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17231 67th Ave Ne_BLD5829_2026
Y O� COMMERCIAL APPLICATION PERMIT SUBMITTAL Department of Community& Economic Development City of Arlington • 18204 59th Ave NE • Arlington, WA 98223 • Phone (360)403-3551 The following minimum information is required for your Commercial/Multi-Family Building Permit Application. Mark each box to designate that the information has been provided. Please submit this checklist as part of your submittal documents. Incomplete applications will delay the review. ❑X One (1) City of Arlington Commercial/Multi-Family Permit Application (One (1) permit application per building or structure is required) 0 One (1) City of Arlington Commercial/Multi-Family Submittal Requirements Form ❑ Two (2)Architectural Drawings N/A 0 Two (2) Structural Drawings 0 Two (2) Structural Calculations ❑ One (1) Project Specification Manuals (if applicable) N/A ❑ One (1) NREC Code Compliance Forms N/A One (1) Special Inspection Requirements Forms 0 One (1) Occupant's Statement of Intended Use Form Drawings shall be BOUND SEPARATELY BY TYPE, architectural, structural and landscape, and then ROLLED TOGETHER IN COMPLETE SETS> An intake appointment is required for all new Commercial or Multi-Family Building Permit Applications. To schedule an appointment please contact the City of Arlington Permit Center at(360) 403 3551 or by email to cedCa-)arlingtonwa.gov. I acknowledge that all items designated above are included as part of this application. REV 2019 Page 1 of 9 Y_p� COMMERCIAL APPLICATION PERMIT SUBMITTAL j G Department of Community & Economic Development City of Arlington • 18204 59th Ave NE • Arlington, WA 98223 • Phone (360)403-3551 A. FEES DUE AT TIME OF PERMIT ISSUANCE B. CODES The City of Arlington currently enforces the following: International Codes 1. 2015 International Building Code (IBC) 2. 2015 International Residential Code (IRC) 3. 2015 International Mechanical Code (IMC) 4. 2015 International Fuel Gas Code (IFGC) 5. 2015 International Fire Code (IFC) 6. 2015 Uniform Plumbing Code(UPC) 7. 2015 International Property Maintenance Code (IPMC) 8. 2015 International Existing Property Code(IEBC) 9. 2015 Washington State Energy Code (WESC) 10. 2017 Accessible&Usable Buildings and Facilities(ICC/A117.1) Washington State Amendments 1. WAC 51-50 Washington State Building Code 2. WAC 51-51 Washington State Residential Code 3. WAC 51-52 Washington State Mechanical Code 4. WAC 51-54 Washington State Fire Code 5. WAC 51-56 &51-57 Washington State Plumbing Code and Standards 6. WAC 51-11 Washington State Energy Code 7. WAC 296-46B Electrical Safety Standards, Administration, and Installation C. CITY OF ARLINGTON DESIGN REQUIREMENTS Design Wind Speed: 85 miles per hour(Exposure C) Ground Snow Load: 25 pounds per square foot Seismic Zone: D2 Rainfall: 2 inches per hour for roof drainage design. Frost Line Depth: 18 inches Soil Bearing Capacity: 1,500 psf unless a Geo-Technical Report is provided. (IBC Table 1804.2 & IRC R401.4.1) D. PLANS AND DRAWINGS Submit two (2)complete sets of drawings and plans. Drawings and plans must be submitted on minimum 18"X 24", or maximum 30"X 42"paper.All sheets are to be the same size and sequentially labeled. Plans are required to be clearly legible,with scaled dimensions, in indelible ink, blue line, or other professional media. Plans will not be accepted that are marked preliminary or not for construction,that have red lines,cut and paste details or those that have been altered after the design professional has signed the plans. Please Note:A separate submittal of plans is required for each building or structure. REV 2019 Page 2 of 9 Y p� COMMERCIAL APPLICATION PERMIT SUBMITTAL Department of Community& Economic Development City of Arlington • 18204 59th Ave NE • Arlington, WA 98223 • Phone (360)403-3551 DETAILED SUBMITTAL REQUIREMENTS Mark each box to designate that the information has been provided. Please submit this checklist as part of your submittal documents A. x❑ SITE PLAN — REQUIRED WITH ALL SUBMITTALS (May be included as part of the Architectural Drawing cover Sheet) 1. Drawing shall be prepared at scale not to exceed 1"=20 feet. 2. Show building outline and all exterior improvements. 3. Provide property legal description and show property lines. 4. Provide dimensions from the property lines to a minimum of two building corners (or two identifiable locations for irregular plan shapes). 5. Show building setbacks, easements and street access locations. 6. Indicate North direction. 7. Indicate finish floor elevation for the first level. 8. Provide topographical map of the existing grades and the proposed finished grades with maximum five feet elevation contour lines. 9. Show the location of all existing underground utilities, including water, sewer, gas and electrical. 10. Flood hazard areas,floodways, and design flood elevations as applicable. B. ❑ ARCHITECTURAL DRAWINGS 1. ❑ Cover Sheet a) Building Information 1. Specify model code information. 2. Construction Type. 3. Number of stories and total height in feet. 4. Building square footage (per floor and total) 5. IBC Occupancy Type (show all types by floor and total). 6. Mixed-use ratio (if applicable) 7. Occupant load calculation (show by occupancy type and total) 8. List work to be performed under this permit b) Design Team Information 1. Design Professional in Responsible Charge 2. Architects 3. Structural Engineers 4. Owner 5. Developer 6. Any other Design Team Members 2. ❑ Floor Plan a) Plan view 1/8"minimum scale. Details a minimum%-inch scale. b) Plans must show the entire tenant space. c) Specify the use of each room/area. d) Provide an occupant load calculation on the floor plan. (on every floor, in all rooms and spaces) e) Show ALL exits on the plans; include new, existing or eliminated. f) Show Barrier-Free information on the drawings. g) Show the location of all permanent rooms,walls and shafts. h) Note the uses in the adjacent tenant spaces, if applicable. i) Provide a door and door hardware schedule. REV 2019 Page 3 of 9 ' c1�Y ®� COMMERCIAL APPLICATION PERMIT SUBMITTAL LIt, T Department of Community & Economic Development City of Arlington • 18204 59th Ave NE • Arlington, WA 98223 • Phone (360)403-3551 j) Show the location of all new walls, doors,windows, etc. k) Provide details and assembly numbers for any fire resistive assemblies. 1) Indicate on the plans all rated walls, doors, windows and penetrations. m) Provide a legend that distinguishes existing walls, walls to be removed and new walls. 3 ❑ Reflected Ceiling Plan a) Plan view 1/8"minimum scale. Details a minimum'/4-inch scale. b) Provide ceiling construction details. c) Provide suspended ceiling details complying with IBC 803.9.1.1. Show seismic bracing details. d) Show the location of all emergency lighting and exit signage. e) Detail the seismic bracing of the fixtures. f) Include a lighting fixture schedule. 4. ® Framing Plan a) Specify the size,spacing, span and wood species or metal gage for all stud walls. b) Indicate all wall, beam and floor connections. c) Detail the seismic bracing for'all walls. d) Include a stair section showing rise, run, landings, headroom, handrail and guardrail dimensions. 5 ❑ Storage Racks (if applicable) a) Structural calculations are required for seismic bracing of storage racks eight feet or greater in height. b) Eight feet or less,show a positive connection to floor or walls. NOTE: High pile storage shall meet the requirements of current International Building and Fire Codes. C. ❑ SPECIAL INSPECTION 1 Where special inspection is required by IBC 1704,the registered design professional in responsible charge shall prepare a special inspection program that will be submitted to the City of Arlington and approved prior to issuance of the building permit to comply with IBC 106.1. D. ❑ WASHINGTON STATE ENERGY CODE 1. One (1)completed Washington State Non-Residential Energy Code Envelope Summary forms. E. OCCUPANT'S STATEMENT OF INTENDED USE 1. The Occupant's Statement of Intended Use form shall be completely filled out and may require the submittal of a Hazardous Materials inventory Statement(HMIS). Contact the Arlington REV 2019 Page 4 of 9 1 - COMMERCIAL APPLICATION ® Y PERMIT SUBMITTAL Department of Community& Economic Development p Y City of Arlington • 18204 59th Ave NE •Arlington, WA 98223 • Phone (360)403-3551 The building permit does not include any mechanical, electrical, plumbing or fire sprinkler/alarm work. These permits are issued separately. Mechanical, electrical, plumbing, or fire sprinkler/alarm permits require a separate permit application and may also require separate plan review. Please note that any tenant improvement work in a space that involves food handling or preparation requires Snohomish County Health District approval before the permit can be issued. You must provide the Permit Center a copy of the approval letter or the approved plans. Contact the Snohomish County Health District at (425) 339-5250 with any questions or for more information. An intake appointment is required for all large Tenant Improvement Building Permit Applications. To determine if your project requires an intake appointment, to schedule an appointment or to ensure that you have the most current information, please contact the City of Arlington Permit Center at(360)403-3551 or by email to ced@arlingtonwa.gov. Incomplete applications will not be accepted. I acknowledge that all items designated as submittal requirements must accompany my Building Permit Application to be considered a complete submittal. REV 2019 Page 5 of 9 Y COMMERCIAL APPLICATION PERMIT SUBMITTAL N Department of Community& Economic Development City of Arlington • 18204 59th Ave NE • Arlington, WA 98223 • Phone (360)403-3551 THIS APPLICATION TO BE USED FOR NEW COMMERCIAL STRUCTURES AND RESIDENTIAL DWELLINGS NOT REGULATED UNDER THE IRC. THIS APPLICATION MUST BE ACCOMPANIED BY A COMMERCIAL APPLICATION SUBMITTAL CHECKLIST AND AN OCCUPANT'S STATEMENT OF INTENDED USE. Name of Project: Centennial Park, Carport#9 Valuation: Project Address: 17231 67th Ave NE, Arlington, WA 98223 Parcel ID#: 31052300300800 Legal Description SEC 23 TWP 31 RGE 05SW1/4 SW1/4 SW1/4 EXC ANY PTN THOF LY WHN 172ND ST NE&67TH AVE NE&EXC ANY PTN THOF LY S OF 172ND ST NE&ALSO EXC TH PTN THOF CONVYD TO CITY OF ARL PER DEED REC AF NO 9610250370 Owner: Centennial Park 5J, LLC/Ryan Kilby Phone Number: 425.750.7926 Address: 2517 Colby Ave City: Everett State: WA Zip Code: 98201 Engineer: Sifts & Hill Engineers, Inc. Phone Number: 253.474.9449 Cell Phone: E-mail: 4815 Center Street City: Tacoma State: WA Zip Corte: 98409 Address: Y� General Contractor: Exxel Pacific/Matt Tilton Phone Number: 360.734.2872 Cell Phone: 360.734.2872 E-mail: Mattt@exxelpacific.com Address: 323 Telegraph Road City: Bellingham State: WA Zip Code: 98226 Contractor's License Number: City of Arlington / 1653 Expiration: 4/30/24 Contact Person: Dykeman Architects/Michael Stevens Phone Number: 425.259.3161 Cell Phone: 425.259.3161 E-mail: michaels@dykeman.net Address: 1716 West Marine View Dr, Floor 2 City: Everett State: WA Zip Code: 98201 Proposed Scope of Work: 5-Stall Carport REV 2019 Page 6 of 9 Y ®� COMMERCIAL APPLICATION PERMIT SUBMITTAL r ®� Department of Community & Economic Development City of Arlington • 18204 59th Ave NE • Arlington, WA 98223 • Phone (360)403-3551 Project Name/Tenant Centennial Park Site Address 17231 67th Ave NE Arlington WA 98223 Bldg/Unit/Suite Carport#9 IBC Construction Type IBC Occupancy Type Description of Use Carport Building Square Footage Number of Stories Square Footage Per Floor Will there be any installation, modification or removal of the following? (Check all that apply) ❑ Automatic fire extinguishing systems ❑ Compressed gas systems ❑ Fire alarm and detection systems ❑ Fire pumps ❑ Flammable and combustible liquids (tanks, piping etc...) ❑ Hazardous materials ❑ High piled/rack storage ❑ Industrial ovens/furnace ❑ Private fire hydrants ❑ Spraying or dipping operations ❑ Standpipe systems ❑ Temporary membrane structure,tents (>200sq ft)or canopies (>400 sq ft) Provide details on any of the above checked items Installation, changes, modifications or removal of any of the above may require additional submittals, information, or permits during the plan review or construction process. Statement of Special Inspection REV 2019 Page 7 of 9 ®�Y ®� -- COMMERCIAL APPLICATION PERMIT SUBMITTAL Development Department of Community& Economic p City of Arlington • 18204 59th Ave NE • Arlington, WA 98223 • Phone (360)403-3551 Name of Project: Centennial Park Project Address: 17231 67th Ave NE, Arlington, WA 98223 _ Special Inspection Firm: GeoTest Address: 20527 67th Ave NE, Arlington, WA 98223 Contact Person: Kevin Richardson Phone: 360.435.1141 Email: kevinr@geotest-inc.com Special Inspection Firm Special Inspectors: The Special inspection Firm of GeoTest will perform special inspection for the following types of work(separate forms must be submitted if more than one firm is to be employed). (X) Reinforced Concrete (X) Bolting in Concrete ( ) Pre-stressed Concrete ( ) Shotcrete ( ) Structural Masonry (X) Structural Steel and Welding ( ) High-Strength Bolting ( ) Spray-Applied Fireproofing (X) Smoke-Control Systems ( ) Other Specify: All individual inspectors to be employed on this project will be WABO certified for the type of inspection they are to perform. If inspection is for work that is not covered by the WABO categories, a detailed resume of the inspector and firm must be submitted.The resume must show the inspector and firm are qualified to perform the work and testing required by the project design and specifications. The work shall be inspected for conformance with the plans and specifications approved by the City. Revisions and addenda sheets will not be used for inspection unless approved by the City.The special inspector shall report to the City revisions that are not approved. A daily record will be maintained on site itemizing the inspections performed,for the review of all parties.Any nonconforming iterns shall be brought to the immediate attention of the contractor for resolution.A weekly shall be submitted to the City: detailing the inspections and testing performed, listing any nonconforming items and resolution of nonconforming items. Unresolved nonconforming items will be detailed on a discrepancy report and presented to the building department. A final report shall be submitted to the Building Division prior to the Certificate of Occupancy being issued.This report will indicate that inspection and testing was completed in conformance with the approved plans, specifications and approved revisions and addenda. Any unresolved discrepancies must be detailed in the final report. The special inspector and special inspection firm serve in the role as"deputy"City of Arlington inspectors and as such are responsible to the City of Arlington Building Division in the performance of the required work. Contractor: The contractor shall provide the special inspector or agency adequate notification of work requiring inspection. The City approved plans and specifications must be made available, at the job site for the use of the special inspector and the City Inspector. The contractor shall maintain all daily inspections reports, on site,for review. REV 2019 Page 8 of 9 A. COMMERCIAL Y ®1, - COMMERCIAL APPLICATION PERMIT SUBMITTAL Department Y of Community & Economic Development City of Arlington • 18204 59th Ave NE • Arlington, WA 98223 • Phone (360)403-3551 The special inspection functions are considered to be in addition to the normal inspections performed by the City and the contractor is responsible for contacting the City to schedule regular inspections. No concrete shall be poured or other work covered until approved by the City Inspector. Building Division: The Building Division shall review any revisions and addenda.Approved copies will be given to the contractor to maintain as part of the approved plan set. The City Inspector will monitor the special inspection functions for compliance with the agreement and the approved plans. The City Inspector shall be responsible for approving various stages of construction to be covered and work to proceed. Design Professionals: The architect and engineer will clearly indicate on the plans and specifications for the specific types of special inspection required, and shall include a schedule for inspection and testing. The architect and engineer will coordinate their revisions and addenda process in such a way as to insure all required City approvals are obtained, prior to work shown on the revisions being performed. Owner: The project owner, or the architect or engineer acting as the owners agent, shall employ the special inspector or agency. ENFORCEMENT: A failure of the special inspector or firm to perform in keeping the requirements of the IBC, the approved plans and this document may void this agreement and the Building Officials approval of the special inspector. In such case a new special inspector and/or firm would need to be proposed for approval. A failure of the design and/or construction parties to perform in accordance with this agreement may result in a STOP WORK notice being posted on the project, until nonconforming items have been resolved. ACKNOWLEDGEMENTS I have read and agree to comply with the ter conditions of this agreement. Owner: Date: February 14, 2024 I hereby certify that the above i formation is correct and)at the construction on,and the occupancy and the use of the above-described property will be in accordance ith the laws, rules and regulation of the State of Washington N - Applicants Signature Michael A. Stevens February 14, 2024 Print Applicants Name Date FOR STAFF USE ONLY Permit# Accepted By Amount Received Receipt# Date Received REV 2019 Page 9 of 9 AS REV. ON DRAWING: SUBJECT OF REVISION: REVISION #: DATE: TYPE: GENERAL STRUCTURAL NOTES ARCHITECT'S REVIEW IS FOR CONFORMANCE WITH INFORMATION GIVEN AND DESIGN CONCEPT EXPRESSED IN THE CONTRACT BUILDING CODE: STRUCTURAL STEEL: NOTES AND DETAILS ON DRAWINGS SHALL TAKE PRECEDENCE OVER GENERAL DOCUMENTS. NOTATIONS THE SUBMITTAL NOT RELIEVE THE STRUCTURAL NOTES AND TYPICAL DETAILS. WHERE NO DETAILS ARE SHOWN, CONTRACTOR FROM COMPLLIANCE WITH CONTRACT DOCUMENT REQUIREMENTS NOR AUTHORIZE CHANGES TO THE CONTRACT SUM 2018 EDITION OF THE INTERNATIONAL BUILDING CODE (IBC) SHALL BE USED AND STRUCTURAL STEEL MATERIALS, FABRICATION AND ERECTION SHALL CONFORM TO CONSTRUCTION SHALL CONFORM TO SIMILAR WORK ON THE PROJECT. AND TIME. THE CONTRACTOR IS RESPONSIBLE FOR:DETERMINING SUPPLEMENTED WITH ASCE 7-16. CURRENT AISC STEEL CONSTRUCTION MANUAL IN ACCORDANCE TO IBC CHAPTER QUANTITIES AND DIMENSIONS;SELECTING CONSTRUCTION ( ) CONTRACTOR SHALL BE RESPONSIBLE FOR VERIFICATION OF ALL DIMENSIONS WITH METHODS AND PROCEDURES;COORDINATING WITH OTHER'S 22. PAINT ALL STRUCTURAL STEEL EXPOSED TO WEATHER UNLESS NOTED WORK;SUITABLE PERFORMANCE OF MATERIALS AND ASSEMBLIES BUILDING CODE REFERENCES: OTHERWISE ON DRAWINGS. OWNER PRIOR TO START OF CONSTRUCTION. RESOLVE ANY DISCREPANCY WITH THE OWNER. AND PERFORMING WORK IN A SAFE MANNER. ❑ NO EXCEPTIONS TAKEN ® REVIEWED NOTE MARKINGS ALL CODE REFERENCES HEREAFTER SHALL CORRESPOND TO THE FOLLOWING MATERIAL SPECIFICATION, UNLESS NOTED OTHERWISE: TYPICAL DETAILS MAY NOT NECESSARILY BE CUT ON PLANS, BUT APPLY, U.N.O. ❑ RETURNED FOR CORRECTION ❑ RESUBMIT EDITIONS, U.N.O.: STRUCTURAL SHAPES: ASTM A992 GRADE 50 BARS AND PLATES: ASTM A36 WHERE DISCREPANCIES OCCUR BETWEEN PLANS, DETAILS, GENERAL STRUCTURAL BY:MICHAEL STEVENS DATE:11/28/2023 MATERIAL CODE EDITION STRUCTURAL TUBING/HSS: ASTM A500, GRADE B (FY = 46 KSI) NOTES AND/OR SPECIFICATIONS, THE GREATER REQUIREMENTS SHALL GOVERN. BOLTS: ASTM A307 CONCRETE BUILDING CODE REQUIREMENTS FOR STRUCTURAL FLAT; BEVELED WASHERS: ASTM F436 ANY ENGINEERING DESIGN, PROVIDED BY OTHERS AND SUBMITTED FOR REVIEW, u w H v_ . r�`c � � CONCRETE AND COMMENTARY, (ACI 318)-14. DIRECT-TENSION WASHERS: ASTM F959 SHALL BEAR THE SEAL OF A REGISTERED ENGINEER RECOGNIZED BY THE BUILDING REINFORCING 2004 ACI DETAILING MANUAL (ACI SP-66). FILLER METAL: E70XX ELECTRODES, ALL STEEL 15TH EDITION OF (AISC) STEEL CONSTRUCTION WELDS SHALL BE SINGLE CODE JURISDICTION OF THIS PROJECT. O O O MANUAL. PASS 3/16" UNLESS NOTED WELDING STRUCTURAL WELDING CODE - STEEL, (AWS) OTHERWISE D1.1-20. COLD FORMED SHAPES: ASTM A653, FY = 55 KSI 18'-0" LIGHT GAGE STEEL 2016 (AISI) NORTH AMERICAN SPECIFICATION ROOF METAL DECK: ASTM A792, FY = 80 KSI 4'-0-" 10'-0" 4'-O" FOR THE DESIGN OF COLD-FORMED STEEL SCREW FASTENERS: STRUCTURAL MEMBERS. SELF DRILLING AND SELF-TAPPING SCREWS SHALL BE #12-14 TEK SCREWS OR 02 TYP. TYP. 26 GA METAL DECK LOADS: APPROVED EQUAL AND SHALL CONFORM TO ASTM A545 OR SAEJ78. SAEJ93 OR S2.0 S2. V-LINE 32 OR EQUIVALENT ANSI/ASMEB18.6.4. 1/4:12 —- RISK CATEGORY = II DESIGN DATA: ROOFING: I ROOF DEAD LOAD AT CARPORTS 1 3/8" PROFILE x 26 GA ROOF DECK (V-LINE 32) OR EQUIVALENT WITH #12-14 DL ROOFING AND TRIM 1.03 PSF TEK SCREWS AT 9" O.C. UNLESS NOTED OTHERWISE OR (4) SCREWS PER 32" ;7STEEL BEAM PER PLAN DL FOR PURLINS SELF WEIGHT WIDE PANEL ® EACH SUPPORT PURLIN PER PLAN ROOF SNOW LOAD 25 PSF ROOFING IS V-LINE 32 - 26 GA - TYPICAL WIND: GAUGE WT. S+ I+ S- I- HSS COLUMN PER PLAN - TYPICAL (IBS/FT2) (IN3/FT) (IN4/FT) (IN3/FT) (IN4/FT) THE WIND LOADS ARE DETERMINED IN ACCORDANCE WITH ASCE 7-16: 26 0.91 0.0847 1 0.0619 0.0833 0.0619 ALT. TYP. BASIC IINDCSPEGORYEED .: C8 MPH S261 .0 S210 STRUCTURAL FILL ASPHALT EXPOWIND IMPORTANCE FACTOR: 1.0 PURLINS: SEISMIC: ALL PURLINS ARE ASTM A653 CEE 10 X 3 1/4 X 12 GAUGE UNLESS NOTED --- -- -_-- OTHERWISE, WITH THE FOLLOWING MINIMUM GROSS PROPERTIES: IMPORTANCE FACTOR le = 1.0 I/ GAUGE DEPTH FLANGE LIP SX IX Fy LATITUDE = 48.1527427; LONGITUDE =-122.1405743 Ss = 1.051, S1 = 0.375, SEISMIC SITE CLASS = D (IN) (IN) (IN) (I113) (IN4) (KSI) I I Sds = 0.84, Sd1 = 0.713, SEISMIC DESIGN CATEGORY = D 12 10.00 3.5 0.885 5.3667 25.495 55 I I I I RW = 1.25 STEEL ORDINARY CANTILEVER COLUMNS CS = 0.672 I I FOUNDATION: GENERAL: I I ALLOWABLE SOIL: BEARING CAPACITY (DL+LL): 1,500 PSF PER SOILS REPORT THE STRUCTURAL CONSTRUCTION DOCUMENTS REPRESENT THE FINISHED - PROVIDED BY GEQENGINEERS; PROJECT NO. 22450-002-01. STRUCTURE. THEY DO NOT INDICATE THE METHOD OF CONSTRUCTION. THE CONTRACTOR SHALL PROVIDE ALL MEASURES NECESSARY TO PROTECT THE TYPICAL SECTION FOOTINGS SHALL BEAR ON ALLUVIUM OR ADVANCED OUTWASH OR COMPACTED FILL STRUCTURE DURING CONSTRUCTION. SUCH MEASURES SHALL INCLUDE, BUT ARE NOT LIMITED TO BRACING AND SHORING FOR LOADS DUE TO CONSTRUCTION A SCALE: 1/4" = 1'-O" PADS PER THE GEOTECHNICAL REPORT. SOIL CONDITIONS SHALL BE VERIFIED PRIOR EQUIPMENT, ETC. THE STRUCTURAL ENGINEER SHALL NOT BE TO PROCEEDING WITH CONSTRUCTION. RESPONSIBLE FOR THE CONTRACTOR'S MEANS, METHODS, TECHNIQUES, SEQUENCES J. T I PROCEDUREOR CONCRETE: PR GRAAMSINCIDENT TTHERE O TO (NOR SHALL OBSERVATION R THE SAFETY CVISIT0 VISITS AND T T THE SITE pF WAS�j�Co� INCLUDE INSPECTION OF THESE ITEMS). ,yam MINIMUM COMPRESSIVE STRENGTH OF CONCRETE SHALL BE 3,000 PSI TO COMPLY WITH EXPOSURE REQUIREMENT OF IBC TABLE 1904.1. STRUCTURAL DESIGN IS BASED ON f'c OF 2,500 PSI. PER IBC 1705.3, NO SPECIAL INSPECTION IS CONSTRUCTION MATERIALS SHALL BE SPREAD OUT IF PLACED ON FRAMED 3 REQUIRED. CONSTRUCTION. LOAD SHALL NOT EXCEED THE DESIGN LIVE LOAD PER SQUARE FOOT. w ALL CONCRETE CONSTRUCTION SHALL CONFORM TO ACI. MAXIMUM WATER/CEMENT WHERE REFERENCE IS MADE TO VARIOUS TEST STANDARDS OR MATERIALS, SUCH STE �S`SIONA RATIO (W/C) SHALL BE 0.55. PROVIDE AIR ENTRAINMENT (5% f 1%) IN CONCRETE L STANDARDS SHALL BE THE LATEST EDITION AND/OR ADDENDA. 09�20�2023 EXPOSED TO FREEZE-THAW ACTION. / ESTABLISH AND VERIFY ALL OPENINGS AND INSERTS FOR MECHANICAL, PLUMBING AND ELECTRICAL WITH APPROPRIATE TRADES, DRAWINGS AND SUBCONTRACTORS PROJECT PREPARED FOR PREPARED BY APPROVALS SHEET NO PRIOR TO CONSTRUCTION. CENTENNIAL PARK II AMA CARPORTS CARPORTS OF WASHINGTON itt Q_ h I I I "'� AMA DESIGNED S1 0 Mp9j '` OPTIONS ARE FOR CONTRACTOR'S CONVENIENCE. IF AN OPTION IS CHOSEN, ARLINGTON, WA 98223 c�c °R CONTRACTOR SHALL BE RESPONSIBLE FOR ALL NECESSARY CHANGES AND SHALL SH-LI TITLE I P.O. BOX 2389 CHECKED CiT COORDINATE ALL DETAILS. BUCKLEY, WASHINGTON 98321 CIVIL I STRUCTURAL I SURVEY DATE oa/o/2023 GENERAL STRUCTURAL NOTES 4615CENTERBTREET I TACOMA,WA.98489 20 237 0 AND TYPICAL SECTION PHONE:(253)d 4nPd4WWWsittshill.ccmX:18531d]4-0153 ALE As NOTEo AS REV. ON DRAWING: SUBJECT OF REVISION: REVISION #: DATE: TYPE: NOTES: 21/2" 11/4" NOTES: NOTES: NOTES: 1, ASPHALT 1. 12-14 TEK SCREWS PER 1. 3/8"x4"x24" STEEL 1. METAL DECK PER PLAN 2. NATIVE SOIL OR STRUCTURAL FILL (5) # CAP PLATE WITH 5/8" DIAMETER BOOLL AND GSN DETAIL 4 TS n WITH NUTS AND 2. #12-14 TEK SCREWS 2. DECKING PER PLAN 3. STEEL COLUMN PER PLAN co WASHERS AT 9" O.C. MAX. - (3) 7L3 3/16 PROVIDE (4) SCREWS 3. STEEL BEAM PER PLAN 3/16 (1) 2. 1 4 x6"x9" STIFFENER PER PANEL MINIMUM 4. CONCRETE FOOTING PER PLAN / 4. PURLIN PER PLAN (9) 3/16 (2) PLATE EACH SIDE OF M 2-8 (3) COLUMN 9/16„ (1) 5. 5"x8 1/2"x1/4" A36 STEEL (2) 1 4 PLATE (8) 3. (4) STANDARD ( ) ( ) _ DIAMETER HOLES r /16 6. (4) 9/16" x 11/16" 1 SLOTTED HOLES WITH 1 2" 4. METAL DECKING PER DIAMETER BOLTS / 1 1/2" 1'_9" 1 1/2" N PLAN 0 m 5. STEEL BEAM PER w 7. (4) 1/2" DIAMETER BOLTS SECTION A-A 4 DETAIL 5 0 ROOF SCREW PATTERN (2) 6. HSS COLUMN PER SCALE: N.T.S. I'D `V PLAN Li [ (1) (2) (5) 7. 3/16"x2"x4" SHIM ROOF DECK OVERHANG PER PLAN (3) PLATE 8. 1/4" x4" x6 1/4" 9'-11 1/2" (7) TALL STEEL PLATE - CENTERED ON POST 4'-1 1/4" 1'-9" N (5) I 9. 1/4" STEEL PLATE TO co (1) (8) 9 COLUMN 0 0 3'-0" (7) � A (2) A PLATE TO W8 3/16 W8 BEAM PER PLAN - 3/16 3/16 TYP. SEE DETAIL 03 FOR BOLT LOCATIONS (4) (6) �TYPICAL COLUMN FOOTING 02 BEAM TO PURLIN CONNECTION 03 BEAM TO COLUMN CONNECTION 05 W8 RAFTER LAYOUT vl SCALE: N.T.S. SCALE: N.T.S. SCALE: N.T.S. SCALE: N.T.S. NOTES: A C D 1. SEE STRUCTURAL NOTES ON SHEET S1.0 (1) (2) (3) O (5) NOTES: OO O O 2. VERIFY ALL DIMENSIONS PRIOR TO 1 1/2" CLEAR 4 1. ASPHALT OR CONCRETE AS OCCURS PROCEEDING WITH CONSTRUCTION SEE PLAN 2. SUBGRADE PER GSN 9'-0" MAX. 18'-0" TYP. 9'-0" MAX. 3. BAY DIMENSIONS ARE MAXIMUMS - IT IS 3. STEEL COLUMN PER PLAN t STRUCTURALLY ACCEPTABLE TO USE o SMALLER DIMENSIONS cn4. CONCRETE FOOTING 26 GA METAL DECK o w 02 TYP. V-LINE 32 OR 4, SEE SHEET S3.0 FOR 4-STALL N 5. PROVIDE MIN. (5) #4 BARS E.W. TOP AND EQUIVALENT S2. CONFIGURATION. BOTTOM - PLACE (1) BAR WITHIN 1 1/2" OF EACH SIDE OF THE COLUMN, EACH WAY �n 5. SEE SHEET S4.0 FOR 5-STALL TYPICAL. C 'i� J. TIC CONFIGURATION. pF WAsZF, G' �o' \ � ALT. TYP. [PURLIN w � o� 06 01 HSS COLUMN PER PLAN 3" CLEAR o z z _ o� S2.0 S2.0 TYPICA ER PLAN NATIVE SOIL OR ASPHALT �_ o STRUCTURAL FILL m �� 47 9 06 ALTERNATE COLUMN FOOTING o��SSSCALE: N.T.S. zoNST AL 09/20/2023 PROJECT PREPARED FOR PREPARED BY APPROVALS SHEET NO. CENTENNIAL PARK II DESIGNED AMA CARPORTS CARPORTS OF WASHINGTONEp S�ttS&hIII AMA S2.O ARLINGTON, WA 98223 DRAm TYPICAL ELEVATION SHEET TITLE P.O. BOX 2389 CHECKED CiT ABUCKLEY, WASHINGTON 98321 CIVIL I STRUCTURAL I SURVEY DATE 01/31/24 (� SCALE: 1/8" = 1'-0" TYPICAL DETAILS "15 CENTER STREET I TACOMA,WA.98409 AS NOTED ' 6n � AND ELEVATION PHONE:(2531 C749419 1 FAX:(253)47F0153 SCALE LO L V hftp:/I..smsnill.,,m/ 0 AS REV. ON DRAWING: SUBJECT OF REVISION: REVISION #: DATE: O O O O 36'-0" 9'-0" 18'-0" 9' 0" A S1.0 O - — — — — — — — — — — — — — — — — — — — — — 3'-0" DIAMETER o MINIMUM x 3'-9" DEEP CONCRETE FOOTING - TYPICAL, (2) LOCATIONS o ° HSS6x4x3/16 COLUMN - TYPICAL (2) LOCATIONS O — — — — — — — — — — — — — — J A 52.0 A 4-STALL CARPORT FOUNDATION PLAN SCALE: 1/8" = 1'-0" O O O O 36'-0" 9' NOTES: f 1. SEE STRUCTURAL NOTES ON SHEET 1.0. A 2. VERIFY ALL DIMENSIONS PRIOR TO PROCEEDING 51.0 WITH CONSTRUCTION. O3. SEE SHEET S2.0 FOR ADDITIONAL INFORMATION. 4. BAY DIMENSIONS ARE MAXIMUMS - IT IS STRUCTURALLY ACCEPTABLE TO USE SMALLER o DIMENSIONS. C100 1/202 GA. J. TIC v og WAs� 26 GA METAL DECK ti� �o V-LINE 32 OR °o o o EQUIVALENT i C10x3 1/2x12 GA. 3 4STEg����w� 1y O3 SjONAL E� 09/20/2023 A PROJECT PREPARED FOR PREPARED BY APPROVALS SHEET NO. y S2. CENTENNIAL PARK II AMA CARPORTS DESIGNED S3.0 B 4-STALL CARPORT ROOF FRAMING PLAN ARLINGTON, WA 98223 CARPORTS OF WASHINGTONE'p9 SIttSS�hIII DRA AMA o SCALE: 1/8" = 1'-0" SHEET TITLE P.O. BOX 2389 CHECKED CJT F3GJECT N0. BUCKLEY, WASHINGTON 98321 awL I STRUCTURAL suRvev DATE as/o/2023 4-STALL FOUNDATION 4815CENTERSTREET I TACOMA,WA.98499 AS NOTED PHONE:(253)4]4.9 20,23/7 AND FRAMING PLANS 449 FAX: 4T"153 SCALE I Wp:l—iftsnill—W 0 AS REV. ON DRAWING: SUBJECT OF REVISION: REVISION #: DATE: O O O O 45'-0" 9'-0" 18'-0" 18'-0" A S1.0 O — — — — — — — — — — — — — — — — — — — — — — — — — — — 3'-0" DIAMETER o MINIMUM x 3'-9" DEEP CONCRETE FOOTING - TYPICAL (2) LOCATIONS HSS6x4x3/16 COLUMN o - TYPICAL (2) LOCATIONS OL — — — — — — — — — — — — — — — — — — — — — J A 52.0 A 5-STALL CARPORT FOUNDATION PLAN SCALE: 1/8" = 1'-0" O O O O 45'-0" 18'-01, 1s'-o" NOTES: f 1. SEE STRUCTURAL NOTES ON SHEET 1.0. A 2. VERIFY ALL DIMENSIONS PRIOR TO PROCEEDING 51.0 WITH CONSTRUCTION. Ol 3. SEE SHEET S2.0 FOR ADDITIONAL INFORMATION. 4. BAY DIMENSIONS ARE MAXIMUMS - IT IS STRUCTURALLY ACCEPTABLE TO USE SMALLER o DIMENSIONS. C100 1/202 GA. J. TIC OF WASil j 0 0 0 ti O� X X co i C10x3 1/2x12 GA. 3 26 GA METAL DECK i V-LINE 32 OR EQUIVALENT �� 47 9 w� STEg�� O3 �SSjONAL 09/20/2023 A PROJECT PREPARED FOR PREPARED BY APPROVALS SHEET NO y 52. CENTENNIAL PARK II AMA CARPORTS ' DESIGNED A 0 B 5-STALL CARPORT ROOF FRAMING PLAN ARLINGTON, WA 98223 CARPORTS OF WASHINGTONEp9 Sitts&hill D"C AMA 4 SCALE: 1/8" = 1'-0 SHEET TITLE P.O. BOX 2389 CHECKED CiT FHH�HI HE BUCKLEY, WASHINGTON 98321 CIVIL I STRUCTURAL suRvev DATE 01/31/24 5-STALL FOUNDATION 4815CENTERSTREET I TACOMA,WA.98409 AS NOTED 201L / AND FRAMING PLANS PHONE:(253)4749419 I FAX:(253)47d0153 SCALE Wp:l—iftsnill—W 0 AS REV. ON DRAWING: SUBJECT OF REVISION: REVISION #: DATE: TYPE: GENERAL STRUCTURAL NOTES ARCHITECT'S REVIEW IS FOR CONFORMANCE WITH INFORMATION GIVEN AND DESIGN CONCEPT EXPRESSED IN THE CONTRACT BUILDING CODE: STRUCTURAL STEEL: NOTES AND DETAILS ON DRAWINGS SHALL TAKE PRECEDENCE OVER GENERAL DOCUMENTS. NOTATIONS THE SUBMITTAL NOT RELIEVE THE STRUCTURAL NOTES AND TYPICAL DETAILS. WHERE NO DETAILS ARE SHOWN, CONTRACTOR FROM COMPLLIANCE WITH CONTRACT DOCUMENT REQUIREMENTS NOR AUTHORIZE CHANGES TO THE CONTRACT SUM 2018 EDITION OF THE INTERNATIONAL BUILDING CODE (IBC) SHALL BE USED AND STRUCTURAL STEEL MATERIALS, FABRICATION AND ERECTION SHALL CONFORM TO CONSTRUCTION SHALL CONFORM TO SIMILAR WORK ON THE PROJECT. AND TIME. THE CONTRACTOR IS RESPONSIBLE FOR:DETERMINING SUPPLEMENTED WITH ASCE 7-16. CURRENT AISC STEEL CONSTRUCTION MANUAL IN ACCORDANCE TO IBC CHAPTER QUANTITIES AND DIMENSIONS;SELECTING CONSTRUCTION ( ) CONTRACTOR SHALL BE RESPONSIBLE FOR VERIFICATION OF ALL DIMENSIONS WITH METHODS AND PROCEDURES;COORDINATING WITH OTHER'S 22. PAINT ALL STRUCTURAL STEEL EXPOSED TO WEATHER UNLESS NOTED WORK;SUITABLE PERFORMANCE OF MATERIALS AND ASSEMBLIES BUILDING CODE REFERENCES: OTHERWISE ON DRAWINGS. OWNER PRIOR TO START OF CONSTRUCTION. RESOLVE ANY DISCREPANCY WITH THE OWNER. AND PERFORMING WORK IN A SAFE MANNER. ❑ NO EXCEPTIONS TAKEN ® REVIEWED NOTE MARKINGS ALL CODE REFERENCES HEREAFTER SHALL CORRESPOND TO THE FOLLOWING MATERIAL SPECIFICATION, UNLESS NOTED OTHERWISE: TYPICAL DETAILS MAY NOT NECESSARILY BE CUT ON PLANS, BUT APPLY, U.N.O. ❑ RETURNED FOR CORRECTION ❑ RESUBMIT EDITIONS, U.N.O.: STRUCTURAL SHAPES: ASTM A992 GRADE 50 BARS AND PLATES: ASTM A36 WHERE DISCREPANCIES OCCUR BETWEEN PLANS, DETAILS, GENERAL STRUCTURAL BY:MICHAEL STEVENS DATE:11/28/2023 MATERIAL CODE EDITION STRUCTURAL TUBING/HSS: ASTM A500, GRADE B (FY = 46 KSI) NOTES AND/OR SPECIFICATIONS, THE GREATER REQUIREMENTS SHALL GOVERN. BOLTS: ASTM A307 CONCRETE BUILDING CODE REQUIREMENTS FOR STRUCTURAL FLAT; BEVELED WASHERS: ASTM F436 ANY ENGINEERING DESIGN, PROVIDED BY OTHERS AND SUBMITTED FOR REVIEW, u w H _ . r I`cII v CONCRETE AND COMMENTARY, (ACI 318)-14. DIRECT-TENSION WASHERS: ASTM F959 SHALL BEAR THE SEAL OF A REGISTERED ENGINEER RECOGNIZED BY THE BUILDING REINFORCING 2004 ACI DETAILING MANUAL (ACI SP-66). FILLER METAL: E70XX ELECTRODES, ALL STEEL 15TH EDITION OF (AISC) STEEL CONSTRUCTION WELDS SHALL BE SINGLE CODE JURISDICTION OF THIS PROJECT. O O O MANUAL. PASS 3/16" UNLESS NOTED WELDING STRUCTURAL WELDING CODE - STEEL, (AWS) OTHERWISE D1.1-20. COLD FORMED SHAPES: ASTM A653, FY = 55 KSI 18'-0" LIGHT GAGE STEEL 2016 (AISI) NORTH AMERICAN SPECIFICATION ROOF METAL DECK: ASTM A792, FY = 80 KSI 4'-0-" 10'-0" 4'-O" FOR THE DESIGN OF COLD-FORMED STEEL SCREW FASTENERS: STRUCTURAL MEMBERS. SELF DRILLING AND SELF-TAPPING SCREWS SHALL BE #12-14 TEK SCREWS OR 02 TYP. TYP. 26 GA METAL DECK LOADS: APPROVED EQUAL AND SHALL CONFORM TO ASTM A545 OR SAEJ78. SAEJ93 OR S2.0 S2. V-LINE 32 OR EQUIVALENT ANSI/ASMEB18.6.4. 1/4:12 —- RISK CATEGORY = II DESIGN DATA: ROOFING: I ROOF DEAD LOAD AT CARPORTS 1 3/8" PROFILE x 26 GA ROOF DECK (V-LINE 32) OR EQUIVALENT WITH #12-14 DL ROOFING AND TRIM 1.03 PSF TEK SCREWS AT 9" O.C. UNLESS NOTED OTHERWISE OR (4) SCREWS PER 32" ;7STEEL BEAM PER PLAN DL FOR PURLINS SELF WEIGHT WIDE PANEL ® EACH SUPPORT PURLIN PER PLAN ROOF SNOW LOAD 25 PSF ROOFING IS V-LINE 32 - 26 GA - TYPICAL WIND: GAUGE WT. S+ I+ S- I- HSS COLUMN PER PLAN - TYPICAL (IBS/FT2) (IN3/FT) (IN4/FT) (IN3/FT) (IN4/FT) THE WIND LOADS ARE DETERMINED IN ACCORDANCE WITH ASCE 7-16: 26 0.91 0.0847 1 0.0619 0.0833 0.0619 ALT. TYP. BASIC IINDCSPEGORYEED .: C8 MPH S261 .0 S210 STRUCTURAL FILL ASPHALT EXPOWIND IMPORTANCE FACTOR: 1.0 PURLINS: SEISMIC: ALL PURLINS ARE ASTM A653 CEE 10 X 3 1/4 X 12 GAUGE UNLESS NOTED --- -- -_-- OTHERWISE, WITH THE FOLLOWING MINIMUM GROSS PROPERTIES: IMPORTANCE FACTOR le = 1.0 I/ GAUGE DEPTH FLANGE LIP SX IX Fy LATITUDE = 48.1527427; LONGITUDE =-122.1405743 Ss = 1.051, S1 = 0.375, SEISMIC SITE CLASS = D (IN) (IN) (IN) (I113) (IN4) (KSI) I I Sds = 0.84, Sd1 = 0.713, SEISMIC DESIGN CATEGORY = D 12 10.00 3.5 0.885 5.3667 25.495 55 I I I I RW = 1.25 STEEL ORDINARY CANTILEVER COLUMNS CS = 0.672 I I FOUNDATION: GENERAL: I I ALLOWABLE SOIL: BEARING CAPACITY (DL+LL): 1,500 PSF PER SOILS REPORT THE STRUCTURAL CONSTRUCTION DOCUMENTS REPRESENT THE FINISHED - PROVIDED BY GEQENGINEERS; PROJECT NO. 22450-002-01. STRUCTURE. THEY DO NOT INDICATE THE METHOD OF CONSTRUCTION. THE CONTRACTOR SHALL PROVIDE ALL MEASURES NECESSARY TO PROTECT THE TYPICAL SECTION FOOTINGS SHALL BEAR ON ALLUVIUM OR ADVANCED OUTWASH OR COMPACTED FILL STRUCTURE DURING CONSTRUCTION. SUCH MEASURES SHALL INCLUDE, BUT ARE NOT LIMITED TO BRACING AND SHORING FOR LOADS DUE TO CONSTRUCTION A SCALE: 1/4" = 1'—O" PADS PER THE GEOTECHNICAL REPORT. SOIL CONDITIONS SHALL BE VERIFIED PRIOR EQUIPMENT, ETC. THE STRUCTURAL ENGINEER SHALL NOT BE TO PROCEEDING WITH CONSTRUCTION. RESPONSIBLE FOR THE CONTRACTOR'S MEANS, METHODS, TECHNIQUES, SEQUENCES J. T I PROCEDUREOR CONCRETE: PR GRAAMSINCIDENT TTHERE O TO (NOR SHALL OBSERVATION R THE SAFETY CVISIT0 VISITS AND T T THE SITE pF WAS�j�Co� INCLUDE INSPECTION OF THESE ITEMS). ,yam MINIMUM COMPRESSIVE STRENGTH OF CONCRETE SHALL BE 3,000 PSI TO COMPLY WITH EXPOSURE REQUIREMENT OF IBC TABLE 1904.1. STRUCTURAL DESIGN IS BASED ON f'c OF 2,500 PSI. PER IBC 1705.3, NO SPECIAL INSPECTION IS CONSTRUCTION MATERIALS SHALL BE SPREAD OUT IF PLACED ON FRAMED 3 REQUIRED. CONSTRUCTION. LOAD SHALL NOT EXCEED THE DESIGN LIVE LOAD PER SQUARE FOOT. w ALL CONCRETE CONSTRUCTION SHALL CONFORM TO ACI. MAXIMUM WATER/CEMENT WHERE REFERENCE IS MADE TO VARIOUS TEST STANDARDS OR MATERIALS, SUCH STE �S`SIONA RATIO (W/C) SHALL BE 0.55. PROVIDE AIR ENTRAINMENT (5% f 1%) IN CONCRETE L STANDARDS SHALL BE THE LATEST EDITION AND/OR ADDENDA. 09�20�2023 EXPOSED TO FREEZE—THAW ACTION. / ESTABLISH AND VERIFY ALL OPENINGS AND INSERTS FOR MECHANICAL, PLUMBING AND ELECTRICAL WITH APPROPRIATE TRADES, DRAWINGS AND SUBCONTRACTORS PROJECT PREPARED FOR PREPARED BY APPROVALS SHEET NO PRIOR TO CONSTRUCTION. CENTENNIAL PARK II {} AMA CARPORTS CARPORTS OF WASHINGTON si`ls'&I'' i DESIGNED AMA S1 0 OPTIONS ARE FOR CONTRACTOR'S CONVENIENCE. IF AN OPTION IS CHOSEN, ARLINGTON, WA 98223 DR—CONTRACTOR SHALL BE RESPONSIBLE FOR ALL NECESSARY CHANGES AND SHALL SH-LI TITLE P.O. BOX 2389 Mp9 CNECKED CiT COORDINATE ALL DETAILS. BUCKLEY, WASHINGTON 98321 CIVIL I STRUCTURAL I SURVEY DATE 08/07/2023 GENERAL STRUCTURAL NOTES 4818CENTERSTREET I TACOMA,WA.98489 20 237 0 AND TYPICAL SECTION PHONE(353)44nPd4WWWsilshilLccm FAX:I883Id]4-0183 ALE As NOTED AS REV. ON DRAWING: SUBJECT OF REVISION: REVISION #: DATE: TYPE: NOTES: 21/2" 11/4" NOTES: NOTES: NOTES: 1, ASPHALT 1. 12-14 TEK SCREWS PER 1. 3/8"x4"x24" STEEL 1. METAL DECK PER PLAN 2. NATIVE SOIL OR STRUCTURAL FILL (5) # CAP PLATE WITH 5/8" DIAMETER BOOLL AND GSN DETAIL 4 TS n WITH NUTS AND 2. #12-14 TEK SCREWS 2. DECKING PER PLAN 3. STEEL COLUMN PER PLAN co WASHERS AT 9" O.C. MAX. - (3) 7L3 3/16 PROVIDE (4) SCREWS 3. STEEL BEAM PER PLAN 3/16 (1) 2. 1 4 x6"x9" STIFFENER PER PANEL MINIMUM 4. CONCRETE FOOTING PER PLAN / 4. PURLIN PER PLAN (9) 3/16 (2) PLATE EACH SIDE OF M 2-8 (3) COLUMN 9/16„ (1) 5. 5"x8 1/2"x1/4" A36 STEEL (2) 1 4 PLATE (8) 3. (4) STANDARD ( ) ( ) _ DIAMETER HOLES r /16 6. (4) 9/16" x 11/16" 1 SLOTTED HOLES WITH 1 2" 4. METAL DECKING PER DIAMETER BOLTS / 1 1/2" 1'_9" 1 1/2" N PLAN 0 m 5. STEEL BEAM PER w 7. (4) 1/2" DIAMETER BOLTS SECTION A-A 4 DETAIL 5 0 ROOF SCREW PATTERN (2) 6. HSS COLUMN PER SCALE: N.T.S. I'D `V PLAN Li [ (1) (2) (5) 7. 3/16"x2"x4" SHIM ROOF DECK OVERHANG PER PLAN (3) PLATE 8. 1/4" x4" x6 1/4" 9'-11 1/2" (7) TALL STEEL PLATE - CENTERED ON POST 4'-1 1/4" 1'-9" N (5) I 9. 1/4" STEEL PLATE TO co (1) (8) 9 COLUMN 0 0 3'-0" (7) � A (2) A PLATE TO W8 3/16 W8 BEAM PER PLAN - 3/16 3/16 TYP. SEE DETAIL 03 FOR BOLT LOCATIONS (4) (6) �TYPICAL COLUMN FOOTING 02 BEAM TO PURLIN CONNECTION 03 BEAM TO COLUMN CONNECTION 05 W8 RAFTER LAYOUT vl SCALE: N.T.S. SCALE: N.T.S. SCALE: N.T.S. SCALE: N.T.S. NOTES: A C D 1. SEE STRUCTURAL NOTES ON SHEET S1.0 (1) (2) (3) O (5) NOTES: OO O O 2. VERIFY ALL DIMENSIONS PRIOR TO 1 1/2" CLEAR 4 1. ASPHALT OR CONCRETE AS OCCURS PROCEEDING WITH CONSTRUCTION SEE PLAN 2. SUBGRADE PER GSN 9'-0" MAX. 18'-0" TYP. 9'-0" MAX. 3. BAY DIMENSIONS ARE MAXIMUMS - IT IS 3. STEEL COLUMN PER PLAN t STRUCTURALLY ACCEPTABLE TO USE o SMALLER DIMENSIONS cn4. CONCRETE FOOTING 26 GA METAL DECK o w 02 TYP. V-LINE 32 OR 4, SEE SHEET S3.0 FOR 4-STALL N 5. PROVIDE MIN. (5) #4 BARS E.W. TOP AND EQUIVALENT S2. CONFIGURATION. BOTTOM - PLACE (1) BAR WITHIN 1 1/2" OF EACH SIDE OF THE COLUMN, EACH WAY �n 5. SEE SHEET S4.0 FOR 5-STALL TYPICAL. C 'i� J. TIC CONFIGURATION. pF WAsZF, G' �o' \ � ALT. TYP. [PURLIN w � o� 06 01 HSS COLUMN PER PLAN 3" CLEAR o z z _ o� S2.0 S2.0 TYPICA ER PLAN NATIVE SOIL OR ASPHALT �_ o STRUCTURAL FILL m �� 47 9 06 ALTERNATE COLUMN FOOTING o��SSSCALE: N.T.S. zoNST AL 09/20/2023 PROJECT PREPARED FOR PREPARED BY APPROVALS SHEET NO. CENTENNIAL PARK II DESIGNED AMA CARPORTS CARPORTS OF WASHINGTONEp S�ttS&h I I I AMA S2.O ARLINGTON, WA 98223 DRAm TYPICAL ELEVATION SHEET TITLE P.O. BOX 2389 CHECKED CiT ABUCKLEY, WASHINGTON 98321 CIVIL I STRUCTURAL I SURVEY DATE 01/31/24 (� SCALE: 1/8" = 1'-0" TYPICAL DETAILS "15 CENTER STREET I TACOMA,WA.98409 AS NOTED ' 6n � AND ELEVATION PHONE:(2531 C749419 1 FAX:(253)47F0153 SCALE LO L V hftp:/I..smsnill.,,m/ 0 AS REV. ON DRAWING: SUBJECT OF REVISION: REVISION #: DATE: O O O O 36'-0" 9'-0" 18'-0" 9' 0" A S1.0 O - — — — — — — — — — — — — — — — — — — — — — 3'-0" DIAMETER o MINIMUM x 3'-9" DEEP CONCRETE FOOTING - TYPICAL, (2) LOCATIONS o ° HSS6x4x3/16 COLUMN - TYPICAL (2) LOCATIONS O — — — — — — — — — — — — — — J A 52.0 A 4-STALL CARPORT FOUNDATION PLAN SCALE: 1/8" = 1'-0" O O O O 36'-0" 9' NOTES: f 1. SEE STRUCTURAL NOTES ON SHEET 1.0. A 2. VERIFY ALL DIMENSIONS PRIOR TO PROCEEDING 51.0 WITH CONSTRUCTION. O3. SEE SHEET S2.0 FOR ADDITIONAL INFORMATION. 4. BAY DIMENSIONS ARE MAXIMUMS - IT IS STRUCTURALLY ACCEPTABLE TO USE SMALLER o DIMENSIONS. C100 1/202 GA. J. TIC v og WAs� 26 GA METAL DECK ti� �o V-LINE 32 OR °o o o EQUIVALENT i C10x3 1/2x12 GA. 3 4STEg����w� 1y O3 SjONAL E� 09/20/2023 A PROJECT PREPARED FOR PREPARED BY APPROVALS SHEET NO. y S2. CENTENNIAL PARK II AMA CARPORTS N DESIGNED S3.0 B 4-STALL CARPORT ROOF FRAMING PLAN ARLINGTON, WA 98223 CARPORTS OF WASHINGTONE'p9 SIttS&h �� DRAMAMA SCALE: 1/8" = 1'-0" SHEET TITLE P.O. BOX 2389 CHECKED CJT M F=3GJECT N0. BUCKLEY, WASHINGTON 98321 awL I STRUCTURAL SURVEY DATE as/o/2023 4-STALL FOUNDATION 4815CENTERSTREET I TACOMA,WA.98499 AS NOTED PHONE:(253)4]4.9 20,23/7 AND FRAMING PLANS 449 FAX: 4T"153 SCALE I Wp:l—iftsnill—W 0 AS REV. ON DRAWING: SUBJECT OF REVISION: REVISION #: DATE: O O O O 45'-0" 9'-0" 18'-0" 18'-0" A S1.0 O — — — — — — — — — — — — — — — — — — — — — — — — — — — 3'-0" DIAMETER o MINIMUM x 3'-9" DEEP CONCRETE FOOTING - TYPICAL (2) LOCATIONS HSS6x4x3/16 COLUMN o - TYPICAL (2) LOCATIONS OL — — — — — — — — — — — — — — — — — — — — — J A 52.0 A 5-STALL CARPORT FOUNDATION PLAN SCALE: 1/8" = 1'-0" O O O O 45'-0" 18'-01, 1s'-o" NOTES: f 1. SEE STRUCTURAL NOTES ON SHEET 1.0. A 2. VERIFY ALL DIMENSIONS PRIOR TO PROCEEDING 51.0 WITH CONSTRUCTION. Ol 3. SEE SHEET S2.0 FOR ADDITIONAL INFORMATION. 4. BAY DIMENSIONS ARE MAXIMUMS - IT IS STRUCTURALLY ACCEPTABLE TO USE SMALLER o DIMENSIONS. C100 1/202 GA. J. TIC OF WASil j 0 0 0 ti O� X X co i C10x3 1/2x12 GA. 3 26 GA METAL DECK i V-LINE 32 OR EQUIVALENT �� 47 9 w� STEg�� O3 �SSjONAL 09/20/2023 A PROJECT PREPARED FOR PREPARED BY APPROVALS SHEET NO y 52. CENTENNIAL PARK II AMA CARPORTS ' N DESIGNED A 0 B 5-STALL CARPORT ROOF FRAMING PLAN ARLINGTON, WA 98223 CARPORTS OF WASHINGTONEg9, Sitts&hill DRAM AMA 4 SCALE: 1/8" = 1'-0 SHEET TITLE P.O. BOX 2389 CHECKED CiT M BUCKLEY, WASHINGTON 98321 CIVIL I STRUCTURAL SURVEY DATE 01/31/24 5-STALL FOUNDATION 4815CENTERSTREET I TACOMA,WA.98409 AS NOTED 201L / AND FRAMING PLANS PHONE:(253)4749419 I FAX:(253)47d0153 SCALE Wp:l—iftsnill—W 0 SW 1 /4, SW 1 /4, SECTION 23, TOWNSHIP 31 NORTH, RANGE 3 EAST, W.M. \\ I �OW:14475 I _I}4--� TOP:144.38 rCH 742- / TOW:143.75 TOE:141.50 IE:135.74 ____ lrow:laz.7s I TOE:143.30 Yow:1a5.75§�' \ CATCH BASIN SCHEDULE ENGINEERING TOP:142.75 _-J \ _ TOE:140.0 STOP:144.38 TOE:137.0 -__ --_ \_ ---TOE 44.50_' - 250 4TH AVE. S., SUITE 200 RAILING OR FENCE TOW:143.25 TOW:142.7Ti- - 1 54"0 TYPE II W/SOLID LID EDMONDS, WASHINGTON 98020 --735.36(2"DS) TOP:142.64 iD'elr.Y'r ARLINCTOOL STORM DD7�INAGE EASEMENT -- -TOW:144.75 390 LF 48"0 DUROMAXX DETENTION PIPE,W/(z) O RIM:143.16 PHONE (425)778-8500 CENTERED ON WALL- TOP:142.18 TOW:143.25" - TOP:143.80 135 LF,AND(1)120 LF RU_NS W (4)3 LF CONNECTORS -1 T- T - TQE:136.0 DOE:13_5.0 __ __ IE:136.64(18"E)(TIE IN EXIST SD) FAX (425) 778-5536 _-TOP:142.76 TOE:140.0 �T TOW:142.75 TOW:142.7�i� f142.50 rOP:142.33 TOW:i45.75 777 IE:136.64(18"NW) / TOE:142.0 \ ) TOW:146.5 EXPAND CARPORT 24"ADS PIPE \ C3.3 RETAINING WALL \ TOP:142.18 TOP:142.21 �TOE:137.0 \ 143.03 \ TOP:144.75 TOP:146.30 \ - TOE:1_36.0 I TOW:143.75 TpE:142.50 LLS IE:135.74 - �; TOE:135.0 I TOE:143.26 143.66 \ / TOE: Z 54"0 TYPE II W/SOLID LID 142.22 -\ \ TOW�146.75 I :147.75\ GRIM:141.95 \ TOW:143.25 =- - \ I TOE:142.0 143.39 TOP:145.70 142.21 T-- \ TOP:146.30 i IE:136.0(36"E) TOP:1140.0 / 142.76 E:14 L GUI TOE142.75� 142.03 TOE:144.150 SDCO,TYP FLOW COTROL STRUCTURE ¢F'pY WA lc6 142.75 � �� � � � - I -- -_- �c ,14330 F I `. • fl \ \ 147.14 ORIM:11.9II W/SOLID LID I` RIM:141.95 142.15 __142.69-� -__- __- 3 147.70 - IE:135.98(18SE) 145.4k IE:135.98(18"NW) SlTEttEp\ �\ 142.32 IE:135.98(12"NE) TONAL 142.14 145/10 I< 140. \ 146.40 05/2'J 144. TYPE I CB 40 LF"18"ADS @0.5% 4LF'12"P 5%0 @ . ® _ \ � 141.89 az 141.95 147A 143.16 � \ ACCESS I I I RIM:141.40(RAIN GARDEN OVERFLOW) ALTER EXISTING ROCKERY \ 3 �,`�\ .` \ I IE:138.50(6"PERF PVC E&W) 142.2 5% RISER, 0 TOW* 42. I 14720 IE:138.50(12"N) New location based PVC C6 141.80 TOP: 42.2 5L `12" VC 144.13 q 6 TOW 143.2 I \ AS x,F" 141.79 TOE: 40.4 @ .5% N TOP: 41.7 on new plan issuance �� 141.5 145.6 TYPE I CB W/SOLID LID \ 5 TOE: 40.4C I - O and design changes \\ 142.6 141.72 1. 4169 \ ( e PVC 05%( ( 142.7 \ ( 1 I EIM 38.40(12"S) to the parking lot. TOW:142.25( \ t P g TOP:141.40 r IE:138.30(12"N) DRAIN \ 1 0 I 147.0 TOE:140.40 TOW:14325 I 1 IE(6"S):1 8.30 4030 I FLOW ENTRANCE 4 .I-- ---- .' TOP:142.72 I - Q Q 144.79 I 42.3 W/ROCK SPILL C3.2 `\ \ - - - -°0 - - - '- Uo. . - TOE:140.40 1 I 13 IE(6"E):138.20 ,-•-,- 148.27 PAVEMENT Q WAY PAD, 72 o ( I SECTION 142.6 141.72 \ I Pl v II zp 142 72 ILIN OR FE CE 2 0 'o j RETAINING( \ 3 e O m m w w 141.0 WALL Ow: 42.25 NTE DON ALL 144.33 142.15 3 \ a 143.3 12 \ - d y=j oP: 1.40 1 Red line Ee C3.3 TOEy 0.40 d 1 1.75 TOW: 43.2 x 75 LF•-6"PVC @ 1,4% •42 / 14,.ao TOP: 4z.n Indicates power g g g g T W:1 .25 r 144.27 0 run far carport- �\ `� TOE:140.40 ac ac TOP:141.75 � P w w w w w 141.s9\ TOE:140.40 lighting. C1 d d d d ALTER EXISTING ROCKERY 142.57 / 141.80 \ 141.95 142.12 143.16 I 144.13 I r� AS REQUIRED FOR / \�\ l I CONSTRUCTION 142.50 ` -141.89 132 LF^•18"ADS @ 0.5 U 145.0 I --- =r 14 30 1142.38 142.09 \�\ \/ 1145.7 m m m m 1 143.8 \, 142.38 143.29 43 8 I w N N N N -I ---9 142.57 - Q 00 O rn-I O I �'I\ \ 2. 1 -3' 1 potential footing conflict _ 0 0 0 .� 1 V 1 -� _ here with the 18"storm 12"YARD DRAIN (pink).Need to change the 1210 RIM:142.40 �` -' �� �� �,� �� \� fooling design here to the Q j IF(6"S):139.35 \ A/VV 40 F ` I c �. IL(6'N):139.25 - - - alternate"shallow"footing.. 2.36 142.36142.05 --- \ 142.6 4' 1 142.74 143.75 ( CARPORT,TYP DESIGN: BJL 1 50 LF^6'PVC @ 0.5% � � � �� I I l,-6'PVC @0.5% I \ \ 144.77 1 50 LF"6'PVC @ 1.9% - - ii^ / x ATD 142.92\. 144.70 �_ 144.22 - i i 18"0 DRAIN LINE TO EXPAND a - - BE TIED INTO CB ril 7 \ CHECK' JPU MATCH EXIST GRADE, - i TO COVE 5 STALLS ASPHALT CONCRETE 142.95 .: " /j °.. '., a / x _ WEARING COURSE TYP ,.. 144.1 JOB NO: 23069.20 7S / - i x HMA CLASS 1/2"PG 6422 --i 145.35-x I (WSDOT STD SPEC 5-04.1) DATE: 04/1 8/23 DETECTABLE \� 3.55 o TOG WARNING - CRUSHED SURFACING 44.60 144.C5 ,,�,,,, 144.20 I STRIP,TYP CURSE(WSDOT ______ / -- -- -- o° ° oO o° STD SPEC 9-03.9(3)) / 142.75 12 YARD DRAIN --- -- _- - o 0 0 STALL 8"CMP STANDPIPE ON �J RIM:141.70 ) - -' -- -- ____-- / I Q,° o Q,° o Q>° IE(6'E):139.70 -143.25 -- / I 1 STRUCTURAL FILL(SEE NOTE 7) EXIST CB WEST OUTLET 142 6o X / T P OF STANDPIPE ELEV:139.15 IE(6"W):139.60 12"YARD DRAIN 12"YARD DRAIN _ z GRAVEL BORROW(WSDOT STD RIM:141.80 RIM:142.5 I SPEC 9-03.14(1)) EXISTTVPE IL CB Hl C,�.. T IE(6'E):140.05 IE(6"W):141.0 I - RIM:141.84 12' 1 - 143.90 144.20 PERMEABLE BALLAST Z IE(8"E,W):138.88 I I I I DRAINAGE LAYER(SEE NOTE 7) O II II II - I 1I (WSDOT STD SPEC 9-03.9(2)) I _ z I I MIRAFI 140N NON-WOVEN l I 144.55 -0 GEOTEXTILE FABRIC OR Q W --- I I _ APPROVED EQUAL Q _____ 144.85 --_ I _ _ Q NATIVE MATE TO BE /n III III-� III-� -� APPROVED BY GEOTECHNICAL Y Q v/ u l l I Ji j ENGINEER M � J pQ a W N 0 17 VL i _ 0- Z N GRADING AND DRAINAGE PLAN © TYPICAL PAVEMENT SECTION rn Y W 0 w 1 SCALE: 1"=20' SCALE: 1"=1'4" CII� > Q GRADING AND DRAINAGE PLAN NOTES: 20 0 SO 20 40 CL Q Z J 'Q�rr�� 1. SOILS REPORT Q Z V REPORT NUMBER: 22450-002-01 PREPARED BY: GEO ENGINEERS PAVING LEGEND DATED: APRIL 5,2023 - NEW ASPHALT/UTILITY SAWCUT Z CO 0 Z 2. ALL DISTURBED AREAS ON AND OFF-SITE SHALL BE COMPOST-AMENDED PER THE REQUIREMENTS OF BMP W OVERLAY EXISTING ASPHALT Z Z TS.131N THE STORMATER MANUAL VOLUME V,CHAPTER 11. Ld N Z M 3, TOW REFERS TO THE TOP OF THE CONCRETE WALL,TOP AND TOE REFER TO FINISHED GRADE ATTHE TOP AND NEW CONCRETE Z M J 0QN: Q BOTTOM OF THE WALLS,RESPECTIVELY. LL.I 'f�^ J 4. A TYPE II CATCH BASIN IS REQUIRED WHENEVER RIM TO INVERT EXCEEDS 5'. 5. A MINIMUM OF 2'OF COVER IS REQUIRED FOR ALL PIPES LOCATED UNDER DRIVEABLE SURFACES AND 1'OF GRADING QUANTITIES {EET: COVER UNDER LANDSCAPE SURFACES. TOTAL EXCAVATION(CUT)- 2,600 CU YDS TOTAL 6. NEW/REPLACED IMPERVIOUS SURFACE:29,034 SF.24,437 SF RUNOFF ROUTED TO BIORETENTION/DETENTION EMBANKMENT(FILL)- 7,000 CU YDS SYSTEM THROUGH SHEET FLOW.4,597 SF RUNOFF ROUTED TO PHASE I INFILTRATION SYSTEM THROUGH TOTAL 9,600 CU YDS CATCH BASINS/CONVEYANCE PIPES. =QUANTEITVIESLSHOWN ABOVE ARE FOR THE PERMIT PROCESS ^^.� 7. CONTRACTOR SHALL PROVIDE FOOTING AND PAVEMENT SUBSTRATE PREPARATION,FILL,COMPACTION,AND ESARE APPROXIMATE.DO NOT USE FOR /`v__V!DRAINAGE PER GEOTECHNICAL REPORT.GEOTECHNICAL ENGINEER SHALL OBSERVE EXCAVATED SOIL ,OR ESTIMATING PURPOSES. CONDITIONS DURING CONSTRUCTION(AND GROUNDWATER CONDITIONS)AS REQUIRED,AND PROVIDE ADDITIONAL RECOMMENDATIONS IF NECESSARY BASED ON ACTUALSITE CONDITIONS. Structural Calculations Centennial Park II Carports 17321 67th Ave NE Arlington, WA 98223 prepared for: CARPORTS OF WASHINGTON P.O. BOX 2389 BUCKLEY, WA 98321 prepared by: I sifts&hill 4815 Center Street Tacoma, WA 98409 September 20, 2023 S&H Job Number 20,237 Centennial Park II Carports 17321 67th Ave NE Arlington, WA 98223 CALCULATIONS PREPARED FOR CARPORTS OF WASHINGTON P.O. BOX 2389 BUCKLEY, WA 98321 J. WAs 47 9 l�yty Cyr AL S't �SSI�NAL",' 09/20/2023 PREPARED BY ap,9 sitts&hill 4815 Center Street Tacoma, WA 98409 September 20, 2023 S&H Job Number: 20,237 S�lls&h�ll Designed: AMA Date: 08/07/2023 Project Number: 20,237 Checked: cJT Date: 08/11/2023 Tacoma,WA (253)474-9449 Project: CENTENNIAL PARK II CARPORTS CALCULATION INDEX BASIS2 DESIGN LOADS CARPORT SPECIFICATIONS 4 LATERAL ANALYSIS 5 - 9 TYPICAL MEMBER CHECKS 10 - 21 DECKING 10-11 DECKING-PURLIN CONNECTIONS 12 PURLINS 13 -14 PURLIN-BEAM CONNNECTIONS 1S-16 BEAMS 17 POSTS 18 FOOTING 19-20 ALTERNATE FOOTING 21 APPENDICES ENERCALC REPORTS SITE CONDITIONS S�lls&h�ll Designed: AMA Date: 08/07/2023 Project Number: 20.237 Checked: cJT Date: 08/11/2023 Tacoma,WA (253)474-9449 Project: CENTENNIAL PARK II CARPORTS BASIS FOR DESIGN BUILDING CODE: 2018 edition of the International Building Code with State of Washington amendments shall be used and supplemented with ASCE 7-16. RISK CATEGORY: II. GRAVITY LOADS: Roof snow load: 25 psf. Roof dead load: self-weight. LATERAL LOAD CRITERIA: Wind speed:98 mph.Exposure: C. Seismic site class: D. Seismic design category: D. FOUNDATIONS: Allowable soil bearing pressure: 1,500 psf. Soil report supplied by GeoEngineers;project no.22450-002-01. Concrete footings shall bear on Alluviaum or advanced outwash or compacted fill pads per the Geotech report 18"minimum below finished grade. STRUCTURAL STEEL: Hollow Rectangular Steel ASTM A500 Grade B 46 ksi Bolts ASTM 307 Grade A Nuts ASTM A563 Flat/Beveled Washers ASTM F463 Direct Tension Washers ASTM F595 Metal Roof Deck ASTM A792 60 ksi Cold-Formed Shapes IASTMA653 50 ksi Wide Flange Steel 1ASTM A992 Grade 50 50 ksi S�lls&h�ll Designed: AMA Date: 08/07/2023 Project Number: 20.237 Checked: cJT Date: 08/11/2023 Tacoma,WA - (253)474-9449 Project: CENTENNIAL PARK II CARPORTS DESIGN LOADS SNOW LOAD: Snow Load: 25 PSF DEAD LOAD: Roofing: 0.91 PSF Misc.Flashing: 0.12 PSF 1.03 PSF S�lls&h�ll Designed: AMA Date: 08/07/2023 Project Number: 20.237 Checked: cJT Date: 08/11/2023 Tacoma,WA (253)474-9449 Project: CENTENNIAL PARK II CARPORTS CARPORT SPECIFICATIONS DESIGN IS BASED ON A TYPICAL 4-STALL CARPORT WITH 9'-0"x 18'-0"STALLS. OA BQ C D 36'-0' 9'-0" 18'-0" 9'-0" 1 0 2 0 ro o m 3 3 2 O1 4'-0" 10' o" 1/4:12 w��v%vi�wv��wviwiw%vv a /vvi/viwiwiv�i vwi viwi/vi� \/\//\/\/\/\/\/\/\/\�\ CARPORT DIMENSIONS: A:=36 ft carport roof length 8:=18 ft carport roof width h:=8 ft average height of carport roof,structural height S�lls&h�ll Designed: AMA Date: 08/07/2023 Project Number: 20.237 Checked: cJT Date: 08/11/2023 Tacoma,WA (253)474-9449 Project: CENTENNIAL PARK II CARPORTS LATERAL ANALYSIS SEISMIC DESIGN CRITERIA: Horizontal seismic forces shall be determined as permitted by 2018 IBC Section 1613.1 in ASCE 7-16 Section 12.8 with the Equivalent Lateral Force Procedure. R:=1.25 response modification coefficient,Table 12.2-1 /e:=1.00 seismic importance factor,Table 1.5-2 Ct:=0.02 building period coefficient,Table 12.8-2 x:=0.75 building period coefficient,Table 12.8-2 To:=Ct hX f t X /=0.095 s approximate fundamental period,Section 12.8.2.1 J T:= To as permitted by Section 12.8.2 D Seismic Design Category SDS:=0.84 design,5%damped,spectral response acceleration parameter at short periods,Section 11.4.2 SDI:=0.713 design,5%damped,spectral response acceleration parameter at short periods,Section 11.4.2 Cs1:= RS =0.672 seismic response coefficient, (12.8-2) (/e) Cs2:= SDI (S)=5.996 seismic response coefficient, (12.8-3) T \/e/ Cs:=max min(Cs1,Cs2) ,0.044 SDS /e7 0.01)=0.672 per 12.8.1.1 STRUCTURE SEISMIC WEIGHT: wdeck:=1.03 psf wbeam:=10 plf wpu'&':=6.43 plf wpost:=11.97 plf WE:= wdeck A B+2 Wpurlin A+2 wbeam (10 ft)+2 I wpost 11 hll=1426.16 lbf \2 JJ HORIZONTAL SEISMIC FORCE: p:=1.3 redundancy factor,Section 12.3.4.2 Eh:=p Cs WE=1245.9 lbf per Section 12.4.2.1 S�lls&h�ll Designed: AMA Date: 08/07/2023 Project Number: 20.237 Checked: cJT Date: 08/11/2023 Tacoma,WA (253)474-9449 Project: CENTENNIAL PARK II CARPORTS WIND DESIGN CRITERIA: Velocity pressure shall be determined as permitted by 2018 IBC Section 1609.1 in ASCE 7-16 Chapter 26. V:=98 mph basic wind speed,Section 26.5 C exposure category,Section 26.7.3 KZ:=0.85 velocity pressure expose coefficient,Table 26.10-1 KZt:=1.0 topographic factor,Section 26.8.2 Kd:=0.85 wind directionality factor,Table 26.6-1 Ke=0.995 ground elevation factor,Table 26.9-1 qZ:=0.00256 KZ Kt Kd Ke VZ ( psf /=17.676 psf velocity pressure, (26.10-1) I\mph J qh:=qz as permitted by Section 26.10.2 S�lls&h�ll Designed: AMA Date: 08/07/2023 Project Number: 20,237 Checked: cJT Date: 08/11/2023 Tacoma,WA (253)474-9449 Project: CENTENNIAL PARK II CARPORTS WIND DESIGN CRITERIA FOR MAIN WINDFORCE-RESISTING SYSTEM: Vertical forces applied to MWFRS will be determined using Directional Procedure,as outlined in Chapter 27 of the ASCE 7-16. Diagrams L L 0.5L O.SL 0.5L 0.5L CN W- CM, Wind CNL CNW Wind Direction Direction j It 0 ►r h 0y=180° Y-�° 77 Notation L=Horizontal dimension of roof,measured in the along-wind direction,ft(m). h=Mean roof height,ft(m). y=Direction of wind,degrees. 0=Angle of plane of roof from horizontal,degrees. Net Pressure Coefficient, CN Wind Direction,y=0° Wind Direction,r_180` Clear Wind Flow Obstructed Wind Flow Clear Wind Flow Obstructed Wind Flow Root Angle,a Load Case CNw CNL Cnw CNL Caw CNL CNw CNL 01 A 1.2 0.3 —0.5 —1.2 1.2 0.3 —0.5 —1.2 B —1.1 —0.1 —I.I —0.6 1.1 —0.1 —LI —0.6 ASCE 7-16 Table 27.3-4 0:=atan(0.251=1.2 ° roof slope,1/4: 12,in degrees,use 0 deg.load coefficients 12 J CASE A: CNWA:=1.2 CASE B: CNWB:=-1.1 CNLA:=0.3 CNLB:=—0.1 G:=0.85 as permitted by 26.11.1 PNWA:=9h G CNwA=18.03 psf (27.3-2) PNLA:=9h G CNLA=4.51 psf PNwB:=9h G CNwB=—16.53 psf PNLB:=9h G CNLB=-1.5 psf .S�II.S&h�ll Designed: AMA Date: 08107/2023 Project Number: 20.237 Checked: CJT Date: 08111/2023 Tacoma,WA • (253)474-9449 project: CENTENNIAL PARK II CARPORTS Horizontal forces applied to MWFRS will be determined using Directional Procedure,as outlined in Chapter 29 of the ASCE 7-16. Force Coefficients, Cf Rounded Members D q;:SL5 DV'g7,>2.5 E Rat-Sided Members (D q,<5.3)3.1 (D gz->5.3)9.1 <0.1 2.0 1.2 0.8 0.1 to 0.29 1.8 1.3 0.9 0.3 to 0.7 1.6 1.5 1.1 Notation e=Ratio of solid area to gross area D=Diameter of a typical round member,in ft(m) qZ=Velocity pressure evaluated at height z above ground, in lbiftz (N/mZ) Notes 1. Signs with openings making up 30% or more of the gross area are classified as open signs. 2. Calculation of the design wind forces shall be based on the area of all exposed members and elements projected on a plane normal to the wind direction. Forces shall be assumed to act parallel to the wind direction. 3. Area Af consistent with these force coefficients is the solid area projected normal to the wind direction. ASCE 7-16 Table 29.4-2 D:=1 ft approximate depth of purlin and roof decking E:= D 8+h (6 in) =0.153 hB Cf:=1.8 per Table 29.4-2 Pf:=max(qh G Cf.16 PSA=27.04 psf (29.4-2) S�lls&h�ll Designed: AMA Date: 08/07/2023 Project Number: 20.237 Checked: cJT Date: 08/11/2023 Tacoma,WA (253)474-9449 Project: CENTENNIAL PARK II CARPORTS WIND DESIGN CRITERIA FOR COMPONENTS AND CLADDING: Vertical forces applied to C&C will be determined using Directional Procedure,as outlined in Chapter 30 of the ASCE 7-16. Diagrams a • L --� 3 a z 1 z n 0 E�a ELEVATION PLAN Notation a=10%of least horizontal dimension or 0.4h,whichever is smaller but not less than 4%of least horizontal dimension or 3 ft(0.9 m). h=Mean roof height,in ft(m). L=Horizontal dimension of building,measured in along-wind direction,in ft(m). 9=Angle of plane of roof from horizontal,in degrees. Net Pressure Coefficients, CN Roof Effective Wind Clcar%%ind Flow An 1c.9 Area Zone 3 Zone 2 Zone I <_a' 2.4 —3.3 1.8 —1.7 1.2 —LI <—>a'. 4.Oa' 1.8 —1.7 I'S —1.7 1.2 —1.1 >4.0a'- 1.2 —1.1 1.2 —1.1 1.2 —1.1 ASCE 7-16 Table 30.7-1 a:=max(min(0.1 8,0.4 h),0.04 8,3 ft)=3 ft a =9 ft2 4 a2 =36 ft2 Effective Wind Area must be determined per component to obtain the appropriate Net Pressure Coefficient for C&C. S�lls&h�ll Designed: AMA Date: 08/07/2023 Project Number: 20.237 Checked: cJT Date: 08/11/2023 Tacoma,WA (253)474-9449 Project: CENTENNIAL PARK II CARPORTS TYPICAL MEMBER CHECKS DECKING: V-LINE 32, 26 GA. SECTION PROPERTIES AND GENERAL INFORMATION `` 35/s" 49/16' 1g�e' 32"Coverage SECTION PROPERTIES Top in Compression Bottom in Compression Inward Outward Ga. Width Yield Weight Load Load (in.) KSI PSF Ixx Sxx Ixx Sxx ln11ft InYfta s 5' 1 6' 1 7' 1 8' 9' 10' 5' 1 6' 1 7' 1 8' 1 9' 1 10' 26 32" 60 0.91 0.0619 0.0847 0.0619 0.0833 70 52 33 22 16 11 71 53 33 22 16 11 24 32" 50 1.20 0.0870 0.1217 0.0874 0.1209 102 70 44 29 21 15 103 70 44 29 21 15 22 32" 50 1.57 0.1163 0.1623 0.1200 0.1683 147 92 58 39 27 1 20 1 143 1 92 58 39 27 20 1. Theoretical section properties have been calculated per AISI 2001"Specification for the Design of Cold-formed Steel Structural Members." Ixx and Sxx are effective section properties for deflection and bending. 2. Allowable load is calculated in accordance with AISI 2001 specifications considering bending,shear,combined bending and shear,deflection. Allowable load considers the worst case of 3 and 4 equal span conditions. Allowable load does not address web crippling or fasteners/support connection and panel weight is not considered. 3. Deflection consideration is limited by a maximum deflection ratio of 1JI80 of span. 4. Allowable loads do not include a 1/3 stress increase in uplift. Decking Specifications: . 4 /:=0.0619 in ft . 3 Sneg:=0.0833 m ft . 3 Spos:=0.0847 in ft F 60ksi=35.9ksi allow'—_ 1.67 �moin'=10 ft length of main span Icant:=4 ft length of cantilevers b:=32 in width of one sheet of decking Loading per DESIGN LOADS D:= wdeck=1.03 psf weight of decking per square foot S:=25 psf snow load S�lls&h�ll Designed: AMA Date: 08/07/2023 Project Number: 20.237 Checked: cJT Date: 08/11/2023 Tacoma,WA (253)474-9449 Project: CENTENNIAL PARK II CARPORTS Loading for Max.Bearing: D+S w:=D+5=26.03 psf 1 z lbf•ft Mneg`=2 W (cant =208.24 ft M = 1 w (main z —Mneg=117.135 lbf•ft pos 8 ft fneg:= Mneg =29.999 ksi fneg =83°7c Sneg Fallow fpos fpos:= Spas =16.595 ksi alto =46% pos allow Loading for Max.Uplift: 0.6D+0.6W Ar:=B b=48 ft2 CN:=—1-1 per Table 30.7-1 W:=min(qh G CN,—16 psf)_—16.527 psf w:=0.6 D+0.6 W=—9.298 psf 1 z lbf•ft Mpos'=—2 W (cant =74.384 ft 1 z lbf•ft Mneg'=—8 W (main —Mpos=41.841 ft Epos pos =10.539 ksi fpas =29% Spas allow fneg:= Mneg =6.028 ksi fneg =17% Sneg Fallow V-LINE 32,26 GA.DECKING IS ADEQUATE S�lls&h�ll Designed: AMA Date: 08/07/2023 Project Number: 20,237 Checked: cJT Date: 08/11/2023 Tacoma,WA (253)474-9449 Project: CENTENNIAL PARK II CARPORTS DECKING-PURLIN CONNECTION: #12-14 TEK SCREWS Wind Loadingg(C&C Zone 3l) AT:= 4 b I 1 imoin+lconlJ=6 ft2 tributary area of(1)screw CN:=—3.3\ per Table 30.7-1 W:=min(qh G CN,—16 ps4=—49.6 psf Loading for Max.Uplift: 0.61)+0.6W R:=(0.6 D+0.6 W) AT=—174.8 (bf uplift reaction for(1) screw Allowable Pullover t1:=0.0179 in t2:=0.415 in Fu:=82 ksi Ppullover:= 1.5 tf t2 Fu=304.6 lbf allowable pullover load —R =57% Ppullover Allowable Pullout: TABLE 2—ALLOWABLE TENSILE PULL-OUT LOADS(P WTIQ),pounds-force"z 3,4,s Steel F.=45 ksi,Applied Factor of Safety,S1=3.0 Nominal Design Thickness of Member Not in Contact with ead(in) Screw DesiDesignation Diameter 9 (in.) 0.018 0.024 0.030 0.036 0.048 0.060 0.075 0.105 0.125 0.187 0.250 10-16 0.190 44 58 73 87 116 145 182 254 303 6 6 12-14,12-24 0.216 50 66 83 99 132 165 207 289 344 515 689 /4-14, /4-28 1 0.250 57 77 96 115 153 191 239 398 596 797 ForSl:1 inch=25.4mm,1lbf=4.45N,1 ksi=6.89MPa. 'For tension connections,the least of the allowable pull-out,pullover,and fastener tension strength found in Tables 2,3,and 5,respectively,must be used for design. ZAN SI/ASME standard screw diameters were used in the calculations and are listed in the tables. 3The allowable pull-out capacity forother member thickness can be determined by interpolating within the table. 'To calculate LRFD values,multiply values in table by theASD safety factor of 3.0 and multiply again with the LRFD m factor of 0.5. 'For F.=58 ksi,multiply values by 1.29;for F.=65 ksi,multiply values by 1.44. 60utside drilling capacity limits. Ppullout:=289 (bf allowable pullout load per Table 2,ESR-1979 —R =60% Ppullout #12-14 TEK SCREWS @ 9"O.C.ARE ADEQUATE S�lls&h�ll Designed: AMA Date: 08/07/2023 Project Number: 20.237 Checked: cJT Date: 08/11/2023 Tacoma,WA (253)474-9449 Project: CENTENNIAL PARK II CARPORTS PURLINS: COLD-FORMED, STRENGTHENED C-SECTIONS Purlin Specifications: �moin'=2 A=18 ft length of main span �cont'= 4 A=9 ft length of cantilevers b:= 2 B=9 ft tributary width of(1)purlin D:=D b+ Wpurlin=15.7 plf Loading for Max.Bearing: D+S w:=D+5 b=240.7 p(f R,:=W 12 'main+". =4.333 kip Mx,:=max 12 w Icont2 ,8 w 1moi,2 I=116.98 kip•in Vy,:=Max\2 (Imain2 +Icant2) 2 W (Imain2 —Icant2) 7 w lcant l=2.708 kip lmain main / Loading for Max.Bearing: 0.6D+0.6W Ar:=A b=324 ft2 tributary of(1)purlin CN:=—1-1 per Table 30.7-1 W:=min(qh G CN,—16 psf =—16.527 psf w:=0.6 D+0.6 W b=-79.825 plf R2:=w 12 Imain+1cantJ=-1.437 kip Mx2:=Max(2 w 1cont2 , 8 W imoin2 J=—38.79 kip•in Vy2:=Max\2 (Imain2 +Icant2) 2 � (Imain2 —Icant2) , w Icont l=—0.539 kip lmain main / Maximum Values: R:=max(R,,abs(R2))=4.333 kip Mx:=max(Mx,,abs(Mx2))=116.98 kip•in Vy:=max(Vy,,abs(Vy2))=2.708 kip S�lls&h�ll Designed: AMA Date: 08/07/2023 Project Number: 20.237 Checked: cJT Date: 08/11/2023 Tacoma,WA (253)474-9449 Project: CENTENNIAL PARK II CARPORTS Deflection Check: d ._ 1m°in =1.2 in allowable deflection per IBC Table 1604.3 ° 180 w:=S b=225 plf lX:=26.628 in4 E:=29000 ksi 4 d 5 w 1m°in =0.688 in d =57% 384 E/, Q° PER ATTACHED,COLD FORMED CS 10"x 3 1/2", 12 GA.PURLINS OK Fully Braced Strength -AISI S100-16/S1-18, US, ASD Material Type: A653 SS Grade 55, Fy=55 ksi Axial Positive Bending Positive Bending Pao 33.509 k Maxo 161.35 k-in Mayo 37.56 k-in Ae 1.0967 in2 Ixe 25.680 in4 Iye 2.873 in4 Ta 60.367 k Sxe(t) 4.8990 in3 Sye(1) 2.9300 in3 Sxe(b) 5.3972 in3 Sye(r) 1.1406 in3 Shear Vay 9.936 k Negative Bending Negative Bending Vax 12.252 k Maxo 161.35 k-in Mayo 35.22 k-in Ixe 25.680 in4 Iye 2.393 in4 Torsion Sxe(t) 5.3972 in3 Sye(l) 1.8956 in3 Ba 135.19 k-in2 Sxe(b) 4.8990 in3 Sye(r) 1.0695 in3 Member Check -AISI S100-16/S1-18, US, ASD Material Type: A653 SS Grade 55, Fy=55 ksi Design Parameters: Lx 18.000 ft Ly 0.000 ft Lt 18.000 ft Kx 1.0000 Ky 1.0000 Kt 1.0000 Cbx 1.0000 Cby 1.0000 ex 0.0000 in Cmx 1.0000 Cmy 1.0000 ey 0.0000 in Braced Flange: Top k� 0 k Red. Factor, R: 0.4 Lm 18.000 ft Loads: P Mx Vy My Vx (k) (k-in) (k) (k-in) (k) Entered 0.000 116.98 2.708 0.00 0.000 Applied 0.000 116.98 2.708 0.00 0.000 Strength 15.231 144.05 9.936 22.78 12.252 Interaction Equations Eq. H1.2-1 (P, Mx, My) 0.000 + 0.812 + 0.000 = 0.812 <= 1.0 Eq. H2-1 (Mx, Vy) Sgrt(0.526 + 0.074)= 0.775 <= 1.0 Eq. H2-1 (My, Vx) Sgrt(0.000 + 0.000)= 0.000 <= 1.0 S�lls&h�ll Designed: AMA Date: 08/07/2023 Project Number: 20.237 Checked: cJT Date: 08/11/2023 Tacoma,WA (253)474-9449 Project: CENTENNIAL PARK II CARPORTS PURLIN-BEAM CONNECTION: 112" DIA. BOLTS RI=4332.6 !bf ASD-level bearing force —R2=1436.841 (bf ASD-level uplift force Shear due to lateral forces (Seismic and C&C Horizontal Loading) are omitted as vertical forces will govern. Shear in Purlin: f2v1:=2.00 shear safety factor F,,:=60 ksi ultimate stress for ASTM A307 Gr.A, per AISC 1Sth Ed.Table 2-6 t:=0.1017 in design thickness of purlin e:=4.5 in distance between bolt holes Pnv1:=4 t e F„=109.84 kip Shear in Bolts: f2v2:=2.00 shear safety factor Fnv:=27 ksi nominal shear stress for ASTM A307 Gr.A,per AISC 1Sth Ed.Table 13.2 d:=0.5 in bolt diameter Ab:= 4 dz =0.196 in2 Pnv2:=4 Ab Fnv=21.206 kip Bearing Capacity of Bolts: f2b:=2.50 shear safety factor per AISI J3.3.1 d=4.916 t C:=3.0 bearing factor per AISI Table J3.3.1-1 mf:=0.75 modification factor for bearing connection type per AISI Table J3.3.1-2 Pnb:=4 C mf d t F„=27.459 kip (Eq.J3.3.1-1) S�lls&h�ll Designed: AMA Date: 08/07/2023 Project Number: 20.237 Checked: cJT Date: 08/11/2023 Tacoma,WA - (253)474-9449 Project: CENTENNIAL PARK II CARPORTS Po;=min Pnv1 Pnvz Pnb 10.603 kip allowable shear for(4) 0.5-in bolts Ov1 Dv2 Db max(R1,—R2) — 41% Pa (4) 1/2-in A307 Gr.A BOLTS OK S�lls&h�ll Designed: AMA Date: 08/07/2023 Project Number: 20.237 Checked: cJT Date: 08/11/2023 Tacoma,WA (253)474-9449 Project: CENTENNIAL PARK II CARPORTS BEAM: HOT-ROLLED WIDE FLANGE Beam Specifications: L:=10 ft Nominal Loads on Beam for ENERCALC: Po:=12 Imoin+Icon,) D=0.2826 kip dead point load at each end of beam PS:=(1 A B) S=4.05 kip snow load at each end of beam `4 PW1:=PNWB (1 A B)=—2.6773 kip MWFRS force at one end of beam `4 PW2:=PNLB (1 A BJ=—0.2434 kip MWFRS force at other end of beam `4 PER APPENDIX,W8x10 BEAMS OK S�lls&h�ll Designed: AMA Date: 08/07/2023 Project Number: 20.237 Checked: cJT Date: 08/11/2023 Tacoma,WA (253)474-9449 Project: CENTENNIAL PARK II CARPORTS POST: HOLLOW STEEL SECTION Strength-Level Input Values for ENERCALC Gravity Load on Post: Po:=2 Po+L Wbeam=0.6652 kip Snow Load on Post: PS:=2 PS=8.1 kip Wind Force on Post: Vw:= 2 (1 ft) A Pf=0.4868 kip about weak axis of post Seismic Force for on Post: VE:=2 Eh=0.6229 kip about weak axis of post PER APPENDIX,HSS 6x4x3/16 OK S�lls&h�ll Designed: AMA Date: 08/07/2023 Project Number: 20.237 Checked: cJT Date: 08/11/2023 Tacoma,WA (253)474-9449 Project: CENTENNIAL PARK II CARPORTS FOOTING: CIRCULAR POLE FOOTING Strength-Level Input Values for ENERCALC Gravity Load on Footing: Po:=Po+h Wposr=0.761 kip Snow Load on Footing: PS=8.1 kip Wind Force on Footing: Vw=0.4868 kip Seismic Force on Footing: VE=0.6229 kip Qmox:=1500 psf max.bearing pressure 4 (Po+PS) min =32.9 in n'Qmax S�lls&h�ll Designed: AMA Date: 08/07/2023 Project Number: 20.237 Checked: cJT Date: 08/11/2023 Tacoma,WA (253)474-9449 Project: CENTENNIAL PARK II CARPORTS UPLIFT CHECK WITH SOIL CONE THEORY DIAMETER:=36 in DEPTH:=3.75 ft 0:=30 ° V:=110 pcf Vconc:=150 pcf I I I I r I I I I I I I I I I' I da < .n 4 / \ a n DIAMETER V- VFTG:= n DEPTH DIAMETERz =26.507 ft' 4 r:=DEPTH tan + DIAMETER=3.665 ft hcone:= tan(0) 6.348 ft Vsoil:=13 rZ hconel— VFTG=62.789 ft3 wFTG&cone:=Vconc VFTG+V Vsoil=10.88 kip PDreq'e:= 4 A 8 (—PNWB—PNLB)=2.92 kip PDregd _27% wFTG&cone PER APPENDIX,36-in DIA.x 3.75-ft DEEP FOOTING OK S�lls&h�ll Designed: AMA Date: 08/07/2023 Project Number: 20.237 Checked: cJT Date: 08/11/2023 Tacoma,WA (253)474-9449 Project: CENTENNIAL PARK II CARPORTS TYPICAL ALTERNATE FOOTING: SOUARE SPREAD FOOTING Strength-Level Input Values for ENERCALC Gravity Load on Footing: Po=0.761 kip Snow Load on Footing: PS=8.1 kip Wind Uplift Load on Footing: PW:=—PDreq'd=—2.9207 kip Wind Force on Footing: Vw=0.4868 kip MW:= VW h=3.8943 kip•ft Seismic Force on Footing: VE=0.6229 kip ME:= VE h=4.9836 kip•ft PER APPENDIX,4.2S-ft SQUARE x 2-ft DEEP SPREAD FOOTING w/(6) #4 BARS E.W.TOP&BOTTOM OK sifts hill APPENDIX Project Title: Engineer: Project ID: Project Descr: Steel Beam Project File:20237 Enercalc.ec6 LIC#:KW-06014086,Build:20.23.07.20 SITTS&HILL ENGINEERING,INC. (c)ENERCALC INC 1983-2023 DESCRIPTION: TYPICAL BEAM CODE REFERENCES Calculations per AISC 360-16, IBC 2018, CBC 2019,ASCE 7-16 Load Combination Set:ASCE 7-16 Material Properties Analysis Method Allowable Strength Design Fy:Steel Yield : 50.0 ksi Beam Bracing: Completely Unbraced E:Modulus: 29,000.0 ksi Bending Axis: Major Axis Bending D(0.2826)S(4.050)W(-2.677) D(0.2826)S(4.050)W(-0.2434) 6 - - W8x10 W8x1 O W8x10 Span=4.125 ft Span=1.750 ft Span=4.125 ft Applied Loads Service loads entered.Load Factors will be applied for calculations. Beam self weight calculated and added to loading Load(s)for Span Number 1 Point Load : D=0.2826, S=4.050, W =-2.677 k @ 0.0 ft Load(s)for Span Number 3 Point Load : D=0.2826, S=4.050, W =-0.2434 k @ 4.125 ft DESIGN SUMMARY • Maximum Bending Stress Ratio = 0.881 : 1 Maximum Shear Stress Ratio= 0.163 : 1 Section used for this span W8x10 Section used for this span W8x10 Ma:Applied 17.957 k-ft Va:Applied 4.374 k Mn/Omega:Allowable 20.377 k-ft Vn/Omega:Allowable 26.826 k Load Combination +D+S Load Combination +D+S Location of maximum on span 1.750 ft Span#where maximum occurs Span#3 Span#where maximum occurs Span#2 Maximum Deflection Max Downward Transient Deflection 0.301 in Ratio= 329 -180. Span:3:S Only Max Upward Transient Deflection -0.176 in Ratio= 564 -180. Span:3:W Only Max Downward Total Deflection 0.323 in Ratio= 306 -120. Span:3:+D+S Max Upward Total Deflection -0.092 in Ratio= 1077 -120. Span:3:+0.60D+0.60W Maximum Forces &Stresses for Load Combinations Load Combination Max Stress Ratios Summary of MomentValues Summary of Shear Values Segment Length Span# M V Mmax+ Mmax- Ma Max Mnx Mnx/Omega Cb Rm Va Max VnxVnx/Omega D Only Dsgn.L= 4.13 ft 1 0.061 0.012 -1.25 1.25 34.03 20.38 1.00 1.00 0.32 40.24 26.83 Dsgn. L= 1.75 ft 2 0.057 0.012 -0.00 -1.25 1.25 36.52 21.87 1.00 1.00 0.32 40.24 26.83 Dsgn. L= 4.13 ft 3 0.061 0.012 -1.25 1.25 34.03 20.38 1.00 1.00 0.32 40.24 26.83 +D+S Dsgn. L= 4.13 ft 1 0.881 0.163 -17.96 17.96 34.03 20.38 1.00 1.00 4.37 40.24 26.83 Dsgn. L= 1.75 ft 2 0.821 0.163 -0.00 -17.96 17.96 36.52 21.87 1.00 1.00 4.37 40.24 26.83 Dsgn. L= 4.13 ft 3 0.881 0.163 -17.96 17.96 34.03 20.38 1.00 1.00 4.37 40.24 26.83 +D+0.750S Dsgn. L= 4.13 ft 1 0.676 0.125 -13.78 13.78 34.03 20.38 1.00 1.00 3.36 40.24 26.83 Dsgn. L= 1.75 ft 2 0.630 0.125 -0.00 -13.78 13.78 36.52 21.87 1.00 1.00 3.36 40.24 26.83 Dsgn. L= 4.13 ft 3 0.676 0.125 -13.78 13.78 34.03 20.38 1.00 1.00 3.36 40.24 26.83 +D+0.60W Dsgn. L= 4.13 ft 1 0.264 0.128 5.37 5.37 34.03 20.38 1.00 1.00 3.43 40.24 26.83 Dsgn. L= 1.75 ft 2 0.246 0.129 5.37 -0.65 5.37 36.52 21.87 1.81 1.00 3.45 40.24 26.83 Dsgn. L= 4.13 ft 3 0.032 0.007 -0.65 0.65 34.03 20.38 1.00 1.00 0.18 40.24 26.83 +D+0.450W Dsgn. L= 4.13 ft 1 0.182 0.096 3.72 3.72 34.03 20.38 1.00 1.00 2.57 40.24 26.83 Project Title: Engineer: Project ID: Project Descr: Steel Beam Project File:20237 Enercalc.ec6 LIC#:KW-06014086,Build:20.23.07.20 SITTS&HILL ENGINEERING,INC. (c)ENERCALC INC 1983-2023 DESCRIPTION: TYPICAL BEAM Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Va ues Segment Length Span# M V Mmax+ Mmax- Ma Max Mnx Mnx/Omega Cb Rm Va Max VnxVnx/Omega Dsgn. L= 1.75 ft 2 0.170 0.097 3.72 -0.80 3.72 36.52 21.87 1.94 1.00 2.59 40.24 26.83 Dsgn. L= 4.13 ft 3 0.039 0.008 -0.80 0.80 34.03 20.38 1.00 1.00 0.21 40.24 26.83 +D+0.750S+0.450W Dsgn. L= 4.13 ft 1 0.432 0.096 -8.81 8.81 34.03 20.38 1.00 1.00 2.57 40.24 26.83 Dsgn. L= 1.75 ft 2 0.609 0.121 -0.00 -13.33 13.33 36.52 21.87 1.16 1.00 3.25 40.24 26.83 Dsgn. L= 4.13 ft 3 0.654 0.121 -13.33 13.33 34.03 20.38 1.00 1.00 3.25 40.24 26.83 +0.60D+0.60W Dsgn. L= 4.13 ft 1 0.288 0.128 5.88 5.88 34.03 20.38 1.00 1.00 3.44 40.24 26.83 Dsgn. L= 1.75 ft 2 0.269 0.128 5.88 -0.15 5.88 36.52 21.87 1.69 1.00 3.45 40.24 26.83 Dsgn. L= 4.13 ft 3 0.007 0.002 -0.15 0.15 34.03 20.38 1.00 1.00 0.05 40.24 26.83 +0.60D Dsgn. L= 4.13 ft 1 0.037 0.007 -0.75 0.75 34.03 20.38 1.00 1.00 0.19 40.24 26.83 Dsgn. L= 1.75 ft 2 0.034 0.007 -0.00 -0.75 0.75 36.52 21.87 1.00 1.00 0.19 40.24 26.83 Dsgn. L= 4.13 ft 3 0.037 0.007 -0.75 0.75 34.03 20.38 1.00 1.00 0.19 40.24 26.83 Overall Maximum Deflections Load Combination Span Max.""Defl Location in Span Load Combination Max. "+"Defl Location in Span +D+S 1 0.3232 0.000 0.0000 0.000 2 0.0000 0.000 +D+S -0.0135 0.875 +D+S 3 0.3212 4.125 0.0000 0.875 Vertical Reactions Support notation : Far left is#' Values in KIPS Load Combination Support 1 Support 2 Support 3 Support 4 Max Upward from all Load Conditions 4.383 5.842 Max Upward from Load Combinations 4.383 5.842 Max Upward from Load Cases 4.050 5.493 Max Downward from all Load Conditions(Resi: -8.413 Max Downward from Load Combinations(Resi: -4.848 Max Downward from Load Cases(Resisting UK -8.413 D Only 0.333 0.333 +D+S 4.383 4.383 +D+0.750S 3.370 3.370 +D+0.60W -4.715 3.628 +D+0.450W -3.453 2.804 +D+0.750S+0.450W -0.416 5.842 +0.60D+0.60W -4.848 3.495 +0.60D 0.200 0.200 S Only 4.050 4.050 W Only -8.413 5.493 Project Title: Engineer: Project ID: Project Descr: Steel Column Project File:20237 Enercalc.ec6 LIC#:KW-06014086,Build:20.23.07.20 SITTS&HILL ENGINEERING,INC. (c)ENERCALC INC 1983-2023 DESCRIPTION: TYPICAL POST Code References Calculations per AISC 360-16, IBC 2018, CBC 2019, ASCE 7-16 Load Combinations Used :ASCE 7-16 General Information Steel Section Name : HSS6x4x3/16 Overall Column Height 8.0 ft Analysis Method: Allowable Strength Top&Bottom Fixity Top Free, Bottom Fixed Steel Stress Grade Brace condition: Fy:Steel Yield 46.0 ksi Unbraced Length for buckling ABOUT X-X Axis=8.0 ft, K=2.1 E : Elastic Bending Modulus 29,000.0 ksi Unbraced Length for buckling ABOUT Y-Y Axis=8.0 ft, K=2.1 Applied Loads Service loads entered. Load Factors will be applied for calculations. Column self weight included : 95.760 Ibs* Dead Load Factor AXIAL LOADS . . . Axial Load at 8.0 ft, Xecc=2.0 in, D =0.6652, S = 8.10 k BENDING LOADS . . . Lat. Point Load at 8.0 ft creating My-y,W =0.4868, E =0.6229 k DESIGN SUMMARY Bending&Shear Check Results PASS Max.Axial+Bending Stress Ratio = 0.5017 : 1 Maximum Load Reactions. . Load Combination +D+0.750S+0.5250E Top along X-X 0.0 k Location of max.above base 0.0 ft Bottom along X-X 0.6229 k At maximum location values are. . . Top along Y-Y 0.0 k Pa :Axial 6.836 k Bottom along Y-Y 0.0 k Pn/Omega:Allowable 32.229 k Ma-x:Applied 0.0 k-ft Maximum Load Deflections... Mn-x/Omega:Allowable 15.150 k-ft Along Y-Y 0.0 in at 0.0ft above base for load combination Ma-y:Applied -3.740 k-ft Mn-y/Omega :Allowable 11.477 k-ft Along X-X 0.7195 in at 8.0ft above base for load combination :E Only PASS Maximum Shear Stress Ratii 0.02180 : 1 Load Combination +D+0.70E Location of max.above base 0.0 ft At maximum location values are. . . Va:Applied 0.4360 k Vn/Omega:Allowable 20.003 k Load Combination Results Maximum Axial+Bending Stress Ratios Maximum Shear Ratios Load Combination Stress Ratio Status Location Cbx Cby KxLx/Ry KyLy/Rx Stress Ratio Status Location D Only 0.021 PASS 0.00 ft 1.00 1.39 90.40 123.68 0.000 PASS 0.00 ft +D+S 0.388 PASS 0.00 ft 1.00 1.39 90.40 123.68 0.000 PASS 0.00 ft +D+0.750S 0.299 PASS 0.00 ft 1.00 1.39 90.40 123.68 0.000 PASS 0.00 ft +D+0.60W 0.225 PASS 0.00 ft 1.00 1.39 90.40 123.68 0.015 PASS 0.00 ft +D+0.450W 0.174 PASS 0.00 ft 1.00 1.39 90.40 123.68 0.011 PASS 0.00 ft +D+0.750S+0.450W 0.435 PASS 0.00 ft 1.00 1.39 90.40 123.68 0.011 PASS 0.00 ft +0.60D+0.60W 0.216 PASS 0.00 ft 1.00 1.39 90.40 123.68 0.015 PASS 0.00 ft +D+0.70E 0.325 PASS 0.00 ft 1.00 1.39 90.40 123.68 0.022 PASS 0.00 ft +D+0.750S+0.5250E 0.502 PASS 0.00 ft 1.00 1.39 90.40 123.68 0.016 PASS 0.00 ft +0.60D+0.70E 0.317 PASS 0.00 ft 1.00 1.39 90.40 123.68 0.022 PASS 0.00 ft Maximum Reactions Note: Only non-zero reactions are listed. Axial Reaction X-X Axis Reaction k Y-Y Axis Reaction Mx-End Moments k-ft My-End Moments Load Combination @ Base @ Base @ Top @ Base @ Top @ Base @ Top @ Base @ Top D Only 0.761 -0.111 +D+S 8.861 -1.461 +D+0.750S 6.836 -1.123 +D+0.60W 0.761 -0.292 -2.448 Project Title: Engineer: Project ID: Project Descr: Steel Column Project File:20237 Enercalc.ec6 LIC#:KW-06014086,Build:20.23.07.20 SITTS&HILL ENGINEERING,INC. (c)ENERCALC INC 1983-2023 DESCRIPTION: TYPICAL POST Maximum Reactions Note: Only non-zero reactions are listed. Axial Reaction X-X Axis Reaction k Y-Y Axis Reaction Mx-End Moments k-ft My-End Moments Load Combination @ Base @ Base @ Top @ Base @ Top @ Base @ Top @ Base @ Top +D+0.450W 0.761 -0.219 -1.863 +D+0.750S+0.450W 6.836 -0.219 -2.876 +0.60D+0.60W 0.457 -0.292 -2.403 +D+0.70E 0.761 -0.436 -3.599 +D+0.750S+0.5250E 6.836 -0.327 -3.740 +0.60D+0.70E 0.457 -0.436 -3.555 S Only 8.100 -1.350 W Only -0.487 -3.894 E Only -0.623 -4.983 Extreme Reactions Axial Reaction X-X Axis Reaction k Y-Y Axis Reaction Mx-End Moments k-ft My-End Moments Item Extreme Value @ Base @ Base @ Top @ Base @ Top @ Base @ Top @ Base @ Top Axial @ Base Maximum 8.861 -1.461 11 Minimum -0.487 -3.894 Reaction, X-X Axis Base Maximum 0.761 -0.111 Minimum -0.623 -4.983 Reaction, Y-Y Axis Base Maximum 0.761 -0.111 Minimum 0.761 -0.111 Reaction, X-X Axis Top Maximum 0.761 -0.111 Minimum 0.761 -0.111 Reaction, Y-Y Axis Top Maximum 0.761 -0.111 Minimum -0.623 -4.983 Moment, X-X Axis Base Maximum 0.761 -0.111 Minimum 0.761 -0.111 Moment, Y-Y Axis Base Maximum 0.761 -0.111 Minimum -0.623 -4.983 Moment, X-X Axis Top Maximum 0.761 -0.111 1. Minimum 0.761 -0.111 Moment, Y-Y Axis Top Maximum 0.761 -0.111 Minimum 0.761 -0.111 Maximum Deflections for Load Combinations Load Combination Max. Deflection in X dir Distance Max.Deflection in Y dir Distance D Only 0.0240 in 8.000 ft 0.000 in 0.000 ft +D+S 0.3158 in 8.000 ft 0.000 in 0.000 ft +D+0.750S 0.2429 in 8.000 ft 0.000 in 0.000 ft +D+0.60W 0.3613 in 8.000 ft 0.000 in 0.000 ft +D+0.450W 0.2770 in 8.000 ft 0.000 in 0.000 ft +D+0.750S+0.450W 0.4959 in 8.000 ft 0.000 in 0.000 ft +0.60D+0.60W 0.3517 in 8.000 ft 0.000 in 0.000 ft +D+0.70E 0.5276 in 8.000 ft 0.000 in 0.000 ft +D+0.750S+0.5250E 0.6206 in 8.000 ft 0.000 in 0.000 ft +0.60D+0.70E 0.5180 in 8.000 ft 0.000 in 0.000 ft S Only 0.2919 in 8.000 ft 0.000 in 0.000 ft W Only 0.5623 in 8.000 ft 0.000 in 0.000 ft E Only 0.7122 in 7.946 ft 0.000 in 0.000 ft Steel Section Properties HSS6x4x3/16 Steel Section Properties HSS6x4x3/16 Project Title: Engineer: Project ID: Project Descr: Steel Column Project File:20237 Enercalc.ec6 LIC#:KW-06014086,Build:20.23.07.20 SITTS&HILL ENGINEERING,INC. (c)ENERCALC INC 1983-2023 DESCRIPTION: TYPICAL POST Depth = 6.000 in I xx = 16.40 in^4 J = 18.200 inA4 Design Thick = 0.174 in S xx = 5.46 inA3 Cw = 7.74 inA6 Width = 4.000 in R xx = 2.230 in Wall Thick = 0.187 in Zx = 6.600 inA3 Area = 3.280 inA2 1yy = 8.760 inA4 C = 7.740inA3 Weight = 11.970 plf S yy = 4.380 inA3 R yy = 1.630 in Zy = 5.000 inA3 Ycg = 0.000 in Sketches a.,eft +Y B]65k t.ttk_ o L+Ad 1 4.00in Project Title: Engineer: Project ID: Project Descr: Pole Footing Embedded in Soil Project File:20237 Enercalc.ec6 LIC#:KW-06014086,Build:20.23.08.30 SITTS&HILL ENGINEERING,INC. (c)ENERCALC INC 1983-2023 DESCRIPTION: TYPICAL FOOTING Code References Calculations per IBC 2018 1807.3, CBC 2019,ASCE 7-16 Load Combinations Used :ASCE 7-16 General Information Pole Footing Shape Circular Pole Footing Diameter. . . . . . . . . 36.0 in Calculate Min.Depth for Allowable Pressures No Lateral Restraint at Ground Surface Allow Passive. . . . . . . . . . . . . . . 270.0 pcf Max Passive. . . . . . . . . . . . . . . . psf Point Load Controlling Values Governing Load CombinatieD+0.70E Lateral Load 0.4360 k o Moment 3.488 k-ft co NO Ground Surface Restraint Pressures at 1/3 Depth Soil Surface No lateral restraint Actual 323.20 psf N Allowable 324.063 psf ih Minimum Required Depth 3.625 ft Footing Base Area 7.069 ft^2 Maximum Soil Pressure 1.254 ksf Applied Loads Lateral Concentrated Load (k) Lateral Distributed Loads (k Vertical Load (k) D: Dead Load k k/ft 0.7610 k Lr: Roof Live k k/ft k L: Live k k/ft k S :Snow k k/ft 8.10 k W:Wind 0.4868 k k/ft k E: Earthquake 0.6229 k k/ft k H : Lateral Earth k k/ft k Load distance above TOP of Load above ground surface ground surface 8.0 ft ft BOTTOM of Load above ground surface ft Load Combination Results Forces @ Ground Surface Required Pressure at 1/3 Depth Soil Increase Load Combination Loads-(k) Moments-(ft-k) Depth-(ft) Actual-(psf) Allow-(psf) Factor D Only 0.000 0.000 0.13 0.0 0.0 1.000 +D+S 0.000 0.000 0.13 0.0 0.0 1.000 +D+0.750S 0.000 0.000 0.13 0.0 0.0 1.000 +D+0.60W 0.292 2.337 3.13 278.0 280.3 1.000 +D+0.450W 0.219 1.752 2.88 251.6 251.7 1.000 +D+0.750S+0.450W 0.219 1.752 2.88 251.6 251.7 1.000 +0.60D+0.60W 0.292 2.337 3.13 278.0 280.3 1.000 +D+0.70E 0.436 3.488 3.63 323.2 324.1 1.000 +D+0.750S+0.5250E 0.327 2.616 3.25 290.9 291.4 1.000 Project Title: Engineer: Project ID: Project Descr: Pole Footing Embedded in Soil Project File:20237 Enercalc.ec6 LIC#:KW-06014086,Build:20.23.08.30 SITTS&HILL ENGINEERING,INC. (c)ENERCALC INC 1983-2023 DESCRIPTION: TYPICAL FOOTING +0.60D+0.70E 0.436 3.488 3.63 323.2 324.1 1.000 Project Title: Engineer: Project ID: Project Descr: General Footing Project File:20237 Enercalc.ec6 LIC#:KW-06014086,Build:20.23.08.30 SITTS&HILL ENGINEERING,INC. (c)ENERCALC INC 1983-2023 DESCRIPTION: TYPICAL ALTERNATE FOOTING Code References Calculations per ACI 318-14, IBC 2018, CBC 2019,ASCE 7-16 Load Combinations Used :ASCE 7-16 General Information Material Properties Soil Design Values fc:Concrete 28 day strength = 2.50 ksi Allowable Soil Bearing = 1.50 ksf fy: Rebar Yield = 60.0 ksi Soil Density = 110.0 pcf Ec:Concrete Elastic Modulus = 3,122.0 ksi Increase Bearing By Footing Weight = No Concrete Density = 145.0 pcf Soil Passive Resistance(for Sliding) = 270.0 pcf (P Values Flexure = 0.90 Soil/Concrete Friction Coeff. = 0.420 Shear = 0.750 Increases based on footing Depth Analysis Settings Footing base depth below soil surface = 2.0 ft Min Steel% Bending Reinf. = Allow press.increase per foot of depth = ksf Min Allow%Temp Reinf. = 0.00090 when footing base is below = ft Min.Overturning Safety Factor = 1.0 : 1 Min. Sliding Safety Factor = 1.0 : 1 Increases based on footing plan dimension Add Ftg Wt for Soil Pressure Yes Allowable pressure increase per foot of depth Use ftg wt for stability, moments&shears Yes = ksf Add Pedestal Wt for Soil Pressure No when max. length or width is greater than - - ft Use Pedestal wt for stability, mom&shear No Dimensions Width parallel to X-X Axis = 4.250 ft Length parallel to Z-Z Axis = 4.250 ft Z Footing Thickness = 24.0 in JPedestal dimensions... X X px: parallel to X-X Axis = in in pz: parallel to Z-Z Axis in Height in _ Rebar Centerline to Edge of Concrete... `„ at Bottom of footing = 3.0 in 0 Reinforcing 4?3" w Bars parallel to X-X Axis Number of Bars - 6.0 Reinforcing Bar Size = # 4 Bars parallel to Z-Z Axis Number of Bars = 6.0 Reinforcing Bar Size = # 4 q; Bandwidth Distribution Check (ACI 15.4.4.2) 6-#4Bars `"I' Direction Requiring Closer Separation M n/a Section Looking to+X #Bars required within zone n/a #Bars required on each side of zone n/a Applied Loads D Lr L S W E H P:Column Load = 0.7610 8.10 -2.921 k OB:Overburden = ksf M-xx = k-ft M-zz = 3.894 4.984 k-ft V-x = 0.4868 0.6229 k V-z = k Project Title: Engineer: Project ID: Project Descr: General Footing Project File:20237 Enercalc.ec6 LIC#:KW-06014086,Build:20.23.08.30 SITTS&HILL ENGINEERING,INC. (c)ENERCALC INC 1983-2023 DESCRIPTION: TYPICAL ALTERNATE FOOTING DESIGN SUMMARY - . • Min.Ratio Item Applied Capacity Governing Load Combination PASS 0.5204 Soil Bearing 0.7806 ksf 1.50 ksf +D+S about Z-Z axis PASS n/a Overturning-X-X 0.0 k-ft 0.0 k-ft No Overturning PASS 1.151 Overturning-Z-Z 6.645 k-ft 7.649 k-ft +0.60D+0.60W PASS 8.731 Sliding-X-X 0.4360 k 3.807 k +0.60D+0.70E PASS n/a Sliding-Z-Z 0.0 k 0.0 k No Sliding PASS 2.054 Uplift -1.753 k 3.599 k +0.60D+0.60W PASS 0.06999 Z Flexure(+X) 1.838 k-ft/ft 26.260 k-ft/ft +1.20D+1.60S+0.50W PASS 0.06604 Z Flexure(-X) 1.734 k-ft/ft 26.260 k-ft/ft +1.20D+1.60S PASS 0.06604 X Flexure(+Z) 1.734 k-ft/ft 26.260 k-ft/ft +1.20D+1.60S PASS 0.06604 X Flexure(-Z) 1.734 k-ft/ft 26.260 k-ft/ft +1.20D+1.60S PASS 0.02424 1-way Shear(+X) 1.818 psi 75.0 psi +0.90D+W PASS 0.01554 1-way Shear(-X) 1.166 psi 75.0 psi +1.20D+1.60S PASS 0.01554 1-way Shear(+Z) 1.166 psi 75.0 psi +1.20D+1.60S PASS 0.01554 1-way Shear(-Z) 1.166 psi 75.0 psi +1.20D+1.60S PASS 0.04318 2-way Punching 6.477 psi 150.0 psi +1.20D+1.60S Top reinforcing mat required(see'Bending'tab). ! Hand check required for anchor pullout. Detailed Results Soil Bearing Rotation Axis& Xecc Zecc Actual Soil Bearing Stress @ Location Actual/Allow Load Combination... Gross Allowable (in) Bottom,-Z Top,+Z Left,-X Right,+X Ratio X-X, D Only 1.50 n/a 0.0 0.3321 0.3321 n/a n/a 0.221 X-X, +D+S 1.50 n/a 0.0 0.7806 0.7806 n/a n/a 0.520 X-X, +D+0.750S 1.50 n/a 0.0 0.6685 0.6685 n/a n/a 0.446 X-X, +D+0.60W 1.995 n/a 0.0 0.2351 0.2351 n/a n/a 0.118 X-X, +D+0.450W 1.995 n/a 0.0 0.2594 0.2594 n/a n/a 0.130 X-X, +D+0.750S+0.450W 1.995 n/a 0.0 0.5957 0.5957 n/a n/a 0.299 X-X, +0.60D+0.60W 1.995 n/a 0.0 0.1022 0.1022 n/a n/a 0.051 X-X, +D+0.70E 1.995 n/a 0.0 0.3321 0.3321 n/a n/a 0.167 X-X, +D+0.750S+0.5250E 1.995 n/a 0.0 0.6685 0.6685 n/a n/a 0.335 X-X, +0.60D+0.70E 1.995 n/a 0.0 0.1993 0.1993 n/a n/a 0.100 Z-Z, D Only 1.50 0.0 n/a n/a n/a 0.3321 0.3321 0.221 Z-Z, +D+S 1.50 0.0 n/a n/a n/a 0.7806 0.7806 0.520 Z-Z,+D+0.750S 1.50 0.0 n/a n/a n/a 0.6685 0.6685 0.446 Z-Z,+D+0.60W 1.995 8.253 n/a n/a n/a 0.009114 0.4611 0.231 Z-Z,+D+0.450W 1.995 5.611 n/a n/a n/a 0.08987 0.4289 0.215 Z-Z,+D+0.750S+0.450W 1.995 2.443 n/a n/a n/a 0.4262 0.7652 0.384 Z-Z,+0.60D+0.60W 1.995 18.976 n/a n/a n/a 0.0 0.5259 0.264 Z-Z,+D+0.70E 1.995 8.723 n/a n/a n/a 0.0 0.6697 0.336 Z-Z,+D+0.750S+0.5250E 1.995 3.251 n/a n/a n/a 0.4154 0.9215 0.462 Z-Z,+0.60D+0.70E 1.995 14.538 n/a n/a n/a 0.0 0.6133 0.307 Overturning Stability Rotation Axis& Load Combination... Overturning Moment Resisting Moment Stability Ratio Status X-X, D Only None 0.0 k-ft Infinity OK X-X, +D+S None 0.0 k-ft Infinity OK X-X, +D+0.750S None 0.0 k-ft Infinity OK X-X, +D+0.60W None 0.0 k-ft Infinity OK X-X, +D+0.450W None 0.0 k-ft Infinity OK X-X, +D+0.750S+0.450W None 0.0 k-ft Infinity OK X-X, +0.60D+0.60W None 0.0 k-ft Infinity OK X-X, +D+0.70E None 0.0 k-ft Infinity OK X-X, +D+0.750S+0.5250E None 0.0 k-ft Infinity OK X-X, +0.60D+0.70E None 0.0 k-ft Infinity OK Z-Z, D Only None 0.0 k-ft Infinity OK Z-Z, +D+S None 0.0 k-ft Infinity 0K Project Title: Engineer: Project ID: Project Descr: General Footing Project File:20237 Enercalc.ec6 LIC#:KW-06014086,Build:20.23.08.30 SITTS&HILL ENGINEERING,INC. (c)ENERCALC INC 1983-2023 DESCRIPTION: TYPICAL ALTERNATE FOOTING Overturning Stability Rotation Axis& Load Combination... Overturning Moment Resisting Moment Stability Ratio Status Z-Z,+D+0.750S None 0.0 k-ft Infinity OK Z-Z,+D+0.60W 6.645 k-ft 12.748 k-ft 1.919 OK Z-Z,+D+0.450W 4.984 k-ft 12.748 k-ft 2.558 OK Z-Z,+D+0.750S+0.450W 4.984 k-ft 25.658 k-ft 5.148 OK Z-Z,+0.60D+0.60W 6.645 k-ft 7.649 k-ft 1.151 OK Z-Z,+D+0.70E 4.361 k-ft 12.748 k-ft 2.923 OK Z-Z,+D+0.750S+0.5250E 3.271 k-ft 25.658 k-ft 7.845 OK Z-Z,+0.60D+0.70E 4.361 k-ft 7.649 k-ft 1.754 OK Sliding Stability All units k Force Application Axis Load Combination... Sliding Force Resisting Force Stability Ratio Status X-X, D Only 0.0 k 4.815 k No Sliding OK X-X, +D+S 0.0 k 8.217 k No Sliding OK X-X, +D+0.750S 0.0 k 7.366 k No Sliding OK X-X, +D+0.60W 0.2921 k 4.079 k 13.964 OK X-X, +D+0.450W 0.2191 k 4.263 k 19.458 OK X-X, +D+0.750S+0.450W 0.2191 k 6.814 k 31.106 OK X-X, +0.60D+0.60W 0.2921 k 3.071 k 10.513 OK X-X, +D+0.70E 0.4360 k 4.815 k 11.042 OK X-X, +D+0.750S+0.5250E 0.3270 k 7.366 k 22.525 OK X-X, +0.60D+0.70E 0.4360 k 3.807 k 8.731 OK Z-Z, D Only 0.0 k 4.815 k No Sliding OK Z-Z, +D+S 0.0 k 8.217 k No Sliding OK Z-Z,+D+0.750S 0.0 k 7.366 k No Sliding OK Z-Z,+D+0.60W 0.0 k 4.079 k No Sliding OK Z-Z,+D+0.70E 0.0 k 4.815 k No Sliding OK Z-Z,+D+0.750S+0.5250E 0.0 k 7.366 k No Sliding OK Z-Z,+0.60D+0.70E 0.0 k 3.807 k No Sliding OK Z-Z,+D+0.450W 0.0 k 4.263 k No Sliding OK Z-Z,+D+0.750S+0.450W 0.0 k 6.814 k No Sliding OK Z-Z,+0.60D+0.60W 0.0 k 3.071 k No Sliding OK Footing Flexure Flexure Axis&Load Combination Mu Side Tension As Req'd Gvrn.As Actual As Phi*Mn Status k-ft Surface in12 in12 in12 k-ft X-X, +1.40D 0.1332 +Z Bottom 0.2592 AsMin 0.2824 26.260 OK X-X, +1.40D 0.1332 -Z Bottom 0.2592 AsMin 0.2824 26.260 OK X-X, +1.20D 0.1142 +Z Bottom 0.2592 AsMin 0.2824 26.260 OK X-X, +1.20D 0.1142 -Z Bottom 0.2592 AsMin 0.2824 26.260 OK X-X, +1.20D+0.50S 0.6204 +Z Bottom 0.2592 AsMin 0.2824 26.260 OK X-X, +1.20D+0.50S 0.6204 -Z Bottom 0.2592 AsMin 0.2824 26.260 OK X-X, +1.20D+0.50W 0.06841 +Z Top 0.2592 AsMin 0.2824 26.260 OK X-X, +1.20D+0.50W 0.06841 -Z Top 0.2592 AsMin 0.2824 26.260 OK X-X, +1.20D+1.60S 1.734 +Z Bottom 0.2592 AsMin 0.2824 26.260 OK X-X, +1.20D+1.60S 1.734 -Z Bottom 0.2592 AsMin 0.2824 26.260 OK X-X, +1.20D+1.60S+0.50W 1.552 +Z Bottom 0.2592 AsMin 0.2824 26.260 OK X-X, +1.20D+1.60S+0.50W 1.552 -Z Bottom 0.2592 AsMin 0.2824 26.260 OK X-X, +1.20D+W 0.2510 +Z Top 0.2592 AsMin 0.2824 26.260 OK X-X, +1.20D+W 0.2510 -Z Top 0.2592 AsMin 0.2824 26.260 OK X-X, +1.20D+0.50S+W 0.2553 +Z Bottom 0.2592 AsMin 0.2824 26.260 OK X-X, +1.20D+0.50S+W 0.2553 -Z Bottom 0.2592 AsMin 0.2824 26.260 OK X-X, +0.90D+W 0.2795 +Z Top 0.2592 AsMin 0.2824 26.260 OK X-X, +0.90D+W 0.2795 -Z Top 0.2592 AsMin 0.2824 26.260 OK X-X, +1.20D+0.20S+E 0.3167 +Z Bottom 0.2592 AsMin 0.2824 26.260 OK X-X, +1.20D+0.20S+E 0.3167 -Z Bottom 0.2592 AsMin 0.2824 26.260 OK X-X, +0.90D+E 0.08561 +Z Bottom 0.2592 AsMin 0.2824 26.260 OK X-X, +0.90D+E 0.08561 -Z Bottom 0.2592 AsMin 0.2824 26.260 OK Z-Z,+1.40D 0.1332 -X Bottom 0.2592 AsMin 0.2824 26.260 OK Z-Z,+1.40D 0.1332 +X Bottom 0.2592 AsMin 0.2824 26.260 OK Z-Z,+1.20D 0.1142 -X Bottom 0.2592 AsMin 0.2824 26.260 OK Z-Z,+1.20D 0.1142 +X Bottom 0.2592 AsMin 0.2824 26.260 OK Project Title: Engineer: Project ID: Project Descr: General Footing Project File:20237 Enercalc.ec6 LIC#:KW-06014086,Build:20.23.08.30 SITTS&HILL ENGINEERING,INC. (c)ENERCALC INC 1983-2023 DESCRIPTION: TYPICAL ALTERNATE FOOTING Footing Flexure Flexure Axis&Load Combination Mu Side Tension As Req'd Gvrn.As Actual As Phi*Mn Status k-ft Surface inA2 inA2 inA2 k-ft Z-Z,+1.20D+0.50S 0.6204 -X Bottom 0.2592 AsMin 0.2824 26.260 OK Z-Z,+1.20D+0.50S 0.6204 +X Bottom 0.2592 AsMin 0.2824 26.260 OK Z-Z,+1.20D+0.50W 0.3547 -X Top 0.2592 AsMin 0.2824 26.260 OK Z-Z,+1.20D+0.50W 0.2179 +X Bottom 0.2592 AsMin 0.2824 26.260 OK Z-Z,+1.20D+1.60S 1.734 -X Bottom 0.2592 AsMin 0.2824 26.260 OK Z-Z,+1.20D+1.60S 1.734 +X Bottom 0.2592 AsMin 0.2824 26.260 OK Z-Z,+1.20D+1.60S+0.50W 1.265 -X Bottom 0.2592 AsMin 0.2824 26.260 OK Z-Z,+1.20D+1.60S+0.50W 1.838 +X Bottom 0.2592 AsMin 0.2824 26.260 OK Z-Z,+1.20D+W 0.7633 -X Top 0.2592 AsMin 0.2824 26.260 OK Z-Z,+1.20D+W 0.3819 +X Bottom 0.2592 AsMin 0.2824 26.260 OK Z-Z,+1.20D+0.50S+W 0.3173 -X Top 0.2592 AsMin 0.2824 26.260 OK Z-Z,+1.20D+0.50S+W 0.8279 +X Bottom 0.2592 AsMin 0.2824 26.260 OK Z-Z,+0.90D+W 0.5893 -X Top 0.2592 AsMin 0.2824 26.260 OK Z-Z,+0.90D+W 0.5547 +X Bottom 0.2592 AsMin 0.2824 26.260 OK Z-Z,+1.20D+0.20S+E 0.4162 -X Top 0.2592 AsMin 0.2824 26.260 OK Z-Z,+1.20D+0.20S+E 1.049 +X Bottom 0.2592 AsMin 0.2824 26.260 OK Z-Z,+0.90D+E 0.5648 -X Top 0.2592 AsMin 0.2824 26.260 OK Z-Z,+0.90D+E 0.9009 +X Bottom 0.2592 AsMin 0.2824 26.260 OK One Way Shear Load Combination... Vu @-X Vu @+X Vu @-Z Vu @+Z Vu:Max Phi Vn Vu I Phi*Vn Status +1.40D 0.09 psi 0.09 psi 0.09 psi 0.09 psi 0.09 psi 75.00 psi 0.00 OK +1.20D 0.08 psi 0.08 psi 0.08 psi 0.08 psi 0.08 psi 75.00 psi 0.00 OK +1.20D+0.50S 0.42 psi 0.42 psi 0.42 psi 0.42 psi 0.42 psi 75.00 psi 0.01 OK +1.20D+0.50W 0.31 psi 0.22 psi 0.05 psi 0.05 psi 0.31 psi 75.00 psi 0.00 OK +1.20D+1.60S 1.17 psi 1.17 psi 1.17 psi 1.17 psi 1.17 psi 75.00 psi 0.02 OK +1.20D+1.60S+0.50W 0.78 psi 1.31 psi 1.04 psi 1.04 psi 1.31 psi 75.00 psi 0.02 OK +1.20D+W 0.53 psi 0.44 psi 0.17 psi 0.17 psi 0.53 psi 75.00 psi 0.01 OK +1.20D+0.50S+W 0.35 psi 0.70 psi 0.17 psi 0.17 psi 0.70 psi 75.00 psi 0.01 OK +0.90D+W 0.40 psi 1.82 psi 0.19 psi 0.19 psi 1.82 psi 75.00 psi 0.02 OK +1.20D+0.20S+E 0.46 psi 0.89 psi 0.21 psi 0.21 psi 0.89 psi 75.00 psi 0.01 OK +0.90D+E 0.40 psi 0.84 psi 0.06 psi 0.06 psi 0.84 psi 75.00 psi 0.01 OK Two-Way"Punching"Shear All units k Load Combination... Vu Phi*Vn Vu/Phi*Vn Status +1.40D 0.50 psi 150.00psi 0.003316 OK +1.20D 0.43 psi 150.00psi 0.002842 OK +1.20D+0.50S 2.32 psi 150.00psi 0.01545 OK +1.20D+0.50W 0.26 psi 150.00psi 0.001704 OK +1.20D+1.60S 6.48 psi 150.00psi 0.04318 OK +1.20D+1.60S+0.50W 5.80 psi 150.00psi 0.03864 OK +1.20D+W 0.94 psi 150.00psi 0.00625 OK +1.20D+0.50S+W 0.95 psi 150.00psi 0.006357 OK +0.90D+W 1.04 psi 150.00psi 0.00696 OK +1.20D+0.20S+E 1.18 psi 150.00psi 0.007885 OK +0.90D+E 0.43 psi 150.00psi 0.002878 OK 8/7/23,8:19 AM ATC Hazards by Location A This is a beta release of the new ATC Hazards by Location website.Please contact us with feedback. O The ATC Hazards by Location website will not be updated to support ASCE 7-22.Find out why. OTCHazards by Location Search Information auniogton Victoria 0 Address: 17321 67th Ave NE,Arlington,WA 98223,USA Mt Vernon W 137 ft Coordinates: 48.1527427,-122.1405743 A an Elevation: 137ft t qel� mt. let--CW--IM Marysville guker-Snoqualmie Timestamp: 2023-08-07T15:18:25.151Z WhidbeyEverett� National Forest Hazard Type: Wind 10 Island o v � c Google Edmonds Map data©2023 Google Report a map error ASCE 7-16 ASCE 7-10 ASCE 7-05 MRI 10-Year -------------------------------- 67 mph MRI 10-Year ------------------------------ 72 mph ASCE 7-05 Wind Speed ----------------------- 85 mph MRI25-Year ___________________ 74 mph MRI25-Year _______________ 79 mph MRI50-Year ___________________ 78 mph MRI50-Year _______________ 85 mph MRI 100-Year ---------------------------------- 83 mph MRI100-Year ----------------------------- 91 mph Risk Category I -------------------------------- 92 mph Risk Category I ------------------------- 100 mph Risk Category II 98 mph Risk Category II 110 mph Risk Category III ----------------------------- 105 mph Risk Category III-IV __________ 115 mph Risk Category IV 109 mph The results indicated here DO NOT reflect any state or local amendments to the values or any delineation lines made during the building code adoption process.Users should confirm any output obtained from this tool with the local Authority Having Jurisdiction before proceeding with design. Please note that the ATC Hazards by Location website will not be updated to support ASCE 7-22.Find out why-. Disclaimer Hazard loads are interpolated from data provided in ASCE 7 and rounded up to the nearest whole integer.Per ASCE 7,islands and coastal areas outside the last contour should use the last wind speed contour of the coastal area—in some cases,this website will extrapolate past the last wind speed contour and therefore,provide a wind speed that is slightly higher.NOTE: For queries near wind-borne debris region boundaries,the resulting determination is sensitive to rounding which may affect whether or not it is considered to be within a wind-borne debris region. Mountainous terrain,gorges,ocean promontories,and special wind regions shall be examined for unusual wind conditions. While the information presented on this website is believed to be correct,ATC and its sponsors and contributors assume no responsibility or liability for its accuracy.The material presented in the report should not be used or relied upon for any specific application without competent examination and verification of its accuracy,suitability and applicability by engineers or other licensed professionals.ATC does not intend that the use of this information replace the sound judgment of such competent professionals,having experience and knowledge in the field of practice,nor to substitute for the standard of care required of such professionals in interpreting and applying the results of the report provided by this website.Users of the information from this website assume all liability arising from such use.Use of the output of this website does not imply approval by the governing building code bodies responsible for building code approval and interpretation for the building site described by latitude/longitude location in the report. https:Hhazards.atcouncil.org/#/wind?lat=48.1527427&ing=-l22.1405743&address=17321 67th Ave NE%2C Arlington%2C WA 98223%2C USA 1/1 8/7/23,8:39 AM ATC Hazards by Location A This is a beta release of the new ATC Hazards by Location website.Please contact us with feedback. O The ATC Hazards by Location website will not be updated to support ASCE 7-22.Find out why. OTCHazards by Location Search Information Victoria auniogton 0 Address: 17321 67th Ave NE,Arlington,WA 98223,USA Mt Vernon W 137 ft Coordinates: 48.1527427,-122.1405743 A an Elevation: 137ft t yell mt. im �Sequim Marysville guker Snoqualmie Timestamp: 2023-08-07T15:39:45.623Z WhidbeyEverett' National Forest Hazard Type: Seismic ioi Island o v � Reference Document: ASCE7-16 GO le Edmonds g _ - Map data©2023 Google Report a map error Risk Category: II Site Class: D-default Basic Parameters Name Value Description SS 1.051 MCER ground motion(period=0.2s) St 0.375 MCER ground motion(period=1.0s) SMS 1.261 Site-modified spectral acceleration value SM1 *null Site-modified spectral acceleration value 1.5T S,=1.069 per exception 11.4.8 SpS 0.84 Numeric seismic design value at 0.2s SA Sol *null _Numeric seismic design value at 1 Os SA Z/,(SM,)=0.713 *See Section 11.4.8 Additional Information Name Value Description SDC *null Seismic design category Fa 1.2 Site amplification factor at 0.2s 1.9 Fv *null Site amplification factor at 1.Os CRS 0.912 Coefficient of risk(0.2s) CR1 0.891 Coefficient of risk(1.0s) PGA 0.446 MCEG peak ground acceleration FPGA 1.2 Site amplification factor at PGA PGAM 0.535 Site modified peak ground acceleration T, 6 Long-period transition period(s) SsRT 1.051 Probabilistic risk-targeted ground motion(0.2s) SsUH 1.152 Factored uniform-hazard spectral acceleration(2%probability of exceedance in 50 years) SsD 1.5 Factored deterministic acceleration value(0.2s) S1RT 0.375 Probabilistic risk-targeted ground motion(1.0s) S1 UH 0.421 Factored uniform-hazard spectral acceleration(2%probability of exceedance in 50 years) S1 D 0.6 Factored deterministic acceleration value(1.0s) PGAd 0.5 Factored deterministic acceleration value(PGA) *See Section 11.4.8 The results indicated here DO NOT reflect any state or local amendments to the values or any delineation lines made during the building code adoption process.Users should confirm any output obtained from this tool with the local Authority Having Jurisdiction before proceeding with design. https:Hhazards.atcouncil.org/#/seismic?lat=48.1527427&ing=-l22.1405743&address=17321 67th Ave NE%2C Arlington%2C WA 98223%2C USA 1/2 8/7/23,8:39 AM ATC Hazards by Location Please note that the ATC Hazards by Location website will not be updated to support ASCE 7-22.Find out why_. Disclaimer Hazard loads are provided by the U.S.Geological Survey Seismic Design Web Services. While the information presented on this website is believed to be correct,ATC and its sponsors and contributors assume no responsibility or liability for its accuracy.The material presented in the report should not be used or relied upon for any specific application without competent examination and verification of its accuracy,suitability and applicability by engineers or other licensed professionals.ATC does not intend that the use of this information replace the sound judgment of such competent professionals,having experience and knowledge in the field of practice,nor to substitute for the standard of care required of such professionals in interpreting and applying the results of the report provided by this website.Users of the information from this website assume all liability arising from such use.Use of the output of this website does not imply approval by the governing building code bodies responsible for building code approval and interpretation for the building site described by latitude/longitude location in the report. https:Hhazards.atcouncil.org/#/seismic?lat=48.1527427&ing=-l22.1405743&address=17321 67th Ave NE%2C Arlington%2C WA 98223%2C USA 2/2 i RESIDENTIAL BUILDING DESIGN REQUIREMENTS • Community and Economic Development City of Arlington• 18204 59th Ave NE •Arlington,WA 98223 • Phone (360)403-3551 THIS BROCHURE IS INTENDED TO PROVIDE DETAILED INFORMATION REGARDING PLAN PREPARATION FOR RESIDENTIAL BUILDINGS BUT MAY NOT BE ALL EMCOMPASSING. 1. Check each box to designate that the information has been provided. 2. Please submit this checklist as part of your submittal documents. A. ❑ THE CITY OF ARLINGTON CURRENTLY ENFORCES THE FOLLOWING: Al. ❑ International Codes 1. 2018 International Building Code (IBC) 2. 2018 International Residential Code (IRC) 3. 2018 International Mechanical Code (IMC) 4. 2018 International Fuel Gas Code (IFGC) 5. 2018 International Fire Code(IFC) 6. 2018 Uniform Plumbing Code (UPC) 7. 2018 International Property Maintenance Code(IPMC) 8. 2018 International Existing Property Code(IEBC) 9. 2018 Washington State Energy Code(WSEC) 10. 2017 Accessible&Usable Buildings and Facilities(ICC/A117.1) A2. ❑ Washington State Amendments 1. WAC 51-50 Washington State Building Code 2. WAC 51-51 Washington State Residential Code 3. WAC 51-52 Washington State Mechanical Code 4. WAC 51-54 Washington State Fire Code 5. WAC 51-56&51-57 Washington State Plumbing Code and Standards 6. WAC 51-11 Washington State Energy Code 7. WAC 296-46B Electrical Safety Standards,Administration,and Installation B. ❑ STRUCTURAL REQUIREMENTS Design Wind Speed: Exposure C-Ultimate Design-98 miles per hour Exposure C-Nominal Design- 72 miles per hour Ground Snow Load: 25 pounds per square foot Dead Snow Load: 10 pounds per square foot Seismic Zone: D1 Climate Zone: 4-C Rainfall: 2 inches per hour for roof drainage design. Frost Line Depth: 12 inches minimum for decks and porches Soil Bearing 1,500 psf.unless a Geo-Technical Report is provided.(IBC Table 1804.2 &IRC Capacity: R401.4.1) B1. ❑ Structural Notes 1. Specify all design load values,including dead,live snow,wind,lateral retaining wall pressures and soil bearing values. 2. Specify minimum design concrete strength,concrete sack mix and reinforcing bar grade. 3. Specify the grade and species of all framing lumber. 4. Specify the combination symbol(strength) of all GLU-LAM beams. S. Specify all metal connectors,including joist hangers,clips,post caps,post bases,etc. 6. Provide details showing the complete load path transfer at roof perimeter,interior shear walls, cantilevered floors,off-set shear walls and ceiling diaphragm to shear walls (if used). 7. Provide a shear wall schedule noting nail spacing,blocking,bolts,top and bottom plat nailing. 8. Locate all hold down straps on the drawings. B2. ❑ Structural Calculations 1. Structural calculations shall be prepared by an engineer or architect registered with the State of Washington. (Not required if using Prescriptive Design Approach from the IRC/IBC.) AS REV. ON DRAWING: SUBJECT OF REVISION: REVISION #: DATE: TYPE: GENERAL STRUCTURAL NOTES ARCHITECT'S REVIEW IS FOR CONFORMANCE WITH INFORMATION GIVEN AND DESIGN CONCEPT EXPRESSED IN THE CONTRACT NOTES AND DETAILS ON DRAWINGS SHALL TAKE PRECEDENCE OVER GENERAL DOCUMENTS NOTATIONS ON THE SUBMITTAL DO NOT RELIEVE THE BUILDING CODE: STRUCTURAL STEEL: COMPLIANCE STRUCTURAL NOTES AND TYPICAL DETAILS. WHERE NO DETAILS ARE SHOWN, REQUIREMENTS NOR AUTHORIZE ZE CHANGES TO THE CONTRACT SUM 2018 EDITION OF THE INTERNATIONAL BUILDING CODE IBC SHALL BE USED AND STRUCTURAL STEEL MATERIALS, FABRICATION AND ERECTION SHALL CONFORM TO CONSTRUCTION SHALL CONFORM TO SIMILAR WORK ON THE PROJECT. AND TIME. THE CONTRACTOR IS RESPONSIBLE FOR:DETERMINING (IBC) QUANTITIES AND DIMENSIONS;SELECTING CONSTRUCTION SUPPLEMENTED WITH (ASCE) 7-16. CURRENT AISC STEEL CONSTRUCTION MANUAL IN ACCORDANCE TO IBC CHAPTER CONTRACTOR SHALL BE RESPONSIBLE FOR VERIFICATION OF ALL DIMENSIONS WITH METHODS AND PROCEDURES;COORDINATING WITH OTHER'S 22. PAINT ALL STRUCTURAL STEEL EXPOSED TO WEATHER UNLESS NOTED OWNER PRIOR TO START OF CONSTRUCTION. RESOLVE ANY DISCREPANCY WITH WORK;SUITABLE PERFORMANCE OF MATERIALS AND ASSEMBLIES BUILDING CODE REFERENCES: OTHERWISE ON DRAWINGS. THE OWNER. AND PERFORMING WORK IN A SAFE MANNER. ❑ NO EXCEPTIONS TAKEN ® REVIEWED NOTE MARKINGS ALL CODE REFERENCES HEREAFTER SHALL CORRESPOND TO THE FOLLOWING MATERIAL SPECIFICATTON, UNLESS NOTED OTHERWISE: TYPICAL DETAILS MAY NOT NECESSARILY BE CUT ON PLANS, BUT APPLY, U.N.O. ❑ F-- - ----------'-- ❑ RESUBMIT EDITIONS, U.N.O.: STRUCTURAL SHAPES: ASTM A992 GRADE 50 BARS AND PLATES: ASTM A36 WHERE DISCREPANCIES OCCUR BETWEEN PLANS, DETAILS, GENERAL STRUCTURAL B' MICHAEL STEVENS DATE:11/28/2023 MATERIAL CODE EDITION STRUCTURAL TUBING/HSS: ASTM A500, GRADE B (FY = 46 KSI) NOTES AND/OR SPECIFICATIONS, THE GREATER REQUIREMENTS SHALL GOVERN. BOLTS: ASTM A307 CONCRETE BUILDING CODE REQUIREMENTS FOR STRUCTURAL FLAT; BEVELED WASHERS: ASTM F436 ANY ENGINEERING DESIGN, PROVIDED BY OTHERS AND SUBMITTED FOR REVIEW, DYI(EMAN "" �" a..-•,E.,,.,w•o�o CONCRETE AND COMMENTARY, (ACI 318)-14. DIRECT-TENSION WASHERS: ASTM F959 nn•,»,m „I SHALL BEAR THE SEAL THIS A REGISTERED ENGINEER RECOGNIZED BY THE BUILDING REINFORCING 2004 ACI DETAILING MANUAL (ACI SP-66). FILLER METAL: E70XX ELECTRODES, ALL THISSTEEL 15TH EDITION OF (AISC) STEEL CONSTRUCTION WELDS SHALL BE SINGLE MANUAL. PASS 3/16" UNLESS NOTED CODE JURISDICTION OF 5 PROJECT. O O T WELDING STRUCTURAL WELDING CODE - STEEL, (AWS) OTHERWISE D1.1-20. COLD FORMED SHAPES: ASTM A653, FY = 55 KSI 18' U" LIGHT GAGE STEEL 2016 (AISI) NORTH AMERICAN SPECIFICATION ROOF METAL DECK: ASTM A792, FY = 80 KSI 4'-p" 10'=0" 4'-0" FOR THE DESIGN OF COLD-FORMED STEEL SCREW FASTENERS: STRUCTURAL MEMBERS. TYP SELF DRILLING AND SELF-TAPPING SCREWS SHALL BE #12-14 TEK SCREWS OR I 02 I 03 TYP. I 26 GA METAL DECK LOADS: APPROVED EQUAL AND SHALL CONFORM TO ASTM A545 OR SAEJ78. SAEJ93 OR I '^I` V-LINE 32 OR EQUIVALENT ANSI/ASMEB18.6.4. Ir / 1/4-12 ,✓ v RISK CATEGORY = II [ ROOFING: DESIGN DATA: f 1 3/8" PROFILE x 26 GA ROOF DECK (V-LINE 32) OR EQUIVALENT WITH #12-14 ROOF DEAD LOAD AT CARPORTS TEK SCREWS AT 9" O.C, UNLESS NOTED OTHERWISE OR (4) SCREWS PER 32" '� DL ROOFING AND TRIM 1.03 PSF WIDE PANEL 0 EACH SUPPORT STEEL BEAM PER PLAN DL FOR PURLINS SELF WEIGHT PURLIN PER PLAN ROOF SNOW LOAD 25 PSF ROOFING IS V-LINE 32 - 26 GA - TYPICAL HSS COLUMN WIND; GAUGE WT. I S+ I+ S- I- PER PLAN - TYPICAL (IBS/FT2) (IN3/FT) I(IN4/FT) (IN3/FT) (IN4/FT) THE WIND LOADS ARE DETERMINED IN ACCORDANCE WITH ASCE 7-16: 28 0.91 1 0.0847 1 0.0619 0.0833 0.0619 BASIC WIND SPEED V: 98 MPH ALT. TYP. 06 01 EXPOSURE CATEGORY: C PURLINS 2 2 STRUCTURAL FILL ASPHALT WIND IMPORTANCE FACTOR: 1.0 SEISMIC: ALL PURLINS ARE ASTM A653 CEE 10 X 3 1/4 X 12 GAUGE UNLESS NOTED r' OTHERWISE, WITH THE FOLLOWING MINIMUM GROSS PROPERTIES: IMPORTANCE FACTOR le = 1.0 GAUGE DEPTH FLANGE LIP SX IX Fy LATITUDE = 48.1527427; LONGITUDE =-122.1405743 Ss = 1.051, S1 = 0.375, SEISMIC SITE CLASS = D (IN) (IN) (IN) (IN3) I (IN4) (KSI) RW = 1.25 STEEL ORDINARY CANTILEVER COLUMNS CS 0.672 RY = D 12 10.00 3,5 0.885 5.3667 25.495 55 �%% \`/�\// \/,\\//�\��/\�//\� // •. ,• :: /\\�j\\���\\\/�\ /�/\j\\�\\/\\/�/\�/\ FOUNDATION: Sr�NEL // /j/j rj\/` \ Cl o p y THE STRUCTURAL CONSTRUCTION DOCUMENTS REPRESENT THE FINISHED ALLOWABLE SOIL: BEARING CAPACITY (DL+LL): 1,500 PSF PER SOILS REPORT STRUCTURE. THEY DO NOT INDICATE THE METHOD OF CONSTRUCTION. THE PROVIDED BY GEOENGINEERS; PROJECT NO. 22450-002-01. CONTRACTOR SHALL PROVIDE ALL MEASURES NECESSARY TO PROTECT THE TYPICAL SECTION STRUCTURE DURING CONSTRUCTION. SUCH MEASURES SHALL INCLUDE, BUT ARE FOOTINGS SHALL BEAR ON ALLUVIUM OR ADVANCED OUTWASH OR COMPACTED FILL NOT LIMITED TO BRACING AND SHORING FOR LOADS DUE TO CONSTRUCTION SCALE: 1/4" = 1'-0" PADS PER THE GEOTECHNICAL REPORT. SOIL CONDITIONS SHALL BE VERIFIED PRIOR EQUIPMENT, ETC. THE STRUCTURAL ENGINEER SHALL NOT BE ^ �T r� �T a TO PROCEEDING WITH CONSTRUCTION. CITY OF rill LIlV 1 OlV J �� a RESPONSIBLE FOR THE CONTRACTOR'S MEANS, METHODS, TECHNIQUES, SEQUENCES OR PROCEDURE OF CONSTRUCTION, OR THE SAFETY PRECAUTIONS AND THE F WAS CONCRETE: PROGRAMS INCIDENT THERETO (NOR SHALL OBSERVATION VISITS TO THE SITE BUILDING DEPARTMENT RECEIV INCLUDE INSPECTION OF THESE ITEMS). Z MINIMUM COMPRESSIVE STRENGTH OF CONCRETE SHALL BE 3.000 PSI TO COMPLY APPROVED_ WITH EXPOSURE REQUIREMENT OF IBC TABLE 1904.1. STRUCTURAL DESIGN IS CONSTRUCTION MATERIALS SHALL BE SPREAD OUT IF PLACED ON FRAMED FEB 1 L 202 BASER DN f'c OF 2,500 PSI. PER IBC 1705.3, NO SPECIAL INSPECTION IS CONSTRUCTION. LOAD SHALL NOT EXCEED THE DESIGN LIVE LOAD PER SQUARE DATE BY o Q FOOT. 7 9 Z. sTER ALL CONCRETE CONSTRUCTION SHALL CONFORM TO ACI. MAXIMUM WATER/CEMENT yyl IERE REFERENCE IS MADE TO VARIOUS TEST STANDARDS OR MATERIALS, SUCH NO CHANGES AUTHORIZED ��.__. , RATIO (W/C) SHALL BE 0.55. PROVIDE AIR ENTRAINMENT (5% t 1%) IN CONCRETE UNLESS APPROVED BY THE NAL EXPOSED TO FREEZE-THAW ACTION. STANDARDS SHALL BE THE LATEST EDITION AND/OR ADDENDA. BUILDING INSPECTOR 09/20/2023 ESTABLISH AND VERIFY ALL OPENINGS AND INSERTS FOR MECHANICAL, PLUMBING AND ELECTRICAL WITH APPROPRIATE TRADES, DRAWINGS AND SUBCONTRACTORS Ra_ccr PREPARED FOR PWA1 D SY 1PagvkS SHEET NO PRIOR TO CONSTRUCTION. CENTENNIAL PARK II OM.N- AMA SJ"O CARPORTS CARPORTS OF WASHINGTON1$9 SIttS&�''� I I DRAYN AMA IOPTIONS ARE FOR CONTRACTOR'S CONVENIENCE. IF AN OPTION IS CHOSEN, ARLINGTON, WA 98223CONTRACTOR SHALL BE RESPONSIBLE FOR ALL NECESSARY CHANGES AND SHALL _ ,:,r P.O. BOX 2389 CHECKED CiT oa/o/zo23 PROJECT NO o COORDINATE ALL DETAILS. • CIVIL I STRUCTURAL I SURVEY GENERAL STRUCTURAL NOTES BUCKLEY, WASHINGTON 98321 DATE AS NOTM 4fi1ONENTERSTREET I TACOM53)474fi169 20,237 AND TYPICAL SECTION PHONE:1263Ig6.6416 I FA%:I2 631 6 71-07fi9 G G httpAlwvnv,fiHCSH l II.caM 0 AS REV. ON DRAWING: SUBJECT OF REVISION: REVISION #: DATE: TYPE: NOTES: 21/2" 11/4" NOTES: NOTES: NOTES: 1. ASPHALT (5) 1. # 1. CAP"PLATE"WITH (4)STEEL 1. METAL DECK PER PLAN 12-14 TEK SCREWS PER AND GSN N DETAIL 4 5/8" DIAMETER BOLTS 2. NATIVE SOIL OR STRUCTURAL FILL " WITH NUTS AND 2. #12-14 TEK SCR ," 1 2. DECKING PER PLAN WASHERS AT 9" O.C. MAX. - 3. STEEL COLUMN PER PLAN Co 3/16 PROVIDE (4) SCREWS (3) 3. STEEL BEAM PER PLAN PER PANEL MINIMUM 4. CONCRETE FOOTING PER PLAN (6) , ? (1) 2. 1/4"x6"x9" STIFFENER 2'-8" iN (9) / (3) COLUMN SIDE OF 4. PURLIN PER PLAN 3/16 1 1 5. 5%8 1/2"x1/4" A36 STEEL (2) ARD (1) I I (4) 3/16 PLATE (8) M 3. DIAMETER DHOLES 6. (4) 9/16" x 11/16" SLOTTED HOLES WITH 1/2" 1 1/2„ 1 1/2" N 4 PLAN METAL DECKING PER DIAMETER BOLTS --J�� m Q I I a \\• c" 5. STEEL BEAM PER /?/ , I I �, 7. (4) 1/2" DIAMETER BOLTS DETAIL 5 Oq ROOF SCREW PATTERN ° SECTION A-A 't SCALE: N.T.S. rn � /\\/\ I I ° \ \\ (2) 6. HSS COLUMN PER M \\/\\/� d n /\/\\, PLAN I \ \� `�\M/\ ° \\/\\�• (1) (2) (5; 7. 3/16"x2"x4" SHIM < ROOF DECK 'a °4 OVERHANG PER PLAN PLATE (3) 9-11 1/2" 8. 1 4 x4" x6 1/4„ (7) ALL STEEL PLATE - CENTERED ON POST 4'-1 1/4" 1'-9" CN\\\\f\\\T/\\\/\\ IF 8 lw 9COLUMNEL PLATE TO00 ( ) 9"3'-0" (7) A (2) A3/16 W8 BEAM PER PLAN3/16 PLATE TO W8 3/16 TYP. SEE DETAIL 03 FOR BOLT LOCATIONS (6) MM TYPICAL COLUMN FOOTING 02 BEAM TO PURLIN CONNECTION 03 BEAM TO COLUMN CONNECTION 05 W8 RAFTER LAYOUT V I SCALE: N.T.S. SCALE: N.T.S. SCALE: N.T.S. SCALE: N.T.S. NOTES: 1. SEE STRUCTURAL NOTES ON SHEET S1.0 (1) (2) (3) (5) ' NOTES: OA O O 2. VERIFY ALL DIMENSIONS PRIOR TO A- 11 1 1 1/2" CLEAR I I (4) 1. ASPHALT OR CONCRETE AS OCCURS PROCEEDING WITH CONSTRUCTION 2. SUBGRADE PER GSN SEE PLAN 9'-0" MAX. 18'-0" TYP. 9'-0" MAX. 3. BAY DIMENSIONS ARE MAXIMUMS - IT IS r \�\ I I a 3. STEEL COLUMN PER PLAN STRUCTURALLY ACCEPTABLE TO USE o SMALLER DIMENSIONS o W \\rr\\rr\\� 4. CONCRETE FOOTING 26 GA METAL DECK a \/\/\/ 02 TYP. V-LINE 32 OR 4. SEE SHEET S3.0 FOR 4-STALL �' °f \��\�\\�\ • \fir\\�\\� 5. PROVIDE MIN. (5) #4 BARS E.W. TOP AND EQUIVALENT I CONFIGURATION. \/r\rr\rr\r/�° a I ° • \rr\rr\� BOTTOM - PLACE (1) BAR WITHIN 1 1/2" OF EACH SIDE OF THE COLUMN, EACH WAY r� E TYPICAL. `j' 7'I( N 5. SEE SHEET 54.0 FOR 5-STALL \ \ \ \ I\r\\r� CONFIGURATION. // %/\ /ry �, N W ALT. TYP. PURLIN PER PLAN U 3" CLEAR ff�5s Z_ 06 01 HSS COLUMN 4'-3 0 2• 2. TYPICAL PER N NATIVE SOIL OR emu `j STRUCTURAL FILL � �`Pp� ,p 48T8gF'p [ASP"HALT ALTERNATE COLUMN FOOTING� /�`. / ` ` .. . :•,, •�` • T ` OV SCALE: N.T.S. \ �\ 09/20/2023 N \ \ \ \ \ \ PROECT PREPARED FOR wtEPMCO BY APPROVALS SHEET N0. o \ ♦ ` /j ♦ ♦ \ '1 ` AMA CENTENNIACARPORTS PARK II ARPORTS DE9C.`KD SZ.O CARPORTS OF WASHINGTON SI�S f'",I I I �,A„„ AMA % ARLINGTON, WA 98223 , C"EC.ED r,Jr PROJECT NO M TYPICAL ELEVATION EET n P.O. BOX 2389 BUCKLEY, WASHINGTON 98321 u1ecENrERSTneETCIVIL I uc7l STRUCTURAL sMUAawA euaa OA E ���s'�zb ASCALE; 1/B" = 1'-0" TYPICAL DETAILS pHONE:(253)474-WO 1 FAX:l3QT1474-0163 cC VE A_U01.10207237 AND ELEVATION „HpliN sMshil„c' N O AS REV. ON DRAWING: SUBJECT OF REVISION: REVISION #: DATE: TYPE: A B o 36'-0" T 9'-0" A 1. 3'-0" DIAMETER MINIMUM x 3'-9' DEEP o CONCRETE FOOTING - TYPICAL (2) LOCATIONS OI 0 I m O �+ HSS6x4x3/16 COLUMN TYPICAL (2) LOCATIONS Z% A -!�AF�RPORT FOUNDATION PLAN �CCA = A B O O 36'-0" NOTES: 1. SEE STRUCTURAL NOTES ON SHEET 1.0. A 2. VERIFY ALL DIMENSIONS PRIOR TO PROCEEDING t• WITH CONSTRUCTION. O- 3. SEE SHEET S2.0 FOR ADDITIONAL INFORMATION. 4. BAY DIMENSIONS ARE MAXIMUMS - IT IS STRUCTURALLY ACCEPTABLE TO USE SMALLER c DIMENSIONS. E .11, C1Ox3 1/202 GA. �� J• TIC ti of WAsx 26 GA METAL DECK - o 0 o V-LINE 32 OR 0I m EQUIVALENT 0 3 C1Ox3 1/202 GA. 3 � c A�0 47 9 Q w4 ST19 N �`SSIONAL EEC'` O 09/20/2023 +^j PROJCOL PREPARED FOR PREPARED BY APPROVALS SHEET NO All�2O [ARLINGTON, ENTENNIAL PARK II , DESIGNED AMA ARPORTS CARPORTS OF WASHINGTON SIttS&I I I I 53.0 4-STALL CARPORT ROOF FRAMING PLAN WA 98223 CHECK AMADP.O. BOX 2389 CHECHED ��T PROJECT N0. D SCALE: 11'-0" BUCKLEY, WASHINGTON 98321 CIVIL I STRUCTURAL I SURVEY DATE 05/017/2023-STALL FOUNDATION C016CENTER'STREET I TAcolu.wa66�a AS NOTED 20,2V7 o PHONE:126D14T4-B496 I FAX:12681474-0163 SCALE AND FRAMING PLANS hHONiww.>:Hmh6l Cary 0 AS REV. ON DRAWING: SUBJECT OF REVISION: REVISION #: DATE: TYPE: A B C D 45'-0" A O j-3'-0" DIAMETER MINIMUM x 3'-9" DEEP CONCRETE FOOTING — TYPICAL (2) LOCATIONS CD HSS6x4x3/16 COLUMN ��VV oD — TYPICAL (2) �i LOCATIONS 1a) 2 A 5-STALL F�RPQRT FOUNDATION PLAN SCALE: 1/8" = A B C O 45'-0" 9'-O' 18'-0" 18'-0" NOTES: 1. SEE STRUCTURAL NOTES ON SHEET 1.0. A 2. VERIFY ALL DIMENSIONS PRIOR TO PROCEEDING Sl. WITH CONSTRUCTION. O — 3. SEE SHEET S2.0 FOR ADDITIONAL INFORMATION. 4. BAY DIMENSIONS ARE MAXIMUMS - IT IS STRUCTURALLY ACCEPTABLE TO USE SMALLER 0 DIMENSIONS. E C10x3 1/2x12 GA. o OZ —— — — — wAsyl,��``7 o �� O� o 0co 3 I o C10x3 1/242 GA. 3 26 GA METAL DECK V-LINE 32 OR EQUIVALENT '.f> 47 9 �'� STER 1� O SSIONAL ECG 09/20/2023 PREPARED FOR PwmED BY M4W.VALS SHEET ND. a CENTENNIAL PARK II }} AMA CARPORTS CARPORTS OF WASHINGTON SI l is&�''� I I pRAM11E0 AMA S4.0 5-STALL CARPORT ROOF FRAMING PLAN ARLINGTON. WA 98223 SHEET 77+LF P.O. BOX 2389 �T PROJECT N0. n e SCALE: 1/8" = 1'-0' BUCKLEY, WASHINGTON 98321 CIVIL I STRUCTURAL I SURVEY DATE o1/31/za 5-STALL FOUNDATION 4815 CENTER STREET I TACOMA,WA.88408 SCALE AS NOTED 20,23 s AND FRAMING PLANS PHONE:(2ES)4745„B I FAX:,YW„T,-0+0] hhp:llwww.sktsh II I.coml O SW 1 /4, SW 1 /4, SECTION 23, rpPTOr�WNSHIP 31 NORTH, RANGE 3 EAST, W.M. C "\ I �14175 144 �TEIVJ: / TOP:144.38 1W / TOW:143.75 iOE;141.50 ENGINEERING IE:135.74 ___ _ 'iow:laz.75 I \ TOE:143.31, 7oW 1as.7k1�ii�x\ CATCH BASIN SCHEDULE y _ _ _ _- TOP:142.7S =J �� _ _ TOE:140.0 - TOP:144.38 _ _ 280 4TH AVE.S..SURE 200 - _ - - EDMONDS.WASHINGTON 98020 - \ ` TOE:137.Q- _- `fpE/,}41. 54"O TYPE II W/SOLD LID-1' TOW:14275' SQ1 RAILING OR PENCE. TOW Ip• m•- pRUNOTCN.SR1Ur LF EASEAIFTlT TOW:144.75 _ 390 LF 48°Q10UROMAXX DE�EMION PIPE,W/(2) GRIM:143.16 PNBNE(42s)77e-8600 13536( TOP:142,18 TOP:142.64 / __ -, CENTERED ON WALL TOW:143.25"- TOP:143.80- 135 LF AND 1 1201E RUNS W(4)3lFI;ONNECTORS IE:136.64(18"E)(TIE IN EXIST SD) FAX(425)778-5538 T "TQE.136.0 TOE:135A W;143.25 TOP:142.76 --" TOE:140.0 -T tir,75 't" IE:136.64(18"NW) // 1 Hem I =O .'142.75 TOW:142.�5` OP:142.33 1 TOE:142.0 1 1 TOW:14� EXPAND CARPORT �;4495 F«Y \®BEFNNINO WALL - \ TOP:142.21 TOP:144.75 TOP:142,16 TOE:]37.0 143.03 TOP:146.30 I TOW:143.75 TpE:142.50 -STALLS \ tE:335.74 - TOE:135.0 ?OE:1�6-0 143.66 \ I 1 TOE: O54"TYPE II W/SOLID LID _ 142.50 f TOE:143.26 TOW:145.. 142.22 TOT:142.0 143.39 \ TOP:145.70 7 '463D� RIM:6. (3 \ TOW:143.25 a \ 95 I �_ TOP:14630� IE:136.0(12.S GU/ TOP:142.75 \ 142.21 f 1i2.76 :I4 �-TOE:1M IE:136.0(12"SW) 4.0 �G TOE:240.0 342.03 t' r"al SDCO,TYP FLOW CONTROL STRUCTURE V44r e����.� 142.75 \- - 147.14 r ? \ 1 OS4"OTYPE II W/SOLID LID S8 - RIM:141.95 >� /14 f / 3 147.70 I IE:135.98(18"SE) IE:135.98(i6"NW) QYAL y 145.46 I j IE:135.98(12"NE) \� 342-14 L74/23 \ u� , `-24 II/ 5I10 ;44 a3 ('I 146.40 j ®TYPE I CB 40 LF'"36 4 V 2Y PVC f 055t _. ;.59 341,9 3429Z' •-.1076 1 I RIM:141.40(RAIN GARDEN OVERFLOW) ALTER EXISTING ROCKERY 3, ACCESS I 1 IF!138 SO(6"PERF PVC E L W) \\ 14LIS ®e5Y' T 4 - 147.20 i IE;136.50(12'N) ibt 13 New location based 4 s w� 4 141,500 �r�' - s 1 -12 ;Dw 143.2 r \ 511'r 141.79 TOE. 40. A S% N TOP: 4.1 y _��' 1 ` I Q TYPE I CB W/SOLID LID on new plan issuance 1\ - \ `5 3<L. TOE: ,� S�s.b g I j- - s i4272 1. 41. _ LF 12' j RIM;142.0 \ 142 - 341. I RI ;142, 12"S and design changes Pvc " -1"33 ( ) to the parking lot. toe%a.to I _ .� � � ( 147.0 � IE:138.30(12"N) DRAINTOE- 143.36 1 t f� TOW:14315 1 1 _ 140.30 1 i, FLOW EifTMNCE 4 1 1 TOP: IE(6"S):13IL301 3. W/ �,LL `� .�P'. .•UO.. . . TOE:140.40 ( a Z 7. 14317 PAVEMENT rr IE(6'E):138.20 I C O q WAY PAA TYR r SECTION 141.72 - •342•-' I' e RETAINI WE DON All 34433 I __ O 03 W W W i� 141A 142.15 VJA4L 27S si 433 , 2• -I a 1_ H K H j-4D 75 ( Red line c3. 'd a 1. 1F. 0P: 272 indicates power 75 LF'6"PVC V L4% \ '4J D T .2 5 �- TDc M40 4U r 7N77 I' i 1 s tun for carport N 'c '`.� TOP:UL75 ❑ a a a a ALTER EXISTING ROCK-gQV 141-rl TOE:14D40 {{ -'i lighting NL14457 143.16 1a413 1' AS REQUIRED FOR it 30 14250 itlSe 11203 .a1.69 1321E`1 A05.OS'f�-' i45.0 i 1 ,- ..t, I W CONSTRUCTION I -° 14238 143.79 r/13A6.�. SM.25 ) _______ Q $i � U2A9 24237 •I�... ❑��� 1 potential Footing conflict -,_- o o .•+ ( _ '� `` _ here with the 18"storm y 1 72'YARD 0W"lri�. - (pink).Need to change the I _ RIM:t42:40 ��� - ' -.r Z- _ _ r looting design here to the -I E t 5p;3935 ) \ - alternate"shallop'footing 1 '. It IV Ni-.;aS_75 - 14236 14205 �- - 1 DESIGN: l3JL 142.74 1r236 501f'6"PVC p 0,5TL ( 143.75 1 fA,tPORT.TYP 1 - �- - "IS PVC L9% /�AA I i DRAWN: ATD MN 3O�F`U NC A0.5% \ \ 144.77 1 , / I I \ 144 70 _ 144.22 i i 18"O DRAIN LINE TO I I EXPAND -X•�- MATCIF E),IS7OR4DE.GRADE. 14t i, ------ - BE TIED INTO CB Bl I 1 TO COVEISSTALLS ASPHALT CONCRETE CHECK: JPU y4?. l 144.1� 1 (__ WEARING COURSEJOB NO: 23069.20��� 245.35- I E La (WSDOT STD SPEC 5-04.1) DETECTABLE 6 DATE: 04 1 B 23 TOC: _ 'TOC: WARNING i CRUSHED SURFACING 1'4a.60 ";4t il5 344.20 STRIP,TYP - e o 0 o BASE COURSE(WSDOT I = a s„ 4 STD SPEC 9-MB(3)) 12'YAAD DRAIN - •y, _►�_^ _ I o o e o RIM:14270 --'�43,PC I. - STRUCTURAL FILL(SEE NOTE 7) 1 ALL8"CMP STANDPIPE ON IE(6'E):139.70 -r %j ,� EXIST CB WEST OUrLET .3 '.'i1� IE(6'W):139.60 LY YARD OWN 12"YARD DRAIN 1 I _ GRAVEL (WSDOT STD OF STANDPIPE ELEV:139.1S f �T. _ RM 141M RR112Q3 I 1 SE(fP W):14LO 1 o Z EXIST TYPE CB Hl 1 2 ^I-'T- --- --' 1 IE(6'E);14Q0S -141.9C1 �I14410 t PERMEABLE BALLAST RIM:141.84 , �.. �. 1E(6"Wt:loss�- - � ~ DRAINAGE LAYER(SEE NOTE 7) IE IS"E,W):13888 r i I JI� r 1 ; (WSDOT STD SPEC9-03.9(2)) MIRAFI 14ON NON-WOVEN W GEOTFXTILE FABRIC OR 0 e� APPROVED EQUAL Q 0 II \� --~ ---Y•- •A4 85 z NATIVE MATERIAL,TO BE ,^ -----II I APPROVED BY GEOTECHNICAL ` ----^^- ENGINEER Q N J I I• � i 1 I 11 W H N i GRADING AND DRAINAGE PLAN TYPICAL PAVEMENT SECTION Y w rn D L'-� 1 SCALE: V-20' 20 1D 2D 40© SG1LF 1"•1'-0 Q Q Q Z GRADING AND DRAINAGE PLAN NOTES: 0- Q Q 1. SOILS REPORT a F Z f^ Z REPORT NUMBER: 2245G-002-01 V PREPARED BY: GEOENGINEERS Z Cfl O Z PAVING LEGEND DATED: APRIL 5,2023 Pli NEW ASPHALT/UTILITYSAWCUT 2. ALLDISTURBED AREAS ON AND OFF-SITE SHALL BE COMPOST-AMENDED PER THE REQUIREMENTS OF BMP T5.131N THE STORMWATER MANUAL VOLUME V,CHAPTER 11. [, OVERLAY EXISTING ASPHALT LIJ ^ Z Z 3. TOW REFERS TO THE TOP OF THE CONCRETE WALL TOP AND TOE REFER TO FINISHED GRADE AT THE TOP AND '• '1 NEW CONCRETE g BOTTOM OF THE WALLS,RESPECTIVELY. 0 ^ f< 4. A TYPE II CATCH BASIN IS REQUIRED WHENEVER RIM TO INVERT EXCEEDS 5'. SHEET: 5. A MINIMUM OF 2'OF COVER IS REQUIRED FOR ALL PIPES LOCATED UNDER DRIVEABLE SURFACES AND V OF GRADING QUANTITIES COVER UNDER LANDSCAPE SURFACES. TOTAL EXCAVATION(CUT)- 2,600 CU YDS TOTAL 6. NEW/REPLACED IMPERVIOUS SURFACE 29,034 SF,24,437 SF RUNOFF ROUTED TO BIORETENTION/DETENTION EMBANKMENT(FILL)- 7,000 CU YDS SYSTEM THROUGH SHEET FLOW.4,597 5F RUNOFF ROUTED TO PHASE I INFILTRATION SYSTEM THROUGH TOTAL 9,600 CU YDS CATCH BASINS/CONVEYANCE PIPES. THE QUANTITIES SHOWN ABOVE ARE FOR THE PERMIT PROCESS / _3. 7. CONTRACTOR SHALL PROVIDE FOOTING AND PAVEMENT SUBSTRATE PREPARATION,FILL,COMPACTION,AND ONLY.THESE VALUES ARE APPROXIMATE.DO NOT USE FOR DRAINAGE PER GEOTECHNICAL REPORT.GEOTECHNICAL ENGINEER SHALL OBSERVE EXCAVATED SOIL BIDDING,PAYMENT,OR ESTIMATING PURPOSES. ' CONDITIONS DURING CONSTRUCTION(AND GROUNDWATER CONDITIONS)AS REQUIRED,AND PROVIDE ADDITIONAL RECOMMENDATIONS IF NECESSARY BASED ON ACTUAL SITE CONDITIONS. CITY OF ARLINGTON 18204 59th Avenue NE,Arlington,WA 98223 INSPECTIONS: 360-403-3417-Permit Center: 360-403-3551 BUILDING PERMIT 17231 67TH AVE NE Permit#: 5829 PERMIT EXPIRES 180 DAYS AFTER Parcel#: 31052300300800 DATE OF ISSUANCE. Scope of Work: 5 Stall Carport Valuation: 8928.00 OWNER APPLICANT CONTRACTOR EDGECOMB STATION 5J LLC Dykeman Architects Exxel Pacific 19801 50TH AVE W 1716 W Marine View Dr,Floor 2 323 Telegraph Road LYNNWOOD,WA 98036 Everett,Wa,98201 Bellingham,WA 98226 4252593161 360-734-2872 LIC: EXP: MECHANICAL CONTRACTOR PLUMBING CONTRACTOR LIC#: EXP: LIC#: EXP: JOB DESCRIPTION PERMIT TYPE: COMMERCIAL BUILDING CODE YEAR: 2018 STORIES: 1 CONST.TYPE: VB DWELLING UNITS: OCC GROUP: S-1; Storage Mod Hazard BUILDINGS: OCC LOAD: PERMIT APPROVAL The issuance or granting of this permit shall not be construed to be a permit for,or approval of,any violation of this Code or any other ordinance or order of the City,of any state or federal law,or of any order,proclamation,guidance advice or decision of the Governor of this State.To the extent the issuance or granting of this permit is interpreted to allow construction activity during any period of time when such construction is prohibited or restricted by any state or federal law,or order,proclamation,guidance advice or decision of the Governor of this State,this permit shall not authorize such work and shall not be valid.The building official is authorized to prevent occupancy or use of a structure where in violation of this Code,any other City ordinances of this jurisdiction or any other ordinance or executive order of the City,or of any state or federal law,or of any order,proclamation, guidance advice or decision of the Governor.The building official is authorized to suspend or revoke this permit if it is determined to be issued in error or on the basis of incorrect,inaccurate or incomplete information,or in violation of any City ordinance,regulation or order,state or federal law,or any order,proclamation,guidance or decision of the Governor. I AGREE TO COMPLY WITH CITY AND STATE LAWS REGULATING CONSTRUCTION AND IN DOING THE WORK AUTHORIZED THEREBY;NO PERSON WILL BE EMPLOYED IN VIOLATION OF THE LABOR CODE OF THE STATE OF WASHINGTON RELATING TO WORKMEN'S COMPENSATION INSURANCE AND RCW 18.27. THIS APPLICATION IS NOT A PERMIT UNTIL SIGNED BY THE BUILDING OFFICIAL OR HIS/HER DEPUTY AND ALL FEES ARE PAID. IT IS UNLAWFUL TO USE OR OCCUPY A BUILDING OR STRUCTURE UNTIL A FINAL INSPECTION HAS BEEN MADE AND APPROVAL OR A CERTIFICATE OF OCCUPANCY HAS BEEN GRANTED.IBC 110/IRC 110. SALES TAX NOTICE: Sales tax relating to construction and construction materials in the City of Arlington must be reported on your sales tax return form and coded City of Arlington#3101. 03/28/2024 Applicant Signat Date Building Official Date CONDITIONS Design of carports shall match existing.Approved job copy shall be onsite for inspections.Adhere to approved plans. Call in inspections. The property owner shall ensure that the construction project complies with all applicable zoning codes and regulations.The property owner shall also ensure that the construction project does not cause any adverse impact on the surrounding environment or community.The property owner shall be responsible for obtaining all necessary permits and approvals from the relevant authorities before commencing construction.The property owner shall ensure that the construction project complies with all applicable design review requirements. THIS PERMIT AUTHORIZES ONLY THE WORK NOTED.THIS PERMIT COVERS WORK TO BE DONE ON PRIVATE PROPERTY ONLY.ANY CONSTRUCTION ON THE PUBLIC DOMAIN(CURBS, SIDEWALKS,DRIVEWAYS, MARQUEES,ETC.)WILL REQUIRE SEPARATE PERMISSION. PERMIT FEES Date Description Fee Amount 04/01/2024 Building Plan Review $162.34 04/01/2024 Credit Card Service $4 87 04/01/2024 Processing/Technology $25.00 04/01/2024 Building Permit $248.25 04/01/2024 State Surcharge-Commercial $25.00 04/01/2024 Credit Card Service $8 95 Total Due: $474.41 Total Payment: $474.41 Balance Due: $0.00 CALL FOR INSPECTIONS Call by 3:30 pm for next day inspection,allow 48 hours for Fire Inspections When calling for an inspection please leave the following information: Permit Number,Type of Inspection being requested,and whether you prefer morning or afternoon INSPECTION INFORMATION I Pass/Fail Permit#: 5829 Permit Date: 02/16/24 Permit Type: COMMERCIAL BUILDING Project Name: Centennial Park, Carport#9 Applicant Name: Dykeman Architects Applicant Address: 1716 W Marine View Dr, Floor 2 Applicant, City, State, Zip: Everett,Wa, 98201 Contact: Michael Stevens Phone: 4252593161 Email: michaels@dykeman.net Scope of Work: 5 Stall Carport Valuation: 8928.00 Square Feet: 0 Number of Stories: 1 Construction Type: VB Occupancy Group: S-1; Storage Mod Hazard ID Code: Permit Issued: 04/01/2024 Permit Expires: 09/30/2024 Form Permit Type: COMMERCIAL BUILDING Status: COMPLETE Assigned To: Hannah Hardwick Property Parcel# Address Legal Description Owner Name Owner Phone Zoning 31052300300800 17231 67TH AVE NE EDGECOMB 140 MIXED-USE STATION 5J LLC Contractors Contractor Primary Contact Phone Address Contractor Type License License Exxel Pacific Matt 360-734-2872 323 Telegraph Road CONSTRUCTION CONTRACTOR Inspections Date Inspection Type Description Scheduled Date Completed Date Inspector Status 05/07/2024 C20.BUILDING AM or PM 05/08/2024 CED INSPECTOR Approved FINAL 04/02/2024 CO2.FOOTINGS After 12:00.Pouring at 2:00 04/03/2024 04/03/2024 BUILDING Approved Plan Reviews Date Review Type Description Assigned To Review Status COMMERCIAL No Comment 02/23/2024 BUILDING AIRPORT Received 02/23/2024 COMMERCIAL BUILDING Approved BUILDING COMMERCIAL Approved with 02/23/2024 BUILDING see condition PLANNING Conditions 02/23/2024 COMMERCIAL No comments,LT&KS PW-ADMIN-GIS Approved BUILDING COMMERCIAL No Comment 02/23/2024 BUILDING PW-SEW-REV Received COMMERCIAL No Comment 02/23/2024 BUILDING PW-WAT-REV Received Fees Fee Description Notes Amount Building Plan Review Table 4-2 $162.34 Credit Card Service $4.87 Processing/Technology $25.00 Building Permit Table 4-1 $248.25 State Surcharge-Commercial Commercial Only $25.00 Credit Card Service $8.95 Total $474.41 Attached Letters Date Letter Description 03/28/2024 Building Permit 03/22/2024 Building Permit Payments Date Paid By Description Payment Type Accepted By Amount 02/23/2024 XBP Con£ $162.34 166363420 02/23/2024 Ryan Kilby 166363420 Hannah Hardwick $4.87 03/28/2024 XBP Conf: $298.25 169062550 03/28/2024 Ryan Kilby 169062550 Hannah Hardwick $8.95 Outstanding Balance $0.00 Notes Date Note Created By: 03/28/2024 sent link for payment again Hannah Hardwick 02/16/2024 emailed for valuation to calculate the plan review fee. Hannah Hardwick 02/16/2024 emailed for valuation to calculate the plan review fee. Hannah Hardwick Uploaded Files Date File Name 04/01/2024 19513695-20240401 BLD5829 IssuedPermit.pdf 03/13/2024 18927048-20240313 BLD5829 ApprovedPlans.pdf 02/16/2024 18576249-20240216 BLD5829 Structural Calcs.pdf 02/16/2024 18576250-20240216 BLD5829 App.pdf Date: 05/21/2026 Permit#: 5829 Permit Date: 02/16/2024 Review Date: 02/23/2024 Permit Type: COMMERCIAL BUILDING Review Type: COMMERCIAL BUILDING Target Date: 03/22/2024 Scheduled Time: 00:00 Completed Date: 03/05/2024 Description: see condition Review Status: Approved with Conditions Assigned To: PLANNING Time In: 00:00 Time Out: 00:00 Hours: 0.0 Notes 03/05/2024 Condition for permit: Design of carports shall match existing Property Information Parcel#: 31052300300800 EDGECOMB STATION 5J LLC EDGECOMB STATION 5J LLC 19801 50TH AVE W 17231 67TH AVE NE LYNNWOOD,WA 98036 Zoning: 140 MIXED-USELot: Block: