACITED YES NO nuold 4�y FEES Y ": SpE's:'afic Pr rmiot ' ,ype CR. 4- l C)�a� Fj _ PART I- GENERAL INFORMATION APPLICANT CONTACT PERSON 1. Name SmokeY Point Distributinq, Inc. c/o John Berry Higa Engineering, Inc, _ Address 19430 59th Avenue N.E. 1791 Hewitt Avenue. Suite 401 City Arlington Everett State, Zip Washington 98223 Washinaton 98901 Phone-work (360) 435-5737 14251 252-289A - home 2. Relationship of applicant to property(check one) X owner contract purchaser lessee o+hPr 3. Name, mailing address and telephone number of property owner,if different from applicant. N/A 4. General location of property, including nearest intersection: The nrnnerty is Inrnted nt 59th Avenue N.E. and 172,,d Street N E The nearest intersection is located on 59th and 172nd Street N.E. 5. Street or known address of property: N/A 6. Legal description of property: Please See Attached 7. Description and purpose of proposal: The ournose of this or000sal is to secure a building permit. W ---i\procedurVnast"Vnastgx1 r N., 8. List all property tax account numbers (all 14 digits): 223105-4-016-0006 Approximate acreage Before BLA 3.45 Acres 11. Topography Flrit After BLA 4.5 Acres 10. Present zoning Industrial 12. Source of water Arlington Sewer & Water Dept. 13. Method of sewage disposal: Arlington Sewer&Water Department 14. Surface water description: on-site drainage 15. Present use of property: Vacant 16. Use of surrounding property: North Industrial South Airoort Industrial East Industrial West Airport Industrial 17. Points of access to the property: Agness will he from 59th Avenue N.E. PART II-SPECIFIC ACTION-PLEASE FILL IN ALL APPROPRIATE SECTIONS AS FOLLOWS: 1. TYPE OF APPLICATION Applications being made from this Master Application are as follows: X SEPA _Home Occupation Type A or B _Boundary Line Adjustment _Annexation _Short Plat _Telecommunication Master Permit _Preliminary Plat _Shoreline Development _Final Plat _Variance _Planned Area Development _Accessory Dwelling Unit _Preliminary Binding Site Plan —Right-of-Way Permit _Final Binding Site Plan _Street Vacation Site Plan Review 2. REZONE APPLICATIONS ONLY a. Requested zoning: b. Comprehensive Plan Designation: c. Has anyone applied for a rezone of this property within the last five(5)years? If yes, please give the date of application was made and the name of the applicant. h:`&tamsof\currcnt\procedurumsteriniastrpe 1 3. PRELIMINARY PLAT SHORT PLAT PLANNED AREA DEVELOPMENT PRELIMINARY BINDING SITE PLAN AND BOUNDARY LINE ADJUSTMENT APPLICATIONS ONLY a. Plat Name: b. Zone Density: c. Has this property been subdivided within the last 5 years, or has application been made within the last 5 years?_ If yes,please give the date of application was made and the name of the applicant. d. Name of Surveyor, address and phone: e. Name of Engineer, address and phone: f. Number of Building units this will allow: 4. VARIANCES ONLY a. Code requirement involved: b. Description of variance request: 5. FINAL PLAT AND FINAL BINDING SITE PLAN APPROVAL a. Preliminary approval was given on: b. Improvements have been:_Bonded_Built_Bonded&Built 6. HOME OCCUPATION PERMIT a. Type of home occupation:_A _B Descriptions of home occupation groupings Group A home occupations: • No employees who do not reside at the principal building may work at the home. • No more than two thousand(2,000) square feet of floor area of the principal building may be devoted to the home occupation. • No stock in trade shall be stored or sold on the site. Group B home occupations: • No more than one(1)employee who does not reside at the principal building may work at the home. • No more than twenty-five (25)percent of the principal building and one hundred(100)percent of the basement may be devoted to the home occupation. • An accessory building may be used for a Group B home occupation in addition to the space permitted in a principal building. h:ldatamsoflcurtentlprocedurlmasterUnastrpe 1 b. Description of Business: c. Hours of Operation: d. Days of Operation: e. Area in home to be used for home occupation(square footage): £ Code requirement involved: 7. ALL APPLICATIONS Please list any additional information regarding your application below: h:kiatamsolkurrentlp edurVnasterUnaaulw Owner or Contract Purchaser Owner or Contract Purchaser I (WE) N q-' �C-'L 7 say that I am(we are)the owner(s) of the property involved in this application, and that I(we) have familiarized myself(ourselves)with the rules and regulations with respect to preparing and filing this application and that the statements and information submitted herewith are in all respects true and correct to the best of my(our) knowledge and belief. EXECUTED THIS J DAY OF 19 9 State of Washington ) ) SS County of Snohomish ) I CERTIFY THAT I KNOW OR HAVE SATISFACTORY EVIDENCE THAT v� + IS THE PERSON WHO APPEARED BEFORE ME,AND SAID PERSON ACKNOWLEDGEDXY HE/SHE SIGNED THIS INSTRUMENT,AND THAT HE/SHE WAS AUTHORIZED TO EXECUTE THE INSTRUMENT AND ACKNOWLEDGED IT TO BE HIS/FIER FREE AND VOLUNTARY ACT FOR THE USES AND PURPOSES MENTIONED IN THE INSTRUMENT. DATED THIS / n DAY OF �-�-1 19 7" F`NOTAR TARY PUBLIC IN AND FOR THE STATE OF WASHINGTON � Y N , SIDING AT PUBLIC 2 4-1-2002 �� CONBMSION EXPIRES: 9TF Cj^ � I/ h:Watam4ofcurmnt 1 1 A F B I t.. f f `0800 Northeast 8th Street, Seventh / or, Bellevue, Washington Ouo4 CITY OF ARLINGTON WORK AUTHORIZATION Project Name: 5n&og,Ey PoI,)T 11SMQyTI(QG - OFECE $ SHOP 2)L b Description: REQ� nr�A1_�AU� R��P�Rx � PL.ANs Foe- C01)F0ZtMAf1-TCZ V�Tt-c D o�. IJl�rJ�� Tµ� Cti� O F /ZR.I.►r.�6 ro,� STA.�o n Leos Services Authorized: StE �TrAciizQ 4rme- DeTao Telephone 06. { 5 5.94 94 Facsimile 2o6.453.9470 _ Schedule: Start 7 1 ! q 1 Completion 9 / !q4 Authorized Budget: $ I F 00. 00W.0-CL4--L& G v-& City Billing Reference: ET Project Manager: BRyPrl RUSCAKA ET Project Number: ;a 4 661, . a a. 0 Prepared By: Date City of Arlington Authorization: 1 / Date E A R T H T E C H Formerly Barrert Consulting Group � �� f�� 1 1 ' � r - f �� : ' Lo800 Northeast 8th Street, Sevens Iloor, Bellevue, Washington 98004: July 29, 1999 City of Arlington Dave Anderson 23 8 North Olympic Arlington, WA 98223 Re: Smokey Point Distributing—Office and Shop Buildings Consultant Services Contract Fee Breakdown Dear Dave Anderson: Following is the scope of services which includes the estimated hours for each task to review the Drainage Report and Plans for the above referenced project. Telephone Drainage Initial Review: Task Hours 425•455.9494 1. Site Visit 2 Facsimile 2. Review Preliminary Storm Drainage Report, check conformance with DOE Stormwater Management Manual, review calculations. 6 4,5.4 5 3.9 4 7 0 3. Review design drawings for conformance with City of Arlington Developer Design Standards for the storm drainage system, review erosion and sediment control plan. 4 4. Write Summary 2 5. Meet with City of Arlington,Developer and/or Engineer to discuss review. 3.5 Sub-Total 17.5 Total Cost: Drainage= 17.50 hours @ $100 =$ 1750 Expenses =$ 50 TOTAL COST =$1,800 It should be noted that the City of Arlington will review all other aspects of the Site Plan except for drainage items. The City will also review all zoning requirements and required permits. Very truly yours, Earth Tech,Inc. 0&4;4— M01k_0_6___ Debbie Maroon Project Engineer E A R T H ` T E C H A$/CO INTERNATIONAL LTD.COMPANY I 1 1 MEMO Date: September 27, 1999 To: Dave Anderson From: Debbie Maroon, P.E. Subject: Smokey Point Distributing—Office and Shop Buildings Storm Drainage Calculations Review As requested, we have completed our review of the resubmitted documents for the above referenced project. The documents reviewed include (1) design drawings,prepared by Higa Engineering, Inc., (2) letter to Dave Anderson from HIGA Engineering regarding initial review comments, dated August 26, 1999, and(3) Revised Drainage Report for the Smokey Point Distributing Building Permit, prepared by Higa Engineering, Inc., dated August 25, 1999. The storm drainage design is approved subject to the following conditions: 1. If the site is paved in the future the owner must install an oil/water separator that meets the City of Arlington's Storm Water Ordinance that is in affect at the time of paving. 2. If the owner wishes to wash equipment on the site the owner must install a wash rack with an oil/water/grit separator that meets the City of Arlington's Storm Water Ordinance that is in affect at the time of installation of the wash rack. 3. No floor drains shall be allowed within the shop area. The shop area shall be sloped to prevent any fluid, including but not limited to storm runoff, oils, lubricants, or anti- freeze, from leaving the shop area and entering either the storm drainage or sanitary sewer system. 4. All maintenance of equipment shall be done within the shop building. No maintenance of equipment shall be done outside. If you have any questions,please call. E A R T H v`) T E C H A'tgU0 INTERNAT�IONAL LTD.COMPANY smokeypointreview1 doc � I ■I r, • 1 ENGINEERING, INC. 1721 Hewitt Avenue ■ Suite 401 ■ Everett, Washington 98201 ■ (4251 252-2826 ■ fax: 252-9551_ August 26, 1999 To: Dave Anderson Building Inspector City of Arlington Arlington, WA 98223 RE: Smokey Point Distributing—Office and Shop Buildings Storm Drainage Calculations Review Dear Mr. Anderson, The following letter is an item by item answer to all the questions and comments you posed in you comment letter dated July 30, 1999 Item one: The project site is located within the Quilceda/Allen Watershed. The plan prepared for the watershed identified the Quilceda/Allen watershed as a public resource to be managed and enjoyed by a variety of watershed users. In order to address problems within the basin, the plan has outlined management recommendations. According to the study, these management recommendations will best maintain the salmon resources, protect water quality, and prevent flooding. The design of the project should be in accordance, to the extent possible, with the management recommendations outlined in the plan. The most critical recommendations are those shown as High Priority in the plan. The designer needs to review the plan and verify the proposed design complies. No recommendations were listed as High Priority. Notes from the plans have been addressed in their own sections after the written comments. Item two:Section III-3.3 of the Ecology Manual requires that the bottom of the infiltration pond be located at least three feet above the seasonal high water or impermeable layer. The location of the soils logs dug for the pond is not shown on the drawings, but the existing ground in the area of the infiltration pond is approximately elevation 129. According to the soils report provided, the water table is approximately 5.3 feet lower than the existing ground. Therefore,_;the bottom of the pond should be at 126.7 (29-2.3)As currently designed, the bottom of the pond is at elevation 126.0. The location of the soils log should be shown on the plans so that the ground elevation can be determined and consequently, the level of the ground water. Revisions to the pond may have to be done based on the ground water level. The pond in question has been moved on site to the southeast corner of the lot. On August 13, 1999 a Geotechnical engineer was retained and completed two test pits in the area of the new infiltration pond. The pond has been redesigned with the '" ED - c'_ _ AUG 2 7 1999 •l.ioda.i a2gu19.1p pasin.aJ aq; ui paiiglap aq inns s;uauiaainba.i asags, •sa?l?l?ovf a2vulwp au.ro;s pau?viutvul�flaavu td jof sivaulaxnba r aouvualu?vu1 aprao rd:xis urall •,fens to ;q�i z aq; ui ga;ip apispgoa aq; o;ui ,►soil uaq; pug gain 2uni.cgd rano o;aJans puod aq;li •puod not;ga;ii.3ui aq;to q;dap aq;iig ;sag pinons;i ,Nog aiggiinnn aq;2uisga Maui Iig"%2uiuin;aa g sapax) sign •;aal c•I 01 1 paui.�aq si.�allnq adgaspugi aq; ;gq; .ianansoq pa;ou aq pinogs ;i •un+ogs aq sings a;noa ,tioi3aano UV w2urnw.rp ay101 pappv aq of spaau sryl 'MOfaa"o puod ayi pinoys unaoys aq aino i mofiaao uv Ivyi saxnba r lvnuvw aoloog :aa f uta;l •.ja2uoi fun anssi un ;ou si sigZ •suoi;ipuoa padolo ap aq;.lapun;aodaa a2vuig.tp aq; di pappg uaaq sgq ;calla sigi of a;ou V •aps siq; uo .inaao 111m 2 si as1 uo.rn q oo 1ON -al8u?ysvM aloryan lovfu? `j .ralvm ysom fo lvsodsrp fo poylaru lua la W v asodo.rd of anvy 11?"t.iau8?sap ay1 'a.rofa.rayl pun walsKs lamas djDjzUDs ayl 01.ra1vna ysvM fo a�.rnyos?p ayl nao11n 1ou saop u0,2ur1.1V fo dj!D ay1 1vy1 Surpuvls rapun .mo st 1I 'tualsds.lamas ILlvl?uns 01 paglvyos?p Su?aq of.1o1.rd.rolvivdas.ra1nM1l1O SdD•10 MY uv tt2no iy1 ssvd.ra1vM ysL m lln lvyl sa,c?nba r uorloas sryZ rn000 jlrna Surysvm aloryaa a rayat sna.rn.rof sluaula.anba 1 soy lnnunut aolood NIP Z't AI uo?rocs 'alts ay1 uo.rn000 Avut Surysnnl alo?yaa ivyl srvaddv;t 'arts sr yl fo sasn pasodo rd ay1 fo paptno 1d uotldr.losap ay1 ru0.ry:anof sua;l •puod uoi;g.i;iUui aql o;ui �ujua o;.ioi.1d uisvq gaga aq; ui paiig;sui aq lii;s ipm.lope Judas �alnk+/tio add ioa;uoa iiids d •a;is sigl uo papaau;ou nsou si .joleagdas.�awm/iio ug lasga aql 2uiaq nsou siq jL tuipiinq doqs aq; ui ,fiuo .znaao sings aaugua;uigyq s o a;is siq; uo asn pal!tull to aq pinons •adois;q�ii s i 3 asngaa .solo codas ��. q aa;gns/iio ug;vq; pagsiign;sa uaaq suq lc uoojgiq •syg q;ins uoi;nsJanuoa g aad •.calvM puno.&Mollvys djaa1101a.r pun Sutonfrns lawd2 fo asn ayi Eapv.c,S 101f0l anp aps stye uo laaul of lino ffip djawa 11xa aq fvw luawa.,?nba.r s1yZ .1oln.rvdas.lalvna/1?o adrf;-SdD .10 Idb'uv yl?A Palva.cl aq „sva.ry aouvualu?vw pun a2v.rols luawdmba ap?slno„ ulo.ifffouni lvyi sadinba.1 S'£'Z M uorloas `1ana�xoH suo?laas asoyl utyl?n1 pau fap s,dy�g ay1 f0 rfuvur apnlou? lou saop uS?sap luasa rd ayl '.rzvda.,Iuawdznbg luauldlnba pun alo?yaa alvsalOUIPOMI S'£'Z Ali capon Iln�Pl noM £'�'Z AI Puv s.rasasn 1 va P wOdJ al?s s?y1 ivyl s rvaddv i?poda.r ur.rois ayi u?gPIK paluasa.rd uo?ivru,o fun l ; ura;l puv7 uvq.cn sno?.rvn.rof s,.rNg sap?ao rd lvnuvul&oloog ayi fo Aj 10 aa.r A y •sugid aq;uo uesogs uaaq angq s;id ;sal aq;to suoi;naoi aqs,•;aodaa 32guin.1p pasina.i aq; o; pagag};g si Iaau'2u3 ivaiugaaloaf) aql Xq panssi laodaa aq;to ,fdoa ,V •puiui ui uoi;naoi siq;.10l]iagw .ja4vm g2tq inuosuas Notes from the Plan set. Sheet 2 of 5 Item: Spot Elevations required at match points to 5V Avenue. Contractor shall match existing grade at these locations, a note has been added to that effect(#20) This item has been resolved per meeting with City of Arlington on August 23, 1999 Item:Show existing swales in the right of way. Existing swale has been added to the plans Item:Provide a detail for swale at 0.5%and detail for swale entrance to bioswale. This item has been resolved per phone conversation with Ms. Maroon on Tuesday August 24, 1999. Item:Provide a legend. This item has been resolved per meeting and phone conversations with City of Arlington personnel on August 23-24, 1999. Item:A note on the right hand margin of the sheet requests clarification of the grading for the landscape buffer. The landscape plan (sheet 5), note (#10) states that the landscape buffer shall be bermed one to one and one-half feet above the existing ground. Note number 13 on this sheet states the contractor shall maintain a minimum 2' grading setback without written permission from the adjacent property owner. Lastly, no grading is shown on adjacent property. This item has been resolved per meeting with City of Arlington on August 23, 1999 Sheet 3 Item: Provide access to the bottom of the pond. The pond is two feet deep, three feet at the most. The sides are sloped at 3H to 1V. This is very accessible with a standard backhoe. Providing an access road would not be useful as it can be accessed from almost anywhere along its perimeter. This item has been resolved per meeting with City of Arlington on August 23, 1999 Item: Provide calculations showing the bioswale functions as a drainage swale during more than a 6-month, 24-hour design storm. The calculation for this item were overlooked in the drainage report and this is no longer an issue. Item:give an elevation for the Rim of the Catch Basin. This has been done. i Item:Label the width of the riser pipe. This has been done. Sincerely, H' a Engin ing,V,. Ian Norfolk, E.I. . FAX TRANSMISSYON City of Arlington Planning & Community Development 238 N Olympic Ave Arlington, WA 98223 ph 360-4354724 Fax 360-435-3906 To: 1?e i Company: Date: �-/ - Pacres: J-/ (including cover sheet) Fax #: From: !�d '424,1" 's Subject: Comments. L � i :. f r WES UHLMAN & ASSOCIATES, INC. 16 WEST HARRISON STREET,SUITE 201 y . r , SEATTLE,WASHINGTON 98119 (206)285-0664 April 23, 1999 City of Arlington — � ,( -o Cc �:k— l a n City Hall n,0 a/yvs u,�,-z_ 238 North Olympic Avenue Arlington, WA 98223 Re: Intersection Improvements at 172nd and 59th N. E. � ,„��( Arlington, WA Gentlemen: Please be advised that the Development Mitigation Agreement, a copy of which is attached hereto, remains in ownership of A A Investments until you are notified in writing by the undersigned that it has been assigned. Very truly yours, A A INVESTMENTS, a General Partnership Robert Callies Wes Uhlman i After Recording Return To: Bailey, Duskin 6 Peiffle A 9:36 P.O. Box 188 O.l� Arlington. Ha. 98223 ;hDNr.�•:-� DEVgLOPt1ENT f'-'rIl;l__ * MIT GA AGREEMENT r The parties to this agreement are the City of Arlington, a municipal corporation of the City Of Arlington, Grantor and A. A. Invest,nents,Grantee. WHEREAS. Grantee is the owner of certain real Property located at the northeast corner of 172nd St. N.E. and 59th Ave. N.E., Arlington. legally described as follows: See legal description A". attached hereto as Exhibit AND WHEREAS, Grantee is desirous of making certain improvements to the roadways along either 172ma Street N.E. or 59pl Avenue N.E. as part of improvements currently , Airport or under as at the Arlington Municipal Airport adjacent to the above described property; and WHEREAS. Grantee recognizes the benefit to the property of the development contemplated and the dedication herewith: way to the property which is made contemporaneous herewith; NOW. THEREFORE, in consideration of the mutual covenants contained herein and the mutual benefits to be derived therefrom, the parties do hereby agree as follows: 1• Grantor will give a one-time credit to Grantee towards any and all traffic mitigation fees which may hereafter become due based on development of the Parcel owned by Grantee in the sum of S25,000.00. Any such fees shall be based on commonly accepted traffic analyses. engineer�n9 or traffic mitigationstudies and calculation procedures and impact Lee calculation methods in use at the time the mitigation is to become effective and shall be based on commonly recognized policies, procedures, and ordinances or statutes in effect in l,", r f DEVELOPMENT MrMGATION AGREEMENT 1 VOL. 2 PAGE 2 2 g 0 9007180 04 i I i i Arlington or cnehomish County, Washington. Z• The 14edit herein granted shall inure to the benefit of Grantee, their successors and assigns, and shall continue in ef:ect until the property is developed by Grantee. IN set forth theirThand thisEOF, the partite hereto do hereby day of i�.•e. , 1990. CITY OF ARLINGTON Grantor 1 Ely� .% John C. Larson Mayor Attest: Rathy Peterson City Clerk GRANTEE: A. A. IN sTZXns Robert W. Callies, Partner I+Os Uhlman, Partner DEVELOPMENT MITIGATION AGREEMENT 4007 8II , ..� Z VOL. 2360PaGE22s1 � �� ! I FAX TR NSNI USSION City of Arlington Planning & Community Development 238 N Olympic Ave Arlington, WA 98223 ph 360-435-0724 Fax 360-435-3906 To: L ll y Company: Date: Pages: (including cover sheet) nil* Fax #: 4? From: i' Subject: Comments: ll-�rG O�v S 71A s he-- q 1 PROJECT ENVIRONMENTAL MITIGATION AGREEMENT 5 W� Smokey Point Distributing, Inc. Project#MJ-99-117 July 30, 1999 SEPA 285 This agreement is entered into by and between the City of Arlington, a municipal corporation, hereinafter referred to as the "City", and Smokey Point Distributing, Inc. herein after referred to as the "Developer". WHEREAS, this agreement is executed pursuant to Chapter 43.21 RCW, the State Environmental Policy Act (SEPA), and Chapter VII of Arlington's Unified Development Code, to provide for mitigation of existing and known environmental impacts associated with the development hereinafter described. This agreement is a voluntary agreement entered into pursuant to the statutes of the State of Washington. This agreement does not preclude any evaluation and determination by the City upon later actions or proposals undertaken by the Developer which may require a determination of significance and environmental review under SEPA and WHEREAS, the Developer is proposing to construct a Distribution Facility, consisting of an office, shop and parking area on a 4.5 acre site and WHEREAS, the Responsible Official has made findings that the proposed development will result in the following probable significant adverse impacts to the environment; 1. Need mitigation for detention of storm water run-off resulting from impervious surfaces (i.e. buildings, driveways and parking surfaces). 2. Need for provision of water and sewer utilities to and through the site to serve this project and those, which may occur. 3. Need for improvements to 59" Avenue and SR 531 (172°d St. NE) to facilitate the full utilization of the site as proposed. 4. Need for mitigation of related impacts as shown by specific category. NOW, THEREFORE, the City and the Developer agree that the following mitigation measures shall be employed by the Developer to ensure that probable significant adverse environmental impacts created by the proposed project are minimised or eliminated: Earth 1) An engineered Temporary Erosion and Sediment Control Plan (TESCP) shall be submitted for review and approval by the Department of Public Works prior to any site grading or construction. These plans shall be designed to the Stormwater Management Manual for the Puget Sound Basin (The Technical Manual) and AMC 16.10 Stormwater Management. The Stormwater detention facility shall be developed on-site or in conjunction with a regional facility for multiple sites. nuti.doc Page f of 4 i Air 1) The Department of Public Works will monitor construction of project improvements and the developer will be required to comply with air quality control practices relating to their work. 2) Watering of the construction site shall be utilized to reduce dust during dry time periods. Water 1) The applicant for review and approval shall submit an engineered Storm Drainage Plan to the Department of Public Works prior to any site grading or construction plan approval. This Plan will be designed and constructed in accordance with the Department of Ecology's Storm Water Management Technical Manual and City Standards. These requirements are quite complex and require detailed engineering by a specialist in stormwater engineering to avoid delays in the process. 2) A detention facility shall be constructed and operational to handle on-site run-off prior to any farther stripping of the site for development of adjacent roadway section, driveways, parking areas, building sites and utility installation. 3) The private stormwater drainage/detention system shall be designed per City standards and shall be on-site or developed as a regional system with adjacent properties. 4) The Developer shall provide the City of Arlington with a down stream analysis for the stormwater run-off. This shall be submitted at the time of construction plan submittal. Plants 1) The applicant will work in direct contact with the Department of Public Works to address any staging process that may require hydro-seeding, to reduce stormwater runoff. 2) There shall be landscaping of five (5) feet along the interior property lines as per UDC. 3) A landscape detail including plant size and quantity shall be submitted for review. Energy and Natural Resources 1) The developer shall coordinate with Cascade Natural Gas Company to reduce potential damage to streets during the project and future installations. This coordination shall help reduce damage to the development, once Final approval is sought. Environmental Health 1) Construction hours shall be limited from 7 AM to 7 PM. Aesthetics 1) To reduce esthetic impacts, there shall be required the installation and maintenance of slats in any existing and proposed permanent chain link fencing. rruti.tioc Page 2 of 4 1 1 Light and Glare 1) Proposed lighting of the parking areas shall be shielded to avoid interfering with flight operations. Recreation 1) Compliance with the UDC, Chapter XI, Section B.4, the applicant shall pay five cents ($ 0.05) per square foot of land on the approved site plan for the proposed facility. Total square feet in the site is 196,774, at$0.05 per square foot, the park impact mitigation is $ 9,838.70. Historical and Cultural Preservation 1) Should any archeological materials be found, then appropriate agencies shall be contacted and measures taken to preserve the materials and the site. Transportation 1) Frontage street improvements to 59th Ave. NE shall be required as per Public Works and may include but are not limited to curb, gutter, sidewalk, and storm drainage. Any work to 59th Ave. NE will require the reconstruction of affected portion of the street to current standards and shall comply with adopted street improvements. 2) The existing condition of 59'Avenue NE has been documented and any damage to 59'Ave. will require repair to current standards. 3) The north and south entrance drives shall be relocated to provide for the required five (5) feet of landscaping along the property lines as per the UDC. The proposed northern driveway shall be relocated south as required by Public Works to provide an adequate safe distance from the existing driveway on the adjacent property. The southern edge of the existing driveway is approximately 12 to 15 feet from the Smokey Point Distributing northern property line. 4) There shall be R.O.W. dedicated on 59ie Avenue NE. to accommodate street widening for the proposed development as required by the Public Works Department. 5) Traffic mitigation shall be paid to the Washington State Department of Transportation for improvement to SR531 (172' Street East) as per WSDOT's letter of 7/30/99; (see attached copy with FAX cover sheet). Utilities 1) All utilities to be constructed shall conform to current edition of the City of Arlington's Public Works Construction Standards and Specifications. 2) Installation of public sanitary sewer to serve the site shall be required. No on-site septic system shall be allowed. mid.doc Page 3'of 4 i 3) A ten (10) foot wide utility easement along the east property line shall be required to be dedicated for utility purposes. Prdperty Owner - John Berry State of Washington) ) ss County of Snohomish) On this day personally appeared before me ? to me known to be the individual described in and who executed the within an foregoing instru ent, and acknowledged that �a signed� the same as free and voluntary act and deed for the uses and purposes therein mentioned. Given under my hand and official seal this dd of, 1999. /3 % NOTARY PUBLIC in and f& the State of Washington residing at r)� My appointment expires � l l S 1 2 ^ n 7- City of Arlington - Cliff Strong Responsible Official State of Washington) ) ss County of Snohomish) On this day personally appeared before me, to me known to be the individual described in and who executed the within and foregoing instrument, and acknowledged that signed the same as free and voluntary act and deed for the uses and purposes therein mentioned. Given under my hand and official seal this day of .1999. NOTARY PUBLIC in and for the State of Washington residing at EFD/SMPTDMIT My appointment expires miti.doc Page 4 df 4 i ti 1 1 • City of Arlington Planning & Community Development Mitigated Determination of Nonsignificance AUGUST 4, 1999 SEPA#285 MDNS for the Proposed Smokey Point Distributing, Inc. Project No. MJ-99-117 DESCRIPTION OF PROPOSAL: To construct a Distribution Facility, consisting of an office, shop and parking area on a 4.5 acre site. PROPONENTS: Mr.John Berry Smokey Point Distributing,Inc, 19430 59th Avenue NE Arlington,Wa. 98223 CONTACT PERSON: Higa Rngineering,Inc. 1721 Hewitt Avenue,Suite 401 Everett,Washington 98201 (425)252-2826 LOCATION OF PROPOSAL: On the east side of 59th Avenue NE approximately 300 feet north of SR 531, (172 Street NE). LEAD AGENCY: Department of Planning& Community Development City of Arlington 238 North Olympic Ave. Arlington,WA 98223 Phone 360/435-0724 The lead agency for this proposal has determined that it does not have a probable significant adverse impact on the environment. The significant probable impacts adverse impacts have been mitigated per the mitigation agreement on file. An environmental impact statement (EIS) is not required under RCW 43.21C.030(2)(c). This decision was made after review of a completed environmental impact checklist and other information on file with the lead agency. This information is available to the public on request. This MDNS is issued under 197-11-340(2); the lead agency will not act on this proposal for 15 working days from the date of publication. Written comments must be submitted no later than August 26th, 1999. Res onsible Official Cliff Strong Date: August 4, 1999 EPD/MDNSSPDN mdns i i � PROJECT ENVIRONMENTAL MITIGATION AGREEMENT Smokey Point Distributing, Inc. Project # MJ-99-117 July 30, 1999 SEPA 285 This agreement is entered into by and between the City of Arlington, a municipal corporation, hereinafter referred to as the "Gifu,,, and Smokey Point Distributing, Inc. herein after referred to as the "Developer". WHEREAS, this agreement is executed pursuant to Chapter 43.21 RCW, the State Environmental Policy Act (SEPA), and Chapter VII of Arlington's Unified Development Code, to provide for mitigation of existing and known environmental impacts associated with the development hereinafter described. This agreement is a voluntary agreement entered into pursuant to the statutes of the State of Washington. This agreement does not preclude any evaluation and determination by the City upon later actions or proposals undertaken by the Developer which may require a determination of significance and environmental review under SEPA and WHEREAS, the Developer is proposing to construct a Distribution Facility, consisting of an office, shop and parking area on a 4.5 acre site and WHEREAS, the Responsible Official has made findings that the proposed development will result in the following probable significant adverse impacts to the environment; 1. Need mitigation for detention of storm water run-off resulting from impervious surfaces (i.e. buildings, driveways and parking surfaces). 2. Need for provision of water and sewer utilities to and through the site to serve this project and those, which may occur. 3. Need for improvements to 59`' Avenue and SR 531 (172"d St. NE) to facilitate the full utilization of the site as proposed. 4. Need for mitigation of related impacts as shown by specific category. NOW, THEREFORE, the City and the Developer agree that the following mitigation measures shall be employed by the Developer to ensure that probable significant adverse environmental impacts created by the proposed project are minimized or eliminated: Earth 1) An engineered Temporary Erosion and Sediment Control Plan (TESCP) shall be submitted for review and approval by the Department of Public Works prior to any site grading or construction. These plans shall be designed to the Stormwater Management Manual for the Puget Sound Basin (The Technical Manual) and AMC 16.10 Stormwater Management. The Stormwater detention facility shall be developed on-site or in conjunction with a regional facility for multiple sites. miti.doc Page 1 of 4 � �� I Air 1) The Department of Public Works will monitor construction of project improvements and the developer will be required to comply with air quality control practices relating to their work. 2) Watering of the construction site shall be utilized to reduce dust during dry time periods. Water 1) The applicant for review and approval shall submit an engineered Storm Drainage Plan to the Department of Public Works prior to any site grading or construction plan approval. This Plan will be designed and constructed in accordance with the Department of Ecology's Storm Water Management Technical Manual and City Standards. These requirements are quite complex and require detailed engineering by a specialist in stormwater engineering to avoid delays in the process. 2) A detention facility shall be constructed and operational to handle on-site run-off prior to any farther stripping of the site for development of adjacent roadway section, driveways, parking areas, building sites and utility installation. 3) The private stormwater drainage/detention system shall be designed per City standards and shall be on-site or developed as a regional system with adjacent properties. 4) The Developer shall provide the City of Arlington with a down stream analysis for the stormwater run-off. This shall be submitted at the time of construction plan submittal. Plants 1) The applicant will work in direct contact with the Department of Public Works to address any staging process that may require hydro-seeding, to reduce stormwater runoff. 2) There shall be landscaping of five (5) feet along the interior property lines as per UDC. 3) A landscape detail including plant size and quantity shall be submitted for review. Energy and Natural Resources 1) The developer shall coordinate with Cascade Natural Gas Company to reduce potential damage to streets during the project and future installations. This coordination shall help reduce damage to the development, once Final approval is sought. Environmental Health 1) Construction hours shall be limited from 7 AM to 7 PM. Aesthetics 1) To reduce esthetic impacts, there shall be required the installation and maintenance of slats in any existing and proposed permanent chain link fencing. miti.doc Page 2 of 4 i Licht and Glare 1) Proposed lighting of the parking areas shall be shielded to avoid interfering with flight operations. Recreation 1) Compliance with the UDC, Chapter XI, Section BA, the applicant shall pay five cents ($ 0.05) per square foot of land on the approved site plan for the proposed facility. Total square feet in the site is 196,774, at$0.05 per square foot, the park impact mitigation is $ 9,838.70. Historical and Cultural Preservation 1) Should any archeological materials be found, then appropriate agencies shall be contacted and measures taken to preserve the materials and the site. Transportation / 1) Frontage street improvements to 59th Ave. NE shall be required as per Public Works and may include but are not limited to curb, gutter, sidewalk, and storm drainage. Any work to 59th Ave. NE will require the reconstruction of affected portion of the street to current standards and shall comply with adopted street improvements. 2) The existing condition of 59' Avenue NE has been documented and any damage to 59`h Ave. will require repair to current standards. 3) The north and south entrance drives shall be relocated to provide for the required five (5) feet of landscaping along the property lines as per the UDC. The proposed northern driveway shall be relocated south as required by Public Works to provide an adequate safe distance from the existing driveway on the adjacent property. The southern edge of the existing driveway is approximately 12 to 15 feet from the Smokey Point Distributing northern property line. 4) There shall be R.O.W. dedicated on 59`h Avenue NE. to accommodate street widening for the proposed development as required by the Public Works Department. 5) Traffic mitigation shall be paid to the Washington State Department of Transportation for improvement to SR531 (172nd Street East) as per WSDOT's letter of 7/30/99; (see attached copy with FAX cover sheet). - Utilities 1) All utilities to be constructed shall conform to current edition of the City of Arlington's Public Works Construction Standards and Specifications. 2) Installation of public sanitary sewer to serve the site shall be required. No on-site septic system shall be allowed. miti.doc Page 3 of 4 i I 1 3) A ten (10) foot wide utility easement along the east property line shall be required to be dedicated for utility purposes. Property Owner -John Berry State of Washington) ) ss County of Snohomish) On this day personally appeared before me to me known to be the individual described in and who executed the within and foregoing instrument, and acknowledged that signed the same as free and voluntary act and deed for the uses and purposes therein mentioned. Given under my hand and official seal this day of, 1999. NOTARY PUBLIC in and for the State of Washington residing at My appointment expires City of Arlington - Cliff Strong Responsible Official State of Washington) ) ss County of Snohomish) On this day personally appeared before me, to me known to be the individual described in and who executed the within and foregoing instrument, and acknowledged that signed the same as free and voluntary act and deed for the uses and purposes therein mentioned. Given under my hand and official seal this day of .1999. NOTARY PUBLIC in and for the State of Washington residing at EFD/SMPTDMIT My appointment expires miti.doc Page 4 of 4 CITY OF ARLINGTON & SEWER DEPARTMENT APPLICATION Application is hereby made by the undersigned property owner r.,r all water and sewer se Pices required or used for any purpose at: Service Address: 17403 59th Avenue NE Lot Number: Plat Name: Property Tax Number: 223105-4-016-0006 in or near Arlington, Washington, for which I agree to pay in advance and in accordance with existing ordinances and regulations of the City, the following estimated charges, the exact charges will be determined and payable immediately upon completion of the installation. Building Permit 99-3516 a ows for 2 ERUs. Water Tap-In Charge $ 19, 350. 00 Water Service Connection Charge (Metering Charge) 2" $ 1, 550. 00 Sewer Tap-In Charge $ 5, 000. 00 Side Sewer Permit(s) $ 150.00 Street Repairs $ 0.00 Fire Hydrant Installation $ 0.00 Other $ 0.00 Total $ 26, 050.00 Special Conditions: None. I further agree that all rates and charges for water and sewer service to the above property shall be paid in accordance with existing ordinances and regulations of the City, or any such ordinances and regulations passed hereafter. I hereby authorize the following tenant, Smokey Point Distributing to have all accounts for water kept in his name under Account No. with the understanding that water bills mailed to said tenant shall not relieve the property from liability for water charges incurred. I understand that the City will use all reasonable effort to maintain uninterrupted service, but reserves the right to shut off the water at any time without notice for repairs, extensions, non-payment of rates or any other reason and assumes no liability for any damage as a result of interruption of service from any cause whatsoever. W/S Application Number: 2160 Owner: / (,G Date: Address: 1 I I City of Arlington Building Dept PUBLIC WORKS DEPARTMENT CHECKLIST PERMIT # �j DATE ACCOUNT # NAME: IVY,10 T 6 ZJ-T /,e 1l LZ Al C= ADDRESS: 72 /14�, LEGAL: 77_ BUILDING USE: /Al Cf r': � ��'�'��J r P;"�� ` ��•'j`' # OF BUILDING UNITS: r L- TOTAL ERU DESIGN UNITS: Item is inspected and complete Existing Required SIGNATURE: Date WATER METER REQUIRED: HEALTH DEPT. APPROVAL: P� SIDE SEWER PERMIT REQUIRED: 4'l `�� q- 23- it GARBAGE CONTAINER PAD: A ` CROSS-CONNECTION CONTROL: BACKWATER VALVE: du SEWER REQUIRED: Off site Gv P-T -)L It On site ✓ �� CURBS: Off site On site SIDE WALK: Off site On site PAVING: Off site On site STORM DRAINAGE: Off site On site PRETREATMENT DISCHARGE PERMIT: YES NO WATER/SEWER FEES PAID: YES NO-L .......... J� ` BuilMocrosW-check I lElm City of Arlington Building Depi PUBLIC WORKS DEPARTMENT CHECKLIST CPERMIT # 2L— DATE AC UNT # CAME: c�)_ILOKI-_ �l )VIiO ADDRESS: 7✓Q� 1 2 774 �, LEGAL: �Z /D I�r, (WA (p (BUILDINGUSE: In ci,,. 7 fenQnce, _SI70,0.5# OF BUILDING UNITS: TOTAL ERU DESIGN UNITS: Item is inspected and complete Eidsting Required SIGNATURE: Date WATER METER REQUIRED: ✓ HEALTH DEPT. APPROVAL: Nl SIDE SEWER PERMIT REQUIRED: ✓ GARBAGE CONTAINER PAD: ✓ CROSS-CONNECTION CONTROL: BACKWATER VALVE: �$ SEWER REQUIRED: Off site ✓ , W ATL%?C- ti On site �— CURBS: Off site On site 1 SIDE WALK: Off site " �" o q r999 On site PAVING: Off site On site STORM DRAINAGE: Off site On site PRETREATMENT DISCHARGE PERMIT: YES VI/ NO WATER/SEWER FEES PAID: YES NO Build\fbnns\u-check G , , du rb All T ni ,I i W � i I To: Dave Anderson From: Terry Castle Date: 7-7-99 Subject: SPD Building Permit Having reviewed the documents for the building permit for Smokey Point Distributing, I have the following comments: 1. The sewer system is shown installed 10" at .4%, it should be .3% and could be as flat at .28%. 2. The monitoring manhole should be installed in the mainline along 59th instead of where it is shown. 3. The water line shown along the north property line should be moved to the south property line and connected at the east end by a live tap to the existing 8"water main along the east property line. 4. Rather than install a hydrant run from the north with 133' of pipe, install the hydrant off the existing 8" line along the east property line via another live tap. 5. A utility easement of at least 10'will be required along the east property line. 6. The water service must come from the 8" main in the right of way through a separate tap per city standards, it cannot be topped from the hydrant lead. It requires its own 8" tee and valve per standard detail W-10. 7. The hydrant tee for the hydrant near the center of the parcel along 59th has to be fully valved. S. The tee at the south end of the water main will have a tee going east, it also must be fully valved. The valve shown just south of the hydrant is not necessary. - - r- Transportation 1) Frontage improvements on 59t" Street shall be required. Improvements shall include curb, gutter, sidewalk, landscaping, drainage and normal and incidental street improvements typical to minor arterials. Improvements shall be consistent with those described in the City's 59t" Street Arterial Street Study, approved in 1999, plus any additional improvements which may be necessitated by WSDOT expansions of the 59t" and SR 531 intersection. Alternatively, sufficient funds to pay for the required improvements may be contributed to the City for that purpose. Right of way shall be dedicated to a distance of 40 feet east of centerline. Only two driveway entrances onto the site will be allowed. Furthermore, they shall satisfy the following standards: a) The southernmost driveway into the site shall be moved north to a distance of at least 51 feet from the south property line. Alternatively, a commitment can be made that the driveway as shown, or located astraddle the south property line, will be shared as the sole driveway access to the adjoining lots 1 and 2. b) The northernmost driveway entrance shown shall be moved south to a minimum distance of 50 feet from the north property line. Alternatively, an agreement may be substituted to combine the project's north entrance with the adjacent driveway to the property to the north. r�, ., City of Arlington Building Dep FIRE DEPARTMENT CHECKLIST PER _- �J� DATE: NAME: P011V T /-5 TrU.6 0 T/led(-r- ADDRESS: �O."� �l � �i/�i LEGAL: 2 2,-1111)`, 4 "0/ '"iJ00C-- BUILDING USE: D}r{�G L ma e7 44na nGe OCCUPANCY CLASSIFICATION• ZN A % B E '�F H =2j 2.1131 4 1 1 1 2 1 3 ' 1 �/2 1 1 2 1 3 1 4 5 77 4RIM R S U 1.1 1 1.2 2 1 3 1 1 3 1 2 3 1 4 1 5 1 1 2 TYPE OF CONSTRUCTION I II III 1V V F.R. F.R. ONE-HOUR N ONE-HOUR N H.T. ONE-HOUR `N Item inspected& completed Signature & Date: Site Plan: Approved Denied Access Requirements: Required: Fire lane: ` I / cry /t'ew"! Sprinkler system: Alarm system: Knox Box: P Fire extinquishers: � Hydrant: # of hydrants required: _ -3us r Nal-1-/1 Location of Hydrant: abc1d ICAZAIV o LL--,//ai,42 Location of Knox Box: ��4/ v /.��re n 'c Location of Fire Extinquishers:�jtq /jL 4;:4,-AA ,,t/Eb Fire Flow requirements: Location of address on building: tyl�-ice �"w�✓r9H/CLr FIRE DEPT: J / ea.r Date: k'/,N��«✓,• 4 gmture Build\form\fdchecklist i i I I II � - • - � _ - ' � - - � - - - - - - - - - _ � _ _ _ ,.� _ ■ ■ I I � � f C � ■ y � � I �� ' _ � � i ■ � 1 _ _ _ _ _ . _ _ _ _ _ . _ _ _ _ T . , k1EM0 Date: July 30, 1999 To: Dave Anderson ^ , R F C f:11177 D From: Debbie Maroon,P.E.�"'(C` JUL 3 0 1999 Subject: Smokey Point Distributing—Office and Shop Buildings Storm Drainage Calculations Review CITY OF ARLIN TON As requested,we have completed our review of the storm drainage calculations and drawings for the above referenced project. The documents reviewed include(1)design drawings, prepared by Higa Engineering, Inc., (2)Geotechnical Site Investigation,prepared by Western Geotechnical Consultants, Inc., and(3) Storm Drainage Calculations,prepared by Higa Engineering,Inc. Below please find a list of our comments/concerns. • The project site is located within the Quilceda/Allen Watershed. The plan prepared for the watershed identified the Quilceda/Allen watershed as a public resource to be managed and enjoyed by a variety of watershed users. In order to address watershed problems within the basin,the plan has outlined management recommendations. According to the study,these management recommendations will best maintain the salmon resource,protect water quality, and prevent flooding. The design of the project should be in accordance,to the extent possible,with the management recommendations outlined in the plan. The most critical of those recommendations are those shown as High Priority in the plan. The designer needs to review the plan and verify the proposed design complies. • Section I11-3.3 of the Ecology manual requires that the bottom of the infiltration pond be located at least 3 feet above the seasonal high water or impermeable layer. The location of the soil log dug for the pond is not shown on the drawings, but the existing ground in the area of the infiltration pond is approximately elevation 129. According to the soils report provided,the water table is approximately 5.3 feet lower than existing ground. Therefore,the bottom of the pond should be at 126.7 (129-2.3)As currently designed,the bottom of the pond is at elevation 126.0. The location of the soil log should be shown on the plan so that the ground elevation can be determined and consequently,the level of the ground water. Revisions to the pond may have to be done,based on the ground water level. • Volume IV of the Ecology manual provides BMP's for various urban land uses. From the information presented within the storm report it appears that this site would fall under IV-2.3.5 Retail/Wholesale Vehicle and Equipment Dealers and IV-2.4.3 Equipment Repair. The present design does include many of the BMP's defined within those sections. However, Section IV- 2.3.5 requires that runoff from"outside equipment and storage and maintenance areas"be treated with an API or CPI-type oil/water separator. This requirement may be extremely difficult to meet on this site due to flat grades,the use of gravel surfacing and relatively shallow ground water. • From the description provided of the proposed uses of the site, it appears that vehicle washing may occur on the site. Section IV-4.2 of the Ecology manual has requirements for areas where vehicle washing will occur. This section requires that all wash water pass through an API or CPS oil/water separator prior to being discharged to the sanitary sewer system. It is our understanding E A R T H A G1 T E C H A tgCU INTERNATIONAL LTD.COMPANY rengenrevI doc z I I To: Dave Anderson s Page 2 From: Debbie Maroon Date: July 30, 1999 Subject: Smokey Point Distributing that the City of Arlington does not allow the discharge of wash water to the sanitary sewer system and therefore,the designer will have to propose a different method of disposal of wash water if, in fact,vehicle washing will occur on the site. • Ecology requires that an overflow route be shown should the pond overflow. This needs to be added to the drawings. • Provide Maintenance Requirements for privately maintained storm drainage facilities. We have also noted some miscellaneous comments on the enclosed drawings and calculations. If you have any questions,please call. E A R T H@ T E C H A'tgCO INTERNATIONAL LTD,COMPANY \Memo Form �, . . � / " | � U ° . | ~ � U - - ' " r - . ~ ^ . . , * ' - ~ Memorandum 41) City of Arlington Department of Community Development Building Department Date: June 16, 1999 To: Public Works, Fire Department From: Reta Subject: Building Permit application - Smokey Point Distributing #99-3516 Please review the attached Building Permit for Smokey Point Distributing and return by: Tuesday, July 6, 1999 building\memo\spd61699 •d I I !7� ' City of Arlington Building Dept--, FIRE DEPARTMENT CIIECKL.1,,).: PERMIT# ';��(� DATE: J(n NAME: ADDRESS: ��D�� / �LJ�i ��'� LEGAL: BUILDING USE: OffiCe_ -1-ma > flk4aOCe OCCUPANCY CLASSIFICATION: :T4,0 Z C . A B E F H 1 2 12.1131 4 1 1 2 1 3 1 J/2 1 1 2 1 3 4 5 6 1 7 I M R S U 1.1 1.2F2 3 1 3 1 2 3 4 5 1 2 TYPE OF CONSTRUCTION I II III 1V �'�V F.R. F.R. ONE-HOUR N ONE HOUR N H.T. ONE-HOUR N r Item inspected&completed Signature &Date: Site Plan: Approved Denied Access Requirements: Required: Fire lane: Sprinkler system: Alarm system: Knox Box: Fire extinquishers: Hydrant: # of hydrants required: Location of Hydrant: Location of Knox Box: Location of Fire Extinquishers: Fire Flow requirements: Location of address on building: FIRE DEPT: Date: igmture BuilMomitdchecklist �_ — ■ 1 7 — — — — ■ — — — ■ ■ ■ r 1 Mtn 001411" i IY I flop ti i, 4.1 % C. 11MIF NoY I ■ . I y■ ■ .+ J Jr . , r Al •7' + AEN7—r 11 I:i 1v ' MA ,lot:'■ L ■ ,11 � --min - - — — �! . + , L im, I I 1 {may I — �■ �r � i r ■ somm1 ■ .1■ 1 J ■��1■ 1 1 IL• ■ ■ 0 ■ ON J I ■ 1 ■ USE • • Woll _ TEL : Jul 0€ ,99 13 : 09 NO .003 F' . 01 i J /W 0,9 Te:.Dww Andw=n 999 gRcINQr Fm Date: 7.7-ff Oab3svt: 8I•D-Ouik� P�+it Having reviewed the doses for the building permit for 8mokey Point Diubtbuting, I haw the fallowing connrnwft: 1. The sewer sysbm is shown installed 10" st.4%, It should be .3% and scold be as flat at.28%. 2. The morkoring manhole should be insUged in the makriirw along Stith kmtead'of where it Is ehswn. S. The weber line shown along the north property lino should be moved to the south property kw and corrected at the east end by a IW tap to the nesting d"water main 4. Rathar than irwOsN s hydrerrt run from the north with t 33' of pipe, Errs d the hydrant off the sWetiri 5"Ilrw along the east property line via another Ive tap. i 5. A udNty easement of at least 10'wM be rewired along the east property Nne. 1 4. The wader service mat come*am the t3" main In the right of way through a sgWstae tap per sky sbwxkods, it cormot be tapped*am the tgdrant lead. It requime Its own 8" ,I Us and vaiw per abnderd ds%J W-10. 7. The hydr�srrt tee fbr the hydrant near the oenter of the paroal along 5M hate be My slued. i S. The Isms at the south end of the ranter main will have a tree 9oft east, It Wso must be 0*valved. The wive stwvrm Just south of the hydnu t is not necessary. i J i i ow IN m No :&ITI twom. ff T Low AL -Owl Ar �_!.A 9 rl %0I.Ab ;4. 1—'WWA Em's WWe l —!Id&W Wommi ■k4V 'e II 7 ERMWV bj!�§rrM §q ry .1 wapm Elm llfl'l� fir= 0 0 1 Vt 0 PZ T-V* dir t wrl v1 m no ow a 4 F-m ord 'A ff*wb wl —1� fro , wylmlwLB D—im Ems— no ULIWI I mmmdkq u sqp6m I on INO pm r low— 1*0 %no v"mom imm i�� v 1� ;,�-w r. 'I d�mmr OR mw Ipmom P Ul-ui bw wilm q�47T t OM q%i ItL • JU1 z yy `9 - 1140 UUI F' . U1 Post-W Fa X Note 7671 ')a11" payof " 1 1b c FrgM .� I 7 CQ1Q�K Co P„WxFOX 8 1 i PP Dft: 7-7-H &Mea On eU&ft Permit Hw#*p rwAw*vd to documerft for the building permit fbr$mokey Point D#strt xbV, I hew the fWko"comments: 1. The sewer system Is shown insbslied 10" at .4%, It should be .3% and could be as fist at.28%. NO' G�� 1 i s: — l ' I � I _ City of Arlington Building Dep v PUBLIC WORKS DEPARTMENT CHECKLIST PERMIT # DATE ACCOUNT # NAME: ADDRESS: l / -�O�� LEGAL: BUILDING USE: Off e 4-1n C?i rJ 1ej1ahG5 h6 S# OF BUILDING UNITS: -;r;V,6 (e0/I2 TOTAL ERU DESIGN UNITS: Item is inspected and complete Existing Required SIGNATURE: Date WATER METER REQUIRED: HEALTH DEPT. APPROVAL: SIDE SEWER PERMIT REQUIRED: GARBAGE CONTAINER PAD: CROSS-CONNECTION CONTROL: BACKWATER VALVE: SEWER REQUIRED: Off site On site CURBS: Off site On site SIDE WALK: Off site On site PAVING: Off site On site STORM DRAINAGE: Off site On site PRETREATMENT DISCHARGE PERMIT: YES NO WATER/SEWER FEES PAID: YES NO BuildtormsW-check - - - pI '-! ram _ - I ■ . I _ 'J y ' .� s'1' � �may_ i�� ■ ' � 1�i � • ■ i ■ irp ' i T■ ■ ■Vl—t- 1%11■1 ■ LAN •r1, ill „ ■ J i T 11 4 J ' ■ ■ 1 ' ■ a■Tt LU ■ J 1'r ■" 19,11 1 ' 1 I 1 I INN -'Tqn u =■ Tiii r-dw No ■ r i :r ■n ni di —1 1 1 111 I ■ 33 - 1, ■ r I r ■III iu n1 ,■ ■ ti morn ON woi ■ ZIIJ so I L 1, TT■A No 1 1 1■I jr ,, 1 v ■1 1 — F I A ■ To ■ — rl Building Dept Project Tracking Form Contractor-Name & address- Permit,No., , TNIT C"nsfi C9 I cIU t) /73025' J yes -3�3—�199�f Date Received: as°s More info required: pa� Information received: Sent to: date sent due back called received Comments: sl&�,m - rr ti 2-�r FD IV 7 � xU S .� -"x tracking ;e}N •aoL,-Tjns puTnolo Alolaq 1aal 9 uioij pasin000 aoedaas sait,:�x puno.To IueoijiuotS •laa3 c-c inoge le -ioloo ul Xaio popelo) qo,,q;x. `(SDSi1 ;i NSidS) Ills aoesl pue puts ;zTnipau of au—i uAio.Tq z Xq Uml,apuTi sa-,� stun lios sigl -loo3 I mddn agi ui slow autos poumiuoo gargA�, (S3Si'1 Xq "IYvvis) I-HS nput,s of (LNNS Ills umoiq jo load 0'E of t7-Zjo sisisuoo altlosd ooujsnsgns leiauoo all s�sn all jo uoildiiosop t, qum,lagiaool luodoi slgl of papuaddu aiu saol lid isol palt,lnqui poliP3 (SDsfl) Tuais�S uoTiuogTssejD lioS paU!un agi ouisn pagIssulo alam palaiunooua slios put, pad of Xlsnonuiiuoo aiam slid Tsai agZ (1 amo13) pol�ool aq i1TM �iillToed uoiiva1 p Tol. u_TIOIS agl aiauM pmr.nxoxo sL'.,A lid isai puCoas all pue uoiluool Sm. jinq lai;,s aj1oW—,XoJUjA aq;A pa";eAOOXD sBm lid isol IsiTg agZ -ails aqI ie pai.eeJXQ 01DIA siili li 1sdj Zdo luiol V -aog:loeq polunoui oill laggni t, ouisn paioldxo onm suoTilpuoo aot,jinsgns suoTllpuoj aoedlnsgnS '1101JUS11saAUT lno jo aural agi Iu posdol oqi jo podduls st,M put, ielJ XlaATlelal sT @ITS ag1 suoppuoD ooej-jnS SU0Ti1nu0D al!S .spRput,is Xilo ouriaouT uTaisxs uoiluolap ialtm TU 01S ails-uo paualsap t, gitm airs agi uo Suipltnq aoTjUo painloLjnueui-aid looj alunbs 006`Z u could put, Buiplmq laais food amnbs 000`01 u ioruisuoo of sT ueld airs oqj -alis agl jo ivau1dol3Aap ion slid Tsai Z do uoiit,neoxa agI mt,slano uilg lno uzo iaauToua leolugoaioao e 6661 `£ ounf up -f,:radoid paouaiaJas anoqu aqi Ie palonpuoo `uoTluoTisanuT alls lt,olugoaioao ino jo sllnsai agi ivasaid of posuald sT -oul `siuuilnsuoD luoTugoaioao unisa� 'VMy 'U012U11.1v 3M 'IS p„ZLT PU9 aN •aAV ID69 JO -IaU.10D 3N U01JU21jSanUI al!S JUJ1U1jaaj0a-q Md klag ugof 'jw ulld £ZZ86 VM `uo19ui1ld -9-N -QAV T�6S 0£b61 •oul `SuiinqulsiQ iuiod Xwjouis Np 6661 `L oun f �1+,�. V��b�p z0sz-o8s (09c) xej • LOSZ-o8s (090 euoyd s%1 �� 9Pe86 dM `a1epu�eJ . eAl 0 s6uuds11e3 181t' s � 'i � Geotechnical Site Investigatioi, West_,,Geotedmical Consultants,Inc. NE Cornea of 59 h Ave. NE and 172"d St.NE Arlington,WA June 7,1999 (Page 2 of 3) Groundwater Based on soil moisture and coloration, it appears that the seasonal high groundwater table is at about 5.3 feet. Conclusions and Recommendations Building Foundation support The site is conducive for foundation support using continuous shallow spread footings. We recommend that the planned building be supported on isolated spread and continuous footings founded on undisturbed native sandy soil. Bearing soil that is disturbed during foundation excavation should be re-compacted or removed. All soil directly below and around footings should be compacted to at least 95% of maximum dry density (ASTM- D-1557) prior to placement of forms or reinforcing steel. All continuous and isolated spread footings should have minimum widths of 18 and 24 inches, respectively, and should be founded a minimum of 18 inches below the lowest adjacent final grade for frost protection. All footings supported on properly prepared native sandy soil may be proportioned using a net allowable bearing pressure of 2,500 psf The term net allowable bearing pressure refers to the pressure which can be imposed on the soil at foundation level due to the total of all dead plus live loads, exclusive of the weight of the footing or any backfill placed above the footing. These values may be increased by one-third for transient wind or seismic loading. Settlement of spread foundation depends on the foundation size and bearing pressure as well as the strength and compressibility characteristics of the underlying bearing soils. Assuming constriction is accomplished as recommended above and for the loads anticipated, we estimate total settlement of the foundation should be less than about 1/z inch and differential settlement between two adjacent load bearing components supported on competent soils should be less than about half the total settlement estimate. Due to the coarse grain nature of the foundation soils, most of the settlement should take place relatively rapidly during construction as loads are applied. We recommend that footing excavations be observed by a geotechnical engineer to confirm that design assumptions are met. Based on uround water conditions we recommend that a footing drain be placed around the perimeter of the building. The drain should be placed at or below the base of the footings. The drain should consist of a 4-inch diameter perforated pipe surrounded by 'washed rock, and a separation geotextile such as Merafi 140N or equivalent should surround the entire drain. • Geotechnical Site Investigation Western a-otechnical Consultants,Inc. NE Corner of 59 h Ave.NE and 172rd St.NE Arlington,WA June 7, 1999 (Page 3 of 3) Groundwater Detention Facilities The site has a permanent groundwater table estimated to be at 6 feet below grade with a seasonal high groundwater table estimated at 5.3 feet. Surface water detention facilities should be designed utilizing a seasonal high groundwater table of about 5.3 feet below present grade. Erosion Control: Erosion control during construction of the proposed retaining wall can be accomplished through placement of proper sedimentation control facilities. We recommend siltation control facilities, consisting of either hay bales or silt fences, be fabricated around the construction area. Typical details for siltation control using either hay bales or silt fences are attached to this report. Siltation devices should be placed downgradient of all construction areas and cleared areas to provide siltation control during construction. All siltation control devices should be maintained during construction, and left in operable condition until the site has been revegetated and siltation is no longer a threat. At that time the siltation facilities should be removed. We appreciate the opportunity to be of assistance to you on this project. If you have any questions regarding the contents of this report, or if we can be of further assistance, please contact our office. Sincerely, Western otechnicaKonsultants, Inc. Theodore A. Hammer, P.E. Geotechnical Engineer c Cc: Higa Engineering Attachments: USCS Loa of Test Pits a Typical Erosion Control Facility _ - ,7 File:9975 I f C y VJ ! a7 W �• 7, � L I f� I C le l i I ," v J v! lcr i a1 w e o ^ v. N O N v n W < ryL: 1 j Ep Z 1 K � V1 C L ; I C cr - � Q J U < v 00 0 a N4 In �I In 0 I� 1 W _ �W 2 Q O e 0 c c N co 10 Q CL �' _ c I N w w s Li Q V1 ; 1 I JI N I _ w < �1 - f U7 Z w C Z C • 1 I I I -� ["l w w _ _ Z � _ ' � I 001 Cl) cn uj � co vJ I �<• y.�i r CL ---2 Q Uj - II Q ; l a I 3• G co cn cn U O U O I ! � i ---- IL U) = _ w O L/1 p C ¢N lJ4 - W _ W > W J S Z- z W Z-> _ C J`< 4 S x J ss 3i i t I 4181 Saltsprings Drive • Ferndale, WA 98248 Phone (360) 380-2507 • Fax (360) 380-2507 Table A-1 G1e:997511 Lo of Test Pits Test Depth USCS Soil Description Sample No./ Water Pocket Pit Interval Class. Depth(feet) Content Pen. No. (feet) (%) �Z�sq cm) TP-1 0.0-2.4 SM/NE Brown silty fine SAND to sandy SILT with some roots in the upper 1 foot 2.4 -5.5 SP/SM Brown fine to medium SAND 1-1/5.2 9.2% with trace silt (moist, red, compact) (grades gray in color at 5.3 feet) Notes: • Test Pit terminated on 6/3/99 at 5.5 feet. Test Pit backfilled upon completion • No ground water encountered • No instrumentation installed Table A-1 file:997512 Loo of Test Pits Soil Descci Lion Sample No./ Water Pocket Test Depth USCS p Depth(feet) Content Pcn. Pit Interval Class. (%) (Kg/sq. No. (feet) cm) TP-2 0.0—3.0 SM/MI. Brown silty fine SAND to sandy SILT with some roots in the upper 1 foot 3.0—7.0 SP/SM Brown fine to medium SAND 2-1/6.0 24.5% with trace silt(moist, red, compact) (grades gray in color at 5.3 feet) (ground water seepage at 6.0 feet to 6.5 feet before bein-,backfilled) Notes: • Test Pit terminated on 6/3/99 at 7.0 feet. • Test Pit backfilled upon completion. • Ground water encountered at 6.0 feet. • No instrumentation installed FILTER FABRIC MATERIAL 60" WIDE ROLLS NOTE: SPACING BETWEEN POSTS (USE STAPLES OR WIRE RINGS TO NOT TO EXCEED 6' ATTATCH FABRIC TO WIRE) iD WIRE MESH SUPPORT FENCE FOR SLIT FILM FENCES 2" BY 2" BY 14 GA. WIRE FABRIC OR EQUIV. o N _ O I _ Lo -I I I,�I I I �I I l EI _ 4F7=1r, N PROVIDE 3/4" -1 1/2" �— WASHED GRAVEL BACKFILL IN TRENCH AND ON BOTH SIDES OF FILTER FENCE FABRIC ON THE SURFACE t�l 8" MIN. I 2" BY 2" WOOD POSTS (STANDARD OR BETTER ` OR EQUIV. ALTERNATES: STEEL FENCE POSTS) ii I FILTER FABRIC FENCE VAT DRAWN TO CALF SEDIMENT CONTROL DiSMED BY. FILTER FABRIC FENCE o"Im or. 4181 Saltsprings Drive • Ferndale, WA 98219 scu 'E°1E0° Phone (360) 380-2507 • Fax (360) 380-2507 "An: KBY. N/A r N/A FLOW I BALE r WIDTH 1. EXCAVATE THE TRENCH. 2. PLACE AND STAKE STRAW BALES. I I r � 3. WEDGE LOOSE STRAW BETWEEN BALES. 4. BACKFILL AND COMPACT THE EXCAVATED SOIL. CONSTRUCTION OF A STRAW BALE BARRIER NOT DRAWN TO SCALE �A A-\ � B i � r POINTS A SHOULD BE HIGHER THAN POINT B PROPER PLACEMENT OF STRAW BALE BARRIER IN DRAINAGE-WAY NOT DRAWN TO SCALE i SEDIMENT CONTROL °FS'°"m BY: STRAW BALE BARRIER °""""BY: 4181 Saltsprings Drive • Ferndale, WA 98-048 �IXm BY: Phone (360) 380-2507 • Fax (360) 380-2507 °"" 5CA1„ NSA x a �- W .3s1 Chopelas'e.L Associates RECEIVED Engineering & Design Services 3 611 168"' St. NE, Suite D J U N 16 1999 Arlington, WA 98223 (360) 653-4615; FAX: (360) 651-2085 CITY OF ARLINGTON ENGINEERING SOILS REPORT Blue Ribbon Steel Buildings Inc. 47 Alder Lane Mount Vernon, WA 98273 Re: foundation requirements for Smokey Point Distributors project Dear Mr. Lambertson, A soils investigation of the above site was conducted to satisfy a City of Arlington Building Dept. requirement and to facilitate the design of appropriate support piers for the structure. Pro j ect: A large steel pole building is proposed near the intersection of 172nd street and 59"'Ave NE near the Arlington Airport. This structure will be used as a warehouse and shipping facility by Smokey Point Distributors Inc.. Site Features: The building site is a large parcel in a light industrial setting. The terrain is flat with no surface water features or sloped areas. The site was recently removed of the grass sod that once covered the site. Subsurface Conditions: Soil and site geological conditions were determined by data from three soil borings over the site area and from information from the Soil Conservation Services' Soil Survey of Snohomish County along with U.S.G.S. geological maps. The data indicates a very uniform soil profile around the entire site and adjacent properties. Typically the surface soil layer is composed of brown sandy loam about 12 inches thick. The lower subsoil is a tan brown loamy sand lacking mottling extending to a depth of approximately 2 feet. Substratum sediments are grayish brown sandy sediments with significant fine and medium gravel content. The water table in the area appears level at approximately 5 feet in depth below the soil surface. The subsoil and substratum sediments are formed from glacial outwash sediments. Geotechnics: To determine bearing capacity for support of the high loads from the structure, a direct shear test of the substratum sediments at 2 'h feet of depth was performed to determine the internal angle of friction of the sands which allows calculation of both normal and lateral bearing capacity. An internal angle of friction of 40 degrees was found by the direct shear analysis. • �i a i _ Under normal conditions a sand with firmly compacted with a high friction value of 40 degrees would result in high bearing capacities at 4-5 feet of depth. However, because of a high water table in the area, normal construction methods used in pole building construction could result in unacceptable amounts of settlement after construction. The depth of the piers will need to be kept above the water table. The submergence of soil below footing grade requires that the bearing value be reduced by approximately 25 percent, and 50 percent where water is at footing grade (Hough). Vertical bearing capacity was determined by unit weight multiplied by the surcharge and a bearing capacity factor Nq (Taylor) related to the internal angle of friction and reduced by 25 to 50% for the influence of ground water. The following table includes data used in design of piers and foundations. Vertical bearing Equiv, unit weight Coefficient of friction Cohesion Capacity lbs./ft2 lbs./cu. ft. (lateral) (design value) 3 foot depth 3100 lbs./sq. ft. 225 lbs./f t 0.65 0 PSF 4 foot depth 3300 lbs./sq. ft. 225 lbs./ft 0.7 0 PSF Geological Hazards: The entire Puget Sound area is susceptible to large magnitude earthquakes. Potential hazards on this site due to seismic shaking include ground displacement and loss of soil strength during an earthquake or liquifaction. There are no surface faults in the local vicinity and thus there is no indication that the area is predisposed to ground displacement. Additionally, the gravelly sand in the area is outside the grain size gradation curve for most liquefiable soils, indicating a low risk of soil strength loss during earthquakes. Recommendations: The proposed building location can be used with a reasonable assurance of stability and safety to the building if the following recommendations are followed: 1. Piers should be placed at least one(1) foot above the water table. The water table should be checked at the four corners of the proposed structure prior to pier installation. 2. Interior piers.with high vertical loads and low lateral loads should use a shallow pier of 3 feet in depth with area large enough to accommodate the design load. 3. Exterior piers subject to higher lateral loads should be placed at a maximum of 4 feet of depth. If you have any questions or need further assistance please do not hesitate to call. Prepared by: Peter Landry(geologist) Engineer ofIf tl' eter Chopelas PE t f, 27-974 �' 1 } � i w �i� 1 T RECEIVE® JUN 16 1999 CITY OF ARLINGTON 7/16 OSB 2x& GIRT &x6 POST P.T. 2x8 P.T. MIN. I " OVERLlNI BP,SEBOfARD MIN. 7" 6" SLAB EMBEDIMENT 48" OG 3GRADE 4==4 ; a ° I I ° a GONG. FTG SHEAF WALL PLAN A 50ALE = 3/4" = 1'-0" Chopelas & Associates, Professional Engineering Services RECEIVE - A3611 168`h St NE, Suite 5 JUN 19 1995 Arlington, WA 98223 (360) 653-4615 CITY OF ARLINGTi L, s,� May 27, 1999 F w�sy� Vertical and Lateral Load Analysis Q pQ For: Blue Ribbon Steel Buildings, Inc L? ►` 47 Alder Lane Mount Vernon, WA 98273 2 rS�ONAL Project: Job #2076: Smokey Point Distributors Arlington, WA EXPIRES: The project building has overall dimensions of 96' x 108' x 10' leave height), and iin: ..-:n 12' bays with interior 60' truss spans flanked by 24' interior rafter spans on each side. Vertical and lateral loads fall within the capacity of the generic design parameters as issued under my stamp on October 29, 1998 supplemented and modified as described below. Calculations are attached. I have evaluated snow load conditions for the site address above according to the methods and data of"Snow Load Analysis for Washington", 2nd Edition, by the Structural Engineers Association of Washington. This reference recommends a ground snow load of 17 lb/ftZ for Arlington. Roof snow loads are typically lower than ground load. However, I considered that worst conditions may result from a single wet snowfall, rather than an accumulation of snow over time subject to a roof exposure reduction, and I used a design roof snow load of 17 lb/ft2 for structural evaluation of the building. Truss forces for this snow load are within the capacity of the generic design 44' span truss (based on 25 Ib/ftZ snow), except that top chord bending becomes excessive with the length increase. A revised truss design is provided in attached sketches. For interior rafter spans, use(2) 1-3/4"x 11-7/8" 1.9E Microllam, double bolted at each end. Interior posts are required to be 6 x 8 (HF #2), as well as all endwall posts with a height over 16'. Post footing/embedment information is provided in an attached sketch, consistent with the foundation recommendations of the soils report. Wind loads in the side-to-side direction exceed the shear capacity of the available metal endwall construction. Sheath the endwalls below the truss gable end with 7/16" OSB on the inside of the gins attached 8d (d) 4" O.C. all edges and 12" O.C. field. All sheathing edges must be blocked. Blocks between girts at the posts shall be nailed to the posts 16d 6Wj 4" O.C. Bolt the bottom girt to the edge of the 6"concrete floor slab with 5/8" x 10"anchor bolts max 4` O.C.. and place the bottom girt so that the OSB sheathing does not contact the concrete. If N ou have any questions or if i can be of further assistance in your project. please call. Robert L. Snow. P.E. Chopelas & Associates Attachments: Design Sketches (3 pgs) Load Calculations(14 pgs) e �. 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' JOHN BERRY SMOKEY POINT DISTRIBUTING,INC. 19430 59TH AVENUE NE ARLINGTON,WA 98223 (360)435-5737 Prepared by: �Ep` NDFC IAN NORFOLK,E.I.T. HIGA ENGINEERING,INC. 1721 HEWITT AVENUE,SUITE 401 EVERETT,WA 98201 1 (425)252-2826 � � eta� fI1M{ES 1721 Hewitt Avenue, Suite 401 Everett, WA 98201 ENGINEERINMINC.. (425)252-2826 Fax:(425) 252-9551 r f r. v � CONTENTS INTRODUCTION EXISTING CONDITIONS DEVELOPED CONDITIONS OFFSITE ANALYSIS SUMMARY DRAINAGE INFORMATION APPENDIX i INTRODUCTION This site is located in the area of Smokey Point east of the Arlington Airport along the east side 59 h Avenue NE. A heavy equipment sales and rental facility will be moving from it's current location on 59`h Avenue to this site. EXISTING CONDITIONS The site is cleared and currently is covered in grass and low shrubs. It has very gradual slope of approximately one percent across the site from north to south and many small, localized depressions that catch and infiltrate storm water onsite. Currently no buildings, roads or improvements, exist on the site. The Soils Survey of Snohomish County states that the predominant soil in the area is Lynnwood loamy sand. The seasonal high water mark was found to be approximately 6 feet below the ground surface based on geotechnical exploration and soils logs done on August 16'' of this year. A two soil logs were done in the area of the proposed infiltration pond, and another in the area below the shell building. The geotechnical report states that the design high water mark should be 5.4 feet below the ground surface. Soil type was also confirmed by this report. DEVELOPED CONDITIONS The proposed development of the site will include a steel shell building of approximately 10,000 square feet and a 3,000 square foot modular office. Access to the site from 59`t' Avenue NE will be paved and a paved parking area for 11 vehicles will be provided between the road and the modular office building. Eight additional parking spaces will be provided in a gravel area beside the modular office. A concrete pad will be installed around the shell building to provide a roll out area for heavy equipment. The remaining area will be graveled with the exception of the landscape buffer and a proposed biofiltration swale. An infiltration pond sized to infiltrate the 100-year storm will be placed in the southeast corner of the site.No washing of vehicles will occur on site. Additionally, all maintenance shall be done inside the shell building. DRAINAGE DESIGN The Water Works program® was used to calculate the quantity of runoff generated by the new development onsite during a 100-year 24-hour design storm, and to size an infiltration pond. A single basin was used to calculate the runoff from the site. This basin does not include any area from the right of way. Any storm water runoff generated in the right of way has been assumed to be infiltrated into the soil in a shallow drainage swale in the Right-of- Way under existing conditions. Additionally, the landscape areas around the site will be i bermed from one to one and one half feet above grade to prevent the entrance or exit of stormwater to and from the site. Stormwater runoff generated on site will be channeled to a 105-foot bioswale along the southern line of the bioswale. This will treat the 6-month water quality storm and function as a drainage swale for any storm of greater intensity. A City of Arlington standard oil-water separator will be installed between the bioswale and the infiltration pond. This will prevent oil residue and other pollutants not removed in the bioswale from entering the infiltration pond. The designed infiltration pond only requires 2.5 feet of depth from the surface. This includes approximately 1.5 foot of pond depth for the 100-year storm, 1 foot of freeboard. A minimum of 3 feet from the bottom of the pond to the water table is provided as required by DOE. The listed infiltration rate for Ragnar fine sandy loam from Soils Survey of Snohomish County of 8.27 inches per hour was multiplied by a safety factor of 0.5 per DOE regulations to size the pond. A copy of the geotechnical report is included in the appendix of this report. OFF-SITE CONDITIONS No runoff enters this property from offsite due to the flat grades and sandy soils. Because all runoff generated on site will be captured and routed to the infiltration pond, no down stream drainage conditions will be impacted by this development. CONCLUSION Because all stormwater generated by this development will be retained on site,no offsite drainage impact is anticipated. DRAINAGE SUMMARY Project Applicant: Smokev Point Distributing. Inc. Project Area: 4.32 acres Drainage Basin Information Basin Information Type of Storage Proposed Infiltration Approximate Storage Volume 20.000 cf Soil Type Lynnwood loamy sand 6-month,24-hour storm, Post-development 0.07 cfs 100-year,24-hour storm, Post-development 3.75 cfs i ;: I APPENDIX SOILS INFORMATION GEOTECHNICAL REPORT DRAINAGE CALCULATIONS BASIN AND VICINITY MAPS 5 1 1 � T 6/14/99 4:29:45 pm Shareware Release -- BASIN SUMMARY BASIN ID: SPD_EX NAME: EXISTING SITE FOR 100YR SBUH METHODOLOGY TOTAL AREA...... . : 4.32 Acres BASEFLOWS: 0.00 cfs RAINFALL TYPE... . : TYPElA DERV IMP PRECIPITATION... . : 4.30 inches AREA..: 4.32 Acres 0.00 Acres TIME INTERVAL... . : 10.00 min CN....: 65.00 0.00 TC....: 65.10 min 0.00 min ABSTRACTION COEFF: 0.20 PEAK RATE: 0.40 cfs VOL: 0.43 Ac-ft TIME: 550 min BASIN ID: SPD_PR NAME: PROPOSED SITE FOR 100YR SBUH METHODOLOGY TOTAL AREA.......: 4.33 Acres BASEFLOWS: 0.00 cfs RAINFALL TYPE....: TYPElA PERV IMP PRECIPITATION....: 4.30 inches AREA..: 0.21 Acres 4.11 Acres TIME INTERVAL.... : 10.00 min CN....: 77.00 98.00 TC....: 7.80 min 7.42 min ABSTRACTION COEFF: 0.20 PEAK RATE: 3.75 cfs VOL: 1.43 Ac-ft TIME: 480 min BASIN ID: WQ-6MTH NAME: 6 MONTH WATER QUALITY STORM SBUH METHODOLOGY TOTAL AREA....... : 4.32 Acres BASEFLOWS: 0.00 cfs RAINFALL TYPE....: TYPElA DERV IMP PRECIPITATION... . : 1.47 inches AREA. . : 0.00 Acres 4.32 Acres TIME INTERVAL.... : 10.00 min CN. . . . : 0.00 76.00 TC. . . . : 0.00 min 7.42 min ABSTRACTION COEFF: 0.20 PEAK RATE: 0.07 cfs VOL: 0.06 Ac-ft TIME: 1120 min 6/14/99 4:29:45 pm Shareware Release STAGE DISCHARGE TABLE DISCHARGE LIST ID No. BAS-DIS Description: BASIN DISCHARGE STAGE <--DISCHARGE---> STAGE <--DISCHARGE---> STAGE <--DISCHARGE---> STAGE <--DISCHARGE---> (ft) ---cfs-- ------- (ft) ---cfs-- ------- (ft) ---cfs-- ------- (ft) ---cfs-- ------- -„----------------a-------------------------a-------------------------------- 100.00 0.7180 100.60 0.9268 101.20 1.1468 101.90 1.3892 100.10 0.7528 100.70 0.9616 101.30 1.1872 101.90 1.4296 100.20 0.7876 100.80 0.9964 101.40 1.2276 102.00 1.4700 100.30 0.8224 100.90 1.0312 101.50 1.2680 102.00 1.4700 100.40 0.8572 101.00 1.0660 101.60 1.3084 100.50 0.8920 101.10 1.1064 101.70 1.3488 6/14/99 4:29:47 pm Shareware Release LEVEL POOL TABLE SUMMARY MATCH INFLOW -STO- -DIS- <-PEAK-> OUTFLOW STORAGE <------DESCRIPTION--------> (cfs) (cfs) --id- --id- <-STAGE> id (cfs) VOL (cf) OPEN BASIN .. 3. . . . . . . . sa 0.40 3.75 INF-BAS1 BAS-DIS 101.45 1 1.25 10180.40 cf em Area • -135 _ J� b ..ba.1 y:....,, T��_��.c+. .off -i �� .�• /• I�azF�� _ _ Q Gravel A ' r - • ] 0■'— > Pit7. ! , '-_ O RLINGTON MUNICIP CD �' �! �` ir— - 1 �•;:` Al RPORT y �^T�I _ O �7 TSB• f ''ff�� - ••• sm •� r _ ; -i' , 2 L_ 0 130 N ■ N. Jill . : 'Reek— {. " * '+ �r� PROJECT t SITE �. 1 �mokep Point — ,s -3 Il 1 fr a 121 :__ _ ' Edgecomll�,j \ - —__� -�- — �;off ;--��_• '• ,--_ �' o�� r� � GOAD f •r.-�'' i20, 11111166 t� •l�h 1 t Jf `` 27 _ :A GPAPHC SCALE •o� � � 0 1000 2000 I ' Q VICINITY MAP I _I Park .;I - i0• - COX .. a ROAI�,I 12�; ate. •0 i / X SITE BASIN MAP , X X X , , x , / x / , TOTAL SITE AREA 4.33 ACRES X x ' x , i i , x ' , i ! X / , x x / ! , ! X � / w !Z / rn L . 0 100 200 i / '- 172NO STREET !: X I 1� 6/14/99 4:29:45 pm Shareware Release -__--__-- = BASIN SUMMARY BASIN ID: SPD_EX NAME: EXISTING SITE FOR 100YR SBUH METHODOLOGY TOTAL AREA.......: 4.32 Acres BASEFLOWS: 0.00 cfs RAINFALL TYPE....: TYPElA PERV IMP PRECIPITATION....: 4.30 inches AREA. .: 4.32 Acres 0.00 Acres TIME INTERVAL....: 10.00 min CN. . . .: 65.00 0.00 TC.. . .: 65.10 min 0.00 min ABSTRACTION COEFF: 0.20 PEAK RATE: 0.40 cfs VOL: 0.43 Ac-ft TIME: 550 min BASIN ID: SPD_PR NAME: PROPOSED SITE FOR 100YR SBUH METHODOLOGY TOTAL AREA...... . : 4.33 Acres BASEFLOWS: 0.00 cfs RAINFALL TYPE... . : TYPElA PERV IMP PRECIPITATION... . : 4.30 inches AREA. . : 0.21 Acres 4.11 Acres TIME INTERVAL... . : 10.00 min CN. . . . : 77.00 98.00 TC. . . . : 7.80 min 7.42 min ABSTRACTION COEFF: 0.20 PEAK RATE: 3.75 cfs VOL: 1.43 Ac-ft TIME: 480 min BASIN ID: WQ-6MTH NAME: 6 MONTH WATER QUALITY STORM SBUH METHODOLOGY TOTAL AREA. ......: 4.32 Acres BASEFLOWS: 0.00 cfs RAINFALL TYPE....: TYPElA PERV IMP PRECIPITATION....: 1.47 inches AREA..: 0.00 Acres 4.32 Acres TIME INTERVAL... .: 10.00 min CN... .: 0.00 76.00 TC... .. 0.00 min 7.42 min ABSTRACTION COEFF: 0.20 PEAK RATE: 0.07 cfs VOL: 0.06 Ac-ft TIME: 1120 min 6/14/99 4:29:45 pm Shareware Release STAGE DISCHARGE TABLE DISCHARGE LIST ID No. BAS-DIS Description: BASIN DISCHARGE STAGE <--DISCHARGE---> STAGE <--DISCHARGE---> STAGE <--DISCHARGE---> STAGE <--DISCHARGE---> (ft) ---cfs-- ------- (ft) ---cfs-- ------- (ft) ---cfs-- ------- (ft) ---cfs-- ------- 100.00 0.7180 100.60 0.9268 101.20 1.1468 101.80 1.3892 100.10 0.7528 100.70 0.9616 101.30 1.1872 101.90 1.4296 100.20 0.7876 100.80 0.9964 101.40 1.2276 102.00 1.4700 100.30 0.8224 100.90 1.0312 101.50 1.2680 102.00 1.4700 100.40 0.8572 101.00 1.0660 101.60 1.3084 100.50 0.8920 101.10 1.1064 101.70 1.3488 6/14/99 4:29:47 pm Shareware Release LEVEL POOL TABLE SUMMARY MATCH INFLOW -STO- -DIS- <-PEAK-> OUTFLOW STORAGE <------DESCRIPTION--------> (cfs) (cfs) --id- --id- <-STAGE> id (cfs) VOL (cf) OPEN BASIN . . . . . . . . . . . . . . . . 0.40 3.75 INF-BAS1 BAS-DIS 101.45 1 1.25 10180.40 cf I I 174 LL m' o 0 0 00 0 0 0 ,� 00 o Ln 0 Ln o U') o 0 �? �17 0 I— to o N I— tT ao N LO FO 3 p � O� M p (M 1` r � M 00 p O = n N cco oo CDD Cp0 \ T O ~ > O t� T M 1- t?J N co to Z 0)Z U p 1- (D O 00 N c�i � N (D co r r r r r r T a - Jz � O COCL �. s w 0 0 0 0 0 0 0 0 0 0 C LI_ r r r r T r T T r r Z � � O � � c fn W W to O m a a0 Q N a 0 � LO � LO LO m '7 N 00 LO co� m m O N Off � Q N 00 U) t(') M M coN N (n CA � (D p r N M IT LO co � ti 00 0) r F. r r r r r j1 Q (S1 Q w r � lq qT r (D p p 0 N L L 0 � OT p p 00 00 � r- p c0 Q 1_ 00 p r r N colcr ll) co LL N r T r r T T r r N Q o Q 0 ci PC0 0 0 0 0 0 0 0 0 0 0 o E (D w = 0 0 0 0 0 0 0 0 0 0 0 U) cm o T �i cri c ui (6 ao ci o Q a) o 0 0 0 0 0 0 0 0 0 T j E OW r T r r r r r r r T r w w O 0 0 m m i i STAGE DISCHARGE TABULATION PROPOSED INFILTRATION BASIN Water Measured Design Design Depth to Depth Hydraulic Surface Basin Surface Infiltration Rate Infiltration Rate Infiltration Rate Water Table Of Ponding Gradient Area Outflow Elevation f,in\hr fd,in%hr fd,cfs L,feet h,feet i,feet As,sf Clout,cfs 100.00 8.27 4.14 0.000096 3.00 0.00 1.00 7,500.00 0.718 101.00 8.27 4.14 0.000096 3.00 1.00 1.33 8,349.00 1.066 102.00 8.27 4.14 0.000096 3.00 2.00 1.67 9,216.00 1.470 103.00 8.27 4.14 0.000096 3.00 3.00 2.00 10,101.00 1.934 104.00 8.27 4.14 0.000096 3.00 4.00 2.33 11,004.00 2.458 105.00 8.27 4.14 0.000096 3.00 5.00 2.67 11,925.00 3.044 106.00 8.27 4.14 0.000096 3.00 6.00 3.00 12,864.00 3.694 107.00 8.27 4.14 0.000096 3.00 7.00 3.33 13,821.00 4.410 108.00 8.27 4.14 0.000096 3.00 8.00 3.67 14,796.00 5.193 109.00 8.27 4.14 0.000096 3.00 9.00 4.00 15,789.00 6.045 NOTES Listed Infiltration Rate, from Sno. Co. Soils Survey or Soil Logs Design Infiltration Rate, fd = 50 Percent x Measured Infiltration Rate Depth to Water Table, L= Bottom of Basin Elevation -Water Table Elevation Depth of Ponding, h =Water Surface Elevation - Bottom of Basin Hydraulic Gradient, i = (h+L)/L Basin Outflow, Qo = Fd x i x As i Project Summary Report Project Description Worksheet SMOKEY POINT DISTRIBUTING BIOFILTRA Flow Element Trapezoidal Channel Method Manning's Formula Solve For Channel Depth Input Data Mannings Coefficient 0.200 Slope 0.010000 ft/ft Left Side Slope 0.33 V:H Right Side Slope 0.33 V:H Bottom Width 2.00 ft Discharge 0.07 cfs Results Depth 0.15 ft Flow Area 0.4 ft' Wetted Perimete 2.96 It Top Width 2.91 It Critical Depth 0.03 ft Critical Slope 1.856169 ft/ft Velocity 0.19 ft/s Velocity Head 5.44e-4 ft Specific Energy 0.15 ft Froude Number 0.09 Flow Type Subcritical Notes:With this slope and velocity the time of retention of the 6-month,24-hour storm exceeds 9 minutes 0.19 ft/sec=11.4 ft/min 105 ft divided by 11.4 ft/min=9.21 minutes or 9 minutes 13 seconds Project Engineer.Walter Noel Higa d:lalspoldocslbioswale.fm2 Higa Engineering,Inc FlowMaster v6.0[614b] 06/14/99 05:04:06 PM ®Haestad Methods, Inc. 37 Brookside Road Waterbury,CT 06708 USA (203)755-1666 Page 1 of 1 Soil Survey of Snohomish County Area, Washington 30—Lynnwood loamy sand,0 to 3 percent slopes. from onsite sewage disposal systems.Cutbanks are not This very deep,somewhat excessively drained soil is stable and are subject to caving in. on terraces and outwashed plains.It formed in glacial This map unit is in capability subclass Ns. outwash.Areas are 10 to 30 acres in size,but a few areas are as much as 600 acres.The native vegetation is mainly conifers.Elevation is 50 to 500 feel The average annual precipitation is about 40 inches,the average annual air temperature is about 49 degrees F, the average frost-free season is 180 to 200 days. Typically,the surface layer is covered with a mat of leaves,needles,and twigs about 3 inches thick. The upper part of the subsoil is a dark brown loamy sand about 14 inches thick.The lower part is dark yellowish brown loamy sand about 14 inches thick The substratum to a depth of 60 inches or more is grayish brown sand.In some areas the surface layer and subsoil are sandy loam. Included in this unit are small areas of Everett,Indianola,Pastik,and Ragnar soils.Also included are Custer soils in basins and soils that have slopes of more than 3 percent.Included areas make up about 15 percent of the total acreage. Permeability of this Lynnwood soil is rapid. Available water capacity is low.Effective rooting depth is 60 inches or more.Runoff is slow,and the hazard of water erosion is slight. This unit is used mainly as woodland and for urban development.It is also used for hay and pasture. Douglas-fir is the main woodland species on this unit.On the basis of a 100-year site curve,the mean site index is 158.On the basis of a 50-year site curve,the mean site index is 121.The mean annual increment at culmination(CIvIAI)for Douglas-fir at age 65 is 168 cubic feet per acre.Among the trees of limited extent are western hemlock and western redceder.Among the common forest understory plants are western swordfern,brackenfem,deerfem,and red huckleberrry. This unit is well suited to year-round logging.Logging roads require suitable surfacing for year-round use. Rock for road construction is not readily available on this unit. Reforestation can be accomplished by planting Douglas-fir seedlings.The droughtiness of the surface layer reduces the survival of seedlings. When openings are made in the canopy,invading brushy plants,if not controlled,can delay the establishment of seedlings. The main limitations for hay and pasture is low available water capacity.Use of proper stocking rates,pasture rotation,and restricted grazing during wet periods helps to keep the pasture in good condition.Proper grazing practices,weed control,and fertilizer are needed for maximum quality of forage.In most years supplemental irrigation is needed. Fertilizer is needed for optimum growth of grasses and legumes. This unit is suited to use as homesites.The main limitation for septic tank absorption fields is seepage.If the density of housing is moderate to high, community sewage systems are needed to prevent contamination of water supplies as a result of seepage 1 I Maintenance Requirements for Privately Maintained Storm Drainage Facility The following requirements are only for the privately maintained infiltration basin described in this report. This information has been taken directly from the Department of Ecology Stormwater Management for the Puget Sound Basin manual dated February 1992, Section III-3. Requirements are not limited to the material in this manual. There may be additional Jurisdictional requirements that are not listed here. Inspection Schedule When infiltration basins are first placed into use they should be inspected on a monthly basis, and more frequently if a large storm occurs between that schedule. During the period October 1 through March 31 inspections shall be conducted monthly. Thereafter, once it is determined that the basin is functioning in a satisfactory manner and that there are no potential sediment problems, inspection can be reduced to a semi-annual basis with additional inspections following the occurrence of a large storm. This inspection shall include investigation for potential sources of contamination. Sediment Control The basin should be designed with maintenance in mind. Access should be provided for vehicles to easily maintain the forebay (presettling basin) area and not disturb vegetation, or resuspend sediment any more than is absolutely necessary. Grass bottoms in infiltration basins seldom need replacement since grass serves as a good filter material. If silty water is allowed to trickle through the turf,most of the suspended material is strained out within a few yards of surface travel. Well established turf on a basin floor will grow up through sediment deposits forming a porous turf and preventing the formation of an impenetrable layer. Grass planted on basin side slopes will also prevent erosion. Vegetation Maintenance Maintenance of vegetation established on the basin floor and side slopes is necessary in order to promote dense turf with extensive root growth which enhances infiltration, prevents erosion and consequent sedimentation, and prevents invasive weed growth. Bare spots are to be immediately stabilized and revegetated. The use of low-growing, stoloniferous grasses will permit long intervals between mowings. Mowing twice a year is generally satisfactory. Fertilizers should be applied only as necessary and in limited amounts to avoid contributing to the pollution problems, including ground water pollution, that the infiltration basin is there to solve. Consult the local extension agency for appropriate fertilizer types and application rates. i - - - - - �� GeotechnicalWeAem 4181 Saltsprings Drive • Ferndale, WA 98248 Phone (360) 380-2507 • Fax (360) 380-2507 August 16, 1999 Smokey Point Distributing, Inc. 19430 59`h Ave. N.E. Arlington, WA 98223 Attn. Mr. John Berry Re: Supplemental Geotechnical Site Investigation NE Corner of 59'Ave. NE and 172"d St. NE Arlington,WA Western Geotechnical Consultants, Inc. is pleased to present the results of our supplemental geotechnical site investigation, conducted at the above referenced property. On August 13, 1999, a geotechnical engineer from our firm oversaw the excavation of 2 test pits at the location of the proposed detention basin, as shown on the site plan (see Figure 1). The primary purpose of the supplemental investigation was to provide ground water information to be used in designing the detention basin. Specifically, we measured the depth to ground water at the time of the test pit excavations and estimated the expected seasonal high ground water table based on soil conditions. Site Conditions Surface Conditions The site is relatively flat and was stripped of the topsoil at the time of our investigation. Subsurface Conditions Subsurface conditions were explored using a rubber tire mounted backhoe. Two test pits were excavated at the location of the proposed L-shaped detention basin (one on each leg) at the approximate locations shown on the site plan. (Note that the test pits are numbered TP-3 and TP-4 to distinguish them from those excavated as part of the initial investigation for the project). The test pits were continuously logged and soils encountered were classified using the unified Soil Classification System (USCS). Edited tabulated test pit logs are appended to this report together with a description of the USCS classification system. The general subsurface profile at the location of the detention basin consists of about 1.0 foot of a brown SAND to silty SAND (SP/SM by USCS). This soil unit was underlain by a brown, fine to medium SAND, with occasional gravel (SP by USCS). 1 I I �' I I • Supplemental Geotechnical Site uivestigation WestL ,ieotechnical Consultants,Inc. NE Corner of 592'Ave.NE and 172d St NE Arlington,WA August 16, 1999 (Page 2 of 2) This soil unit has increasing amounts of coarse sand and gravel from about 4 feet to the bottom of the layer, which extended to 5.4 feet in TP-3 and apparently to the bottom of the test pit in TP-4. In TP-3 we encountered a dark brown, silty fine to coarse SAND (SM by USCS) at 5.4 feet, which was very moist to wet below 5.4 feet. This SM soil unit was not observed in TP-4, but the SP soil unit in TP-4 appeared to have an increased moisture content with depth. Groundwater Significant ground water seepage.was measured at 7.3 feet below existing ground surface in both test pits. Based on soil moisture and coloration, it appears that the seasonal high groundwater table is at about 5.4 feet. Conclusions We conclude, based on our subsurface exploration at the site, that the seasonal high ground water table during a year will be on the order of 5.4 feet below the existing ground surface at the location of the proposed detention basin, as shown on the site plan. Other geotechnical engineering recommendations for the proposed site are included in our earlier report for the site, dated June 7, 1999. We appreciate the opportunity to be of assistance to you on this project. If you have any questions regarding the contents of this report, or if we can be of further assistance, please contact our office. Sincerely, Western Geotechni 1 C nsultants, Inc. �•� a•.�`� _ .4. Hq A /1 Theodore A. Hammer, P.E. Geotechnical Engineer ,. cc: Higa Engineering Attachments: USCS Log of Test Pits +~ Test Pit Logs File:99752 i Table A-1 filc99'752 LoC'Of Test Pits ' Test Depth USCS Soil Description Sample NoJ water Pocket Depth(feet) Content Pen. Pit Interval Class. (%) (Kg/sq. No. (feet) cm) TP-3 0.0-1.0 SP/SM Light brown to reddish brown, 3-1/0.5 6.0 — fine to medium SAND with little silt and occasional gravel (slightly moist) 1.0-5.4 SP Brown,fine to medium SAND 3-2/3.0 4.9 with occasional gravel(relatively compact,moist);increased coarse sand and gravel at 4 feet 5.4-8.0 SM Dark brown,silty fine to coarse 3-3/6.0 11.6 — SAND with some gravel 3-4n.3 10.4 very moist to (relatively compact, wet) Notes: • Test Pit terminated on 8/13/99 at 8.0 feet • Test Pit back0ed upon completion • Groundwater encountered at 7.3 feet • No instrumentation installed Table A-1 file:99152 Lop of Test Pits Test Depth USCS Soil Description Sample No./ Water Pocket Pit Interval Class. Depth(feet) Content Pen. No. (feet) (%) � m Tp-4 0.0-1.0 SM EB:ro7w=nsi1t1Y fine SAND with 4-1/0.59.2gavel(moist) — 1.0-7.3 7SP Brown,fine to medium SAND 4-213.5 3.6 Nyzth occasional gavel(relatively compact, moist);increased coarse sand and gavel at about 4 feet; increased moisture content with d th Lai Notes: • Test pit terminated on 8/13/99 at 7.3 feet • Test pit back lied upon completion • Groundwater encountered at 7.3 feet • No instrumentation installed c 4 i t i r&D b P1 DRAINAGE IRLEPORT FOR THE s bl S>� 01aX POINT DISTPZIR TING I)A yY� A BUILDINGIDERMIT s i t • f i - l i t j June 16, 1999 S ` i RECEIVED t JOHN BERRY SMOKEY POINT DISTRIBUTING,INC. J U N 16 1999 19450 59Tr-i AVENUE NE - ARL.INGTON,WA 98221 ! (360)435-5737 A R L 1 N fi Prepared by: NO , i IAN NORFOLK,E.I.T. HIGA ENGINEERING,INC. 1721 HE vJITT AVENUE, SUITE 401 EVERETT,WA 98201 (425)252-2826 ' 2i850 rLx?lFzs 2 G. 1721 Hewitt Avenue, Suite 401 Everett,WA 98201 t ENGINEERING.INC. (425)252-2826 Fax:(425) 252-9551 ' J l • } 1 . . • I • j . r � r Y j � • r 1 r I J • _ I 1, ,l • r CONTENTS INTRODUCTION EXISTING CONDITIONS DEVELOPED CONDITIONS OFFSITE ANALYSIS APPENDIX i _ E61 J INTRODUCTION This site is located in the area of Smokey Point east of the Arlington Airport along the east side 591h Avenue NE. A heavy equipment sales and rental facility will be moving from it's current location on 59th Avenue to this site. EXISTING CONDITIONS The site is cleared and currently is covered in grass and low shrubs. It has very gradual slope of approximately one percent across the site from north to south and many small, localized depressions that catch and infiltrate storm water onsite. Currently no buildings, roads or improvements, exist on the site. The Soils Survey of Snohomish County states that the predominant soil in the area is Lynnwood loamy sand. The seasonal high water mark was 'lum-id to be approximately o feet below the ground surface based on geotechnical exploration and soils logs done on June 3`d of this year. A soil log was done in the area of the proposed infiltration pond, and in the area below the shell building. The geotechnical report states that the design high water mark should be 5.3 feet below the ground surface. Soil type was also confirmed by this report. DEVELOPED CONDITIONS The proposed development of the site will include a steel shell building of approximately 10,000 square feet and a 3,000 square foot modular office. Access to the site from 59th Avenue NE will be paved and a paved parking area for 11 vehicles will be provided between the road and the modular office building. Eight additional parking spaces will be provided in a gravel area beside the modular office. A concrete pad will be installed around the shell building to provide a roll out area for heavy equipment. The remaining area will be graveled with the exception of the landscape buffer and a proposed biofiltration swage. An infiltration pond sized to infiltrate the 100-year sica n wi-ii be located on an adjacent lot. DRAINAGE DESIGN The Water Works program® was used to calculate the quantity of runoff generated by the new development onsite during a 100-year 24-hour design storm, and to size an infiltration pond on the adjacent lot. The owner of the site also owns the two adjacent lots. At the time of sale of either remaining lot, an easement will be placed over the infiltration pond area to ensure continued access and use. The pond location also provides for the future expansion and use of the pond at the time of development of the remaining two lots. QRoQ%bv- C,AIC.QLNTIGA-111►J�,LV6k �J�1!Ll.:/► (�►0 SAL #'+��:�r (� .� , ; _� Yeti REG�(Jitcci+, Foy ARTn Ir I31c)�W kk,- 15 4%-, ThAoi a.oc) I '� 'i r . A single basin was used to calculate the runoff from the site. This basin does not include any area from the right of way. Any storm water runoff generated in the right of way has been assumed to be infiltrated into the soil in a shallow drainage swale in the Right-of- Way under existing conditions. Additionally, the landscape areas around the site will be bermed from one to one and one half feet above grade to prevent the entrance or exit of stormwater to and from the site. Stormwater runoff generated on site will be channeled to a 105 foot bioswale along the southern lot line. This will treat the 6-month water quality storm and function as a drainage swale for any storm of greater intensity. A City of Arlington standard oil water separator will be installed between the bioswale and the infiltration pond. This will prevent oil residue and other pollutants not removed in the bioswale from entering the infiltration pond. The designed infiltration pond only requires 2.5 feet of depth from the surface. This 5"00 includes approximately 1.5 foot of pond depth for the 100-year storm, 1 foot of L 0c F.T i u freeboard. A minimum of 3 feet from the bottom of the pond to the water table is Of 1AAL provided as required by DOE. The listed infiltration rate for Ragnar fine sandy loam from J-06 Soils Survey of Snohomish County of 8.27 inches per hour was multiplied by a safety factor of 0.5 per DOE regulations to size the pond. 'A copy of the geotechnical report is L)�a�ai1 included in the appendix of this report. �. F`t OFF-SITE CONDITIONS i 1 ��`` a T- No runoff enters this property from offsite due to the flat grades and sandy soils. Because all runoff generated on site will be captured and routed to the infiltration pond, no down stream drainage conditions will be impacted by this development. CONCLUSION Because all stormwater generated by this development will be retained on site, no offsite drainage impact is anticipated. DRAINAGE SUMMARY Project Applicant: Smokey Point Distributing, Project Area: 4.32 acres Drainage Basin Information Basin Information Type of Storage Proposed Infiltration Approximate Storage Volume 20,000 cf Soil Type Lynnwood loamy sand 6-month, 24-hour storm, Post-development 0.07 cfs 100-year,24-hour storm, Post-development 3.75 cfs 1 i APPENDIX SOILS INFORMATION GEOTECHNICAL REPORT DRAINAGE CALCULATIONS BASIN AND VICINITY MAPS �� . 11 1 _ -30 i r u 'r V'ARLINCTN' TSIIRR. 22r j '' PROJECT .,. k• �` 1� . ' SITE { 30 moki P 9 y 39 Xe- •- -_- - ' .• - 4 _�..1-+IYq 3 _p_�a1ZYt: •J •! � u~x �C��y l 13 _ _13 •39 0r 32 3`.72 13 271 p1= 26 r° ` z 74 S i 39 18 77 73 Wit.-xi i — 13 T 69 39' 13 ' , h 13 13 :, *Y �;;¢T GRAPHIC SCALE 13 ;.�:- 72 �^ SOILS MAP �� ;. ,£ 39•-A1, FROM SCS SOIL SURVEY OF SNOHOMISH COUNTY st 73 1 . ' I I I Soil Survey of Snohomish County Area, Washington 30—Lynnwood loamy sand,0 to 3 percent slopes. from onsite sewage disposal systems.Cutbanks are not This very deep,somewhat excessively drained soil is stable and are subject to caving in. on terraces and outwashed plains.It formed in glacial This map unit is in capability subclass IVs. outwash.Areas are 10 to 30 acres in size,but a few areas are as much as 600 acres.The native vegetation is mainly conifers.Elevation is 50 to 500 feet.The average annual precipitation is about 40 inches,the average annual air temperature is about 49 degrees F, the average frost-free season is 180 to 200 days. Typically,the surface layer is covered with a mat of leaves,needles,and twigs about 3 inches thick. The upper part of the subsoil is a dark brown loamy sand about 14 inches thick.The lower part is dark yellowish brown loamy sand about 14 inches thick. The substratum to a depth of 60 inches or more is grayish brown sand.In some areas the surface layer and subsoil are sandy loam. Included in this unit are small areas of Everett,Indianola,Pastik,and Ragnar soils.Also included are Custee-soils in basins and soils that have slopes of more than 3 percent.Included areas make up about 15 percent of the total acreage. Permeability of this Lynnwood soil is rapid. Available water capacity is low.Effective rooting depth is 60 inches or more.Runoff is slow,and the hazard of water erosion is slight. This unit is used mainly as woodland and for urban development:It is also used for hay and pasture. Douglas-fir is the main woodland species on this unit.On the basis of a 100-year site curve,the mean site index is 158.On the basis of a 50-year site curve,the mean site index is 121.The mean annual increment at culmination(CMAI)for Douglas-fir at age 65 is 168 cubic feet per acre.Among the trees of limited extent are western hemlock and western redceder.Among the common forest understory plants are western swordfem,brackenfem,deerfern,and red huckleberrry. This unit is well suited to year-round logging.Logging roads require suitable surfacing for year-round use. Rock for road construction is not readily available on thic unit Reforestation can be accomplished by planting Douglas-fir seedlings.The droughtiness of the surface layer reduces the survival of seedlings. When openings are made in the canopy,invading brushy plants,if not controlled,can delay the establishment of seedlings. F The main limitations for hay and pasture is low available water capacity.Use of proper stocking rates,pasture rotation,and restricted grazing during wet periods helps to keep the pasture in good condition.Proper grazing practices,weed control,and fertilizer are needed for maximum quality of forage.In most years supplemental irrigation is needed. Fertilizer is needed for optimum growth of grasses and legumes. This unit is suited to use as homesites.The main limitation for septic tank absorption fields is seepage. If the density of housing is moderate to high, community sewage systems are needed to prevent contamination of water supplies as a result of seepage I •b Nor - Western GeotechnicalCORSUItants, 4181 Saltsprings Drive • Ferndale, WA 98248 Phone (360) 380-2507 • Fax (360) 380-2507 June 7, 1999 Sm key Point Distributing, Inc. 19430 59 h Ave. N.E. Arlington, WA 98223 Attn. Mr. John Berry Re: Geotechnical Site Investigation NE Corner of 59`h Ave. NE and 172"d St. NE Arlington, WA Western Geotechnical Consultants, Inc. is pleased to present the results of our geotechnical site investigation, conducted at the above referenced property. On June 3, 1999 a geotechnical engineer from our firm oversaw the excavation of 2 test pits for development of the site. The site plan is to construct a 10,000 square foot steel building and place a 2,900 square foot pre-manufactured office building on the site with a designed on-site storm water detention system meeting city standards. Site Conditions Surface Conditions The site is relatively flat and was stripped of the topsoil at the time of our investigation. Subsurface Conditions Subsurface conditions were explored using a rubber tire mounted backhoe. A total of 2 test pits were excavated at the site. The first test pit was excavated at the approximate building location and the second test pit -;ras :lea aced w11 r the �torra water detention facility will be located (Figure 1). The test pits were continuously logged and soils encountered were classified using the Unified Soil Classification System (USCS). Edited tabulated test pit logs are appended to this report together with a description of the USCS. The general subsurface profile consists of 2.4 to 3.0 feet of brown silty SAND to sandy SILT (SM/ML by USCS) which contained some roots in the upper 1 foot. This soil unit was underlain by a brown fine to medium sand and trace silt (SP/SM by USCS), which graded gray in color at about 5.3 feet. Significant ground water seepage occurred from 6 feet below ground surface. rL 1 Geoteelutical Sitc Investigation' Wes-ten --otechnical Consultants,Inc. N'E Cotner of 59"Ave.NE and 172nd St.NE Arlington,WA June 7, 1999 (Page 2 of 3) Groundwater Based on soil moisture and coloration, it appears that the seasonal high groundwater table is at about 5.3 feet. Conclusions and Recommendations Building Foundation support The site is conducive for foundation support using continuous shallow spread footings. We recommend that the planned building be supported on isolated spread and continuous footings founded on undisturbed native sandy soil. Bearing soil that is disturbed during foundation excavation should be re-compacted or removed. All soil directly below and around footings should be compacted to at least 95% of maximum dry density (ASTM- D-1557) prior to placement of forms or reinforcing steel. All continuous and isolated spread footings should have minimum widths of 18 and 24 inches, respectively, and should be founded a minimum of 18 inches below the lowest adjacent final grade for frost protection. All footings supported on properly prepared native sandy soil may be proportioned using a net allowable bearing pressure of 2,500 psf. The term net allowable bearing pressure refers to the pressure which can be imposed on the soil at foundation level due to the total of all dead plus live loads, exclusive of the weight of the footing or any backfill placed above the footing. These values may be increased by one-third for transient wind or seismic loading. Settlement of spread foundation depends on the foundation size and bearing pressure as well as the strength and compressibility characteristics of the underlying bearing soils. Assuming construction is accomplished as recommended above and for the loads anticipated, we estimate total settlement of the foundation should be less than about '/z inch and differential settlement between two adjacent load bearing components supported on competent soils should be less than about half the total settlement estimate. Due to the coarse grain nature of the foundation soils, most of the settlement should take place relatively rapidly during construction as loads are applied. We recommend that footing excavations be observed by a geotechnical engineer to confirm that design assumptions are met. Based on ground water conditions we recommend that a footing drain be placed around the perimeter of the building. The drain should be placed at or below the base of the footings. The drain should consist of a 4-inch diameter perforated pipe surrounded by washed rock, and a separation geotextile such as Merafi 140N or equivalent should surround the entire drain. r�� _ :� f Geotechnical Site Investigation Wes--ten. leotechnical Consultants,Inc. NE Corner of 59'h Ave.NE and 172nd St.NE Arlington,WA June 7,1999 (Page 3 of 3) Groundwater Detention Facilities The site has a permanent groundwater table estimated to be at 6 feet below grade with a seasonal high groundwater table estimated at 5.3 feet. Surface water detention facilities should be designed utilizing a seasonal high groundwater table of about 5.3 feet below present grade. Erosion Control: Erosion control during construction of the proposed retaining wall can be accomplished through placement of proper sedimentation control facilities. We recommend siltation control facilities, consisting of either hay bales or silt fences, be fabricated around the construction area. Typical details for siltation control using either hay bales or silt fences are attached to this report. Siltation devices should be placed downgradient of all construction areas and cleared areas to provide siltation control during construction. All siltation control devices should be maintained during construction, and left in operable condition until the site has been revegetated and siltation is no longer a threat. At that time the siltation facilities should be removed. We appreciate the opportunity to be of assistance to you on this project. If you have any questions regarding the contents of this report, or if we can be of further assistance, please contact our office. Sincerely, Western !technical"onsultants, Inc. Theodore A. Hammer, P.E. Geotechnical Engineer ate!'' Cc: Higa Engineering Attachments: USCS Log of Test Pits Typical Erosion Control Facility 2 File:9975 r, W a Z. t - 'may I x tic U t U s I I f _ cs I! 31 W CL w a O v. I fif I~ N D J T� z i[[' C 'JG•' I f J v Oo- o o ry L I I oCL J N L7 J J J !I •�r`i C I O c Q �' � n c cn j U ` W Q O Z LL N I I N O; W � ✓A I I I �i � � NI N W cr O < L•.1 < �' O C W w 3 rJ' UI�;:STIe •- T��aISSt^� ndC1TC�9" CC_ � N CL � e¢ 'o � z � ,�� f az �_ � 3 =-- =5•' �= I `�z f I s- - � � rcu � u¢ �� `" �ol o viz >�1 Aas no 1 <¢o i _ = ,�',`• c ` u 'y +• C 00 O_ CLre (Xl j ipW II R� I V„ CL I I L7 Z °V cr i3 �i I �� 1 Western Geotechnical Consultants, 4181 Saltsprings Drive • Ferndale, WA 98248 Phone (360) 380-2507 - Fax (360) 380-2507 Table A-1 filc:997511 Lo of Test Pits Test Depth USCS Soil Description Sample No./ Water Pocket Pit Interval Class. Depth(feet) Content Pen. No. (feet) (ON ��s4• cm) TP-1 0.0-2.4 SM/ML Brown silty fine SAND to sandy SILT with some roots in the upper 1 foot 2.4-5.5 SP/SM Brown fine to medium SAND 1-1/5.2 9.2% with trace silt (moist,red, compact) (grades gray in color at 5.3 feet) Notes: • Test Pit terminated on 6/3/99 at 5.5 feet. • Test Pit backHed upon completion • No ground water encountered • No instrumentation installed Table A-1 file:997512 Log of Test Pits Test Depth USCS I Soil Description Sample No./ Water Pocket Pit Interval Class. Depth(feet) Content Pen. N (ON (Kg/s4 o. (feet) CM) TP-2 0.0—3.0 SM/NE Brown silty fine SAND to sandy SILT with some roots in the upper 1 foot 3.0—7.0 SP/SM Brown fine to medium SAND 2-1/6.0 with trace silt(moist, red, compact) (grades gray in color at 5.3 feet) (ground water seepage at 6.0 feet to 6.5 feet before bein,backfilled) Notes: • Test Pit terminated on 6/3/99 at 7.0 feet. • Test Pit backfilled upon completion. • Ground water encountered at 6.0 fect. • No instrumentation installed . � _ � I FILTER FABRIC MATERIAL 60" WIDE ROLLS NOTE: SPACING BETWEEN POSTS (USE STAPLES OR WIRE RINGS TO NOT TO EXCEED 6' ATTATCH FABRIC TO WIRE) CD WIRE MESH SUPPORT FENCE FOR SLIT FILM FENCES 2" BY 2" BY 14 GA. WIRE FABRIC OR EQUIV. b i CV I O I, I I III N PROVIDE 3/4" -1 1/2" WASHED GRAVEL BACKFILL IN TRENCH AND ON BOTH SIDES OF FILTER FENCE FABRIC ON THE SURFACE 8" MIN. 2" BY 2" WOOD POSTS (STANDARD OR BETTER OR EQUIV. ALTERNATES: STEEL FENCE POSTS) �I I FILTER FABRIC FENCE N T DRAWM TO SCALE • I 1 Im, mm SEDIMENT CONTROL 0tw•E°By: FILTER FABRIC FENCE °""•"Or. 4181 Saltsprings Drive • Ferndale, WA 98248 CKCKU BY. Phone (36� 380 2507 Fax (360) 380-2507 °A" " NIAr. N/A / FLOW BALE WIDTH 1. EXCAVATE THE TRENCH. 2. PLACE AND STAKE STRAW BALES. y 3. WEDGE LOOSE STRAW BETWEEN BALES. 4. BACKFILL AND COMPACT THE EXCAVATED SOIL. CONSTRUCTION OF A STRAW BALE BARRIER NOT DRAWN TO SCALE A r A B 6/ , POINTS A SHOULD BE HIGHER THAN POINT B PROPER PLACEMENT OF STRAW BALE BARRIER IN DRAINAGE WAY NOT DRAWN TO SCALE '°B NO SEDIMENT CONTROL °i&'GtiD BY.. STRAW BALE BARRIER DR"YM BY. 4181 Saltsprings Drive • Ferndale, WA 98248 DATE CM°`m BY; Phone (360) 380-2507 • Fax (360) 380-25075`"`E �_ NIA v, NIA Project Summary Report Project Description Worksheet SMOKEY POINT DISTRIBUTING BIOFILTRA Flow Element Trapezoidal Channel Method Manning's Formula Solve For Channel Depth Input Data Mannings Coefficient 0.200 Slope 0.010000 fUft Left Side Slope 0.33 V:H Right Side Slope 0.33 V:H Bottom Width 2.00 ft Discharge 0.07 cis Results Depth 0.15 ft Flow Area 0.4 ft2 Wetted Perimete 2.96 ft Top Width 2.91 ft Critical Depth 0.03 ft Critical Slope 1.856169 ft/ft Velocity 0.19 f/s Velocity Head 5.44e-4 ft Specific Energy 0.15 ft Froude Number 0.09 Flow Type Subcritical Notes:With this slope and velocity the time of retention of the 6-month,24-hour storm exceeds 9 minutes 0.19 ft/sec=11.4 ft/min 105 ft divided by 11.4 ft/min=9.21 minutes or 9 minutes 13 seconds Project Engineer:Walter Noel Higa d:\a%spoldocs\bioswale.fm2 Higa Engineering,Inc FlowMaster v6.0[614b] O6/14/99 05:04:06 PM ©Haestad Methods, Inc. 37 Brookside Road Waterbury,CT 06708 USA (203)755-1666 Page 1 of 1 1 I I' 6/14/99 4:29:45 pm Shareware Release -- BASIN SUMMARY BASIN ID: SPD_EX NAME: EXISTING SITE FOR 100YR SBUH METHODOLOGY TOTAL AREA..... ..: 4.32 Acres BASEFLOWS: 0.00 cfs RAINFALL TYPE....: TYPElA PERV IMP PRECIPITATION....: 4.30 inches AREA..: 4.32 Acres 0.00 Acres TIME INTERVAL....; 10.00 min CN....: 65.00 0.00 TC....: 65.10 min 0.00 min ABSTRACTION COEFF: 0.20 PEAK RATE: 0.40 cfs VOL: 0.43 Ac-ft TIME: 550 min BASIN ID: SPD_PR NAME: PROPOSED SITE FOR 100YR SBUH METHODOLOGY TOTAL AREA. . ... ..: 4.33 Acres BASEFLOWS: 0.00 cfs RAINFALL TYPE. ...: TYPElA PERV IMP PRECIPITATION....: 4.30 inches AREA..: 0.21 Acres 4.11 Acres TIME INTERVAL... .: 10.00 min CN....: 77.00 98.00 TC....: 7.80 min 7.42 min ABSTRACTION COEFF: 0.20 PEAK RATE: 3.75 cfs VOL: 1.43 Ac-ft TIME: 480 min BASIN ID: WQ-6MTH NAME: 6 MONTH WATER QUALITY STORM SBUH METHODOLOGY TOTAL AREA.. .....: 4.32 Acres BASEFLOWS: 0.00 cfs RAINFALL TYPE....: TYPElA PERV IMP PRECIPITATION....: 1.47 inches AREA..: 0.00 Acres 4.32 Acres TIME INTERVAL.. ..: 10.00 min CN... .: 0.00 76.00 TC....: 0.00 min 7.42 min ABSTRACTION COEFF: 0.20 PEAK RATE: 0.07 cfs VOL: 0.06 Ac-ft TIME: 1120 min 6/14/99 4:29:45 pm Shareware Release STAGE DISCHARGE TABLE DISCHARGE LIST ID No. BAS-DIS Description: BASIN DISCHARGE STAGE <--DISCHARGE---> STAGE <--DISCHARGE---> STAGE <--DISCHARGE---> STAGE <--DISCHARGE---> (`t) c.--- ------- !fr) ---cfs-- ------- (fti ---cfs-- ------- (ft) ---cfs-- ------- 100.00 0.7180 100.60 0.9268 101.20 1.1468 101.80 1.3892 100.10 0.752E 100.70 0.9616 101.30 1.1872 101.90 1.4296 100.20 0.7876 100.80 0.9964 101.40 1.2276 102.00 1.4700 100.30 0.8224 100.90 1.0312 101.50 1.2680 102.00 1.4700 100.40 0.8572 i01.00 1.0660 101.60 i.30b4 100.50 0.8920 101.10 1.1064 101.70 :.3488 6/14/99 4:29:47 pm Shareware Release LEVEL POOL TABLE SUMMARY MATCH INFLOW -STO- -DIS- <-PEAK-> OUTFLOW STORAGE <------DESCRIPTION--------> (cfs) (cfs) --id- --id- <-STAGE> id (cfs) VOL (cf) OPEN BASIN .. c z 0.40 3.75 INF-BAS1 BAS-DIS 101.45 1 1.25 10180.40 cf i I i i LL o O O O O CCD O o o0 u) o LO o Un o �n o NOD O () N Q 'i ti ao N I� O 00 N 0 3 0 0 O- m O (M ti r `7 M 00 O O = .i ti N M 't ((D t coo \ r 0 ~ > O LO N O cu O O O O O CD O O O O 0 LL C) LO LOu� u') In Ul u) U3 (n N o0 Z Z U O 00 M N N � M LO O 0) p N 'T (.0 O r r r r r r r p m c Q J Z Q O CL I- N w F O O O O O O O O O O Ur c O O O O O O O O O O O Q LL l.L r r r r r r r r r r C' Z 0 0 c w N O ca CL IQ- O Q o 0 0 0 0 0 0 Cl) a � � LO u') Vn LO LO Lr) u-) U') c� II U Im r N I� �I LoI (DI I v� Q N Q CD�. N L� O v O rn co oo 0No r— r- CC) N r— co m O r r N co IT LO (D LL `7 `— VJ Y VJ Q I C U Q 0 Q O O O O O O O O O O O O O E O = O O O O O O O O O O O 7 U) (u O r cV (M 4 u') 6 I%� oo O O j < �- N O O O O O O O O CD CDr N r r r r r r r r r r W W C O Z 1wiomm ., 1 I i.. STAGE DISCHARGE TABULATION PROPOSED INFILTRATION BASIN Water Measured Design Design Depth to Depth Hydraulic Surface Basin Surface Infiltration Rate Infiltration Rate Infiltration Rate Water Table Of Ponding Gradient Area Outflow Elevation f, in\hr fd,in\hr fd,cfs L,feet h,feet i,feet As,sf Qout,cfs 100.00 8.27 4.14 0.000096 3.00 0.00 1.00 7,500.00 0.718 101.00 8.27 4.14 0.000096 3.00 1.00 1.33 8,349.00 1.066 102.00 8.27 4.14 0.000096 3.00 2.00 1.67 9,216.00 1.470 103.00 8.27 4.14 0.000096 3.00 3.00 2.00 10,101.00 1.934 104.00 8.27 4.14 0.000096 3.00 4.00 2.33 11,004.00 2.458 105.00 8.27 4.14 0.000096 3.00 5.00 2.67 11,925.00 3.044 106.00 8.27 4.14 0.000096 3.00 6.00 3.00 12,864.00 3.694 107.00 8.27 4.14 0.000096 3.00 7.00 3.33 13,821.00 4.410 108.00 8.27 4.14 0.000096 1 3.00 8.00 3.67 14,796.00 5.193 109.00 8.27 1 4.14 0.000096 3.00 9.00 1 4.00 15,789.00 6.045 NOTES Listed Infiltration Rate, from Sno. Co. Soils Survey or Soil Logs Design Infiltration Rate, fd = 50 Percent x Measured Infiltration Rate Depth to Water Table, L= Bottom of Basin Elevation -Water Table Elevation Depth of Ponding, h =Water Surface Elevation- Bottom of Basin Hydraulic Gradient, i = (h+L)/L Basin Outflow, Qo= Fd x i x As I SITE BASIN MAP TOTAL SITE AREA 4.33 ACRES LLI Z* 100 00 �71 172ND STREET T '� It Rift :: .., R Area :. .ir -.�i, wr u ■ , r ......• a BM • •1 111� �. 135 �' r .._•'\•~�'ms: -ti "r30. j.�� `Park r i GravelPit x CD RLINGTON MUNICIPAL © � .•` 1 AIRPORTzz ' 1Bm 130 put 1 •fi.i'—=ice .. ...• :L/� of:.._.._-_. �' �__ '' _ fn. PROJECT •i i— 1`' i�' - ■ . .. ... SITE •hmokey Point Edgecomb 6RtE'' ROAD ( 1 • -ff INS J � •_ 1 i o GRAPHC SCALE •o� :i ?// �I. r• - 0 1000 2000 VICINITY MAP °'• �~ 1 r r N V T cos• -'Pa '' to D• �' 0J� °' I• 4 1 aoAHl,; ' a tom•'' ems:. sisco -- - •, � i �`� - - I �� I `� I � -DRAINAGE REPORT FOR TIDE SMOKEY POINT DISTRIBUTING BUILDING PERMIT 1 June16, 1999 RECEIVE® I Prepared far: JOHN BERRY JUN 16 1999 —I SMOKEY POINT DISTRIBUTING!INC.' 19430 59TH AVENUE NE CITY OF ARLIN 31TON I ARLINGTON,WA 98223 (360)435-5737 I Prepared by: �(k No IAN NORFOLK,E.I.T. HIGA ENGINEERING,INC. 1721 HEWITT AVENUE, SUITE 401 '� n EVERETT,WA 98201 (425)252-2826 27610 FA " ki y2 z 1721 Hewitt Avenue,-Suite 401 Everett,WA 98201 ENGINEERING.INC. (425) 252-2826 Fax:(425) 252-9551 ' I . i � ' e i A ' • I . 1 � - I , / , , . ` , 5 a , • . l _ � � • i r CONTENTS INTRODUCTION EXISTING CONDITIONS DEVELOPED CONDITIONS OFFSITE ANALYSIS APPENDIX INTRODUCTION This site is located in the area of Smokey Point east of the Arlington Airport along the east side 59th Avenue NE. A heavy equipment sales and rental facility will be moving from it's current location on 591h Avenue to this site. EXISTING CONDITIONS The site is cleared and currently is covered in grass and low shrubs. It has very gradual slope of approximately one percent across the site from north to south and many small, localized depressions that catch and infiltrate storm water onsite. Currently no buildings, roads or improvements, exist on the site. The Soils Survey of Snohomish County states that the predominant soil in the area is Lynnwood loamy sand. The seasonal high water mark was found to be approximately 6 feet below the ground surface based on geotechnical exploration and soils logs done on June 3rd of this year. A soils log was done in the area of the proposed infiltration pond, and in the area below the shell building. The geotechnical report states that the design high water mark should be 5.3 feet below the ground surface. Soil type was also confirmed by this report. DEVELOPED CONDITIONS The proposed development of the site will include a steel shell building of approximately 10,000 square feet and a 3,000 square foot modular office. Access to the site from 590' Avenue NE will be paved and a paved parking area for 11 vehicles will be provided between the road and the modular office building. Eight additional parking spaces will be provided in a gravel area beside the modular office. A concrete pad will be installed around the shell building to provide a roll out area for heavy equipment. The remaining area will be graveled with the exception of the landscape buffer and a proposed biofiltration swale. An infiltration pond sized to infiltrate the 10v-year storm will be located on an adjacent lot. DRAINAGE DESIGN The Water Works program® was used to calculate the quantity of runoff generated by the new development onsite during a 100-year 24-hour design storm, and to size an infiltration pond on the adjacent lot. The owner of the site also owns the two adjacent lots. At the time of sale of either remaining lot, an easement will be placed over the infiltration pond area to ensure continued access and use. The pond location also provides for the future expansion and use of the pond at the time of development of the remaining two lots. A single basin was used to calculate the runoff from the site. This basin does not include any area from the right of way. Any storm water runoff generated in the right of way has been assumed to be infiltrated into the soil in a shallow drainage swale in the Right-of- Way under existing conditions. Additionally, the landscape areas around the site will be bermed from one to one and one half feet above grade to prevent the entrance or exit of stormwater to and from the site. Stormwater runoff generated on site will be channeled to a 105 foot bioswale along the southern lot line. This will treat the 6-month water quality storm and function as a drainage swale for any storm of greater intensity. A City of Arlington standard oil water separator will be installed between the bioswale and the infiltration pond. This will prevent oil residue and other pollutants not removed in the bioswale from entering the infiltration pond. The designed infiltration pond only requires 2.5 feet of depth from the surface. This includes approximately 1.5 foot of pond depth for the 100-year storm, 1 foot of freeboard. A minimum of 3 feet from the bottom of the pond to the water table is provided as required by DOE. The listed infiltration rate for Ragnar fine sandy loam from Soils Survey of Snohomish County of 8.27 inches per hour was multiplied by a safety factor of 0.5 per DOE regulations to size the pond. A copy of the geotechnical report is included in the appendix of this report. OFF-SITE CONDITIONS No runoff enters this property from offsite due to the flat grades and sandy soils. Because all runoff generated on site will be captured and routed to the infiltration pond, no down stream drainage conditions will be impacted by this development. CONCLUSION Because all stormwater generated by this development will be retained on site, no offsite drainage impact is anticipated. DRAINAGE SUMMARY Project Applicant: Smokey Point Distributing. Inc. Project Area: 4.32 acres Drainage Basin Information Basin Information Type of Storage Proposed Infiltration Approximate Storage Volume 20,000 cf Soil Type Lynnwood loamy sand 6-month, 24-hour storm, Post-development 1 0.07 cfs 100-year,24-hour storm, Post-development 1 3.75 cfs APPENDIX SOILS INFORMATION GEOTECHNICAL REPORT DRAINAGE CALCULATIONS BASIN AND VICINITY MAPS 30 �' r "� A1tLtII�JG7ON�1RPpii221 = ;? J PROJECT 4 1 SITE 18IL r F rorK. mokey --: J i. .« 9 r ZAA -� 13 13 34 39 72 er; 3213 LI 4z - _74 39 18 77 73 13 69 fir• 39 13 13 a :T4 13 �' � *,r• `' GRAPMC SCALE `o.r. 1♦4 13 39 72 !. � ' i a 0 1000 2000Ar ..{ �_` -R ` • .:a�`� 'a-4�• SOILS MAP �.� �;. .39, r FROM SCS SOIL SURVEY ` • OF SNOHOMISH COUNTY 3473 7 hi 39 4. -47: -. 39 J. 13 13 39 30 ti & r � Soil Survey of Snohomish County Area, Washington 30—Lynnwood loamy sand,0 to 3 percent slopes. from onsite sewage disposal systems.Cutbanks are not This very deep,somewhat excessively drained soil is stable and are subject to caving in. on terraces and outwashed plains.It formed in glacial This map unit is in capability subclass IVs. outwash.Areas are 10 to 30 acres in size,but a few areas are as much as 600 acres.The native vegetation is mainly conifers.Elevation is 50 to 500 feet.The average annual precipitation is about 40 inches,the average annual air temperature is about 49 degrees F, the average frost-free season is 180 to 200 days. Typically,the surface layer is covered with a mat of leaves,needles,and twigs about 3 inches thick. The upper part of the subsoil is a dark brown loamy sand about 14 inches thick.The lower part is dark yellowish brown loamy sand about 14 inches thick. The substratum to a depth of 60 inches or more is grayish brown sand.In some areas the surface layer and subsoil are sandy loam. Included in this unit are small areas of Everett,Indianola,Pastik,and Ragnar soils.Also included are Custer soils in basins and soils that have slopes of more than 3 percent.Included areas make up about 15 percent of the total acreage. Permeability of this Lynnwood soil is rapid. Available water capacity is low.Effective rooting depth is 60 inches or more.Runoff is slow,and the hazard of water erosion is slight. This unit is used mainly as woodland and for urban development.It is also used for hay and pasture. Douglas-fir is the main woodland species on this unit.On the basis of a 100-year site curve,the mean site index is 158.On the basis of a 50-year site curve,the mean site index is 121.The mean annual increment at culmination(CMAI)for Douglas-fir at age 65 is 168 cubic feet per acre.Among the trees of limited extent are western hemlock and western redceder.Among the common forest understory plants are western swordfem,brackenfem,deerfern,and red huckleberrry. This unit is well suited to year-round logging.Logging roads require suitable surfacing for year-round use. Rock for road construction is not readily available on thic unit Reforestation can be accomplished by planting Douglas-fir seedlings.The droughtiness of the surface layer reduces the survival of seedlings. When openings are made in the canopy,invading brushy plants,if not controlled,can delay the establishment of seedlings. The main limitations for hay and pasture is low available water capacity.Use of proper stocking rates,pasture rotation,and restricted grazing during wet periods helps to keep the pasture in good condition.Proper grazing practices,weed control,and fertilizer are needed for maximum quality of forage.In most years supplemental irrigation is needed. Fertilizer is needed for optimum growth of grasses and legumes. This unit is suited to use as homesites.The main limitation for septic tank absorption fields is seepage. If the density of housing is moderate to high, community sewage systems are needed to prevent contamination of water supplies as a result of seepage J i� i) l Y C I 1Consultants, 4181 Saltsprings Drive • Ferndale, WA 98248 Phone (360) 380-2507 • Fax (360) 380-2507 June 7, 1999 Smokey Point Distributing, Inc. 19430 59' Ave. N.E. Arlington, WA 98223 Attn. Mr. John Berry Re: Geotechnical Site Investigation NE Corner of 590`Ave. NE and 172' St. NE Arlington,WA Western Geotechnical Consultants, Inc. is pleased to present the results of our geotechnical site investigation, conducted at the above referenced property. On June 3, 1999 a geotechnical engineer from our firm oversaw the excavation of 2 test pits for development of the site. The site plan is to construct a 10,000 square foot steel building and place a 2,900 square foot pre-manufactured office building on the site with a designed on-site storm water detention system meeting city standards. Site Conditions Surface Conditions The site is relatively flat and was stripped of the topsoil at the time of our investigation. Subsurface Conditions Subsurface conditions were explored using a rubber tire mounted backhoe. A total of 2 test pits were excavated at the site. The first test pit was excavated at the approximate �`..- building lccaticn and the second test pit was excavated v✓here the storm water detention facility will be located (Figure 1). The test pits were continuously logged and soils encountered were classified using the Unified Soil Classification System (USCS). Edited tabulated test pit logs are appended to this report together with a description of the USCS. The general subsurface profile consists of 2.4 to 3.0 feet of brown silty SAND to sandy SILT (SM/ML by USCS) which contained some roots in the upper 1 foot. This soil unit was underlain by a brown fine to medium sand and trace silt (SP/SM by USCS), which graded gray in color at about 5.3 feet. Significant ground water seepage occurred from 6 feet below ground surface. Geotechnical Site hivestigatiot. West _ieotechnical Consultants,Inc. NE Comer of 59t'Ave.NE and 172nd St.NE Arlington,WA June 7,1999 (Page 2 of 3) Groundwater Based on soil moisture and coloration, it appears that the seasonal high groundwater table is at about 5.3 feet. Conclusions and Recommendations Building;Foundation support The site is conducive for foundation support using continuous shallow spread footings. We recommend that the planned building be supported on isolated spread and continuous footings founded on undisturbed native sandy soil. Bearing soil that is disturbed during foundation excavation should be re-compacted or removed. All soil directly below and around footings should be compacted to at least 95% of maximum dry density (ASTM- D-1557) prior to placement of forms or reinforcing steel. All continuous and isolated spread footings should have minimum widths of 18 and 24 inches, respectively, and should be founded a minimum of 18 inches below the lowest adjacent final grade for frost protection. All footings supported on properly prepared native sandy soil may be proportioned using a net allowable bearing pressure of 2,500 psf. The term net allowable bearing pressure refers to the pressure which can be imposed on the soil at foundation level due to the total of all dead plus live loads, exclusive of the weight of the footing or any backfill placed above the footing. These values may be increased by one-third for transient wind or seismic loading. Settlement of spread foundation depends on the foundation size and bearing pressure as well as the strength and compressibility characteristics of the underlying bearing soils. Assuming construction is accomplished as recommended above and for the loads anticipated, we estimate total settlement of the foundation should be less than about t/2 inch and differential settlement between two adjacent load bearing components supported on competent soils should be less than about half the total settlement estimate. Due to the coarse grain nature of the foundation soils, most of the settlement should take place relatively rapidly during construction as loads are applied. We recommend that footing excavations be observed by a geotechnical engineer to confirm that design assumptions are met. Based on groundwater conditions we recommend that a footing drain be placed around the perimeter of the building. The drain should be placed at or below the base of the footings. The drain should consist of a 4-inch diameter perforated pipe surrounded by washed rock, and a separation geotextile such as Merafi 140N or equivalent should surround the entire drain. Geotecluiical Site Investigation Westi..__Geotechnical Consultants,Inc. NE Corner of 591`Ave.NE and 172nd St.NE Arlington,WA June 7,1999 (Page 3 of 3) Groundwater Detention Facilities The site has a permanent groundwater table estimated to be at 6 feet below grade with a seasonal high groundwater table estimated at 5.3 feet. Surface water detention facilities should be designed utilizing a seasonal high groundwater table of about 5.3 feet below present grade. Erosion Control: Erosion control during construction of the proposed retaining wall can be accomplished through placement of proper sedimentation control facilities. We recommend siltation control facilities, consisting of either hay bales or silt fences, be fabricated around the construction area. Typical details for siltation control using either hay bales or silt fences are attached to this report. Siltation devices should be placed downgradient of all construction areas and cleared areas to provide siltation control during construction. All siltation control devices should be maintained during construction, and left in operable condition until the site has been revegetated and siltation is no longer a threat. At that time the siltation facilities should be removed. We appreciate the opportunity to be of assistance to you on this project. If you have any questions regarding the contents of this report, or if we can be of further assistance, please contact our office. Sincerely, Western otechnical-Consultants, Inc. Theodore A. Hammer, P.E. Geotechnical Engineer ? ^� y ' Cc: Higa Engineering Attachments: USCS Log of Test Pits 1 Typical Erosion Control Facility File:9975 o � � i x cr • I I I d ? o II p p h I I cc tl I.J a 1.1 e $ o. w J V _ r' 1 J ! J J Q O iv 1' a 0 a to c N V) I ! O � N O � `'' w — � � LiV� N I JI N r- w0 < Za z LiG C CIO tl V I j I I Jl C� f o > ? 1 ! 4CD • Al C1C m y O Q 52 vo no z co cn .J evi s 1 �� ¢�[ V2 I r''1 i uv' I ¢Vt ` i - _ S=,= 4U CCV CC `L <_ CC Q 3 I 1 ' I � � � � � I I � ! U J I J = i = ! Z �•- I z C'3 C7 C7 C() u) ( cA � I � QJ C - `O -J O _. Li 5-1 71 J_ co oz ?• n . = i W Q >�W li Zc9✓W GpG J z� w -Z< �Z< Uc YZD _ C s — �r.i..11. Q- i J 2_Z Vi a^ z�•• CC V -' OV UN z ? �.V cM=N 1 i < Western Geotechnical Consultants, Inc. 4181 Saltsprings Drive • Ferndale, WA 98248 Phone (360) 380-2507 • Fax (360) 380-2507 Table A-1 file:997511 Loe of Test Pits Test Depth USCS Soil Description Sample No./ Water Pocket Pit Interval Class. Depth(feet) Content Pen. No. (feet) (%) (KPtsq. cm) TP-1 0.0-2.4 SM/ML Brown silty fi ne SAND to sandy SILT with some roots in the upper 1 foot i-A-5.5 SP/SM Brown fine to medium SAND 1-1/5.2 F9.2 with trace silt (moist, red, compact)(grades gray in color at 5.3 feet) Notes: • Test Pit terminated on 6/3/99 at 5.5 feet. • Test Pit backfilled upon completion No ground water encountered No instnunentation installed Table A-1 file:997512 Log of Test Pits Test Depth USCS Soil Description Sample No./ Water Pocket Pit Interval Class. Depth(feet) Content Pen. No. (feet) (%) (Kg/sq. CM) TP-2 0.0—3.0 SM/NII.. Brown silty fine SAND to sandy SILT with some roots in the upper 1 foot 3.0—7.0 SP/SM Brown fine to medium SAND 2-1/6.0 24.5% with trace silt(moist,red, compact) (grades gray in color at 5.3 feet) (ground water seepage at 6.0 feet to 6.5 feet before being,backfilled) Notes: • Test Pit terminated on 6/3/99 at 7.0 feet. • Test Pit backfilled upon completion. • Ground water encountered at 6.0 fcct. • No instrumentation installed � 1 - S; FILTER FABRIC MATERIAL 60" WIDE ROLLS NOTE: SPACING BETWEEN POSTS (USE STAPLES OR WIRE RINGS TO NOT TO EXCEED 6' ATTATCH FABRIC TO WIRE) WIRE MESH SUPPORT FENCE FOR SLIT FILM FENCES 2" BY 2" BY 14 GA. WIRE FABRIC OR EQUIV. I N O _ I ' '-III !711 - `� I I, ,I I I,�I- N PROVIDE 3/4" —1 1/2" WASHED GRAVEL BACKFILL IN TRENCH AND ON BOTH SIDES OF FILTER FENCE FABRIC ON THE SURFACE 8" MIN I 2" BY 2" WOOD POSTS (STANDARD OR BETTER OR EQUIV. ALTERNATES: STEEL FENCE POSTS) f i FILTER FABRIC FENCE NCT DRAWN TO CCALE XG No.: I I I SEDIMENT CONTROL DESMED FILTER FABRIC FENCE D"m Br. 4181 Saltsprings Drive • Ferndale, WA 98248 CKCKO°''° Phone (36 ) 380-2507 • Fax (360) 380-2507 °"" SCAMN/A r. N/A / / I FLOW ,� q� •/� i BALE WIDTH 1. EXCAVATE THE TRENCH. 2. PLACE AND STAKE STRAW BALES. Y 3. WEDGE LOOSE STRAW BETWEEN BALES. 4. BACKFILL AND COMPACT THE EXCAVATED SOIL. CONSTRUCTION OF A STRAW BALE BARRIER NOT DRAWN TO SCALE �A A� B _I T� I I POINTS A SHOULD BE HIGHER THAN POINT B PROPER PLACEMENT OF STRAW BALE BARRIER IN DRAINAGE WAY NOT DRAWN TO SCALE JOB NO.: ' ' 77IM1=1 Mm 91 SEDIMENT CONTROL DMCNM BY. STRAW BALE BARRIER DRAM er: 4181 Saltsprings Drive • Ferndale, WA 98248 _ v �IXm Dr. Phone (360) 380-2507 • Fax (360) 380-2507 "'�' "` H_ N/A N/A Project Summary Report Project Description Worksheet SMOKEY POINT DISTRIBUTING BIOFILTRA Flow Element Trapezoidal Channel Method Manning's Formula Solve For Channel Depth Input Data Mannings Coefficient 0.200 Slope 0.010000 ft/ft Left Side Slope 0.33 V:H Right Side Slope 0.33 V:H Bottom Width 2.00 ft Discharge 0.07 cfs Results Depth 0.15 ft Flow Area 0.4 ft' Wetted Perimete 2.96 ft Top Width 2.91 ft Critical Depth 0.03 ft Critical Slope 1.856169 ft/ft Velocity 0.19 ft/s Velocity Head 5.44e-4 ft Specific Energy 0.15 ft Froude Number 0.09 Flow Type Subcritical Notes:With this slope and velocity the time of retention of the 6-month,24-hour storm exceeds 9 minutes 0.19 ft/sec=11.4 ft/min 105 ft divided by 11.4 ft/min=9.21 minutes or 9 minutes 13 seconds Project Engineer:Walter Noel Higa d:\a\spd\docs\bioswale.fm2 Higa Engineering,Inc FlowMaster v6.0[614b] 06/14/99 05:04:06 PM 0 Haestad Methods, Inc. 37 Brookside Road Waterbury,CT 06708 USA (203)755-1666 Page 1 of 1 6/14/99 4:29:45 pm Shareware Release ___saga BASIN SUMMARY BASIN ID: SPD_EX NAME: EXISTING SITE FOR 100YR SBUH METHODOLOGY TOTAL AREA. .. ... .: 4.32 Acres BASEFLOWS: 0.00 cfs RAINFALL TYPE... .: TYPElA PERV IMP PRECIPITATION. .. . : 4.30 inches AREA..: 4.32 Acres 0.00 Acres TIME INTERVAL.... : 10.00 min CN....: 65.00 0.00 TC....: 65.10 min 0.00 min ABSTRACTION COEFF: 0.20 PEAK RATE: 0.40 cfs VOL: 0.43 Ac-ft TIME: 550 min BASIN ID: SPD_PR NAME: PROPOSED SITE FOR 100YR SBUH METHODOLOGY TOTAL AREA.. . ....; 4.33 Acres BASEFLOWS: 0.00 cfs RAINFALL TYPE... .; TYPElA PERV IMP PRECIPITATION....: 4.30 inches AREA..: 0.21 Acres 4.11 Acres TIME INTERVAL....: 10.00 min CN....: 77.00 98.00 TC....: 7.80 min 7.42 min ABSTRACTION COEFF: 0.20 PEAK RATE: 3.75 cfs VOL: 1.43 Ac-ft TIME: 480 min BASIN ID: WQ-6MTH NAME: 6 MONTH WATER QUALITY STORM SBUH METHODOLOGY TOTAL AREA.. . .... : 4.32 Acres BASEFLOWS: 0.00 cfs RAINFALL TYPE. ... : TYPElA PERV IMP PRECIPITATION. . .. : 1.47 inches AREA. .: 0.00 Acres 4.32 Acres TIME INTERVAL. .. . : 10.00 min CN.. . . : 0.00 76.00 TC....: 0.00 min 7.42 min ABSTRACTION COEFF: 0.20 PEAK RATE: 0.07 cfs VOL: 0.06 Ac-ft TIME: 1120 min 6/14/99 4:29:45 pm Shareware Release STAGE DISCHARGE TABLE DISCHARGE LIST ID No. BAS-DIS Description: BASIN DISCHARGE STAGE <--DISCHARGE---> STAGE <--DISCHARGE---> STAGE <--DISCHARGE---> STAGE <--DISCHARGE---> (ft) ---cfs-- ------- (ft) ---cfs-- ------- (ft) ---cfs-- ------- (ft) ---cfs-- ------- 100.00 0.7180 100.60 0.9268 101.20 1.146E 101.80 1.3892 100.10 0.7528 100.70 0.9616 101.30 1.1872 101.90 1.4296 100.20 0.7876 100.80 0.9964 101.40 1.2276 102.00 1.4700 100.30 0.8224 10G.90 1.0312 101.50 1.2680 102.00 1.4700 100.40 0.8572 101.00 1.0660 101.60 1.3084 100.50 0.8920 101.i0 1.1064 101.70 1.3488 6/14/99 4:29:47 pm Shareware Release LEVEL POOL TABLE SUMMARY MATCH INFLOW -STO- -DIS- <-PEAK-> OUTFLOW STORAGE <------DESCRIPTION--------> (cfs) (cfs) --id- --id- <-STAGE> id (cfs) VOL (cf) OPEN BASIN n......... . . .. . . . 0.40 3.75 INF-BAS1 BAS-DIS 101.45 1 1.25 10180.40 cf ,;: . _ 1 ; I ° LL �' O O O O O O O O O O LO O LO O LO O `� O ui C) � ti to CO N f� O O N 3 0 0) O- M O M I- T � M 00 O 0 � v N m (D ti 00 c T ~ � O LLo T cM 1- N OD O O O O O O O O O O �O LO In LO LO LO LO LO LO U') U') d N O 7 �N a0 U')) U') (�D co O rn C4 04 Z E U CD ti O O N Ce) v (ND O ,w Q) �� ~ 0) T F T F T T T aQ C m - J Z Q O a W O O O O O O O O O O Ue J O O CD CDO CD CD CD O O U. E T T T T T T T T T T Z � U 0 Q C � W W N ca O H O ) O O O O O O O O O o a Un Un LO UO UO LO UO UO V) 04 ../ ?A coO p N M '[f LN Lo v I I— co � T T T T T T T �I Q N L LL o v o rn 0000 w � r- 00 m I� co T T N M LO CD LL_ v a) � Q 7 N U I Q p Q O O O O CD O O O O O CD CD a) N = O O O O O O O O O O O 7 U) m O T N M 4 LO (D I� O O O 5 Q O O O O CD O CD O O O T > E N T T T T T T T T T T T T W O i.. 0 0 m m �� I �� STAGE DISCHARGE TABULATION PROPOSED INFILTRATION BASIN Water Measured Design Design Depth to Depth Hydraulic Surface Basin Surface Infiltration Rate Infiltration Rate Infiltration Rate Water Table Of Ponding Gradient Area Outflow Elevation f, inlhr fd,inlhr fd,cfs L,feet h,feet i,feet As,sf Clout,cfs 100.00 8.27 4.14 0.000096 3.00 0.00 1.00 7,500.00 0.718 101.00 8.27 4.14 0.000096 3.00 1.00 1.33 8,349.00 1.066 102.00 8.27 4.14 0.000096 3.00 2.00 1.67 9,216.00 1.470 103.00 8.27 4.14 0.000096 3.00 3.00 2.00 10,101.00 1.934 104.00 8.27 4.14 0.000096 3.00 4.00 2.33 11,004.00 2.458 105.00 8.27 4.14 0.000096 3.00 5.00 2.67 11,925.00 3.044 106.00 8.27 4.14 0.000096 3.00 6.00 3.00 12,864.00 3.694 107.00 8.27 4.14 0.000096 3.00 7.00 3.33 13,821.00 4.410 108.00 8.27 4.14 0.000096 3.00 8.00 3.67 14,796.00 5.193 109.00 8.27 4.14 1 0.000096 1 3.00 9.00 4.00 1 15,789.00 6.045 NOTES Listed Infiltration Rate, from Sno. Co. Soils Survey or Soil Logs Design Infiltration Rate, fd = 50 Percent x Measured Infiltration Rate Depth to Water Table, L= Bottom of Basin Elevation -Water Table Elevation Depth of Ponding, h = Water Surface Elevation - Bottom of Basin Hydraulic Gradient, i = (h+L)/L Basin Outflow, Qo = Fd x i x As a. y ., +I I SITE BASIN MAP TOTAL SITE AREA 4.33 ACRES --tj IrE . Ld 00 172ND STREET A ' ` i� 1 ■ -4 B m a I/ t "%!rTe a A 135 —77 x ? T . /30 = a 1 - 0 Pa ,: -kr- Gravel A ©t F Pit RLINGTON! MUNICIP © a ! O AIRPORT A.- Bm 130 6� ONE f. Imum. Fl- w-1 Vi I '41 PROJECT SITE I Mokey Point Edgecomlll ct4 me r _1=0�AD • 271 lil GRAPHC SCALE :d --------------------- 0 1000 2000 VICINITY MAP Cox i. ii F, ROA it Bm'10;2 y. 100 3�3 4 .7� % SISCO 4F z ce a guy,14sa 199A Wasrmq:n Stala Norm3mg dal_,gy Cone G' Vino Fonm Project Address °ate e ►lv )q 9 Project Inforl� \ � tr► u Z For Building Department Use Applicant Name: - d ec-�, RECEIVED Applicant Address: p +bywe- rlt JUN 16 1999 Applicant Phone SW6) L rJ_51 Project L7escrivtion I ® New Building Cl A.dd)tion ❑ Alteration CITY OF ARLINGTON • Q Prescripttve ❑ Ughting Power Allowance ❑ Systems Aihalysts Compliance Option (See Cuaiitication Checklist(over).Indicate Prescriptive&LPA soaces clearty on plans.) ❑ No Ganges are being made to the lighting Alteration Exceptions (check appropriate box) ❑Less than 60%of the fixtures are new,and installed lighting wattage is not being increased Maximum Allowed Lighting Wattage (Interior) Location Allowed (floorlrccm no.) I Occupancy DesGiption Watts per fe" Area in ttMowed x Area oE>r, c � tro i Of l� I Lo I /. G I y I 10 kS S I 14 I l! From Table 15-1 (over)-ccc.:mc-rrt all Ex taken from`ootrotes Total Allowed Watts a s l� Proposed Light—in- Wattage (Interior) (May not exceed Total Allowed Watts for Interior) Lcraticrr I I Number of Watts/ I Watts (floorirocm no.) Fiixture Descnotion Fixtures F, re Proposed � So 0 .F e. (,. I I 1 g� 1 LbbSLcoI 1 1 ( I Tool-CO 1 1 I ITotal Proposed Wars may not exceed Total Allowed Watts for Interior Total Proposed Watts+ 1 crass � Maximum Allowed Lighting Wattage (E:xterior) Allowed Warts Area in fis 1 allowed Warts Location Descriotion I per ft2 or per If (or If for perimeter) x iz(or x In I Covered Pang I I 00-2 WRt= I rrd Open Partang I 02 W/ft2 I I ' Outdoor Areas Bldg.(try facade) I 025 Me Bldg (by oerim) 1 7.5 WAf I I !yore:tr c;ilkiing exterior,choose erC ere facade area or lie perimeter method,but not both) Total Allowed Wattsl Proposed Lighting Wattage (Exterior) (May not exceed Tcmj Allowed Watts icr;xcencr) Number of Watts/ No s t — -�ccsed Lrx~dcn I -x,re DescLtcn xtures re I j � I j I I I I I 1 Total proposed Wa=may rct exceed Total Allowed Watts for F�delrior Total Proposed Watts! ._ r 1. �_ 1 umthAry'(bci0)' LTG-SUM, 1994 Wasnrnson Stays Nonramasnoal cneryy Coos C,mp"m t 994 Prescriptive Spaces (Occupancy ❑ Warehouses,storage area or aircraft storage hangers Cl other Qualification Checklist Ugnting Ftxwres: ❑ Check here if at least 95%of 5xtures in the space meet all four criteria: Note:If occupancy type is'Other and fixure answer is checked.the number of fixtures in 1.Fixtures are fluorescent,ncn4ensed,with only one or two lamps,and the space is not limited by Code. Clearty indicate these spaces on plans. If not 2 Lamps are T-5,T-6,T-8 or PL,and 3.Lamps are 5-50 Watts,and qualified,do LPA Calculations. 4.Ballasts are electronic ballasts Table 15-1 Unit Lighting Power Allowance (LPA) for Interior Lighting 4:111) LW Use' Painting,welding,carpentry,machine shoos 2.3 I Pchce and fire nations' I 12 8aroer shoos,beauty shoos 2 Atria(atriums) 1 Hcrel ban cuet/axlferenca'emiciticn halt'` 2 Assembly spaces',auditorium.ammsia'.theaters 1 Laboratories 2 I Process plants 1 Aircraft repair hangars 1.5 Restaura 7tsbars' 1 Cafeterias.fast food establishments' 1.5 P.emil A'p 1 Factcres,workshops, handling areas 1.5 I Retail B1e.Retail barlkdna 15 Gas stations.auto repair shoos° 1.5 I Locker and/or shaver fatalities 0.8 Institutions I 1.5 I Wamhouses11.sthrage areas 05 L:brares5 15 I Aircraft storage hangars 0.4 Nursing hones 1.5 ( Pandng garages I S.S. is= Wholesale sores(pallet rack shelving) 1.5 Mall concourses 1.4 plans Submitted for Common Areas Onl SctlooLs cutidires.scnooi classrooms,eay rare cutters I 1.35 I Carrrncn area,corridors,lobbies(excect mall concourse) I 0.8 Laurdries ( 1.3 ( Toilet fad bes and washroom 0.8 Office buildings,ofim/adminisrative areas in fadlities of culler use types(including but not limited to schools 12 hospttaLs.irstitution&museums,banks,c nurches);7,11 Footnotes for Table 15-1 1. In sasses in which a use is not mentioned specifically, the Unit PowerAllowmlce shall be determined by the building ofEiaal.This determination shall be based upon the most comparable use specified in the table.See Section 1512 far exempt areas. 2. The watts per square foot may be inaeasd.by two potent per foot of ceiling height above twenty feat,unless specifically directedotherwise by subsequent foomotes. 3. Watts per square foot of room may be increased by two per=t per foot of ceiling height above twelve fern s. Fcr all other snag,such as seating and common arras,use the Unit Light PowerAHcwance for assembly. 5. Wass per square foot of room may be increased by two percent per foot of ccilmg height above nine feet 6. Includes pump area under®opy. 7. In cases in which a lighting plan is submitted far only a portion of a floor,a Unit Lighting Power Allowance of 155 may be used for usable office floor aces and 0.80 vans pe square foot shall be used for the common areas,which may include elevator space,lobbv area and test rooms.Common areas,as herds defined do not include mall concourses. " B. For the fire engine room.the Unit lighting Power Allowance is 1.0 wags per square foot. 9. For indoor sptm tournament courts with adjacent spc=atcr stating,the Unit lighting Power Allowance for the court:area is 2.6 watts per square foot. 10. For both Reran A and Retail B,light for fig-standing display,building showcase illurninar;on and display window illuminauim installed within two let of the window are exempt. R:.:ail A allows a Unit Lighting Power.Allowmc of 1.0 warts per square foot.Coiling mountd adjustable tungsten halogera and ED merchandise display illummaries are urmpt. ?:tail B ailgws a Ua:t Trghting?ewer A:lowmcc of:5 wad per square rocr.inciudir- ail z--ring meuntd mechandisc display ummarics. l 1. Provided:hat a:]ter?ken. indicating rack location and height,is submim-4:he square footage for a warehouse may be defined,for computing the intrior Unit Lighting Power Allowance, as the floor ar-:nor covered by racks plus the vertical face area(access side only) of the racks.The height allowance defined in foornom 2 applies only to chc door area not covew by races. 7 1-r +`� 1994 Washington State Nonresidential Lnergy Uccle Uompllance rorTn • • - • 1 1994 WesNngton State Nonresdenasl EnWV l.o0e C. Anc a Forms July.1994 roject Address Project Info P t 1, th ocsR q a Date For Building Department Use 36 Applicant Name —Sohn `., rLk Applicant Address:lgy bC) t5 A a22 Applicant Phone:(3too) 435--57 3 Project Description I New Building ❑ Addition ❑ Alteration ❑ Change of Use Compliance Option ❑ ❑ SystemPrescriptive ❑ Component Performance ❑ ENVSTD System (See Decision Flowchart(over)for qualifications) Analysts Space Heat Type I ❑ Electric Resistance ❑ All other (see over for definitions) Total Glazing Area Glazing Area Calculation (rough opening) Gross Exterior Note:.",elaw grade walls may be irtc:uded'in the (vertical&overhd) divided by Wall Area times 100 equals :Glazing Gross Exterior Wall Area if they are insulated to ^ X 100 = the level required for opaque walls. ❑Cheek here if using this option and if project meets all requirements for the Concret&Masonry Option. See Concrete/Masonry Option Decision r owchan(over)for qualifications.Enter requirements for each qualifying assembly in the table below. Envelope Requirements(enter values as applicable) Opaque ConcreteiMasonry Wall Requirements Fully hesfed/cocled space Insulation on intericr-mwdmum U-factor is 0.19 MOnimum InsulaDon R-values Insulation on exterior or integral-mabmum U-facer is 025 Roofs Over Attic I ---'�(� If project qualifies for Concrete/Masonry Option,fist walls with HC 2 9.0 Btu °F below(other wails must meet All Other Roofs Opaque Wall requirements). Use descriptions and values � Opaque Wails I — r Tom Table 20-5b in the Code. Below Grade Walls Wall Description U-facinr Floors Over Unconditioned Space I pnduding insulation R-value&position) Slabs-on-Grade R=diarrt Floors I Nixomurn U-faciors Opaque Doors Lo o Vertical Glazing �Cvemead Glazing I Maximum SHGC(or SC) I I Verdcal/Ovemead Glazing t Semi-hewed spacLe I Wninum Insulation R-values I Pods Over Semi-Heated Spaces' j 'Refer'o Section 1310'or cualtRca-tors and recuirements ctes: r 6 �r. Envelope Summary Climate Zone 1 ENV-SUM Washington state Nonresidential Energy Code Compliance Farms Project Info Projecl Address Smokey Point Dist. Date 06/03/99 19430 59th Ave NE For eeldrp CepWnerd Use Arlington WA 98223 Job Number 99-8933-36 Applicant Blazer Industries Inc., P.O.Box 489 Phone Aumsville,OR 97325 (503)749-1900 Project Type N New ❑ Addition ❑ Renovation ❑ Envelope Only Compliance Option Prescriptive ❑ Component Performance ENVSTD Systems (See Decision Flowchart(over)for qualifications) Analysis Heating Fuel ❑ Electric resistance only All other Total Glazing Area Glazing Area Calculation (vertical& Gross Exterior Note:Below grade walls may be included in the overhead) divided by Wall Area limes 100 equals %Glazing gross exterior wall area i1 they are insulated to the level required for opaque walls. 335 1 2082.0466 x 100 16.09% = Masonry Option ❑ Check here if using this option and if project meets all requirements for the Concrete/Masonry Option.See Decision Flowchart(over)for qualifications.Enter requirements for each qualifying assembly in the table below. rRoofs r Envelope Requirements Opaque Concrete/Masonry Wall Requirements heated/cooled space Insulation on Interior-maximum U-factor is 0.19 EEEE�,�� Insulation on exterior or integral-maximum U-factor is 0.25 Over Attic 30 If project qualifies for Concrete/Masonry,list walls with HC>9.0 Other Roofs 21 Btuhls.f.F below(other walls must meet Opaque Wall requirements) Opaque Walls 11 Use description and values from Table 20-5b in the Code. Below Grade Walls NA Wall Description Floors Over Unconditioned Space 19 (including insulation R-value&position) Slabs-on-Grade 10 NA - Radiant Floors NA Roofs Over Semi-Heated Spaces NA Maximum U-Factors Opaque Doors U=.60 Vertical Glazing 0.75 Overhead Glazing 1.4 Maximum SHGC(or SC) Vertical/Overhead Glazing 1 Semi-heated space _ Minimum Insulation R-values Roofs Over Semi-heated Spaces NA Notes; _3S_ / RECEIVED mi 16 1999 CITY OF ARLINGTON i �� / (;U4ST.XLS 2rAAM Mat»nuEid��niopan EntrgyCods Compiunb Forma uairtyCod,Group Date Project Address The following information is necessary to check a building permit application for compliance with the building envelope requirements In the Washington State Nonresidential Energy Code. Location Plans F_Xaminer Applicability Code I on Plans Notes circle one) Section Component Information Required GENERAL REQUIREMENTS Sections 1301 131ned paces identified on Tans it allowed 1301 Scope 1302 S ace heat es o n.a. Electric resistance Indicate on sans that electric resistance heat is not allowed e no n.a. Other if allowed es no 1310.2 Semi-heated spaces Semi-heated spaces identified on tans 1311 Insulation 1311.1 Insul.installation Indicate densities and clearances no n.a no n.a. 1311. Roof/ceiling insul. Indicate R-value on roof sections for attics and other roofs; Indicate clearances for attic insulation; Indicate baffles if eave vents installed: Indicate face stapling of faced batts no n.a. 1311.3 Wallin ulation Indicate R-value on wall sections; Indicate face stapling of faced baits; Indicate above grade extenor insulatiorl is protected: indicate loose-rill core insulation for masonry walls as necess; Indicate heat capacity of masonry walls if masonry option is used or If credit taken in ENVSTD: no n.a. 1311.4 Floor insulation Indicate R-value on floor sections; �7 Indicate substantial contact with surface; Indicate supports not more than 24"o.c.; Indicate that insulation does not block airflow through foundation vents yes no 1311.5 Slab on grade floor Indicate R-value on wall section or foundation detail; Indicate slab insulation down vertically 24"from top; Indicate above grade exterior insulation is protected yes no 1311.6 Radiant floor Indicate R-value on wall section or foundation detail; Indicate slab insulation down vertically 36'from the top; Indicate above grade exterior insulation is protected; indicate insulation also under entire slab where req.b Official es no n.a 1312 Glazing and doors Provide calculation of glazing area(incluoing both vertical vertical and overhead)as percent of gross wall area Indicate glazingand door U-factors on glazing and door yt� no n a 1312.1 U-factors schedule(prooide area-weighted calculations as necessary). (� Indicate if values are NFRC or default,if values are default then specify frame type.glazing layers,gapwidth,low-e coatings,gas fillings e no n.a. 1312.2 SNGC&SC indicate glazing solar heat gain coefficient or shading I coefficient on glazing schedule(provide area-weighted Calculations as necessary/ 1313 Moisture control no n.a. 1313.1 Vapor retarders Indicate vapor retarders on warm side der on roof&ection; es no n.a 1313.2 RooUceihng vap.ret. Indicate vac.retard.with seal se ms for non-wood strut. no n.a. 1313.3 Wall va r retarder Indicate vapor retarder on wall section no n.a. 1313.4 Floor vapor retarder Indicate vapor retarder on floor section no 1313.5 Crawi space vap.ret. Indicate sot mil black polyethylene overtax 12"on proud 1314 Air leakage �7 no n.a. 1314.1 Bldg.envei.sealing Indicate sealing,caulking,gasketing,and weathmtnpping C_ o n.a. 1314.2 Glazina'door sealing Indicate weatnetstnp inq j Assemb.as ducts indicate sealing,caulking and gasketina no 1314.3 PRESC TIVEICOMPONEN I PERFORMANCE Sections 1320-23 or 1330 4 no Envelope Sum.Form Completed and attached. �if necessary Provide componentperformance Provide ENVSTD screen 1 output if necessa ry no is clrc a or any question, prove a exp anatlon: � � L Lighting Summary LTG-SUM Washington State Nonresidential Enenq!Code Compfumoe Forms Project Info Prolectnddress Smokey Point Dist, Date 06/03/99 19430 59th Ave NE For Building DepaNnent Use Arlington WA 98223 ,lob Number 99-8933-36 Applicant Blazer Industries Inc.,P.O.Box 489,Aumsville OR 97325 Phone (503)749-1900 Project Type N New ❑ Addition ❑ Renovation 0 Lighting Onty Compliance Option ❑ Prescriptive IN Lighting Power Allowance ❑ Systems Analysis Remodeling Options ❑No changes an,bekvrnadatotmlighting (check appropriate box) ❑Less than fig%of tha Wures are new,and Installed llghlIng wattage Is not being Increased Certification ❑IoerlifylhatthisprojadquaiiGes (if using Remodeling Options) for the Optlon dnedted. Signature,company,date: Maximum Allowed Lighting Wattage(Interior) Location Allowed (floor I room no.) Occupancy Description Watts per sf** Area in sf Allowed x area office 0 1.2 2788.5 3346.2 0 0 0 0 0 0 0 0 0 0 0 0 01 0 0 Total Allowed Watts 3346.211 Proposed Lighting Wattage(Interior) (May not exceed Total Allowed Watts for Interior) Location Number of Watts/ Watts (floor I room no.) Fixture Description Fixtures Fixture Proposed office rbeRapid id Start 34 watt 22 105 2310 Start 34 watt 7 72 504 0 01 0 0 01 0 0 0 0 0 0 0 Total Proposed Watts may not exceed Total Allowed Watts for Interior Total Proposed Watts 1 2814 Maximum Allowed Lighting Wattage(Exterior) Allowed Watts Area in sf Allowed Watts Location Description per sf or per If (or I for perimeter) x sf(or x IQ Covered Parking 0.2 0 0.2 0 Open Parking 0 2 0 Outdoor Areas Bldg.(by facade) 0.25 0 Bldg.(by perm) 7.5 0 0 Note:for building exterior,choose either the facade area or the perimeter method,but not both. Total Allowed welts Proposed Lighting wattage(Exterior) 0*not mwed Total Ak*W Watts for Exlerlor) Numberof Watts/ Watts Location Fixture Description Fixtures Fixture Proposed Kenall3663 3 100 300 0 0 0 0 0 0 0 0 0 0 0 Total Proposed Watts may not exceed Total Allowed Watts for Interior Total Proposed Watts 300 LTG-SUM 1994 Washington State Nonresidential Energy;Code Compliance Form Ems • 0It 0 Apnl 199+ l994 W ashmylon Slate Energy Code Compliance Forms [)ale Project Address The following information is necessary to check a lighting permit application for compliance with the lighting requirements in the 1994 Washington State Nonresidential Energy Code. Location Building Department Applicability Code on Plans Notes circle one Section Com onenl Information Required ectton -s no n.a. 1513.1 Local control/access Schedule with tvoe.indicate locations es no 1513.2 Area controls Maximum limit per switch 15133 Oa li ht zone control Schedule with type and features,indicate locations no n.a vertical lazin Indicate vertical qiazing on plans no n a. overhead lazm 9 Indicate overhead g azing on plans es no 1513.4 Dis la rexhibls ecial Indicate___"ate controls 1513 5 Exterior shut-off Schedule with IFY2e and features,indicate location es no a)timer w/backu Indicate location es no n a b hotocell. Indicate location 15136 Inter.auto shut-off Indicate location es no a 1513.6 1 a occu ,sensors Schedule with type and locations es no 1513,6.2 b) auto,switches Schedule with a and features(back-up,override ca abili ). Indicate size of zone on plans ectlons 1520-22 or 1 b,5u-,5/1 no Li him Sum.Form Completed and attached Schedule with fixture types. lamps.ballasts,watts per fixture p action es no Elec motor efficient MECH-MOT or Equipment Schedule with hp.rpm.efficient no circle or any question, provide exp anatlon: .' ,Mechanical Sun in ry MECH-SLJM wa*.Vms9W NxfewWtd&,eWCod9CmT0 F-m ed Infa &Td"Point CISL ume 19M 59th Ave NE mmlarguelmmTlentLes Adington%A9E223 Job Nrtbar 99a)33-36 e, Type ■ Nw O Adidm ❑ Paxw4on O Mechanical only av 1anm q3bon 5rrpeSys ■ Compex ❑ SystarsAnalysis —fp sCjleAdes ThefdloArgirian cnisregiredtobeinoaperatedwiththerredo ccalegiiRnatsd-ed escn the pas For projects withal Oars,fill in the regired infarrhaticn belo6v. 7na —er e a Ing n9 Equip. Mudd Nonirel Total 064cfm FP/ Trial Sasitle SEER frprt O.tprt COP/fiSPF No, C�adty CFM SIP " BTLH ehih a'E R IR-v Bhh Bhh Gmt.f3 ARE " on ria n2 0 an qulprrlerif u e bard Fp/ VAV/Cm stat Lor�irn Nine Nbdd NrTber CFM SP &p Vd./Var.Speed Savioa scan MB Calirgwil 50 .W- 0.70AtTM CorsW Vdune P4Mhxrn NECH-SUN ti 1Y+►nw,ranSul�Novwo-*►.IEnHfiCoC�GomP" rt•. t- i:%nWyC.)-d4.G �+r :ft•w.�44H�r S1rri151PH :/pft"IIALS Systc» Description , ❑ Healing Ont•/ HeatingrCooling Sec Scclton 1421'tor tutl drsuip ion of t(Hcalin�Oply:• Cl < ctm? ❑ < X ou;sidc ai(T Simple System qualiGcalio t I(HealingrCooling: C slant Yol7 Alr cooled?' Q Packaged sys? <,�.� Bluh? rrquitements, • Split syslem7 Q Eeonom¢er ineludcd7 Use this flo'rrchzrt to determine D eeis i on klowcliaxf if project qualifies for Simple System Option. If not,either the Compicx System or Systems AnatysiS Options must be'uscd.' Start' Heating/Cooling Constant' S)slem7)p= `� Volume? no yes : Heating OnY Y Y ' Air Cooled? <SOOO c(m7 no no Re(erenee: yes yes Sec..1421 Y Y raekaoe -C— <70X 0A 1 no ' Sri:1 � no , )•es yes i Y Y Econo Rcrescn— <5.4,0:0 _?- Rcq'd Sec. 1423 Bluh? 17.3 no Y. slrr,ptc system �+ Al',owcd Scc.1420 Usc-Com;roc Re(eftnct i scc.1430 Complex Systems Rc(cr to MECH-COMP Mc•c}•,sniczl ComPlex S)s.lcrra Option(a l:s �' n dclaminirr2 rtitic P b�to this ecL I Complex Sys1c-ra rcq' •��c z�Gcz p'c7 _. MECH-SUM .--� ..T ,� , rti� 1994 Washington State Nonresidential Energy Code Compliance Form AprJ 1994 1994 Washington State Ene,gy Code Compliance Forms Date Project Address The following information is necessary to check a mechanical permit application for compliance with the mechanical requirements in the Washington State Nonresidential Energy Code. Tin ocation Building Department Applicability Code Plans Notes (circle one) Section Component Information Required ectlons 1411 E mt erformance es no n.a 1411 4 Pk elec.ht .&clq List heat , mp on schedule ,es no n a. 1411 1 Minimum efficient Equi ment schedule with pe,ca ac ,efficient 1412 HVAC controls es no a 1412.1 Tern erature zones Indicate locations on plans e no n a 14122 Deadband control Indicate 5 degree deadband minimum yes no 1412.3 Hu midi control Indicate humidistat es no n a 1412.4 Automatic setback Indicate thermostat with ni ht setback and 7 different day _s no n a 141241 Dam ers Indicate dam er location and automatic controls es no 14125 Heat um control Indicate micro rocessor on thermostat schedule no n a 14126 Combustion hl Indicate modulating or staged control no n a 1412.7 Balancin Indicate balancing features on plans e no f 1422 Thermostat interlock Indicate thermostat interlock on plans es no 1423 Economizers Equipmenl schedule 1413 Air economizers es no 1413 1 O eration Indicate 100%capability on schedule yes no 14132 Control Indicate controls able to evaluate outside sir- es no a 1413 3 Int rated operation Indicate Ca021bihty for parlial cooling 1414 Ductlnq s stems s o n a 1414 1 Duct sealin Indicate sealingnecessa no 1414 2 Duct insulation Indicate R value of insulation on duct s no n a 1415 1 Pipin insulation Indicate R-value of insulation on pl inq es no a 1424 Se arale airs s Indicate separates stems on tans y no Mech Sum Form Completed and attached Equipment schedule with types, in uuoutput.efficient ,cfm.hp,economizer ectlons - 14-10 Service water htq es no 1441 Elec water healer Indicate R•10 insulation under tank es no 1 442 Shut-off controls Indicate automatic shut-off 1450 Heated cols yes no 1452 Pool water heaters Indicate not electric resistance i yes no 1453 Pool heater controls I Indicate swrlch and 65 degree control es no 1454 1 Pool covers lindicate vapor retardant cover yes no 1454 1 Pools 90+degrees Indicate R-12 pool cover no clrc a or any question, prove a exp anatlon: Area Weighted Average "U" Calc Climate Zone 1 Washington Slate Nonresidential Energy Code compliance Forma Project Address 19430 59th Ave NE Arlington WA 98223 Date 06/03/99 Heating Fuel Electric resistance only M All other Climate Zone: Glazing Area 16.09% (as%of wall area-from ENV-SUM) One Note:if glazing area exceeds maximum allowed in Table,then calculate adjusted areas on back(over). Job Number 99-8933-36 Vertical Glazing Proposed UA Target UA List ccmpenems bvby tag of r!an id. U-factor Area =UA(U x A) U-factor Area =UA U x A U= 0.5 Tag: Best Built Vinyl 0.5 264 132 0.75 303 v 227.`(25 U= 0.5 Tag: Best Built Vinyl 0.5 9 4.5 U= 0.5 Tag: Best Built Vinyl 0.5 15 7.5 "a- � `>{`>�z"►f Vertical U= 0 T Enter 0 0 0 U= 0.9 Tag: Default Double Glazing 09 15 13.5 Glazing U= 0 Tag:: 0 0 0 , C s'w .w+ tizt: .i� + .:• ter U= 0 Tag: 0 0 0 0 U= 0 Tag: 0 0 0 0 U= 0 Tag, 0 0 0 0 Totals 3 3 157,5 Totals 303 227.25 For Compliance: 1)Proposed total area shall equal Target total area,and 2)Proposed total UA shall not exceed Target total Overhead Glazing Proposed UA Target UA List components by tag of plan id.I U-factor Area =UA(U x A)]LU-fator Area =UA(U x A) U= 1 Tag: Milgard vinyl dual glazed 1 1 32 32 1 1.4 32 44-6 U= 0 Tag: o 0 0 0 U= 0 Tag: o 0 0 0 - Overhead U 0 Tag: 0 0 0 0 Glazing U= 0 Tag: 0 0 0 0 U= 0 Tag: o 0 0 0 U= 0 Tag: c 0 0 0 U= 0 Tag: o I 0 0 0 Totals L321 32 Totals 32 44.8 For Compliance: 1)Proposed total area shall equal Target total area,and 2)Proposed total UA shall not exceed Target total Area Weighted Average "Urt Calculation Blazer Industries, Inc. SPEC SHEET DESIGN LOADS: Date: 05/19/1999 Size: 42x60 & 14x28 Floor: 50 Customer:Pacific Mobile Description: Office/HCRR Wind: 90/13 Location: Arlington, WA. Modular Roof. 25 Project: Smokey Point Distributing Insignias: Washington Gold Foundation: All weather wood on site by others FLOORB. Joists: 2x8 @ 16" oc w/Joist hangers Rims: Single 2x8 Microlam Bottom board: Class "A" Insulation: R19 Decking (I st): 5/8" Comply T&G Decking 2nd): 1/4" Fiberbond @ RR's, Hall, Closet, Lunch, Drivers & Dispatch C. WALLS Framing(EXT): 2x4 DF @ 16" oc HT = 96'/4" NOTE: Double studs @ siding joints Framing IN : 2x4 @ 16" oc or @ 24" oc Except: plumbing walls Columns: Wood &Steel Insul-Exterior: RII Insul-Interior: RI I Unfaced @ RR's, Conference room, &Office #2 to 8'-0" walls Siding: 5/16" Hardipanel - Stuccos le over Tyvek building paper Trims-Corners: I x4 PrimeTrim Fascia: I I x6 Prime Trim Windows: I x4 Prime Trim Belt rail: Ship loose (30)pieces 5/16"x96"x6" of Stucco Style Hardipanel Soffit: 5/16" smooth Hardipanel RECEIVED JUN 16 1999f' s J CITY OF ARLINCTON 5v, � j 8933.wk4 05/19/1999 i r ii 1 Framing: Middle mod: Hinged Peak Truss @ 24" oc Rf pitch = 3/12 Framing. Outside mods & Pod: 2x10 rafter @ 24" oc Rf pitch = 3/12 Rid ebeam: Microlam I-I/2"x 24" @ triple wide&Double Microlam I-1/2"x 12" @ pod Insulation: R21 Sheathing: 1/2" CDX plywood Cover: EPDM weather cover only Architectural: 16" roof overhang Venting.: Soffit Ridge Building height: IT-2" Add trailer height) NOTES: All roofing,flashing&rid event supplied & installed on site by others All gorch materials supplied &installed on site by others DOORSE. EXT/INT OTY SIZE TYPE HINGES LITE FINISH LOCK EXT 3 31x618" HM BBH 24"x3O" PAINT D53L GALV 2 INT 2 3'x6'8" PW/SB STD STAIN& A40L LACQUER 3 INT 8 3'x6'8" PW/SB STD STAIN& AIOL LACQUER 4 INT 4 6'x6'8" BP/HB STAIN& LACQUER 5 L I I INT 2 6'x6'8" SG DUAL VINYL STD GLAZE EXTERIOR INTERIOR HM=Hollow Metal Steel w/Steel jamb PW=Prehung Wood SB=Solidcore Birch GALV=Galvanized BP=Bi-Pass HB=Hollowcore Birch SG=Sliding Glass WINDOWSF. EXT/INT CITY SIZE BRAND HORIZONTAL FIXED GLAZING FINISH SLIDER I EXT I 72"x48" BEST X DUAL VINYL BUILT TEMPERED 2 EXT 10 72"x48" BEST X DUAL VINYL BUILT 3 EXT I 48"x36" BEST X DUAL VINYL BUILT 4 EXT 2 18"x6O" BEST X DUAL VINYL BUILT TEMPERED 5 INT 3 48"x42" BLAZER X SINGLE STAIN& TEMPERED LACQUER 6 INT I 60"x48" BLAZER X SINGLE STAIN& LACQUER 7 ROOF 4 2'x4' MILGARD X DUAL SHIP (2) LOOSE SKYLIGHT SAFETY INT. PASS-THRU WINDOWS SILL @ 36"AFF - RECESS TRACK INTO COUNTERS INT. FIXED WINDOW HEADER HEIGHT SAME AS INT. DOORS j 8933.wk4 06/04/1999 %� •- I �. INTERIORG. Floors: RR's/Hall/CIoset/Driver: Mannington sheet vinyl supplied by Pacific Mobile - Installed by Blazer NOTE: Pacific Mobile to supply vinyl to ship loose in building for 30'x30' Dispatch and Lunch Room All else: On site by others Walls: RR's only: 5/8" sheetrock Tape/texture/paint& PL wainscot per code All but RR's: 5/8" sheetrock Ta e/texture/ aint "Light Orange Peel Finish" NOTE: 3/8" OSB under (1)60'wall; (1)28'wall &wall with sliding glass door Base: RR's only: 6" rubber supplied by Pacific Mobile - Installed by Blazer All but RR's: On site by others Trims: Skylights: 5/8" sheetrock Tape/texture/paint Windows: Stain & Lacquer Doors: Stain & Lacquer Ceiling: Entire bldg: T-bar Height: 7'10'/z" Note: Nominal 18"vault to center in dispatch area H. SPECIALTIES Toilet tissue: Single roll (2)ea Mirror: 24x36 (2)ea Glass Grab bar: 36" (2 ea 42" (2)ea J. CABINETS, etc. Lunchroom: 12 LF of base & 15-1/2 LF of uepers -Westwood Renton NOTE: Ship loose cabinet for over future refrigerator Drivers Room: (3)2Vx48" plastic laminate counters @ 36"A.F.F. Countertop: Custom with oak backs lash @ Lunchroom Office#1: 3 runs of fixed polyboard T wide & 14-1/2 long in office supply closet Office #3: (3) runs of fixed polyboard T wide & 15' long K. HVAC Comb heat/AC: 90% Direct Vent Natural Gas Split Systems (2)ea 4 ton 80,000 BTU Model #: 38TKBO48 with 58MXA080-1-16- Carrier Ceiling Fans: See Electrical spec Ducting: Galvanized Overhead Diffuser: T-bar Thermostat: Programmable Carrier# CCPAC 01-A Return air: Thru RAG's in ceiling Outside air: Thru Gable Vent Other: Provide 2'/2' PVC line set access from crawlspace to air handler NOTE: Testing and balancing on site by others NOTE: Automatic shut-offs provided @ supply plenums Ship loose: 1 Condensing units & Line sets 14 j 8933.wk4 05/19/1999 .: ,r, -. I L. PLUMBING Toilets: (2) handicap Pressure Assisted Tank type Lays: 2 handicap Wall hung HWH: I 10 gallon Electric SS sink: I single com artment 24x20 Condensate: (2)Attic Mount Gas Furnaces with cooling coils Black pipe: Stub down to crawlspace only DWV: PVC Water: Aquapex-Wirsbo M. ELECTRICAL Service: Single phase Stub thru Panel: (1) 200 amp Manual Transfer and (1)200 amp NOTE: ELECTRICAL PANELS SUPPLIED BY OTHERS INSTALLED BY BLAZER Material: Romex Receptacles: Duplex 43) 15 amp WP GFI (6) 15 amp GFI (1) Switches: As required NOTE: (2) ceiling fan control switches Phone/Data box: Stub down 12 with 1/2" conduit Wire for: 5 120v 20amp DC & I 120-240v 30amp DC wired to I -box under floor in Dispatch area Wire for: Range Ran a Hood Wire for: HVAC Duct Sensors Sin circuit: Connect -boxes @ each exterior door to (1) 20 amp dedicated circuit only Light: Troffer 2x4 3-tube 2 ea 2-tube (7)ea Tubes: 34-watt Ballast: Energy Miser Incandescent: 2 @ Attic Mount HVAC with receptacle Porch light Vandal Resistant Lexan (3) on Photo cell Other: Exit light 1 Exhaust fans: 50 CFM (2) _ Ceiling fans: (2) 42" "Stem Mount"with white housing& blades N.APPLIANCES Exhaust hood: Whirlpool# RH2330XD NO OTHER APPLIANCES INCLUDED j 8933.wk4 05/19/1999 �X � �x I r: DEALER SIZEMESCRIPTION JOB R Pacific Mobile 42x60 & 14x28 Office/HCRR 8933-36 DATE INFO REQD: PROJECTNAME DATE Smokey Point 04/26/1999 FLOOR COVER Vinyl: MANNINGTON MULTIFLEC SUEDE SUPPLIED BY PACIFIC MOBILE 6"rubber base: BURKE 206 LIGHT BEIGE SUPPLIED BY PACIFIC MOBILE SEE SPECS FOR LOCATIONS WHERE BLAZER INSTALLS FLOOR COVER 1 • TTP: BONE 516-3 PL wainscot: FROSTY WHITE PLASTIC LAMINATE Kitchen countertop: WHITE SAND Drivers Room: WHITE SAND • 1 • Siding: Fascia: Windows: Corners: Belt rail: Soffit: 111 ' Exterior: Interior: STAIN&LACQUER 11 Surrounds/Casing: STAIN& LACQUER ' 11 WEATHER COVER ONLY t ' �9` BLAZER INDUSTRIES SMOKEY POINT DISTRIBUTING WIDTH = 42 14' LENGTH = 60' 28' TYPE = OFFICE LOCATION = ARLINGTON, WASHINGTON DEALER = PMSI DESIGN LOADING ROOF -- 30 PSF FLOOR -- 50 PSF or 2000# WIND -- 90 MPH, EXPOSURE B SEISMIC -- 3 INDEX OF CALCULATIONS ITEM PAGE EQUIVALENT SUBSTITUTIONS RAFTERS, HEADERS, OUTLOOKERS ROOF/1 - ROOF/1 E RIDGE BEAMS @ GRIDS 2& 3 ROOF/2-ROOF/3C BEAM @ GRID 4 ROOF/4- ROOF/5A PEAK BEAM @ MOD#8936 ROOF/6-ROOF/6A " " SUPPORT HEADER @ GRID 5 ROOF/7 - COLUMNS COLUMN/1-COLUMN/313 FLOOR JOISTS FLOOR/1 -FLOOR/2A ROOF DIAPHRAGM -(42 x 60) LATERAL/1 ENDWALLS, SIDEWALLS -(42 x 60) LATERAL/2- LATERAL/3 FLOOR DIAPHRAGM-(42 x 60) LATERAL/4 ROOF DIAPHRAGM-(14 x 28) LATERAL/5 ENDWALLS, SIDEWALLS- (14 x 28) LATERAL/6 FLOOR DIAPHRAGM - (14 x 28) LATERAL11 FOUNDATION FNDN/1 - FNDN/3A G z -?7 G. PET��' exPIRES RECEIVED JUN 16 1999 CITY OF ARLINGTON W - 3S/ � Blazer Industries, Inc. 06/02/1999 i I l (EQUIVALENT SUBSTITUTIONS FASTENER SUBSTITUTION: Unless prohibited by manufacturers installation instructions (e.g. --siding or roofing), any fastener may be substituted for another type fastener of equivalent strength. STAPLES AND NAILS The following may be used interchangeably: STAPLES ¢OX NAILS 14 ga. x 3" 10d 14 ga. x 3 1/4" 10d or 12d 14 ga. x 3 1/2" 10d or 12d or 16d 16 ga. x 1 1/2" 6d 16 ga. x 1 3/4" 6d 14 ga. x 1 1/2" min. @ 6" o.c, = 16 ga. x 1 1/2" min. @ 4" o.c. 14 ga. x 1 1/2" min. @ 6" o.c. = 15 ga. x 1 1/2" min. @ 5" o.c. 15 ga. x 1 1/2" min. @ 6" o.c. = 16 ga. x 1 1/2" min. @ 4.75" o.c. IT iMATE9IAL SU ST�I.SJQIV. Any APA rated sheathing material may be substituted for any other equivalent APA rated sheathing. APA rated plywood, OSB, waferboard, etc., may be substituted as follows: WALL SHEATHING Substitute any APA rated sheathing of equal thickness to specified thickness, FLOOR AND ROOF SHEATHING Substitute any APA span rated sheathing for any other APA span rated sheathing of equivalent (or higher) panel index number. Panel index numbers (Span Rating) listed in order of increasing span, or strength, are as follows: 20/0, 24/0,24/16, 32/16, 40/20, 48/24 rated sheathing 20 o.c., 24 o.c., 32 o.c., 48 o.c. rated sturd-i-floor LUMBER DF lumber may, in all cases, be substituted for HF lumber of the same grade. Microlam lumber may, in all cases, be substituted for any lumber of the same size. Wall studs may be any species or grade listed in the code with a specific gravity of 0.42 or greater Studs designated Hem-fir may be interchanged with Lodgepole pine, Mountain Hemlock, Ponderosa Pine, Sitka Spruce, Spruce-pine-fir, and Western Hemlock STEELSTRAPS Steel tie straps may be substituted as follows, using the same nailing: Silver PSL17 or Simpson ST2215 Silver PSM24 or Simpson ST6224 Longer strap w/same ga. &width Two narrower straps w/same ga. (for wider strap specified) • Silver KN10 nail = Simpson N10 = 10d x 1 1/2 nail " Silver KN8 nail = Simpson N8 = 8d x 1 1/2 nail 1 {`' 14 'Module 16 "add-on tail SMOKEY POINT DISTRIBUTING 25 PSF Roof ILL Rafters, Headers Rafter size= 2 x 10 Module width= 13.83 ft rafter spacing= 24 inches o.c. Cf= 1.1 Roof live load= 25 psf dead load= 12 psf Cr= 1.15 Roof overhang= 16 in Wind speed= 90 mph Cd= 1.15 rafter length= 13.52 ft Exposure= C rafter load= 74 lb/ft I= 1 Check DF#2 Use min. 2 x 10 DF#2 24 in o.c. Fb= 875 Fv= 95 E= 1,600,000 Rafter spacing= 24 in o.c. Sr=1.5wLA2/(Fb Cf Cr Cd)= 15.94 </= 21.39 O.K. Use 2 x 4 tapercut ledger fastened to Ar=.75wL/(Fv Cd)= 6.87 </= 13.88 O.K. ridgebeam with 10d box nails @ 4 "o.c. and cluster three Ir=450wLA3/E= 51.43 </= 98.93 ,O.K. extra at butt joints. Ledger Fastening (10(Lbox nail) spcg=80(Cd)/(DL+ LL)(modwidth/2)= 0.36 ft= 4.31 in Fasten rafter to ridgebeam and to roof rim with 4-10d box nails Uplift Connection Ce= 1.06 Cq 1.2 Qs= 20.8 U=CeCq Qs I= 26.46 -10 DL= 16.46 psf Fasten siding to roof rim and to wall Up=U(in.o.c.)L/2= 228 # top plate w/6d box nails Q 4 "o.c. #10d box nails req'd= 3.21 6d box nails per rafter bay= 5.45 CANTILEVER TAIL tail length= 1.33 ft Use 2x tapercut wedge, glued. Uplift=Ce Cq Qs 1 = 61.7 psf Res;on wall plate. 61.7 -5= 56.7 psf down=5+2LL= 55 psf check HF'standard' 2 x 4 Fb= 550 Fv= 75 Use HF'standard' 2 x 4 rafter tails w= max load"spacing/12= 113 Ib/ft at each rafter Sr= [w(OH^2)/2]12/(Fb Cd) = 1.66 < 3.06 O.K. Ar= 1.5(w OH)/(75 Cd)= 2.62 < 5.25 O.K. Use 3 - 10d box nails at each end of Connection to main rafter cantilever tail connection to main rafter. equate M(uplift)=w(spacing/12)(OH)(3 OH-.25)=F(2 OH-.4) F= 250 # 10d box nails= F/(80 1.33)= 2.3 equate M(down)=w(spacing/12)(OHA2)/2=F(2 OH-.17) Extend rafter tail alongside rafter F= 39 # 1.67 x length of the overhang. Rafter tail total le_ngth=4'-0" HEADERS Microlam roof rim minimum rim 2 x 6 Use 1.5 x 5 l/2 microlam roof rim w= 315 lb/ft for max.s an of 5.56 ft Lm= sq. root(8FbCfCdS/12w)= 8.36 ft �o�I��o�Js @ GRID C7 Lv=16Fv Cd A/15w= 9.16 ft Ld=cu. rt 12"384E1/5w360 = 5.81 ft *wo Zxc, Dr tt Z WlTlhl 'iZ" FILO P` ✓_n,= 8�1351.is ?.SLa Z SILL 'rWo Zn IZC3ls) g.zSxZ SAS ; Two FOLL Fj-�- �� o/--Tz= T7zlMMC- 3�3IS� -- H a z later Industries, Inc. c-JI�} !�„ FIC.LC-� i I IC -•SIL UMh1ARYa0Pa THfiaIIIPUT INFORMATIOt7•• .......................... .....aaaaaa.aa.aa.aaaa.a.aaaa..a.... TYPE OF THE PROBLEM : CONTINUOUS BEAM CALCULATION + DISPLACEMENT AT OUTPUT POINTS • Types and the locations of the supports in Inch At X- 0.000 Displacement. 0.00000 At X. 40,750 Displacement- 0.28220 at X- 0.000 At X- 81.500 Displacement- 0.40003 Hinged support 82.000 Displacement- 0.40006 Hinged support at X= 163.000 At X- At X. 83.000 Displacement- 0.40002 • The locations of the added output points are: At X- 84.000 Displacement. 0.39983 At X. 85.000 Displacement. 0.39950 X. 82.000 X- B3.000 X.= B4.000 X- 85.000 At X- 122.250 Displacement- 0.28784 At X- 163.000 Displacement- 0.00000 • Total number of different materials 1 + SHEAR FORCES From X. 0.000 to X. 163.000 E. 1800.000 ksi coordinate Shear (LT side) Shear (RT side) • Total number of different sections 1 584.0833 X. 0.0000 From X. 0.000 to X. 163.000 IX- 98.930 Inch••4 X- 40.7500 321.7552 321,7552 X. B1.5000 23.7708 23.7708 • 8931 Total number of distributed loads 2 Unit lb/in X- 82,0000 19,8932 12.1217 At X- 0.000 W1- 1.B33 At X. 163.000 W2- 1.833 X- 83.0000 12:1217 14.3287 3287 At X. 0.000 W1. 4,167 At Y.. 163.000 W2- 7.667 X. 85.0000 4.4857 3.4857 X. 85.0000 -3.4857 -3.4857 X. 122.2500 -309.8698 -309.8698 X. 163.0000 -679,1666 •......................... • SU1414ARY OF THE RESULTS • MOMENTS • LENGTH UNIT Inch ; FORCE UI:1T : Lb Coordinate Moment (LT side) Moment (RT side) X. 0,0000 0,0000 MAXIMUM VALUES X,. 40,7500 -18577.5424 -18577.5424 • Max. displacement is 0.4DOC6 at X. 112.000 X. 81.5000 -25738.7180 -25738.7180 Min. displacement is 0.006CO at X. 0.000 X. 82.0000 -25749.6342 -25749.6342 X. 83.0000 -25765.6434 -25765.6434 Max. shear force is 584.08331 at X.- 0.000 X. 84.0000 -25773.8704 -25773.8704 X. 85.0000 -25774.2937 -25774.2937 Min. shear force is -679.16665 at X. 163.000 X. 122.2500 -20030.5346 -20030-5346 Max. moment is 0.00000 at X- 163.000 X. 163.0000 0.0000 • Min. moment is -25774.29370 at X. B5.000 • TOTAL APPLIED LOADS / ry • Total applied concentrated load: 0.000 Lb r �\ _ z '4"� _ �1�33 • Total applied concentrated moment: 0.000 Lb Inch \ .J •� • Total applied distributed load: 1263.250 Lb • SUPPORT REACTIONS • Reaction at X. 0.000 Force- -584.083 Moment. 0.000 • Reaction at X. 163.000 Force. -679.167 Moment. 0.000 /8330L Fb � z� = IzoS < B�SCI�I�CIIIsxl,ls' =12�Z @Z`f��4tc► Z1 � 3� Fv 3 (Co-7-7) _ lecn 'tom /?M Su= �1= _ �� < �sCl�ls� � lob z z (13,M) 1,3 () _z�t'33� 2 if 1 f �•: ........................... TH ••SUIN4ARY OP THE INPUT INFORMATION•• ••D.E......Oi.. 6 ••••••••• .................................... TYPE OF THE PROBLEM : CONTINUOUS BEAM CALCULATION • DISPLACEMENT AT OUTPUT POINTS • Types and the locations of the supports in Inch At %= 0.000 Displacement- 0.00000 At X- 22.500 Displa cement= 0.19139 Hinged support at X= 0.000 At X. 40.750 Displacement. 0.32131 Hinged support at X- 163.000 At X- 45,000 Displacement= 0.34641 At X. 67,500 Displacement. 0.43794 • The locations of the added output points are: At X- 81.500 Displacement. 0.45539 At X. 82,000 Displacement. 0.45541 X 82.000 X= 83.000 X- 84.000 X,= 95.000 At X- B3.000 Displacement= 0.45535 At X. 84,000 Displacement. 0.45511 * Total number of different materials 1 At X- 85,000 Displacement• 0.45471 At X- 90.000 Displacement- 0.45022 From X. 0.000 to X. 163.000 E= 1800.000 ksi At X- 108.250 Displacement. 0.39940 At X. 122.250 Displacement. 0.32642 • Total number of different sections 1 At X. 126,500 Displacement- 0.29914 At X. 144.750 Displacement. 0.16044 From X. 0.000 to X. 163.000 IX= 9B.930 Inch••4 At X- 163.000 Displacement. 0,00000 • Total number of distributed loads 4 Unit lb/in ' SHEAR FORCES At X. 0.000 W1- 1..833 At X- 163.000 W2- 1.833 At X. 0.000 W1- 4.167 At X- 90.000 W2- 7,917 Coordinate Shear (LT side) Shear (RT side) At X- 90.000 Wl- 7,917 At X. 163.000 W2- 6,133 At X- 90.000 W1- 0.333 At X. 163.000 W2= 0.333 X. 0.0000 652.6559 X. 22.5000 507.1090 507,1090 X. 40.7500 373.5609 373.5609 �•� X- 45,0000 340.4684 340.4684 • SU1414AP.Y OF THE RESULTS • X- 67,5000 152.7340 152,7340 X. 61.5000 25,•2757 25.2757 ••�•�•••�•••••••�•��•�•• X. 82.0000 20.5726 20.5726 • LENGTH UNIT Inch , FORCE UNIT Lb X. 83.0000 11.1351 11.1351 X. 64.0000 1.6559 1.6559 I+,AX.IMJM VALUES X- 85.0000 -7,8649 -7,8649 • %. 90,0000 -56,0941 -56.0541 I4ax. displacement is 0.45541 at X. 02.000 X. 108,2500 -236.0391 -236.0391 I^.in. displacement is 0.00000 at X. 0.000 X. 122.2500 -368.5621 -368,5E21 X. 126.5000 -407.6446 -407.8446 • I4axhear force is 652.65590 at X- 0,000 X. 144,7500 -571.5106 -571,5106 • I+,in, shear force is -727.03707 at X- 183.000 X. 163.0000 -727..0371 • Max. moment is 0,00000 a: X.. 0.000 • MOMENTS : 14in, moment is -29539.09613 at X. 84.000 Coordinate Moment (LT side) Moment (F.T ride) • TOTAL APPLIED LOADS X. 0,0000 O,0000 • Total applied concentrated load: 0.000 Lb X.- 22.5000 -13086.9062 -13086.9062 • Total applied concentrated moment; 0.000 Lb Inch X- 40.7500 -21144.1243 -21144.1243 • Total applied distributed load: 1379.693 Lb X- 45.0000 -226617031 -22661.7031 X. 67.5000 -26249:7814 -28249.7314 • SUPPORT REACTIONS X- 81 5000 -29505 3773 -29505.3773 X. 82:0000 -29516:8399 -29516.8399 • Reaction at X. 0.000 Force. -652.656 Moment. 0,000 X. 83.0000 -29532.6972 -29532.6972 • Reaction at X. 163.000 Force- -727.037 Moment. 0.000 X. 94.0000 -29539.0961 -29539-0961 X. 85.0000 -29535.9951 -29535-9951 X. 90,0000 -29376,5316 -29376.5316 X. 108.2500 -26698.4377 -26698.4377 X. 122.2500 -22460.6411 -22460.6411 X. 126.5000 -20B10.6206 -20810.6206 X. 144.7500 -11861.6260 -11861.6260 X. 163.0000 0.0000 wo= I(Cz� - ZE- G,)L= Z5`�z� = Sze 33 DC TV L)sC- cF- # Zxly (:�,;> Z�f " 0,C., �--- F6` Z953`7 z�,39 g < �sCl•Is, _ �� `' -lb Qr'r= z3 = 3Z� �,. z/),zc o= • � - 3 Z�-(o i r s�a /- /Z.olIc-7e., =�rrooyc�c- I�- Z�/o Sz-i"P 02 /,CDlz /N�= /z dam- cam ,51-=Ace- 0 f mic/�ooln� Z-0= /ems!z = �o.?S Ae _ /,// (00,?:!i;�)= c3g C.>3 a /.S wWT22C a - 8�s<i0�NSXi,is� lc6 C Ci /.C7 L / 9 l + /y�.� _ l t b V c7S z _ 9s SI C — 1, 313 _ [ CX 3/3)z — A S2y] l 3/� — - �� 1zS ,-4- - 1zC►�,�s��g - /3. 5�s�/�� z�l -�5�c� —/�a� �oK 3C7 i'b--/OCV r-✓ = �309� �_ 3 y lO� o K 8,2ACc� I-w/�/°O/IU j[v/ Z 13,00) J�f�T/-/TT7J�G BLfX KS "�— I i . � I I = cam/<57 = &,79Z < Sz2 «a�a< 000000 / 0 S ywww�� EEO /C90 vsc-- /Jove ,/-bs71, 1-4 Talc-� - - /,c7Xi � � I � I 1 1 116"OVERHANG I I SMOKEY POINT DISTRIBUTING 25 PSF LL Exp C Wind GABLE END OUTLOOKERS Overhang= 16 inches HF'standard' Cf= 1.50 utlooker spcg= 2 feet o.c. Roof LL= 25 Fb= 550 Cr= 1.00 Roof DL= 5 Fv= 75 Cfu= 1.10 Wind speed= 90 mph E= 1,200,000 Exposure= C Ce= 1.06 Qs= 20.8 Cd= 1.15 for snow or 1.6 for wind Cq= 2.8 1 = 1.00 Uplift=Ce Cq Qs 1 = 61.7 -DL= 57 psf w=uplift x spacing= 113 Ib/ft Down=LL+ DL= 30 psf w=down x spacing = 60 Ib/ft check for worst case after Cd--w/Cd Uplift= 71 Ib/ft down= 52 Ib/ft OUTLOOKERS maximum w= 113 Ib/ft Cd= 1.6 M=w 1_12/2= 101 ft-#= 1210 in-# Sr=M/[Fb Cf Cr Cfu Cd]= 0.83 </= 1.31 , O.K. V=wL= 151 # Ar=3 V/(2 Fv Cd)= 1.89 </= 5.25 , O.K. Use HT'standard' -2 x 4 outlookers(flat)at 2'o.c. Notch rafter over endwall to accomodate the outlooker. (Note- Diaphragm edge fastening is regtAred at rafter over endwall.) CONNECTIONS Uplift connection at face of building Sum M about 1 st rafter F=w L(2 + U2)/2= 202 # 8d x 1.5 nail = F/86(1.33).8 2.2 10d x 3",withdrawl=F/[(31)(1.33)]= 4.9 Use three 10d x 3"box nails from outlooker to rafter over end wall. , Connection to first truss or rafter from end of building F=w LA2/4 Fup= 50 # Fdown = 27 # use larger 50 # 10d box nails, end grain =80(2/3) (1.33)=71 10d box nails, end grain, required= F/7 0.7 Fasten outlooker to first truss or rafter from end with two 10d x 3" box nails i i � Z ZID2 CROLLAM RIDGEBEAM SMOKEY POINT DISTRIBUTING 142 x 60 _ § 3Lt Enter results from CAST program. Properties shown are for 1 beam Bm depth = 20 E = 2000000 A= 30 Bm thickness 1.5 Fb= 2925 S= 100 No. of bms= 1 Fv= 276 I = 1000 Duration of load factor= 1.15 Cf= 0.93 Max span = 348 inches 1/240= 1.45 inches in cast= 1728 Max. displacement= 0,4 delta = 0.66 in. <= 1/240, OK Max. moment= 186992 Max. shear 3769 Min. moment= -141724 Min. shear -3751 Find zero moments (Be sure to enter signs) x= 96 M = -6083 Xo = 100.08 "= 8.34 ft x= 144 M = 65560 x= 192 M = 186992 Xo= 258.09 " = 21.51 ft x= 279 M = -59149 x= 453 M = -60733 Xo = 474.61 " = 39.55 ft x= 540 M = 183824 x= 630 M = 4391 Xo = 638.21 "= 53.18 ft x= 675 M = -19684 i -Fb= 1869.92 < 3128 , OK +Fb= 1417.24 < 3128 , OK Fv= 188.45 < 317 , OK _ 1.5 x 20 " continuous microllam LVL ridjeb , OK Grade s ecies = 2.0 DF BRACES Develop 5%compr. stress with braces at 30 deg. F = 810 # _ 15 ga. staples 11.00 12 - 15 ga. staples 10dx1.5 nails 3.83 6 -each way 4 - 10d x 1.5 nails 6R-AazCi 132 cc Zq ►r---- i G rz I/� 0 ....................................SU[4fAROFTENPTORMATON ............................ • • • •• TYPE OF THE PROBLEM : CONTINUOUS BEAM CALCULATION • DISPLACEMENT AT OUTPUT POINTS ' Types and the locations of the supports in Inch At X- 0,000 Displacement= 0.00000 At X= 48,000 Displacement= 0.00092 Hinged support at X= 0.000 At X= 96,000 Displacement= -0.01402 Hinged support at X= 192,000 At X= 144:000 Displacement= -0.03025 Hinged support at X= 540.000 At X= 180,000 Displacement= -0.01576 Hinged support at X= 720.000 At X= 192,900 Displacement. 0.00000 At X= 279,000 Displacement= 0.24093 ' The locations of the added output points are: At X- 310,000 Displacement= 0.31956 At X= 340,000 Displacement_ 0.36788 X= 310.000 X- 340.000 X= 390.000 X= 420.000 At X- 360.000 Displacement= 0.38115 At X= 366..000 Displacement= 0.38196 • Total number of different materials 1 At X= 390.000 Displacement- 0.37055 At X= 420,000 Displacement- 0.32504 From X= 0.000 to X= 720.000 E= 2000.000 ksi At X= 453.000 Displacement= 0,24256 At X= 540.000 Displacement= 0.00000 • TO tal number of different sections 1 At X= 585 000 Displacement- -0.03335 At X= 630:000 Displacement= -0.02224 From X- 0.000 to X= 720.000 IX= 1728.000 Inch'+4 At X- 675.000 Displacement= -0.00642 At X- 720.000 Displacement= 0.00000 + Total number of distributed loads 1 Unit Win At X- 0.000 W1= 21.610 At X- 7720.00000 W2= 21.610 + SHEAR FORCES I+ V l3Zl-Ztj Ci •f-f(>,Ll Coordinate Shear (LT side) Shear (RT side) ' SUMMARY OF THE RESULTS ' � zs - Z/.mil�/( X= 0,0000 1100,6924 .............•.•.•.••••... X= 48.0000 63.3624 63.3624 X= 96 0000 -973.9176 -973 9176 + LENGTH UNIT Inch FORCE UNIT : Lb X= 144:0000 -2011 1976 -2011:1976 X- 180,0000 -2789:1577 -2789,1577 + MAXIMUM VALUES / \\ X= 192,0000 -3048,4777 3769,2442 o'e5eO a 1 ZO11 amn X= 279,0000 1889,1741 1889.1791 ' Max. displacement is 0.38196 at X- 366.000 24 11 80 X= 310,0000 1219.2641 1219.2641 • Min. displacement is -0.03335 at X= 595.000 X- 340 0000 570,9641 570 9641 X= 360:0000 138,7641 139:7641 ' Max. shear force is 3769.24418 at X. 192.000 X= 366.0000 9.1041 9,1041 ' Min. shear force is -3751.03603 at X. 540.000 X= 390 0000 -5095359 -509,5359 X= 420,0000 -1157.8360 -1157.9360 ' Max. moment is 186992.18088 at X- 192.000 X- 453,0000 -1870.9660 -1870.9660 ' Min. moment is -141724.11696 at X= 366.000 X- 540.0000 -3751.0360 2966.1443 X- 585,0000 1993 6943 1993,6943 + TOTAL APPLIED LOADS X= 630,0000 1021:2442 1021,2442 X= 675.0000 49,7942 49,7942 Total applied concentrated load: 0.000 Lb - X- 720.0000 -923,6556 ' Total applied concentrated moment: 0.000 Lb Inch ' Total applied distributed load: 15559.200 Lb ' MOMENTS ' SUPPORT REACTIONS Coordinate Moment (LT side) Momen[ Fr std=_i • Reaction at X= 0.000 Force- -1100.642 Moment- 0,000 X= 0.0000 `- • Reaction at X= 192.000 Force- -6317.722 Moment= 0,000 X= 49.0000 -27936,1169 -27936,1'.�3 • Reaction at X= 540,000 ; Force- -6717.190 Moment- 0,000 X= 96,0000 -6092:7924 -659� 79 1 • Reaction at X= 7.0.000 Force- -913.656 Moment= 0,000 X= 144.0000 65559,9735 55553,5,3� X= 190.0000 151966,-3699 ,5196£,369: X- 132,0000 196992.1609 1963:3,1'-i9 X= 279:0000 -59149,0153 -59149.01Ei X= 310.0000 -107329,8079 :' X= 340.0000 -13d193,2309 -134193,23D9 X= 360,0000 -1412805125 -141290,51_: X= 36 6.0000 -141724:1170 -141724,11 , X- 390.0000 -135718.9345 -135718,334E X= 420.0000 -110708,3560 X= 453.0000 -60733.1239 -60733,123's X= 540.0000 183923,9637 1938 3,9-3' X= 595.0000 72227.5959 7222',5959 X= 630.0000 4391:4114 4391.4'34 X= 67 3859 -19694,3 5.0000 -19684 45E X= 720,0000 0.0000 h za Moment -141 .724 21. 61 21. 61 cps 3 MICROLLAM RIDGEBEAM SMOKEY POINT DISTRIBUTING 42 x 60 GRID 3 (Rt) Enter results from CAST program. Properties shown are for 1 beam Bm depth = 20 E = 2000000 A= 30 Bm thickness 1.5 Fb= 2925 S = 100 No. of bms = 1 Fv= 276 1 = 1000 Duration of load factor= 1.15 Cf= 0.93 Max span = 354.3 inches 1/240 = 1.47625 inches in cast= 1000 Max. displacement= 0.89 delta= 0.89 in. <= 1/240, OK Max. moment= 226794 Max. shear 4629 Min. moment= -178856 Min. shear -4606 `Find zero moments (Be sure to enter signs) x= 69 M = -4679 Xo= 74.05 " = 6.17 ft x= 92 M = 16625 x= 223.3 M = 71163 Xo= 246.44 "= 20.54 ft x= 267 M = -63250 x= 451.4 M = -81650 Xo= 480.54 " = 40.05 ft x= 489.5 M = 25102 x= 645 M = 7536 Xo = 656.76 "= 54.73 ft l x= 670 M = -8489 ( -Fb= 2267.94 < 3128 , OK I +Fb= 1788.56 < 3128 , OK t Fv = 231.45 < 317 , OK 1.5 x 20 "_continuous microllam LVL rid eg b , OK Grade species= 2.0 DF BRACES Develop 5% compr. stress with braces at 30 deg F = 982 # 15 ga. staples 13.34 14 - 15 ga. staples 10dx1.5 nails 4.64 7 -each way 5 - 10d x 1.5 nails l3C2AccrS �2A�-S 4t 210 cx�(Z 3 Iz- ' �" 3A .................................... ............................ • SUMMARY OF THE INPUT INFORMATION + • DETAILS OF THE ANALYSIS ' .................................... ............................ TYPE OF THE PROBLEM : CONTINUOUS BEAM CALCULATION • DISPLACEMENT AT OUTPUT POINTS + Types and the locations of the supports in Inch At X= 0,000 Displacement- 0.00000 At X= 23.000 Displacement- -0.01341 Hinged support at X= 0.000 At X= 46,000 Displacement- -0.03001 Hinged support at X= 185.750 At X= 46,438 Displacement= -0.03036 Hinged support at X= 590.000 At X= 69.ODO Displacement. -0.05020 Hinged support at X- -120.000 At X= 92,000 Displacement_ -0.07138 At X= 92,875 Displacement. -0.07214 + The locations of the added output points are: At X= 135,750 Displacement= -0.09163 At X= 139,312 Displacement= -0.09065 X- 310.000 X= 340.000 X- 390,000 X= 420.000 At X= 179,500 Displacement= -0.02305 At X- 180,000 Displacement= -0.02136 + Total number of different materials 1 At X= 185,750 Displacement= 0.00000 At X= 223,250 Displacement= 0.21165 From X= 0.000 to X= 720.000 E= 2000.000 ksi At X= 267 000 Displacement-. 0.51833 At X= 274:312 Displacement. 0.56684 ' Total number of different sections 1 At X= 289.250 Displacement- 0.65879 At %= 310,000 Displacement= 0.76539 From X= 0.000 to X- 720.000 IX= 1000.000 Inch"4 At X= 311.500 Displacement= 0.77197 At X= 333,750 Displacement= 0.84923 + Total number of distributed loads 6 Unit Win At X= 340,000 Displacement. 0.86365 At X= 0.000 W1= 21.610 At X= 92.000 W2= 21.610 At X= 356.000 Displacement= 0.86510 At X= 92.000 W1= 21.610 At X= 267.000 W2= 28.070 At %= 360.000 Displacement- 0.08692 At X= 267.000 W1= 28.070 At X= 356.000 W2= 23.340 At X= 362.875 Displacement= 0.88735 At X= 356.000 W1= 23,340 At X= 446.000 W2= 28.070 At X- 378,500 Displacement- 0.87677 At %= 356.000 Wi- 23.340 At X= 620.000 W2= 21.620 At X= 390.000 Displacement- 0.85523 82409 At X- 620.000 W1= 21.620 At X= 720.000 W2= 21.620 At X- 420 000 Displacement- 0.74766 At X= 920,000 Displacement- 0,74766 At X- 423:500 Displacement= 0.73069 .......................... At X= 446.000 Displacement_ 0.60352 ' SUMMARY OF THE RESULTS + At X= 451.438 Displacement- 0.56880 �•.��•�.��••....�•...... At X= 489.500 Displacement= 0.30348 At X= 533.000 Displacement= 0.03115 + MAXIMUM VALUES At X= 540,000 Displacement= 0.00000 At X= 576.500 Displacement= -0.06604 + Max. displacement is 0.88735 at X= 362.875 At X= 585 000 Displacement- -0.09212 ` Min. displacement is -0.09212 at X= 595.000 At X= 620:000 Displacement- -0.06534 At X= 630.000 Displacement= -0,07767 • Max. shear force is 4628.88824 3t X- 185.750 At X= 645.000 Displacement= -0.06411 ' Min. shear force is -4605.95757 at X= 540.000 At X= 670.000 Displacement. -0.04018 At X= 675.000 Displacement= -0.03558 ' Max. moment is 226793.98221 at X. 165.750 At X= 695.000 Displacement- -0.01855 ` Min. moment is -178856.44961 at X- 362.975 At X= 720.000 Displa cement= 0.00000 ` TOTAL APPLIED LOADS ` SHEAR FORCES . • Total applied concentrated load: 0.000 Lb Coordinate Shear (LT side) Shear (RT s_31 • Total applied concentrated moment: 0.000 Lb Inch • Total applied distributed load: 17421.345 Lb X= 0.0000 B13.=:?` _ X= C3,0000 316,3268 316,i_?: ' SUPPORT REACTIONS X= 46,000) -180:7032 -190,'{.: X= 45,4375 -190,1576 -190,1�' • Reaction at X- U.000 Force- -913.357 Moment= 0.000 X= 99.0000 -577,7333 -677,T;?5 • Reaction at %= 195.750 Force= -7591.910 14omen t= 0.000 X- 92,0000 -1174,7633 -1174.'S! • Reaction at X- 540.000 Force- -7905,902 Moment= 0.000 X= 92.9750 -1193,5961 -1193,Sii: Reaction at X= 720.000 Force= -71U,2'S bloment= 0.000 :i= 135,7500 -2155,5289 -2155.5,=- X- 139,312`, -2238.5022 -2239.5 X= 179,50)0 -3206-.9508 -3206,3`.,- X= 190,000) -3219 3754 -3219,7-2; X= 1a 5.750�i -3362:9218 4628,8 - X= 2232500 3662 7911 36627- X= 267:0000 2470.:0467 2470,,04c- X= 2'4 3125 2266,205B 2266 2:- X= 289.,2500 1858•6445 1859,,54115 X= 310,0000 1312,1703 1312.1 X= 311,500) 1273.5530 1273.5`_3_ X= 333,7500 111:1721 714,7,-. X= 340,0000 562 5444 562,54;4 X= 356.0000 162.3017 192.3i_- X= 360,0000 BB,5213 89y5 X= 362,9750 20.5972 20,53 X= 378,5000 -356.1514 -356,15 4 X= 390,0000 -641,6354 -641,5134 X= 401.0000 -921.,2108 -921.21-,s X= 420.0000 -1419,0920 -1419,09 X= 423.5000 -1512,8764 -1512,Bi- X= 4 46. 0000 -2131..1463 -2131.1493 X= 451.4375 -2293,2309 -2283,23;5 - X= 1, 5000 -3317.1214 -3317,12_; X= 533,0000 -4432 9508 -4432,95:= X= 540,0000 -4605:9576 3299.9411: X= 576,5000 2427,2657 2427,25�- X= 535,000) 2231,1285 2231,12c_ X= 620,0000 1451,7238 1451,'23= X= 630,0)G) 1235,5238 1235.5=_= X= 645.)0)) 911.2238 911,22== X= 670.001), 310,7237 370,7_ X= 675.0000 262 6237 262,623- X= E95,0000 -169:7763 -169.7 X= 720,0000 -710.2763 I �� I 1 • MOMENTS Coordinate Moment (LT side) Moment (RT side) X= 0.0000 0.0000 X= 23.0000 -12991.3610 -12991.3610 X- 46.0000 -14551.0316 -14551.0316 X- 46.4375 -14469.9058 -14469.9058 X- 69.0000 -4679.0119 -4679.0119 X= 92.0000 16624.6980 16624.6980 X= 92.8750 17660.8926 17660.9926 X- 135.7500 89217.2386 89217.2386 X- 139.3125 97043.9675 97043.9675 X- 179,5000 206263.8814 206263.8814 X= 180.0000 207870.4626 207870.4626 X- 185.7500 226793.9822 226793.9822 X- 223.2500 71162.9612 71162.9612 X= 267.0000 -63250.2484 -63250.2484 X= 274.3125 -80565.4399 -80565.4399 X- 289.2500 -111358.1546 -111356.1546 X- 310,0000 -144215.7904 -144215.7904 X= 311.5000 -146155.0679 -146155.0679 X- 333.7500 -168226.3997 -168226.3997 X- 340.0000 -172216.9325 -172216.9325 X- 356.0000 -178157.5613 -178157.5613 X- 360.0000 -178699.4877 -178699.4877 X- 362.8750 -178856.4496 -176856.4496 X- 378.5000 -176251.6395 -176251.6395 X- 390.0000 -170521.0264 -170521.0264 X- 401.0000 -161931.2019 -161931.2019 X- 420,0000 -139728.3651 -139728.3651 X- 423.5000 -134597.6082 -134597.6082 X- 446.0000 -93652.2176 -93652.2176 X- 451.4375 -81650.1277 -81650.1277 X= 489.5000 25101.9179 25101.9179 X- 533.0000 193920.2577 193920.2577 X- 540.0000 225557.4964 225557.4964 X- 576.5000 121186.1234 121186.1234 X- 585.0000 101389.8450 101389.8450 X- 620.0000 37072.3736 37072.3736 X- 630.0000 23636.1359 23636,1359 X- 645.0000 7535.5294 7535.5294 X- 670.0000 -84BB.8142 -8488.0142 X- 675.0000 -10072.1829 -10072.1829 X- 695.0000 -11000.6574 -11000.6574 X- 720.0000 0.0000 I 1 � 3c Moment -178 . 856 28 . 07 28 . 07 21 . 61 21. 23 21. 62 21 . 62 G y =zl, c-? / +3tzs,C/3. Y = Z3.3y @ cli Z �� I �., '' �•� • �t L c-4c I- -->M .................................... ............................ ' SUMMARY OF THE INPUT INFORMATION • ' DETAILS OF THE ANALYSIS TYPE OF THE PROBLEM CONTINUOUS BEAM CALCULATION • DISPLACEMENT AT OUTPUT POINTS ' Types and the locations of the supports in Inch At X= 0.000 Displacement= 0.00000 At X= 41.500 Displacement= 0.34665 Hinged support at X= 0,000 At X= 98.000 Displacement= 0.38925 Hinged support at X= 192.000 At X= 83.000 Displacement. 0.53173 At X= 94.000 Displacement- 0.54247 ' The locations of the added output points are: At X= 96.000 Displacement- 0.54259 At X= 98.000 Displacement= 0.54214 X= 94.000 X= 96.000 X- 98.000 X= 100.000 At X= 100.000 Displacement= 0.54113 At X- 124.500 Displacement= 0.48403 ' Total number of different materials 1 At X= 144.000 Displacement= 0.38404 At X= 166.000 Displacement- 0.22512 From X= 0.000 to X= 192.000 E= 2000.000 ksi At X= 172.500 Displacement= 0.17133 At X- 179.000 Displacement- 0.11543 ' Total number of different sections 1 At X= 185.500 Displacement- 0.05809 At X= 192.000 Displacement= 0.00000 From X= 0.000 to X= 192.000 IX= 432.000 Inch"4 ' SHEAR FORCES ' Total number of distributed loads 3 Unit lb/in At X= 0.000 W1= 1.730 At X= 192.000 W2- 1.730 Coordinate Shear (LT side) Shear (RT side) At X= 0.000 W1= 29.050 At X- 166,000 W2= 21.510 At X= 166.000 W1= 21.510 At X- 192.000 W2- 25.420 X= 0.0000 2678.7965 X= 41,5000 1440 5403 1440 5403 X= 4B4O000 1253:6823 1253:6823 .......................... X= 83,OOo0 280,5116 280.5116 ' SUMMARY OF THE RESULTS • X= 94.0000 -13 8504 -13 8504 .......................... X= 96 0000 -66:7803 -66:7803 X= 98:0000 -119,5285 -119,5285 ` LENGTH UNIT Inch ; FORCE UNIT Lb X= 100,0000 -172,0950 -172,0950 X= 124.5000 -801,2897 -801,2897 • MAXIMUM VALUES X- 144.0000 -1282,5914 -1282.5914 X= 166,0000 -1804 8634 -1804 8634 ' Max. displacement is 0.54259 at X= 96.000 X= 172,5000 -1959:1003 -1959:1003 ' Min. displacement is 0.00000 at X= 0.000 X= 179,0000 -2119,6909 -2119,6909 X= 185 5000 -2286 6353 -2286.6353 ` Max. shear force is 2678.79653 at X= 0.000 X= 192,,0000 -2459:9334 ' Min. shear force is -2459.93344 at X= 192.000 ' MOMENTS ' Max. moment is 0.00000 at X= 192.000 • Min, moment is -122108.59043 at X- 94.000 Coordinate Moment (LT side) Moment (RT side? ' TOTAL APPLIED LOADS X= 0.0000 0.0000 X= 41,5000 -85205.7025 -85205,7625 ' Total applied concentrated load: 0.000 Lb X= 48,0000 -93960 8866 -93960.926E ` Total applied concentrated moment; 0.000 Lb Inch X= 83.0000 -120646:9921 -120646.9951 • Total applied distributed load: 5138.730 Lb X= 94,0000 -122108,5904 -122108.53Si X= 96:1100 -122027.9294 -122027,9:�5d ` SUPPORT REACTIONS X= 99 0000 -121541.5904 -121941,55s1 X= 100:1111 -121149:9366 -12154).9,E,r Reaction at X- 0,000 Force- -2678.797 Moment= 0.000 X= 1245000 -1095703097 -109570,3 Reaction at X= 192.000 Forca= -2459.933 Rome t= 0.000 X= 144.0000 -89224.4030 -8922.1.4:3 X= 166.0000 -55222.0959 -55222.. O X= 172.5000 -4292:6554 -42992.E"1`e = 173,0000 -20, -29740,X 94 055 1 -15422X= 95.5000 -15d22,9063 X= 192,0000 0.0000 rWo ��x jz )� MIG2oLq�l Fh _ ►zz, � L • Sy � I9Z zyo WqA 0. 0 Moment -122 . 3 29. 05 25. 42 21 . . 73 . 73 zy 6-1 ZA S7 /,> 1 a. J I I 6C" Z> C-2Ip O LO-.v . , o ) MCDOLC- ' N 8936- a AvLy 5 aaaaaaaaa.aaa.a.aaaaaa...aaaaaaaaaa. ............................ ' SUMMARY OF THE INPUT INFORMATION " + DETAILS OF THE ANALYSIS ' •..•..•••••.u•••••••••u••u••••••• •.•••.•.•••........•.•.•••.. TYPE OF THE PROBLEM : CONTINUOUS BEAM CALCULATION " DISPLACEMENT AT OUTPUT POINTS + Types and the locations of the supports in Inch At X= 0.000 Displacement- 0.00000 At X= 49.000 Displacement- 0.21406 Hinged support at X= 0.000 At X= 94.000 Displacement= 0.32904 Hinged support at X= 192.000 At X= 96.000 Displacement= 0.33089 At X= 98000 Displacement- 0.33243 • The locations of the added output points are: At X= 100:000 Displacement= 0.33366 At X= 1 44 000 Displacement= 0.27352 X= 94.000 X- 96.000 X- 98.000 X= 100.000 At X= 166:000 Displacement= 0.17317 At X= 192.000 Displacement- 0.00000 Total number of different materials 1 a SHEAR FORCES ; From X= 0.000 to X- 192.000 E= 2000.000 ksi Coordinate Shear (LT side) Shear (RT side) • Total number of different sections 1 X= 0 0000 430.2271 From X- 0.000 to X- 192.000 IX= 216.000 Inch++4 X= 48:0000 343.8271 343.8271 X= 940000 261.0271 261,0271 + Note: loading acting directly at support will be ignored. X= 96:0000 257.4271 257.4271 ' Total number of concentrated loads 1 Unit Lb Inch X= 98.0000 253.8271 253.8271 At X= 166.000 load P= 1901.000 Moment= 0.000 X= 100.0000 250.2271 250.2271 X= 144.0000 171 0271 171 0271 + Total number of distributed loads 1 Unit lb/in X= 166.0000 131:4271 -1769:5729 At X- 0.000 Wl- 1.800 At X= 192.000 W2- 1.800 X= 192.0000 -1816.3729 • MOMENTS a SUMMARY OF THE RESULTS • Coordinate Moment (LT side) Moment (RT side) aasasaaaaasaaaaaaaaaaaaaaa X= 0 0000 0 0000 • LENGTH UNIT Inch ; FORCE UNIT : Lb X= 48:0000 -18577 2998 -18577:2998 X= 94.0000 -32488:9456 -32488,9456 • MAXIMUM VALUES X= 96,0000 -33007.3998 -33007-.3993 X= 96.0000 -33518.6539 -33518.6539 + Max. displacement is 0.33366 at X- 100.000 X= 100,0000 -34022,7081 -34022.7091 • Min. displacement is 0.00000 at X= 0.000 X= 144,0000 -43290,2998 -43290.2993 X= 166.0000 -46617.2957 -46617.2957 • Max. shear force is 430.22708 at X= 0.000 X= 192.0000 0.0000 • Min. shear force is -1816.37291 at X= 192,000 • Max. moment is 0.00000 at X- 0,000 + Min. moment is -46617.29573 at X- 166.000 • TOTAL APPLIED LOADS • Total applied concentrated load: 1901.000 Lb • Total applied concentrated moment: 0.000 Lb Inch •Total applied distributed load: 345.600 Lb SUPPORT REACTIONS • Reaction at X- 0,000 Force- -430,227 Moment- 0.000 ' Reaction at X- 192.000 Force= -1916.373 Moment- 0.000 /`)I GZO CA.-1 Fb= zCIZ5�os-) 3� (ti _ ISI < jr)ZBsC(, , o« z Cgs zYo 4q�A 0. 0 Moment -46617 . 3 1. 8 1901 1. 8 Lf N '� I 36- � C9 .................................... ............................ • SUMMARY OF THE INPUT INFORMATION • • DETAILS OF THE ANALYSIS ......•...... •...••.............•..• ............................ TYPE OF THE PROBLEM : CONTINUOUS BEAM CALCULATION • DISPLACEMENT AT OUTPUT POINTS Types and the locations of the supports in Inch At X= 0.000 Displacement= 0.00000 At X= 24,000 Displacement= 0.22590 Hinged support at X= 0.000 At X= 41,500 Displacement_ 0.36137 Hinged support at X= 166.000 At X= 48,000 Displacement_ 0.40190 At X= 72,000 Displacement_ 0.49490 • The locations of the added output points are: At X- 81,000 Displacement= 0.50469 At X= 82,000 Displacement- 0.50490 X- 81.000 X- 82.000 At X= 83,000 Displacement- 0.50493 At X= 96 000 Displacement- 0,48949 • Total number of different materials 1 At X- 113:500 Displacement= 0.42375 At X= 124 500 Displacement= 0.35847 From X- 0.000 to X= 166.000 E= 2000.000 ksi At X= 131:000 Displacement= 0.31233 At X= 148,500 Displacement= 0.16595 • Total number of different sections 1 At X= 166,000 Displacement= 0.00000 From X- 0.000 to X- 166.000 IX= 216.000 Inch••4 " SHEAR FORCES . • Total number of distributed loads 2 Unit Win Coordinate Shear (LT side) Shear (RT side) At X= 0.000 W1= 29.820 At X� 96.000 W2= 21.230 At X= 96.000 W1= 21.230 At X- 166.000 W2= 21.230 X= 0.0000 1901.1917 X= 240000 13162817 1316 2817 X= 41:5000 903:3642 903:3642 ........................•. X= 48,0000 752,9117 752,9117 SUMMARY Off' THE RESULTS • X= 72,0000 211,0817 211,0817 aaaaaaaaaaaaaaaaa.aaaaaaaa X- 81:0000 13:4487 13,4487 X= 82,0000 -8:3235 -8,3235 • LENGTH UNIT Inch FORCE UNIT Lb X= 83,0000 -30,0584 -30,0584 X= 96 0000 -309 2083 -309 2083 MA• XIMUM VALUES X- 113:5000 -680:7333 -680:7333 X= 1245000 -914 2633 -914 2633 • Max, displacement is 0.50493 at X= 83,000 X= 131:0000 -1052:2583 -1052:2583 • Min, displacement is 0.00000 at X- 0,000 X= 148,5000 -1423,7833 -1423,7833 X- 166.0000 -1795.3083 • Max, shear force is 1901.19165 at X- 0.000 • Min, shear force is -1795.30828 at X- 166.000 • M014ENT5 • Max. moment is 0.00000 at X- 0.000 Coordinate Moment (LT side) Moment (RT side) • Min. moment is -75889.35451 at X- 82.000 X- 0 0000 0,0000 • TOTAL APPLIED LOADS X= 24:0000 -38566,5998 -38566,5999 X- 41,5000 -57971 7992 -57971 7992 • Total applied concentrated load: 0.000 Lb X- 48,0000 -63353:8399 -63353:8398 • Total applied concentrated moment: 0.000 Lb Inch X- 72,0000 -74878,6800 -74878,6800 • Total applied distributed load: 3696.500 Lb X= 81,0()00 -75886.7950 -75866.7950 X= 820000 -75889 3545 -75889,3545 • SUPPORT REACTIONS X= 83:0000 -75970:1604 -75970,1604 X= 96,0I�00 -736580805 -73658 080`_ . Reaction at X= 0.000 Force- -1901.192 Moment= 0.000 X= 113,5000 -64996:0914 -64996:0914 Reaction at X= 166.000 : Force- -1795.308 Moment- 0.000 X= 124.5000 -56223.6101 -56223,61�,! X= 131.0000 -49832 4150 -49932 411_] X= 148,5000 -28167:0512 -28167:051- X= Ic5,00J? 0.0000 ��x I ZIP P�IGZOLA�"1 Fb = 7s Cg Z 1oe z�zs (/,es� 11sc I n Iz" �� (c2�(�r-� 3c� r-v 3 0`c))) ^ /SB < z(3S�r.IS� - 2c)DF N 4 i1�, It c�U i �- I �A 0. 0 Moment -75 . 8894 24 . 82 21 . 23 21.23 Oz/ iso -� 1�. I .................................... ............................ ` SOFQdARY OF THE INPUT INFORMATION ` ' DETAILS OF THE ANALYSIS + ...................................• .,......,...,......,........ TYPE OF THE PROBLEM CONTINUOUS BEAM CALCULATION ` DISPLACEMENT AT OUTPUT POINTS ` Types and the locations of the supports in Inch At X= 0.000 Displacement= 0.00000 At X= 18.500 Displacement- 0.04951 Hinged support at X- 0.000 At X= 37.000 Displacement- 0 0770 4 Hinged support at X= 74.000 At X= 54.000 Displacement= 0:06511 At X= 55.500 Displacement- 0.06161 • Total number of different materials 1 At X= 74.000 Displacement= 0.00000 From X= 0.000 to X- 74.000 E= 1600.000 ksi ' SHEAR FORCES • Total number of different sections 1 Coordinate Shear (LT side) Shear (RT side; From X= 0.000 to X- 74.000 IX= 95.260 Inch--I X= 0.0000 546.9251 X= 18.5000 516.0301 516,0301 + Note: loading acting directly at support will be ignored. X= 37.0000 485,13S1 485.1351 ` Total number of concentrated loads 1 Unit Lb Inch X= 54.0000 456.7451 -1336.2549 At X= 54.000 load P= 1795.000. Moment= 0.000 X= 55.5000 -1340.7599 -1340.7599 X= 74.0000 -1371.6549 Total number of distributed loads 1 Unit lb/in At X- 0.000 W1= 1.670 At X= 74.000 W2= 1.670 ` MOMENTS Coordinate Moment (LT side) Moment (RT side) .........................• ' SUbIMARY OF THE RESULTS ` X= 0.0000 0.0000 ....+...++........+++..++. X= 18:5000 -9832 3362 -9a32.3362 X= 37,0000 -19093:1150 -19093.1150 ` LENGTH UNIT Inch ; FORCE UNIT : Lb X= 54,0000 -27099.0973 -27099.0973 X= 55.5000 -25089-.8362 -25089.8362 " MAXIMUM VALUES X= 74.0000 0.0000 ` Max. displacement is 0.07704 Ot X- 37.000 ` Min. displacement is 0.00000 at X= 0.000 ` Max. shear force is 546.92513 at X= 0.000 / + Min. shear force is -1371.65486 at X= 74.000 r (� • Ma . moment is 0.00000 at X= 0.000 • Minx, moment is -27099.09727 at X= 54.000 + TOTAL APPLIED LOADS 1 ' Total applied concentrated load: 1795.000 Lb /! + Zd= 4�,? ` Total applied concentrated moment: 0.000 Lb Inch ^ey f ` Total applied distributed load: 123.580 Lb -/ ` SUPPORT REACTIONS ` Reaction at X- 0.000 Force- -546.925 Moment= 0.000 Reaction a: X- 74.000 Force= -1371.655 Moment= 0.000 l")1,&j/0C)13 y&Vnc=2 f3c�%4r'I ---- OSc= Two /3,110Z l`v = 9 S < 95C/,/50= /o9 ZOO.aaxZ)_ = 0 "cam/ayp ocJ s z � USc d,Ajc- 7-7Z//"1 ANC T-IJo /--vLL SMOKEY POINT DISTRIBUTING 42 x 60 (GRID 2) COLUMNS END COLUMNS A Load = 1101 # mod width 13.833 ft dist to next col 16 ft Wind speed = 90 Exposure= B Importance 1 Ce= 0.62 Cq= 1.2 Qs= 20.8 Up=CeCq Qs= 15.48 -10 DL= 5.48 Bearing area required=load/Fc= 1.47 < 5.25 in. sq. -2 x 4 studs OK uplift=Up(mod width/2)(dist to next col/2)= 303 # 10dx1.5 nails= uplift/(92)(1.33)= 2.5 --Use double 2 x 4 (min) DF'standard' column. --Fasten studs of column together with two rows 10d x 3" staples @ 8" O.C. --Extend one stud up along ridge beam and fasten to beam with 6-10d x 3' nails ,--Fasten column to beam and floor rim with ST2215 &6-10d x 1 1/2" nails ea end, --Install tight-fit blocking to next stud at column 3rd points --Install tight-fit blocking in floor for full bearing INTERIOR COLUMN Load = 6818# at B G �D K C3'i x � s{t�L 7LEff� Load = 6717# at C < (or`=3 =.7S� 6x M = 1 7_,T)- 10,O 4- 8,>S= I�.75 < Z3,S �r l o-S' CAL j3r;5 14 L = /333 .P=3.s = 3�l000 (//zzN3_5- -Z7OC30(3S-) vac i�� c_�> 4---,41-1 Cc, Cy czs C33�z)(3� t 1 TA-) = /0 89 /oB�'_3Zo 0.33� 115-10 6-3_3b =/, S Blazer Industries, Inc. 05/19/1999 1 I . LoVJ Z SMOKEY POINT DISTRIBUTING I 42 x 60 (GRID 3) COLUMNS END COLUMNS A Load = 813 # mod width 13.833 ft dist to next col 15.5 ft Wind speed = 90 Exposure= B Importance 1 Ce= 0.62 Cq= 1.2 Qs= 20.8 Up=CeCq Qs= 15.48 -10 DL= 5.48 Bearing area required=load/Fc= 1.08 < 5.25 in. sq. -2 x 4 studs OK uplift=Up(mod width/2)(dist to next col/2)= 294 # 10dx1.5 nails= uplifU(92)(1.33)= 2.4 --Use double 2 x 4 (min) DF'standard' column. --Fasten studs of column together with two rows 10d x 3" staples @ 8" o.c. � c --Extend one stud up along ridge beam and fasten to beam with 6-10d x 3" nails - -- --Fasten column to beam and floor rim with ST2215 &6-10d x 1 1/2" nails ea end, --Install tight-fit blocking to next stud at column 3rd points --Install tight-fit blocking in floor for full bearing INTERIOR COLUMN Load = 7992# at B < 6873 Load = 7906# at C < dal ova 3?c le= 125 inches d= 3.5 inches E= 1,400,000 Cd = 1.15 A= 5.25 sq.in. Fb= 550 Cf= 1 e= 1.0 inches Fc= 1350 Cr= 1.15 I c= 0.8 Kf= 0.6 fc= P/Acol = 169.00 psi Kce= 0.3 F"b= Fb Cf Cr Cd = 727 F'c= Fc Cf Cd = 1553 FcE=Kce E/(k le/d)^2= 514.5 FcE/F'c= 0.33 k= 0.8 Cp= Kf 1 + (Fce/F"c)-sq.root([1+(FcE/F'c)L^2- FcE/F'c)= 0.183 2c 2c c F'c= F"c Cp= 283.82 (fc/F'c)^2+fc(6e/d)[1+0.234(fc/FcE)] = 0.993 < 1.0. O.K. ..........-- _..__..... . ....... F b[1 (fc/----- .----------------- ---... ......... General column notes: 8 STUD COLUMN Acol =#studs x A= 42 sq.in 1) Fasten studs together with two rows 10d Allowable load=fc(Acol)= 7098 # box nails @ 8"oc. 9 STUD COLUMN 2) Extend flatwise studs up along ridgebeam Acol=#studs x A= 47.25 sq.in and fasten to beam with 6-10d box nails Allowable load=fc(Acol)= 7985.25 # (where clearance allows). 10 STUD COLUMN 3) Install tight-fit blocking in floor for full Acol=#studs x A= 52.5 sq.in bearing. Allowable load=fc(Acol)= 8872.5 # 4) Install ST2215 straps top&bottom of column at each flatwise stud w/7-10d x 1. nails each end of each strap. Blazer Industries, Inc. 05/19/1999 f. 4 — ��„, 5'304� 893C� "r-H 13Rdnc::-6 43 y �- za«2a »»7J oa0000 Nw�woo S�Zz/S 661 7-f &-/oc/X/ 17 Zx y s� cc.�u�-►� Crcr��J i4 f �j f3 C,�Sf v0, i A Sr4,--,,j -Mcc �135 AOJ' ------ ------ B TT-JC-> /zcwzs /o�lx 3'� ti4/cJ B GoLU/'�1� Af /-I oD 8�3 r� ,r coL `�- car yCcc> 8 l3� @»»> A,� W W, .Ui I ng§g N `� T.s /Z 6oT?y f �� s/OES GJ/�f C- 4 c-n-1 d s�zz/.s 61/T/�/ s-/c C-� 7Z,-b s7�PiJRs Li . � I GU Multi-stud (DF_standard) _COLUMNS COLUMNS</=6'- 10" le= 82 inches d= 3.5 inches E= 1,400,000 Cd= 1.15 A= 5.25 sq.in. Fb= 550 Cf= 1 e= 1.0 inches Fc= 1350 Cr= 1.15 c= 0.8 Kf= 0.6 fc=P/Acol= 252 psi Kce= 0.3 Fb'=Fb Cf Cr Cd= 727 F*c=Fc Cf Cd= 1553 FcE=Kce E/(k le/d)12= 1196 FcE/F*c= 0.77 k= 0.8 Cp=Kf[1 +(Fce/F*c)-sq.root{[1+(FcE/F*c)]^2-FcE/F*c}= 0.357 2c 2c F'c=F*c Cp= 554 {fc/F'c}^2+fc(6e/d)(1+0.234(fc/FcE_)J= 0.996 <1.0,O.K. Fb'(1 -(fc/FcE)) ------------— —- 3 STUD COLUMN Acol=#studs x A= 15.75 sq.in Allowable load=fc(Acol)= 3969 # 4 STUD COLUMN Acol=#studs x A= 21.00 sq.in Allowable load=fc(Acol)= 5292 # 6 STUD COLUMN Acol=#studs x A= 31.50 sq,in General column notes: Allowable load=fc(Acol)= 7938 # 1) Fasten studs together with two rows 10d x 3" 8 STUD COLUMN box nails @ 8"oc. Acol=#studs x A= 42.00 sq.in Allowable load=fc(Acol)= 10584 # 2) Extend flatwise studs up along ridgebeam and fasten to beam with 6-10d box nails 9 STUD COLUMN (where clearance allows). Acol=#studs x A= 47.25 sq. in Allowable load=fc(Acol)= 11907 # 3) Install tight-fit blocking in floor for full bearing. 10 STUD COLUMN Acol=#studs x A= 52.50 sq.in 4) Install ST2215 straps top&bottom of Allowable load=fc(Acol)= 13230 # column at each flatwise stud with 7-10d x1.5 nails each end of each strap. 11 STUD COLUMN Acol=#studs x A= 57.75 sq. in Allowable load=fc(Acol)= 14553 # 12 STUD COLUMN Acol=#studs x A= 63.00 sq. in Allowable load=fc(Acol)= 15876 # 14 STUD COLUMN Acol=#studs x A= 73.50 sq. in Allowable load=fc(Acol)= 18522 # Blazer Industries,Inc. MultistudCol.123 V\S ' Floor joist with Center Beam OFFICE 114'module with center_beam BASE VALUE DESIGN) -- Joist size= 2 x 8 Span= 80.5 inches Concentrated Load 2000 # joist values Joist Spacing = 16 "oc A= 10.88 Fv= 95 From Cast Program DL= 8 psf S= 13.14 Fb= 875 V1 =1378 1= 47.63 E= 1,600,000 V2=1659 Cf= 1.2 M=26961 Gr= 1.15 CONCENTRATED LL Concentrated Load near rim ipist Fv= 1.5 V1 /2A= 95.0 </= 95 </= Fv,OK Concentrated Load near center beam Fv= 1.5 V2/2A= 114.4 > 95 so Split limit by interpolation 9.53 in </= 126.4 = max. split of 1 x wide face QQ_Ocentrated Load at Max. moment Fb=M/S= 1026 </= 1208 O.K. DF#2-2 x 8 @ 16"o.c.OK for 20009 load anywhere. Limitsplits on wide face to 9 1/2"at center beam? -j iUNI ORM LL wf=S F'b/(1.5 1-^2)= 235.1 Ib/ft wdelta=(12 L/360)E 1 = 529.3 Ib/ft .0092 L A 4 1728 wv= 16 Fv A/[3(5L-8d/l2)]= 200.2 Ib/ft w=wmin/joist spacing= 150.1 psf wLL=w-DL= 142 psf OF#2 - 2 x 8 16"oc O.K.for 142 psf LL Blazer Industries, Inc. 04/04/95 BASEFLOR.WK Oi Rim joists&midspan beams ;OFFICE LOADING 14'Modules (Base Value Design) Rim size=2 x8 Roof LL= 31 psf Conc. Load= 2000 # Rim joist values Roof DL= 11 psf module width= 13.833 feet A= 10.88 Fb= 2925 Wall DL= 7 psf Roof overhang = 1 feet s= 13.14 Fv= 285 Floor DL= 9 psf Wall height= 8 feet I = 47.63 E= 2,000,000 Floor LL= 50 psf joist span= 6.92 feet Cd = 1.15 PERIMETER RIM JOISTS wroof=(DL+ LL)(modwidth + OH)A2/(2" modwidth)= 334 Ib/ft wwall=walIDL x wall height= 56 wfloorDL=floorDL x joist span x .375= 23 wfloorLL=floorLL x Qoist span-.33)x.438= 144 Total= 558 Ib/ft Lm = Sq. Root[8 Fb Cd S/ 12w]= 7.27 feet 1 1/2"x 7 1/4'microlam rim Lv= 16 Fv Cd A/ 15w= 6.82 feet joists at exterior wall O.K. with supports at 6'-9"max Ld = Cu. Root[12 E 1/(360 x .0099 x 1728 w)]= 6.93 feet VARRIAGE LINE-RIM JO_I_STS wfloorDL+wfloorl-L= 168 Ib/ft Lm= Sq. Root[8 Fb S/ 12w]= 12.35 feet 1 1/2"x 7 1/4' microlam rim Lv= 16 Fv A/ 15w= 19,69 feet joists at marriage line O.K. with supports at 10'-3" max Ld = Cu. Root(12 E 1/(360 x .0099 x 1728 w)]= 10.34 feet JQLS_LHA_ NSA- Joist reaction= (DL+ LL)(Span/2) 204 Use SU26 joist hangers at N9 nails required=reaction/ 108= 1.9 each end of floor joists with 6- 10d x 11/2 into rim joists 4 x 6 MIDSPAN BEAM DF#2 Fb= 875 Fv= 95 E= 1,600,000 Cf= 1.3 A= 19.25 S = 17.65 1= 48.53 w=(DL+ LL)(Modwidth/2)(1.25)+6.4 Ib/ft/beam = 516 Ib/ft Lm = Sq. Root[8 Fb Cf S/ 12w]= 5.1 feet Use 4 x 6 DF#2 midspan Lv= [(A Fv)/(1.5 w)+(1.75+5.5)/12]/.6= 4.9 feet beam with 4 x 4 posts (2 span) at 4'- 10"o.c maximum. Ld =Cu. Root(I 2x384xE 1/(360x5xw)}/ 12 = 6.1 feet 4 x 8 MIDSPAN BEAM DF#2 Fb= 875 Fv= 95 E= 1,600,000 Cf= 1.3 A= 25.38 S= 30.66 1= 111.15 w=(DL+ LL)(Modwidth/2)(1.25)+6.4 Ib/ft/beam= 516 Ib/ft Lm = Sq. Root[8 Fb Cf S/ 12w]= 6.7 feet Use 4 x 8 DF#2 midspan Lv= [(A Fv)/(1.5 w)+(1.75+7.25)/12]/.6= 6.4 feet beam with 4 x 4 posts (2 span) at 6'-3"o.c maximum. Ld =Cu. Root(I 2x384xE 1/(360x5xw))/ 12= 8.0 feet Blazer Industries, Inc �. _, I 1 �• I ,/,-'6 Tam 114' Modules Rim joists&Mids an beams Rim size=2 x 8 Roof LL= 31 psf Conc. Load= 1000 # Rim joist valupa Roof DL= 11 psf module width= 13.833 feet A= 10.88 Fb= 2925 Wall DL= 7 psf Roof overhang= 1 feet s= 13.14 Fv= 285 Floor DL= 29 psf Wall height= 8 feet I = 47.63 E = 2,000,000 Floor LL= 50 psf joist span= 6.92 feet Cd = 1.15 PERIMETER RIM JOISTS wroof=(DL+ LL)(modwidth +0H)^2/(2' modwidth) = 334 Ib/ft wwall =walIDL x wall height= 56 wfloorDL=floorDL x joist span x .375 = 75 wfloorLL=floorLL x(joist span- .33) x .438= 144 Total = 610 Ib/ft Lm = Sq. Root[8 Fb Cd S/ 12w] = 6.95 feet 1 1/2"x 7 1/4'microlam rfm Lv= 16 Fv Cd A/ 15w= 6.24 feet joists at exterior wall O.K. with supports at 6'-Y max Ld= Cu. Root[12 E 1 /(360 x .0099 x 1728 w)] = 6.73 feet ,MARRIAG-E_UNE-B-1M-JOW5J5 wfloorDL+wfloorLL= 220 Ib/ft i i Lm= Sq. Root[8 Fb S/ 12w] = 10.79 feet 1 1/2"x 7 114'microtam rim Lv= 16 Fv A/ 15w= 15.03 feet joists at marriage line O.K. with supports at 9'-5" max Ld= Cu. Root[12 E 1 / (360 x .0099 x 1728 w)] = 9.45 feet J41$T HANOEM Joist reaction= (DL+ LL)(Span/2) 273 Use SU26 joist hangers at N9 nails required =reaction/ 108 = 2.5 each end of floor joists with 6- 10d x 1 1/2 nails 4 x 6 MIDSPAN BEAM DF 2 Fb= 875 Fv= 95 E= 1,600,000 Cf= 1.3 A= 19.25 S = 17.65 1 = 48.53 w=(DL+ LL)(Modwidth/2)(1.25) +6.4 Ib/ft/beam= 689 Ib/ft Lm= Sq. Root[8 Fb Cf S/ 12w] = 4.4 feet Use 4 x 6 DF#2 midspan Lv= [(A Fv)/(1.5 w)+(1.75+5.5)/12]/.6= 4.0 feet beam with 4 x 4 posts (2 span) at 4'-0"o.c maximum. Ld= Cu. Root(12x384xE1/(360x5xw)}/ 12= 5.5 feet 4 x 8 M I.D_S_PAN-13-EAM D F#2 Fb= 875 Fv = 95 E= 1,600,000 Cf= 1.3 A= 25.38 S = 30.66 1 = 111.15 w= (DL+ LL)(Modwidth/2)(1.25) +6.4 Ib/ft/beam= 689 Ib/ft Lm= Sq. Root[8 Fb Cf S/ 12w] = 5.8 feet Use 4 x 8 DF#2 midspan Lv= [(A Fv)/(1.5 w)+(1.75+7.25)/12]/.6= 5.1 feet beam with 4 x 4 posts (2 span) at 5'- 1"o.c maximum. Ld=Cu. Root(12x384xE1/(360x5xw))/12= 7.3 feet Blazer Industries, Inc. i SMOKEY POINT DISTRIBUTING 42 x 60 Roof Diaphragm EQ vs.WIND to ROOF DIAPHRAGM Seismic zone= 3 building length = 60 ft Basic wind speed= 90 Exposure= B building width = 41.50 ft Roof DL= 11 HVAC wt= 175 # wall projection = 8.92 ft Ridgebeam DL = 105 lb/ft roof projection = 5.17 ft #of ridgebeams= 4 #of hvac= 2 mod width = 13.83 ft LF of interior walls= 237 wall DL= 8 psf WIND P=CeCgQs 1= 16.8 psf windload=P(wall/2+roof)= 161.8 lb/ft Ce= 0.62 Cq= 1.3 wind,perp.to length= 9707 # Qs= 20.8 wind, perp.to width= 6714 # 1= 1 SEISMIC 25%SL 25 psf(.25)(bldg width)(length) — 0 # V=3.0 Ca I W roof =DL(bldg width)(length) = 27390 R 1.4 ridgebeam =DL(length)(no.of beams) = 2520 I= 1 sidewalls =DL(length)(wall pro)(1/2)(2 walls) = 4282 R= 5.5 endwalls =DL(width)(wall pro)(1/2)2 walls = 2961 Ca= 0.36 int.walls =DL(length)(8')(1/2) = 7584 V= 0.140 W HVAC =unit weight(#of units) = 350 V= 6324 # W(weight) = 45087 # Wind Seismic WIND,perp.to length= 9707 6324 # wind controls WIND, perp.to width= 6714 6324 # wind controls ROOF DIAPHRAGM s= 161.78 CASE 1 Max.shear= 9707 /2= 4853 # Unit shear=Max.shear/bldg.width 117 lb/ft <= 150 Ib/ft 16 ga.@ 6 x=[V/2-v(bldg width)]/ -8.48 ft v= 150 CASE 3 Max.shear= 6714 /2= 3357 # Unit shear=Max.shear/bldg length= 56 lb/ft <= 110 lb/ft 16 ga.@ 6 Sheathe roof with min.7/16 APA rated sheathing(24116)installed with ends offset 4'. Fasten with 16 ga. x 1 3/4"staples @ 6"oc edge&12"oc field and 4"o.c.at vented eave. ROOF BOLTING _ Q=Ad= 275,53 t Use 1/2"bolts @ I 1=bhA3/12= 10,292,166 t 4 feet o.c. Fv=Horiz shear per foot=12VQ/1= 155.9 lb/ft 1/2"bolt spacing=480x1.33/Fv= 4.09 ft END CHORDS Use ST2215 strap bent around F=VU8b= 580 # I ridgebeam and last rafter. Fasten 10d nails=F/92(1.33)= 4.7 5 -10d x 1 1/2"nails each i end. Locate bolt 8"from each end. SIDE CHORDS F=VU8b= 1754 # 1754 <= 12603 OK Use min. 1 112 x 3 1/2 continuous microllam Blazer Industries, Inc. Multi-roof.123 :.� .. 1 Z us< zZy C zoo rx wir7f Y 000000 mtj ww �+/� S�\ `V�)— �.� �/�—/� W/ plc a�v�� C71X i LL'wwoo sN�N�UW _voQOQ� /' Rq l NaN OAT \� 8 /3�/ 3k 1 1 ors Z33S-0 OA per� =- z�l�i3•�3�- 3, �� - -7 /off 0-/o 4x / y ZSo Cry <5:1-4 CA AL (.m00%�•ti,n �L= Z7 w C :4� At 0T7-1 3 ('��.�z� /, s = L1/ —Z7/Cl3•�3� SZ'o�/3F�`'33,�L` "cl /� /C) - S7 C - -- S 1xx�d c.C.J-�nlSf- 10/771 (a)o C3--/ocf n / `E- do/<s C-A CH cam, C54Ct-1 _ I i I i �o XZA oyez _ yz vsc S/� < Z33 C�%)� �,yS�oN sf�Ps .a th'��Ot�S Ff =l/��•oy/z>= 3 53 TG�-1 x 3�X,d zo�r± st2aP_S C,«aao aooaao LL�wug,>3 wwwoo O,T 893 ) Nw�w» 2ooT 7 UU �v2i v2i t=i12¢ ��ooQE O Af CO T IDcrr= -7-51CI383 C13.WYz=- /cx-jx/ /ey C p =- /C>s Sys I Q,r; 0 DC-- 3 08 --- �' �t = zc� q#v �-t ep Z,3 O•T�� c�93.s� /fit F �� sfzz/S C� C� f s I� 58 < /yS�S'B/s9� NAILS Gr/r CD ZI-3 CICOCIO I(c:>vS� - w33 �y{ -f /z) _ Ice,7 o.T //.3-3 oTT'I = ` ? (�•�33�/S = /D�/7 r -�f'� �.{ j = -z/3r/1.33)-/Yo O-W33)Yz- 53 t 3 3 sU/z6..3_s~ SY-2A PS OP`t ��lo�C�.B /•S' _ CEO/ � l 2c:-G>� f C - - T- Q&-,S-Z/ SMOKEY POINT DISTRIBUTING 42 x 60 FLOOR DIAPHRAGM jEQ vs WIND to FLOOR DIAPHRAGM Seismic zone= 3 building length = 60 ft Basic wind speed= 90 Exposure= B building width = 41.50 ft Floor DL= 9 HVAC wt= 175 # wall projection = 8.92 ft Rim DL = 2.74 lb/ft floor projection = 1.17 ft #of rims= 6 #of hvac= 2 mod width = 13.83 ft LF of interior walls= 237 wall DL= 8 psf WIND P=CeCgQs I= 16.8 psf windload=P(wall/2+roof)= 94.39 lb/ft Ce= 0.62 Cq= 1.3 wind, perp.to length= 5663 partition DL width= 29 Qs= 20.8 wind, perp.to width= 3917 partition DL length= 28.5 1 = 1 SEISMIC partition 10 PSF(part'n wid.)(part'n Ien.) = 8265 V=3.0 Ca I W floor =DL(bldg width)(length) = 22410 R 1.4 rim =DL(length)(no.of rims) = 986 1= 1 sidewalls =DL(length)(wall pro)(1/2)(2 walls) = 4282 R= 5.5 endwalls =DL(width)(wall pro)(1/2)2 walls = 2961 Ca= 0.36 int.walls =DL(length)(8')(1/2) = 7584 V= 0.140 W HVAC =unit weight(#of units) = 350 V= 6570 # W(weight) = 46838 # Wind Seismic WIND, perp.to length= 5663 6570 # seismic controls WIND, perp.to width= 3917 6570 # seismic controls FLOOR DIAPHRAGM s= 109.49 CASE 1 Max. shear= 6569 5 /2= 3285 # Unit shear=Max. shear/bldg.width= 79 lb/ft <= 185 lb/ft .113 nail @ 6" CASE 3 Max. shear= 6569.5 /2= 3285 # Unit shear=Max. shear/bldg length= 55 lb/ft <= 140 Ib/ft .113 nail @ 6" Sheathe floor with min. 5/8 APA rated sheathing(40/20)installed with ends offset 4'. Fasten with 11.5 ga. x 2 3/8"nails at 6"oc edge& 10"oc field. I FLOOR BOLTING Q=Ad= 27553 t One 1/2"bofts @ 5'-4"o.c. 1=bh^3/12= 10,292,166 t Fv=Horiz shear per foot=12VQ/1= 105.5 lb/ft 1/2"bolt spacing=480x1.33/Fv= 6.05 ft I END CHORDS Use ST2215 strap bent around rim I F=VU8b= 568 # and last joist. Fasten with 6- 10d 9 10d nails=F/92(1 33)= 4.6 1 1/2"nails to rim and joist. SIDE CHORDS F=VU8b= 1187 # 1187 <= 12603 OK Use min. 1 1/2 x 7 1/4 continuous microlam Blazer Industries, Inc. Flydiaph.123 v I SMOKEY POINT 114 x 28 (ENTRANCE MODULE) I ROOF DIAPHRAGM EQ ys.WIND to ROOF DIAPHRAGM Seismic zone= 3 building length = 27.67 ft Basic wind speed= 90 Exposure= B building width = 13.83 ft Roof DL= 12 HVAC wt= 0 # wall projection = 8.92 ft Rim DL = 4.5 lb/ft roof projection = 3.33 ft #of rims= 2 #of hvac= 0 mod width = 13.83 ft LF of interior walls= 13.5 wall DL= 8 psf WIND P=CeCgQs 1= 16.8 psf windload=P(wall/2+roof)= 130.6 lb/ft Ce= 0.62 Cq= 1.3 wind,perp.to length= 3614 # Qs= 20.8 wind,perp.to width= 1806 # 1= 1 SEISMIC 25%SL 30 psf(.25)(bidg width)(length) = 0 # V=3.0 Ca I W roof =DL(bldg width)(length) = 4592 R 1.4 rims =DL(length)(no.of rims) = 249 I= 1 sidewalls =DL(length)(wall pro)(1/2)(2 walls) = 1975 R= 5.5 endwalls =DL(width)(wall pro)(1/2)2 walls = 987 ' Ca= 0.36 int.walls =DL(length)(B')(1/2) = 432 V= 0.140 W HVAC =unit weight(#of units) = 0 V= 1155 # W(weight) = 8235 # Wind Seismic WIND, perp.to length= 3614 1155 # wind controls WIND, perp.to width= 1806 1155 # wind controls ROOF DIAPHRAGM s= 130.60 CASE 3 Max. shear= 3614 /2= 1807 # Unit shear=Max.shear/bldg.width 131 lb/ft <= 140 lb/ft 15 ga @ 6" x=[V/2-v(bldg width)]/ -0.99 ft v= 140 CASE Max.shear= 1806 /2= 903 # Unit shear=Max.shear/bldg length= 33 lb/ft <= 110 lb/ft 16 ga. @ 6 Sheathe roof with min.7/16 APA rated sheathing(24/16)installed with ends offset 4'. Fasten with 15 ga x 1 3/4"staples as follows: All of roof fasten @ 6"oc ed e,12"oc field. SIDE CHORDS F=VU8b= 904 # 904 <= 12603 OK I Use min. 1 1/2 x 3 1/2 continuous microlam Blazer Industries,Inc. Single-roof 123 > Z33�Y8�� = I�0 31c�" �l3 {�sfc-.� �vi�f < _ �_ � s�Ps•a}-c.J/�b�� w��z `f'= /3 •oy�Z, = 9C�# T JD a00000 AM- �w�ww� •T nogg 07M /"Xo.f fl - /Z Zoe sflalq/° LF= g -5;1H54)77'lZ "I-L CJ/Tzle / /CG 6A S C:6 I Z 65) o.r i 7z,)o /0 Zc7o Si — !�� P f- c� wiry O,T V= 90.3 /�V"►=?S(��z Z9,-- .STo�I�,z�)�z` -l3�fS;j (p�G,»�..Yxx,� 4Jir� ZZnjc- -fin = SC)Z& clK �f=33(4- .oY/z t lcL7 ,� I SMOKEY POINT 14 x 28 FLOOR DIAPHRAGM EQ vs.WIND to FLOOR DIAPHRAGM Seismic zone= 3 building length = 28 ft Basic wind speed= 90 Exposure= B building width = 13.83 ft Floor DL= 9 HVAC wt= 0 # wall projection = 8.92 ft Rim DL = 2.74 lb/ft floor projection = 1.17 ft #of rims= 2 #of hvac= 0 mod width = 13.83 ft LF of interior walls= 13.5 wall DL= 8 psf WIND P=CeCgQs 1= 16.8 psf windload=P(wall/2+roof)= 94.39 lb/ft Ce= 0.62 Cq= 1.3 wind, perp.to length= 2643 partition DL width= 0 Qs= 20.8 wind, perp.to width= 1306 partition DL length= 0 1= 1 SEISMIC partition 0 PSF(part'n wid.)(part'n len.) = 0 V=3.0 Ca I W floor =DL(bldg width)(length) = 3486 R 1.4 rim = DL(length)(no. of rims) = 153 1= 1 sidewalls =DL(length)(wall pro)(1/2)(2 walls) = 1998 R= 5.5 endwalls =DL(width)(wall pro)(1/2)2 walls = 987 Ca= 0.36 int.walls =DL(length)(8')(1/2) = 432 V= 0.140 W HVAC =unit weight(#of units) = 0 V= 990 # W(weight) = 7057 # Wind Seismic WIND, perp.to length= 2643 990 # wind controls WIND, perp.to width= 1306 990 # wind controls FLOOR DIAPHRAGM s= 94.39 CASE 1 Max.shear= 2642.9 /2= 1321 # Unit shear=Max. shear/bldg.width= 96 lb/ft <= 185 lb/ft .113 nail @ 6" CASE 3 Max. shear= 1305.7 /2= 653 # Unit shear=Max. shear/bldg length= 23 lb/ft <= 140 Ib/ft .113 nail @ 6" Sheathe floor with min. 5/8 APA rated sheathing(40/20)installed with ends offset 4'. Fasten with 11.5 ga. x 2 3/8"nails at 6"oc edge&10"oc field. FLOOR BOLTING_ Q=Ad= 0 t 1=bh^3/12= 381,164 t Fv=Horiz shear per foot=12VQ/1= 0.0 lb/ft END CHORDS 1 1/2 x 7 1/4 joist. F=VU8b= 81 # 10d nails=F/92(1.33)= 0.7 1 SIDE CHORDS F=VU8b= 669 # 669 <= 12603 OK !Use min. 1 1/2 x 7 1/4 continuous microlam Blazer Industries, Inc. 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Arlington 98223 (360) 435-5737 ARCHITECT OR DESIGNER MAIL ADDRESS CITY ZIP PHONE Please See Attached GENERAL CONTRACTOR MAIL ADDRESS CITY ZIP PHONE: LICENSE# Please See Attached MECHANICAL CONTRACTOR MAIL ADDRESS CITY ZIP PHONE LICENSE# Please See Attached PLUMBING CONTRACTOR MAIL ADDRESS CITY ZIP PHONE LICENSE# CLASS OF WORK M NEW ❑ADDITION ❑ALTERATION ❑REPAIR ❑DEMOLITION ❑BUILDING RELOCATION VALUATION OF WORK s 551),-1SL1.11 9 -7 DESCRIBE WORK Construction of a 10,000 S . Ft. shop and 2,940 S . Ft. office building. PROPOSED USE OF BUILDING I HEREBY CERTIFY THAT I HAVE READ AND EXAMINED THIS office and maintenance shop APPLICATION AND KNOW THE SAME TO BE TRUE AND CORRECT LEGAL DESCRIPTION OF PROPERTY(SHOWN BELOW OR ATTACH FOUR ALL PROVISIONS OF LAWS AND ORDINANCES GOVERNING THIS COPIES) TYPE OF WORK WILL BE COMPLIED WITH WHETHER SPECIFIED LOT__3 BLOCK-OF Short Plat recorded under HEREIN OR NOT. THE GRANTING OF A PERMIT DOES NOT PRESUME TO GIVE AUTHORITY TO VIOLATE OR CANCEL THE Auditor's file # 9608015001 PROVISIONS OF ANY OTHER STATE OR LOCAL LAW REGULATING TAX ID NUMBER FROM PROPERTY TAX STATEMENT CONSTRUCTION OF THE PERFORMANCE OF CONSTRUCTION. PERMIT EXPIRES 1 YEAR FROM DATE OF ISSUANCE. 223105-4-0'16-0006 SIGNA RE OF AUTHORIZED AGENT DATE JOB ADDRESS 11�74-559th Avenue N.E. Arlington, WA 98223 L `/ (OFFICE USE ONLY) PLUMBING iv LAICAL NO. TYPE OF FDCIURE FEE x's FL'{TURES NO TYPE OF E( UIPTMYNT FEE x's FIXTURES WATER CLOSET(TOILET) COND.UNITS-H P. EA Egwp W" BATHTUB REFRIGERATION UNITS-H.P.EA. Eqr fim LAVATORY(WASH BASIN) BOILERS,-H P.EA Egto lis -_ SHOWER GAS FRIED&C-UNITS-TONNAGE EA. E�yt KITCRFN SINK&DISPOSAL FORCED AIR SYSTEMS--B.T.U.N4F-A_,M DISHWASHER WALL HEATERS- T:U, Je4 LAUNDRY TRAY l s UNIT HEATERS-B T LN Nt CLOTHES WAS 4- EVAPORATE gOOLERS ° i ; ,f I WATER HEATER \ \ CLOTHER DRYER4-` a N V URINAL VENTILATIONFAN�,,•' DRINKING FOUNTAIN ` �• ;I I\ d \f ,RANGE HOOD COMMERCIAL FLOOR DRAIN \ l►/ f I! AIR HANIPI.rNG UNIT- CPIvi ` VACUUMBREAKERS STOVE ROOF DRAINS-RAINLEADERS /',_ '� METAL-FfREPLACE&CIM%4NEY SINK(SERVICE-BAR,L•IC_ X --WATERHEATER GAS PIPING 69up to 5=$3-00,addnl.=35 i / _ \ ••Equipment list must he provided M Ai AIF ► ui v / A vVn j SUB TOTAL $ SUB TOTAL $ J PERMIT $ \ 1 d v PERMIT s TOTAL FEE XREA *+RAek-14 TOTAL FEE $ SIDE JARD SETBACK STREET SETBACK E PLAN CHECK FEE E RECEIPTNO /4USE ZO\ti LOT AREA VALUATION FEEL /, TYPE OF CONST. 0051VPANCY GROCP NO.OF DWELLING PLAN CHECKING NG / } r- a- UNITS I ! i . f SIZE OF BLDG. NO.OF STORIES MAX.OCC.LOAD BUILDING $ FIRE SPRINKLERS PLUMBING REQUI❑YES� O '�.Jl. 3 COMMENTS MECHANICAL STATE BLDG.CODE ENERGY CODE SURCHARGE PENALTY U B.C. SEC.303(a) WATER/SEWER FEES TOTAL -- _ PERMIT VALIDATION WHEN PROPERLY VALIDATED(IN THIS SPACE)THIS IS YOUR PERMIT AND RECEIPT PAID CRfF_, BY BUILDING OFFICIAL DATE cc: ASSESSOR,APPLICANT,TREASURER,BLDG.DEPT. RECORDS COPY