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1502 PCC West E Lauridsen Blvd - Motorcycle Shelter - Building
PREPARED 10/15/10 8 18 59 INSPECTION TICKET PAGE 6 CITY OF PORT ANGELES INSPECTOR JAMES LIERLY DATE 10/15/10 ADDRESS 1502 PCC WEST E LAURIDSEN BLVD SUBDIV TENANT NBR PENINSULA COLLEGE CONTRACTOR HOWARD S WRIGHT CONSTRUCTRS LP PHONE (206) 447 7654 OWNER WA PENINSULA COLLEGE PHONE (360) 460 1373 PARCEL 06 30 14 2 1 0000 0000 APPL NUMBER 10 00000797 COMM NEW CONST PERMIT BPC 00 BUILDING PERMIT COMMERCTAT• REQUESTED INSP DESCRIPTION TYP/SQ COMPLETED RESULT RESULTS/COMMENTS BL99 01 10/15/1D BLDG FINAL TIME 01 00 October 14 2010 4 53 25 PM 1pangrle JOHN 206 856 3817 P� BUILDING FINAL MOTORCYCLE SHELTER AFTERNOON COMMENTS AND NOTES 1 CITY OF PORT ANGELES DEPARTMENT OF COMMUNITY& ECONOMIC DEVELOPMENT BUILDING DIVISION 321 EAST 5TH STREET PORT ANGELES,WA 98362 r Application Number 10 00000797 Date 8/17/10 Application pin number 959791 Property Address 1502 PCC WEST E LAURIDSEN BLVD REPORT SALES TAX ASSESSOR PARCEL NUMBER 06 30 14 2 1 0000 0000 Tenant nbr name PENINSULA COLLEGE on your state excise tax form Application type description COMM NEW CONST Subdivision Name to the City of Port Angeles Property Use (Location Code 0502) Property Zoning PUBLIC BUILDINGS & PARKS Application valuation 68000 Application desc 468 SQ FT MOTORCYCLE SHELTER Owner Contractor WA PENINSULA COLLEGE HOWARD S WRIGHT CONSTRUCTRS LP 1502 E LAURIDSEN BLVD PO BOX 34449 PORT ANGELES WA 98362 SEATTLE WA 98124 (360) 460 1373 (206) 447 7654 Structure Information 000 000 468 SF MOTORCYCLE SHELTER Permit BUILDING PERMIT COMMERCIAL Additional desc 468 SF MOTORCYCLE SHELTER Permit pin number 170340 Permit Fee 796 25 Plan Check Fee 517 56 Issue Date 8/17/10 Valuation 68000 Expiration Date 2/13/11 Qty Unit Charge Per Extension BASE FEE 670 25 18 00 7 0000 THOU BL-50 001 100K (7 00 PER K) 126 00 1 ^ i Special Notes and Comments V'(� The Fire Department has reviewed the project application and has no comments I August 9 2010 5 31 57 PM sroberds U The result will be a 468 sq ft shelter for motorized transport (motorcycles) in the PSP zone in association with required parking for a community college No negative land use issues anticipated MAINTAIN CLEARANCES FROM OVERHEAD POWER LINES Any modifications to the City s electrical facilities will be at the customer s expense Public Works Utility Engineering has no requirements for this plan review Other Fees STATE SURCHARGE 4 50 Fee summary Charged Paid Credited Due Permit Fee Total 796 25 796 25 00 00 Plan Check Total 517 56 517 56 00 00 Other Fee Total 4 50 4 50 00 00 Separate Permits are required forelectrical work,SEPA,Shoreline ESA,utilities private and public improvements This permit becomes null and void if work or construction authorized is not commenced within 180 days if construction or work is suspended or abandoned for a period of 180 days after the work has commenced or if required inspections have not been requested within 180 days from the last inspection I hereby certify that I have read and examined this application and know the same to be true and correct. All provisions of laws and ordinances governing this type of work will be complied with whether specified herein or not. The granting of a permit does not presume to give authority to violate or cancel the ovisions of any state or local law regulating construction or the performance of construction. Date Print Name Signature of Contractor or Authorized Agent Signature of Owner(if owner is builder) T-Forms/Building Division/Building Permit BUILDING PERMIT INSPECTION RECORD — PLEASE PROVIDE A MINIMUM 24-HOUR NOTICE FOR INSPECTIONS Building Inspections 417-4815 Electrical Inspections 417-4735 Public Works Utilities 417-4831 Backflow Prevention Inspections 417-4886 IT IS UNLAWFUL TO COVER, INSULATE OR CONCEAL ANY WORK BEFORE INSPECTED AND ACCEPTED POST PERMIT INCONSPICUOUS LOCATION. KEEP PERMIT AND APPROVED PLANS AT JOB SITE. Inspection Type Date Accepted By Comments FOUNDATION: Footings Stemwall Foundation Drainage/Downspouts Piers Post Holes(Pole Bldgs.) PLUMBING Under Floor/Slab Rough-in Water Line Meter to Bldg) Gas Line Back Flow/Water FINAL Date Accepted by AIR SEAL. Walls Ceiling FRAMING Joists/Girders/Under Floor Shear Wall/Hold Downs Walls/Roof/Ceiling Drywall Interior Braced Panel Only) T-Bar INSULATION- Slab Wall/Floor/Ceiling MECHANICAL. Heat Pum /Furnace/FAU/Ducts Rough-in Gas Line Wood Stove/Pellet/Chimney Commercial Hood/Ducts FINAL Date Accepted b MANUFACTURED HOMES Footing/Slab Blocking&Hold Downs Skirting PLANNING DEPT Separate Permit#s SEPA. Parkin /Lighting ESA. Landscaping SHORELINE. FINAL INSPECTIONS REQUIRED PRIOR TO OCCUPANCY/USE Inspection Type Date Accepted By Electrical 417-4735 Construction R.W PW /Engineering 417-4831 Fire 417-4653 Planning 417-4750 Building 417-4815 T-Forms/Building Division/Building Permit CITY OF PORT ANGELES DEPARTMENT OF COMMUNITY & ECONOMIC DEVELOPMENT- BUILDING DIVISION 321 EAST 5TH STREET PORT ANGELES, WA 98362 Page 2 Application Number 10 00000797 Date 8/17/10 Application pin number 959791 REPORT SALES TAX Grand Total 1318 31 1318 31 00 00 on your state excise tax form to the City of Port Angeles (Location Code 0502) Separate Permits are required for electrical work,SEPA,Shoreline ESA,utilities,private and public improvements This permit becomes null and void if work or construction authorized is not commenced within 180 days if construction or work is suspended or abandoned for a period of 180 days after the work has commenced, or if required inspections have not been requested within 180 days from the last inspection I hereby certify that I have read and examined this application and know the same to be true and correct. All provisions of laws and ordinances governing this type of work will be complied with whether specified herein or not. The granting of a permit does not presume to give authority to violate or cancel the provisions of any state or local law regulating construction or the performance of construction Date Print Name Signature of Contractor or Authorized Agent Signature of Owner(if owner is builder) T.Forms/Building Division/Building Permit r ^, s BUILDING PERMIT INSPECTION RECORD C> — PLEASE PROVIDE A MINIMUM 24-HOUR NOTICE FOR INSPECTIONS- ) Building Inspections 417-4815 Electrical Inspections 417-4735 Public Works Utilities 417-4831 Backflow Prevention Inspections 417-4886 IT IS UNLAWFUL TO COVER, INSULATE OR CONCEAL ANY WORK BEFORE INSPECTED AND ACCEPTED POST PERMIT INCONSPICUOUS LOCATION. KEEP PERMIT AND APPROVED PLANS AT JOB SITE. Inspection Type Date Accepted By Comments FOUNDATION: Footings Stemwall Foundation Drainage/Downspouts Piers Post Holes(Pole Bldgs) PLUMBING Under Floor/Slab Rough-In Water Line Meter to Bldg) Gas Line Back Flow/Water FINAL Date Accepted b AIR SEAL. Walls Ceiling ^� FRAMING 1 " Joists/Girders/Under Floor Shear Wall/Hold Downs Walls/Roof/Ceiling Drywall Interior Braced Panel Only) T-Bar INSULATION. Slab Wall/Floor/Ceiling (10 MECHANICAL. Heat Pum /Furnace/FAU/Ducts Rough-In Gas Line Wood Stove/Pellet/Chimney Commercial Hood/Ducts FINAL Date Accepted b MANUFACTURED HOMES Footing/Slab r Blocking&Hold Downs Skirting �s PLANNING DEPT Separate Permit#s SEPA. Parkin /Lighting ESA. Landscaping SHORELINE. FINAL INSPECTIONS REQUIRED PRIOR TO OCCUPANCY/USE Inspection Type Date Accepted By Electrical 417-4735 Construction R W PW I Engineering 417-4831 Fire 417-4653 Planning 417-4750 S Q Building 417-4815 10 —16 �I . N T:Forms/Building Division/Building Permit `� 11 (8/2/2010) Linda Pangrle FW' Motorcycle Shelter Sheet Al 04 keyplan and enlarged plan Page 2 To 'Rick Croot' Cc: Mike Bartolome Subject: RE. Motorcycle Shelter Sheet Al 04 keyplan and enlarged plan Rick, The attached PDF has the dimensions shown on the key plan and can be read if you zoom in From the north-east corner of the Bldg Q wing-wall the south-east corner of the motorcycle shed is 27' 1 north and about 11 east. Hope this does it. JC `,aF.0PORTBUILDING PERMIT APPLICATION Print in ink �►►�.`► CITY OF PORT ANGELES 6X . For City Use Only- Attn Building Permit Technician ��Q ( Date Received '7-Zoj�l4 C..� 321 E Fifth St. Port Angeles, WA 98362 Q�� �G ,}1Permit# ( (360)417-4815 fax(360)417-4711 \\ (� Go- �� ate Approved Applicant 0_AAA/SV6,4 Ph Property Owner - P nep 0/o*7_-7Z72 Property Owner's Address ,h 61' �p - 0!2 Contractor _ ;1s.,,� iaoward .S W ri_g_ht _Corns#wc. ,-s _ Phone 20(,-447-765`P Contractor's Address Po i&4 3wiLi T �� ",4- q 8 f Zai, License # _ ^ Expires E-mail PROJECT ADDRESS o CJu� 0630 1421 a000 000p ��p Parcel Number �ijtS� �IGV �tl �� b�k Lot 2- Zoningl Proiect Type&Brief Description. ❑ Residential ❑ Multi-family 'Commercial ❑ Industrial Check all that apply New Construction �( GE E�7ETL FIZE V C-7,lLo8 14EEC-E� M p( u c,, ❑Addition I S ❑ Remodel /N 24,J 1 ❑ Repair ❑ Demolition 3-sicca , 11x 1ki Naw S41e, O - • Re-roof ❑ House ❑ garage ❑ other ❑ tear off&re-roof ❑ lay over one layer ❑ Heat System ❑ Heat pump ❑wood-burning stove ❑ gas fireplace ❑ pellet stove ❑ other ❑ Other Floor Areas Existing(sp. ft.) Proposed(sp. ft.) Basement @$ per sq ft. _ $ 1St Floor 2"d Floor 3rd Floor Garage Carport Covered Porch Deck Shed Other h a _�!e 4-eVR ZEr H67;:,F.,0yuE Polz-7- TOTAL VALUATION $ 629? oov Total footprint of structures (O7— sq ft. - Lot size 2��( 4bsq ft. = Lot coverago.?i % Site Coverage =the amount of impervious surface on a parcel including structures, paved driveways, sidewalks, patios, and other impervious surfaces (see PAMC 17 94 135 for exemptions) Site coverage % Max. height of proposed structures 10 ft. Occupancy group ' #of bedrooms V19� Will a lawn sprinkler system be installed? no Occupant load n-4 #of full baths h2� Will a fire sprinkler system be installed? AX) Construction type VE) #of half baths Vt?A /have read and completed this application and know it to be true and correct. I am authorized to apply for this permit and understand that it is my responsibility to determine what permits are required, and to obtain permits prior to working on projects. Date I Print Name -� IIAta[ �J'G� Signatur T:Forms/Building Division/Bldg Permit.doc NOTES Permit# 1()--7q-7 S1 310 v h UC Sa r� h ®e s '-�- he, sem �-�G►�se A f � 1 I,crirs/Building Division/Notes Clallam County Assessor& Treasurer- Property Details - 66845 WA PENINSULA COL Page 1 of 4 Clallam County Assessor & Treasurer Property Search Results > 66845 WA PENINSULA COLLEGE for Year 2010 2011 Property Account Property ID- 66845 Legal Description. NENW EXC US POWER LINE R\W&SITE EXC EASE 19 78A Geographic ID- 0630142100000000 Agent Code Type Real Tax Area. 0010 PA 121 PORT ST CNTY H2 L Land Use Code 97 Open Space N DFL N Historic Property- N Remodel Property- N Multi-Family Redevelopment: N Township Section Range Location Address: 1502 E LAURIDSEN BLVD Mapsco \�� PORT ANGELES WA Neighborhood: Exempt&Ref Region 5 Map ID- 3P Neighborhood CD- 50985200 Owner Name WA PENINSULA COLLEGE Owner ID- 57920 Mailing Address. 1502 E LAURIDSEN BLVD %Ownership 100 0000000000% PORT ANGELES WA 98362 Exemptions: EX Taxes and Assessment Due Property Tax Information as of 07/29/2010 Amount Due if Paid on M First Half Second Half Year Statement ID Taxing Jurisdiction Base Due Base Due Penalty Interest Base 2010 48860 ST SCH STATE SCHOOL $000 $000 $000 $000 1 2010 48860 CC-GEN COUNTY $000 $000 $000 $000 1 i2010 48860 PORT PORT $000 $000 $000 $000 9 2010 48860 PORT ANG PORT ANGELES $000 $000 $000 $000 4 12010 48860 SD#121 SCHOOL DISTRICT#121 $000 $000 $000 $000 1 12010 48860 NTH OLY LIB NORTH OLYMPIC LIBRARY $000 $000 $000 $000 9 2010 48860 HOSP#2 HOSPITAL#2 $000 $000 $000 $000 1 2010 48860 WSMET PK DIST WILLIAM SHORE MET PARK DIST $000 $000 $000 $000 1 2010 48860 CITY_STORMWATER CITY STORMWATER $9000 $9000 $000 $000 $1E 2010 48860 WEED—CONTROL WEED CONTROL $2.05 $2.05 $000 $000 1 2010 48860 TOTAL. $92.05 $92.05 $0.00 $0.00 $1E 2009 668452008 ST SCH STATE SCHOOL $000 $000 $000 $000 4 2009 668452008 CC-GEN COUNTY $000 $000 $000 $000 1 2009 668452008 PORT PORT $000 $000 $000 $000 1 2009 668452008 PORT ANG PORT ANGELES $000 $000 $000 $000 1 2009 668452008 SD#121 SCHOOL DISTRICT#121 $000 $000 $000 $000 1 2009 668452008 NTH OLY LIB NORTH OLYMPIC LIBRARY $000 $000 $000 $000 1 http.//vpn.clallam.net:8084/propertyaccess/Property.aspx?cid=0&year=2010&prop_id=66 7/29/2010 gas , or Mu� '? `. ,:. ', . . .:- r x., Iva: < y^ ..mP*-,.-• *a. fit. � �"� t �� �J � _ `.••� i 1 _ or� MOW W gilt Al i 71 vttl to wo tat i s"all Y avxr- "�`�' -g�rs• .s i�F �.,.tae. „^4;..' �' �.. wig t A- 15 x 42+ Qom- 1 av�ye Plans ......tI .I—1 .r.rlboa nA _ ,...h -_ � - n MOTORCYCLE SHELTER/METAL BUILDING SYSTEMS ELEVATION ALT.#1B Q MOTORCYCLE SHELTER/METAL BUILDING SYSTEMS SECTION ALT.#1B "'" N fn EE O O r i xara, ° W t?a a 0 CLU) Ea ca C o N n m MOTORCYCLE SHELTER/METAL BUILDING SYSTEMS PLAN ALT#16 m n MOTORCYCLE SHELTER/METAL BUILDING SYSTEMS SECTION ALT.#16 w dy w e d_m IS CU =tV 00N © 1 I GENERAL NOTES: CL ` iEPNAi NR.141E � v[.Gnox sr[rox .•.u®Wcsnia5��ons¢ `` W LEGEND: f�UPo0.SE'Ng✓U I 10 E P"AVWE IB kiE-R. Bid Set PARKING LOT PLAN N Nte ate lA&1B vs Aft 1A&1B Parking Lot &Motorcycle Shelte Al 04 �� a� C� E PARKAVE �LTF1B AL /15 ' Al 0410 11/16- ` 1 PARKING LOT PLAN - 60-0 Schacht I aslani architects transmittal TO- Jim Lierly, Building Inspector VIA City of Port Angeles ❑ FAX TOTAL NO OF PAGES 321 E. 5`h St. ❑ MAIL Port Angeles, WA 98362 ❑ COURIER ® HAND DELIVERY ❑ HARD COPY TO FOLLOW DATE. 28 July 2010 RE. Peninsula College Maier Hall &West Campus Improvements Motorcycle Shed Structural Design Calculations Enclosures Date Copies Description 7/17/10 3 Structural Calcs 7/14/10 3 Shop Drawings ❑ FOR APPROVAL ❑ REVIEWED ❑ FOR YOUR USE ® FOR REVIEW AND COMMENT ® AS REQUESTED Remarks Hello Jim, Enclosed are the Motorcycle Shed Structural Design Calculations and shop drawings corrected to reflect the 100 MPH wind criteria, in partial fulfillment of the Building Permit application. Let me know if you have any questions. Thank you. JC Smith Tower tel 206443 3448 506 2nd Ave,Suite 700 fax 206 443.3471 Seattle WA 98104 saarch@saarch.com PENINSULA COLLEGE SECTION 133419 Maier Hall &West Campus Improvements METAL BUILDING SYSTEMS Phase 2: Building &Site Improvements PART GENERAL 1 1 SECTION INCLUDES A. Work.includes but is not limited to following: 1 All work in this section is part of Additive Alternate#1 B 2. Design fabrication and installation of pre-engineered modular shelters. 1.2 RELATED SECTIONS A. Coordinate related work specified in other parts of the Project Manual, including but not limited to following: Section 017419 Construction Waste Management and Disposal Section 033000 Cast-in-Place Concrete Section 050523 Welding Section 051200 Structural Steel: For structural steel and welding. Section.055000 Metal Fabrications Section 079200 Joint Sealants Section 099713 Special Coatings for Ferrous Metals 13 REFERENCES A. Comply with the requirements of Section 014200 and as listed herein. See Section 014200 for listed association, council, institute, society and the like organization for its full name and address. ANSI A58 1 Gravity and Lateral Loads Design. 14 SUBMITTALS A. Submit in accordance with the,requirements of Section 013300 and the following: 1 Shop Drawings: Show roof panels; details of materials, fabrication and assembly, framing profiles; fastener types and locations, flashing and sealant details as applicable. System shall be designed by Structural Engineer registered in the State of Washington. 2. Erection Drawings: Provide instructions and drawings and develop erection procedures to enable field installation and repair of shelter 3 Product Data: Provide manufacturer's literature and data for roof panels, accessories and equipment furnished. 1 5 QUALITY ASSURANCE A. Manufacturer's Qualifications. Shelter framework, roof panels, equipment and related hardware shall be furnished by a manufacturer regularly engaged in the manufacturing of such products for a minimum of five years and shall of premium grade material, construction and finish. 16 DELIVERY STORAGE, AND HANDLING A. In accordance with 016600 and the following: 1 Delivery a. Pack all components carefully to prevent damage b Brace and insulate to prevent bending and twisting or scratching of finished surfaces. 2. Acceptance at Site. Verify undamaged conditions 10/21/09 Bid Set 133419 1 ©2009 Schacht I aslani architects PENINSULA COLLEGE SECTION 133419 Maier Hall &West Campus Improvements METAL BUILDING SYSTEMS Phase 2: Building & Site Improvements 3. Storage, After delivery store carefully to prevent damage Store in warm, dry location. 4 Handling: a. Protect from abuse or misuse at all times. b Bent, scratched or otherwise damaged items will not be accepted. 5 Ship components in largest possible sections to minimize field welding 17 SEQUENCING/SCHEDULING A. Phase-in properly with Architect reviewed/accepted Construction Progress Schedule/013216 PART2 PRODUCTS 2.1 ACCEPTABLE MANUFACTURERS A. Duo-Gard Industries, Inc. Tel. 1-734-207-9700 www.duo-gard.com, marvidsonCaD-duo- gard.com, or other reviewed manufacturers. Duo-Gard Industries is specified for type, quality and construction required. 2.2 MATERIALS A. Framing: Steel sections for all framing components. B Framework shall be assembled With.stainless steel, or cadmium or zinc-coated fasteners to prevent rusting or electrolytic interaction with framing members. rr _ C Shelter framing components-and the method of fastening them to the supporting \J foundations shall be capable of withstanding lateral loads per ANSI A58.1 Size as required by IBC or applicable local building code whichever most stringent. D Method of mounting shelter to concrete pad shall allow for a minimum.of 4-inch slope adjustment. E. Roof Panels. Roof configuration shall be translucent polycarbonate structured sheet, with integral fascia/gutter member min. 5/8-inch thick and 2 1/2-inch fascia. Seal roof panels in accordance with Section 079200 2.3 FINISH A. See Section 099713 Special Coatings for Ferrous Metals, color as selected by Architect. 2.4 FABRICATION A. Form steel to accurate sizes and shapes, with clean lines and angles in accordance with reviewed shop drawings. 1 Fit and shop assemble in largest practical sections, for delivery to site B Welding/050523 1 Weld framing components to form integral units. 2. Wire brush completed welds. 3 Grind exposed joints flush and smooth with adjacent finish surface. Make exposed butt joints tight, flush and hairline. Ease exposed edges to small uniform radius. 10/21/09 Bid Set 133419-2 ©2009 schacht I aslani architects PENINSULA COLLEGE SECTION 133419 Maier Hall &West Campus Improvements METAL BUILDING SYSTEMS Phase 2: Building & Site Improvements C Supply components required for anchorage of fabrications. Fabricate anchors and related components of same material and finish as fabrication, except where specifically noted otherwise PART 3 EXECUTION 31 EXAMINATION A. Verify installation conditions as satisfactory to receive work of this Section. Do not install until unsatisfactory conditions are corrected. Beginning work constitutes acceptance of conditions as satisfactory B. Do not proceed with installation until defects have been corrected 3.2 PREPARATION A. Field Measurements: Verify dimensions of supporting structures at the project site and adjust final shop drawings to reflect actual field dimensions. 33 INSTALLATION A. Install the work in accordance with 'Quality Assurance' provisions, 'References' and Specifications. Where these may be in conflict, the more stringent requirements govern 1 The shelter unit shall be shipped in modular form,with detailed written and video instructions for installation. 2. Erection: The manufacturer shall provide erection instructions complete with diagrams. Erection shall be performed by the manufacturers or his representative 3.4 ADJUSTING AND CLEANING A. Protect panels and framing components from damage during erection and until substantial completion of the project. 35 WASTE MANAGEMENT A. Conform to waste management plan as specified in Section 017419 1 Separate cardboard and paper packaging pallet materials, and metals used in shipping metal building systems for later disposal and recycling at firms listed in Section 017419 END OF SECTION 10/21/09 Bid Set 133419 3 ©2009 schacht I aslani architects Aldo F Colandrea,PhD,P.E. 13710 Reeck Rd.,Southgate Ml, 48195 313-235-8528W 313-235-9583F 734-324-2924H Job Motorcycle Shelter Page 1 —Z/17/10 CITY OF PORT ANGELES—Construalion Plans The Issuance of this permit based upon these plans,specifi- cations and other data shad not dgllrent the building official from thereafter repuirirtg the Corrigan of errors in said Pleas specifications and other dk or from preventing building operations b*4 Carried 0 thereunder when in violation of all codes and erdfaufifes of this jurisdiction. (SE6TIeP�?D3{ 6ede Approval Date By DESIGN CALCULATIONS 4L\1 I 1),� FOR 'Fr # Peninsula College Motorcycle Shelter Port Angeles, Washington BY Aldo F. Colandrea P.E. RECEIVED 7/1710 'JUL 27 2010 SCHACHT/ASLANI ARCHITECTS F cot, q sof w o Asy�ti Howard S.Wright Constructors BY- / J Submittal No. Spec.Section Z —O t !� Corcections l � TO JUL 2 6 2010 °c ted .� ,� Arch. °Reams NAI This submittal REVIEW shalf not be construed as a complete check and indicates only that information presented conforms generally with the contract Documents. In no case is subcontractor or Supplier relieved of responsibilityfor adherences to the contract Documents and satisfact construction of all work EXPIRES t( a HOWARD S. WRIGHT CONSTRUCTORS, LP HOWARSW96OR2 Summary of Revisions Aldo F Colandrea,Ph.D,P.E. 13710 Reeck Rd.,Southgate MI,48195 313-235-8528W 313-235-9583F 734-324-2924H In this revision the following changes were made, Job Motorcycle Shelter Page 2 Date 7 17 10 1) Wind speed on page 3 was changed to 100 mph to comply with drawing SO.02. 2) The snow exposure factor Ce on page 3 was reduced to 0 9 to comply with drawing S0.02. 3) The seismic factors S1 and Ss on page 4 were changed to comply with drawing SO.02 4) The baseplate thickness on page 11 was increased to 0.75" to accommodate the larger wind moments. 5) The concrete strength for the piers and footings was changed to 4000 psi to comply with drawing SO 02. Design Loads Aldo F Colandrea,Ph.D, P.E. 13710 Reeck Rd.,Southgate MI,48195 Dead Load 313-235-8528W 313-235-9583F 734-324-2924H D= F psf for light steel framing Job Motorcycle Shelter Page 3 Date 7/17/10 Live Load L= 1 20 psf ASCE7-05,Table 4-1 Snow Load pg= 25 psf for Port Angeles,-WA City of Port Angeles 1= 10 ASCE7-05, Table 7-4 Ce= 09 Exposure C ASCE7-05, Table 7-2 Roof Slope= 5 degrees 1 in 12 roof Ct 1.2 for cold roof ASCE7-05, Table 7-3 Cs = 1.0 Unobstructed slippery surface ASCE7-05, Figure 7 2 p=0.7*Ce*Cs*Ct*I*pg = 25.0 psf City of Port Angeles Wind Load wind speed= 100 mph for IPort Angeles,WA ASCE7-05, Figure 6-1b Iw= 10 for Category II structures ASCE7-05, Table 6-1 Kz= 0.85 ASCE7-05, Table 6-2 Kd= 0.85 ASCE7-05, Table 6-4 qs= 18.5 psf ASCE7-05, Eq 6-15 h/L= 068 h=90"and L=132" G= 0.85 ASCE7-05,Section 6.5.8.1 Cn= 1.20 max on windward roof,Case A ASCE7-05, Figure 6-18A -1.30 max on windward roof,Case B " -0.70 max on leeward roof " Cn= 0.00 no walls Aeffective= 22.00 ftA2 Assume 2'x 11'spacing on purlins Cn(C&C) = 2.20 a^2=9 ft^2,Zone 3 ASCE7-05, Figure 6-19A GCpi= +/ 0.00 for open structure ASCE7-05, Figure 6-5 Then q=gs(GCn)= 18.8 psf wward roof Case A ASCE7-05, Eq 6-26 20.4 psf wward roof Case B ASCE7-05, Eq 6-26 -11.0 psf leeward roof ASCE7-05, Eq 6-26 34.5 psf wward roof (C&C) ASCE7-05, Eq 6-26 Load Combinations for Roof ASCE 7-05,Section 2.4.1. D = 5 0 psf D+0.75(S+W) = 37 9 psf D+L = 25.0 psf D+0.75(L+W) = 34.1 psf D+S = 30.0 psf D+0.75(S+W)(C&C) = 497 psf D+W = 23.8 psf Roof Design Load= 379 psf from D+0.75(S+W) 0.6D+W = -174 psf Roof Design Load= 497 psf from D+0.75(S+W)(C&C) Design Loads- Seismic Aldo F Colandrea, Ph.D , P.E. 13710 Reeck Rd., Southgate MI 48195 Latitude= 48 1019 N 313-235-8528W 313-235-9583F 734-324-2924H Longitude= 123 4126 W Job Motorcycle Shelter Port Angeles,WA Page _ 4 Date 7 17 2010 Acc.short duration(Ss) = 1.200 g USGS Sesimic Accelerations Acc.l sec duration(Sl)= 0.500 g USGS Sesimic Accelerations Occupancy Category= II ASCE7-05,Table 11 Site Class= D ASCE7-05,Section 201 Fa= 1 05 ASCE7-05,Table 11.4-1 Fv= 1.53 ASCE7-05,Table 114-2 Sms=Fa*Ss= 1.26 g ASCE7-05, Eqn.11.4-1 Sml=Fv*S1= 0.77 g ASCE7-05, Eqn.11.4-2 Sds=2*Sms/3= 0.84 g ASCE7-05, Eqn.11.4-3 Sd1 =2*Sm1/3= 0.51 g ASCE7-05, Eqn.11.4-4 From Table 11.6-1 and-2 use Seismic Design Category D Weight of structure(W) Dead Load roof= 4 psf See page 2. Less 1 psf for columns Long Dimension= 132 in Short Dimension= 120 in 10 ft between columns Roof Weight= 440 lbs horizontal projection only Wall Weight= 0 lbs no walls Snow Load weight= 0 lbs Pf less than 30 psf Total Weight(W) = 440 lbs Response modification factor (R)= 1.25 Cantilevered Columns per ASCE7-05,Table 12.2 1 Note that in the other direction the system is a concentrically braced frame which would have an R=3.25 The R used is conservative. Per ASCE7-05,Table 12.6-1 an equivalent lateral force procedure may be used. Cs=Sds/(R/I)= 0.6720 ASCE7-05,Eqn.12.8-2 h= 90.00 in average roof height T=0.02*h^0 75= 0.0906 sec ASCE7-05,Eqn. 12.8-7 Cs max=Sd1/(T*(R/I) 4.5013 ASCE7-05,Eqn. 12.8-4 Cs min=0.01 0.0100 ASCE7-05,Eqn.12.8-4 V=CsW= 296 lbs ASCE-7-05,Eqn. 12.8-1 Number of columns= 1 V per column= 296 lbs M per column= 26611 lb-in Roof Analysis Aldo F Colandrea,PhD,P.E. 13710 Reeck Rd.,Southgate MI,48195 Properties 313-235-8528W 313-235-9583F 734-324-2924H Job Motorcycle Shelter Material A513 steel I Page 5 Date 7 17 10 Fcy= 72000 psi ny= 1.67 header beam Ridge Beam(Y/N)?= 0 Roof Design Load= 379 psf 132" purlins (from loading page) Total Roof Span= 132 in Bay Width= F 120 in 120"typ rafters Purlin Analysis b h t Rafter spacing= 24 in Purlin 2.5 2.5 0 125 tributary load w = 6.3 lbs/in I bm= 1.12 in^4 Mmax =wL^2/8= 11364 lb-in S bm= 0.90 in^3 Fb=Fcy/ny= 43114 psi A bm= 119 in^2 Mallow=Fb*Sc= 38612 lb-in Acceptable Rafter reaction= 378.8 lbs Deflection Check d actual=5wLA4/384EI= 0.525 in d allow= L/180= 0.667 in Acceptable Rafter Analysis b h t w equiv= 379 lbs/ft Rafter Tapered I beam Section Mmax=wL^2/2= 275015 lb-in I bra= 89 79 in^4 Fb=Fcy/ny= 43114 psi S bm= 1710 in^3 Mallow=Fb*Sc= 737404 lb-in Acceptable A bm= 513 in^2 Deflection Check I max= 89.79 in^4 See page 15 for properties I min= 41.65 in^4 See page 15 for properties alpha= 046 Roark, "Formulas for Stress&Strain" Table 8.11c deflection coef= 1.68 d actual=coef*wL^4/8EI= 0 682 in 128"clear span d allow= L/180= 0 733 in Acceptable Polycarbonate Check Aldo F Colandrea,Ph.D,P.E. 13710 Reeck Rd.,Southgate MI,48195 Properties 313-235-8528W 313-235-9583F 734-324-2924H Job Motorcycle Shelter From Gallina Specifications the material properties are: Page 6 Date 7/17/10 Tensile modulus(E) = 333000 psi Average in range Flexural Yield Streng 13300 psi Average in range 48 Span= 24 in fixed Load = 49.7 psf (for C&C) simply simply Load(q)= 0.34 psi 24" supported supported Span(b)= 24 in fixed width(a)= 48 in b/a= 0.500 I tot= 0.020 in^4 See page 14 for properties S tot= 0.051 in^3 Mmax=0.0842gb^2= 167 lb-in/in Table 29 Timoshenko Plates&Shells actual stress=M/S= 330 psi Acceptable D=EI= 6640 lb-in Actual deflection=0.0026 wb^4/D= 0.05 in Table 29 Timoshenko Plates&Shells Allowable deflection= 1.00 in Acceptable Column Loading Aldo F Colandrea, PhD,P.E. 13710 Reeck Rd.,Southgate MI,48195 Building Dimensions 313-235-8528W 313-235-9583F 734-3242924 Job Motorcycle Shelter Width= 120 in Page 7 Date 7 17 10 Height= 90 in Depth= 132 in Column Size& Stiffness Information W 8 x 21 cross section: Area= 6.16 in^2 Iy= 977 in^4 Ix= 75.30 in^4 Sx= 18.2 in^3 Wind Analysis on Typical Column Windward column loading= 0.0 psf from loadings page Leeward column loading= 0.0 psf wind from one direction only Uplift pressure on roof= 204 psf from Ioadings page Axial load due to wind load= 2245.2 lbs upward Wind MomenT from roof= 148186 in-lbs Wind Load per column= -148186 in-lbs only one considered as tributary area was used. Horiz force at column bases= 0.0 lbs P&M's from D (Consider an additional 1"eccentricty due to tapered column effect.) Gravity load on roof 550 lbs downward Gravity load of column 189 lbs total dead load= 739 lbs Moment= 33000 in-lbs P&M's from S Gravity load on roof 2750 lbs downward Moment= 165000 in-lbs V&M's from E Base Shear= 296 lbs Column moments= 26611 in-lbs Load Combinations D S W 0.7E D+S D+W D+0.7E Moment at base of co] 33000 165000 -148186 18628 198000 115186 51628 Axial load in columns 739 2750 2245 0 3489 1506 739 Horizontal base force 0 0 0 207 0 0 207 Load Combinations D+0.75(5+W)-+0.75(5+0.7E) 0.6D+0.7E 0.6D+W Moment at base of column= 45611 170721 38428 -128386 Axial load in columns= 1118 2802 443 -1802 Horizontal base force= 0 155 207 0 Column Analysis Aldo F Colandrea,Ph.D,P.E. 13710 Reeck Rd.,Southgate MI,48195 Loading Summary 313-235-8528W 313-235-9583F 734-324-2924H Job Motorcycle Shelter Page 8 Date 7 17 10 D+S D+0.75(S+M+0.75(S+0.7E) 0.6D+W Moment 198000 45611 170721 128386 lb-in Axial 3489 1118 2802 1802 lbs Material Material A51.3 steel Fcy= 72000 psi ny= 1671 nu= 1.92 E= 29000000 psi For Axial Load Capacity Radius of Gyration (x) = 3.50 in Radius of Gyration (y) = 1.26 in Unbraced Length= I 84 in Slenderness Ratio(x)= 50.45 k=2.1 Slenderness Ratio(y)= 6670 k=1.0 Cc= 8917 2nd Limit= 200.00 Cross-Sectional Area= 6.16 in^2 From previous page Allowable Stress(Fa)= 27367 psi Euler Stress(Fe)= 58664 psi Allowable Force= 168578 lbs Allowable Tension Force= 266112 lbs For Bending Moment Capacity Sx= 18.20 in^3 From previous page Allowable Stress(Fb)= 43114 psi Allowable Moment(Fb*Sc)= 784671 lb-in Interactions D+S D+0.75(S+M+0.75(+0.7E) 0.6D+W Axial 002 0.01 0.02 0.01 Bending 0.25 006 0.22 016 Total 0.27 007 0.23 017 Maximum Stress Interaction= 0.27 Acceptable Column Connection Check Aldo F Colandrea,Ph.D P.E. 13710 Reeck Rd,Southgate, MI 48195 Loadings (from column loadings page) 313-235-8528W 313-235-9583F 734-324-2924H Job Motorcycle Shelter Moment at top of column = 198000 lb-in Page 9 Date 7/17/2010 Shear= 3489 lbs A36 material used for plates. Beam Weld Plate to Beam Check 3/8"PL's typ t weld= 0.25 in both d weld (vertical)= 10.00 in plates 6-3/4"AS25-N bolts b weld= 5.0 in S weld= 83.3 in^2 A weld= 30.00 in Column q weld= 2492.3 lbs/in q allow= 3720.0 k/in E70 electrodes used. Acceptable Use 1/4"weld on inside of flanges and both sides of web Weld Plate to Column Check Since the weld is similar in size and the forces are the same the weld is adequate. Bolt Connection Check (6 bolts in total at connection) Abolt= 0.44 in^2 F nt= 90 ksi AISC 13th Ed. Table J3.2 F nv= 48 ksi AISC 13th Ed. Table J3.2 dist between bolts= 3.5 in T actual=M/2d= 14143 lbs ft= 32013 psi V actual= 582 lbs Conservatively used vertical force. fv= 1316 psi F'nt=1.3Fnt 2Fnt*fv/Fnv= 90 ksi AISC 13th Ed. Equation J3-3b QRn=0.5*F'nt*Abolt= 19.88 kips Adequate QRn=0.5*Fnv*Abolt= 10.60 kips Adequate Column BasePlate &Anchor Design Aldo F Colandrea, Ph.D P.E. 13710 Reeck Rd.,Southgate MI,48195 313-235-8528W 313-235-9583F 734-324-2924H Base Plate Size b= 11 00 m Job Motorcycle Shelter h= 14.00 in Page 10 Date 7/17/2010 t= 0 625 in Material Properties Material A513 Steel for baseplate Fcy= 72000 ny= 1.67 Loadings D+S D+0.75(S+WI D+0.75(S+0.7E) 0.6D+W Bending Moment= 198000 45611 170721 128386 lb-in Compression = 3489 1118 2802 18021bs Shear = 0 0 155 0 lbs Column Size b= 4.22in bf= 5.27 m W8x21 h= 7.87 in depth 1 8.28 lin Weld Check (W8x21 is 0.25"thick on web and 0 40"thick on flanges.) Weld is applied all around. Use E70 electrodes Iweld= 393.65 in^3 t weld= 0.1875 in SweId= 95 09 in^2 Fallow= 21000 psi Aweld= 34.58 in q allow=Fallow*t= 2784 lbs/in D+S D+0.75(S+M D+0.75(S+0.7E) 0.6D+W qweld= 2183 512 1881 1298 lbs/in Acceptable Column BasePlate &Anchor Design Aldo F Colandrea,Ph.D.,P.E. 13710 Reeck Rd.,Southgate MI,48195 Base Plate Size 313-235-8528W 313-235-9583F 734-324-2924H b= 11 00 in Job Motorcycle Shelter h= 14 00 in Page 11 Date 7/17/2010 t= 0.625 in Material Properties col Material A 513 for baseplate Fcy= 72000 ny= 1.67 `y 0.25fc ft= 4000 psi for concrete d TIf Loadings kd D+S D+0.75(S+M D+0.75(S+0.7E) 0.6D+W Bending Moment= 198000 45611 170721 128386 lb-in Compression= 3489 1118 2802 1802 lbs Shear = 0 0 155 0 lbs Calculation of Anchor Forces edge dist= 1 1.50 d=h edge dist= 12.50 k^2 3k+3Mext/(0175f'cbd^2)=0 a0= 1 al = 3 a2= 049 011 043 0.32 k= 017 0.04 015 011 kd= 2.18 0.48 1.87 1.39 in d-kd/3= 11.77 12.34 11.88 12.04 in C=0.15f'cbkd= 14417 3168 12320 9141 lbs T=C-P= 10928 2051 9518 10943 lbs x(fr col weld to edge)= 2.86 in distance is from column weld to edge of plate M c side=C*(x-kd/3)= 23297 5537 21300 26245 lb-in S p1= 0.7161 in^3 fb=Mc/Spl= 32531 7731 29743 36648 psi Fall=0.7517y= 54000 psi Acceptable M =T*(dist fr col to bolt) 14862 2789 12945 14883 lb-in fb=Mt/Spl= 20753 3894 18076 20781 psi Fall=0.75Fy= 54000 psi Acceptable No of Anchors Bolts= Anchor Embed= 12.00 in Bolt Diameter= 0 75 in Anchor Type= J-bolt T bolt= 5464 1025 4759 5472 lbs V bolt= 0 0 39 0 lbs T allow= 9543 lbs V allow= I 6362 lbs Interaction= 0.39 0.02 0.31 040 Acceptable Anchor Bolt Check Aldo F Colandrea, Ph.D P.E. 13710 Reeck Rd.,Southgate MI 313-235-8528W 313-235-9583F 734-324-2924H D+S D+0.75(5+0.7E) 0.6D+W Job Motorcycle Shelter Bending Moment(lb-in) = 198000 170721 128386 1 Page 12 Date 7/17/2010 Shear(lbs) = 0 155 0 Compression(lbs) = 3489 2802 1802 Base Plate Size b= 11 00 in Material A 513 (for plate&boot) h= 14.00 in Fy 1 72000 Ipsi t= 0 625 in Uplift Case Check (Check case from 0.6D+W loading) Weight of steel beams= 198 lbs 11 ft long Weight of column= 168 lbs 8 ft tall Length of footing= 48 in Width of footing= 48 in Depth of footing= 48 in Weight of footing= 3000 lbs 15"thick Net force on soil= 1564 lbs downward Acceptable Tension from M= 10699 lbs Force on anchor bolts= -5800 lbs upward For 3/4"dia.Anchor bolts, A-307 mat'1(15 ksi tension) 6627 lbs Acceptable Downward Case Check (Check case from D+S loading) column Weight of pier= 1012.5 lbs 3/4"dia. (18"x 18"pier used) anchor axial loading= 7180 lbs PL 1/4"x 9 x 2 bolts actual soil pressure= 449 psf - Column moment= 198000 lb-in actual soil pressure= 1547 psf Net force on soil= 1996 psf allow soil pressure= 4000 psf Per soils rel: Acceptable Since e>L/3 a triangular stress ditribution is used. ecc= 2517 in a=2*P/(q act*B)= 1.799 ft a=2*P/(q act*B) = 21.59 in q at pier= 609 psf Footing Check Aldo F Colandrea,PhD,P.E. 13710 Reeck Rd.,Southgate MI D+S D+0.75(5+0.7E) 0.6D+W 313-235-8528W 313-235-9583F 734-324-2924H Bending Moment(lb-in) = 198000 170721 128386 Job Motorcycle Shelter Shear(lbs) = 0 155 0 Page 13 Date 7/17/2010 Compression(lbs) = 3489 2802 1802 For concrete check these loads are factored. Footing Size D+S D+0.75(S+0.7E) 0.6D+W B= 48 in Bending Moment(lb-in)= 303600 148711 207397 L= 48 in Shear(lbs) = 0 296 0 thick= 15 in Compression(lbs) = 5287 2262 2927 Wt of col,pier&footing= 6366 6366 6366 Moment Check on Pad qult in footing max= 3101 psf qult at pier= 1438 psf d= 11.5 in X= 15.0 in M at pier= 7960.7 ft-lbs M at pier= 95529 in-lbs Rn=Mn/bd^2= 66.88 psi for 12"width Reinf required= 1.30 inA2 Ats governs Use 4-#7 bars ea way Beam Shear Check y= 0 in location of critical shear (Beam shear is not critical in this footing.) Punching Shear Check perimeter(bo)= 95 in Vu from loading= 11653 lbs Reduction from within bo 4401 lbs Vu critical= 7251 lbs phi Vn= 207287 lbs Acceptable Pier Design Pier Size Mu/Acol*h= 52.1 psi B= 18 in Pu/Acol= 16.3 psi L= 18 in Length 36 in Small stress will be easily handled by pier size. A reinf= 1.62 inA2 Use 4 #7 bars vertical reinforcement Use#3 bars @ 12" ties Bracing Member Analysis Aldo F Colandrea,Ph.D,P.E. 13710 Reeck Rd. Southgate MI,48195 313-235-8528W 313-235-9583F 734-324-2924H Horizontal force due to seismic loads are resisted by bracing Job Motorcycle Shelter between the columns. Page 14 Date 7 17 10 Horizontal force= 296 lbs 120' horiz dimension 120 in vertical dimensuon 96 in length of brace= 154 in 96" Tension on brace= 3787 lbs <L Diameter of brace rod= 10 mm Diameter of brace rod= 0.39 in Area of brace rod= 012 inA2 Rods made out of ATSM A-516 stainless steel with Fy=60 ksi. Allowable tension force= 4383 lbs Acceptable Allowable shear force= 2922 lbs Bracket Design Tension Force= 378.7 lbs Rod diameter= 0.375 in A rod= 0110 inA2 T allow= 1657 lbs Use mild steel with Fallow=15 ksi Accceptable Angle Check width= 2.00 in M=T*1""from corner- 378.7 lb-in S= 0.021 fb= 18176 psi Fb=0.75Fy= 27000 psi For A 36 steel material Accceptable Weld Check length of weld= 3.75 in weld thickness= 0188 in V allow= 1046 kips Accceptable Attachment#1 Aldo F Colandrea,Ph.D,P.E. 13710 Reeck RD Southgate MI 48195 313-235-8528W 313-235-9583F 734-324-2924H Job Motorcycle Shelter Page 15 Date 7/17/10 For a 20 mm panel b h A X Ay d Io Ad^2 top sheet 2100.0 095 1995.0 19.53 38952.4 9.53 1500 180997.6 verticals(33) 530 18.90 1001.7 10.00 10017.0 0.00 29818.1 0.0 mid sheet 2100.0 0.35 735.0 10.00 7350.0 0.00 7.5 0.0 bottom sht 2100.0 0.95 1995.0 048 947.6 -9.53 150.0 180997.6 Totals 5726.7 57267.0 30125.7 361995.2 ybar= 10.0 mm depth= 20.0 mm I tot= 392120.9 mm^4 Sbot= 39212.1 mm^3 A= 8.8764 in^2 I tot= 0.9421 in^4 depth= 0.7874 in Sbot= 2.3929 in^3 width= 47.244 in For 1"width. A= 0.1879 in^2 I tot= 0.0199 in^4 depth= 0.7874 in Sbot= 0.0506 in^3 width= 1.0000 in • 0 Aldo F Colandrea,Ph.D,P.E. Attachment#2 13710 Reeck RD Southgate MI 48195 313-235-8528W 313-235-9583F 734-324-2924H Job Motorcycle Shelter Page 16 Date 7 17 10 For the tapered roof beams b h A y Ay d Io Ad^2 top plate 5.25 0.250 1.31 10.38 1362 513 0.01 34.47 web 0.25 10.00 2.50 5.25 1313 0.00 20.83 0.00 bottom pl 5.25 0.250 1.31 0.13 016 -513 0.01 34.47 Totals 513 26.91 20.85 6895 ybar= 5.25 in depth= 10.50 in I tot= 89 79 in^4 Sbot= 1710 in^3 b h A y Ay d Io Ad^2 top plate 5.25 0.250 1.31 7.38 9.68 3.63 0.01 17.25 web 0.25 7.00 1.75 3.75 6.56 0.00 715 0.00 bottom pl 5.25 0.250 1.31 013 016 -3.63 0.01 17.25 Totals 4.38 16.41 716 34.49 ybar= 3.75 in depth= 7.50 in I tot= 41.65 in^4 Sbot= 11.11 in^3 REVISIONS 7 15-10 ADD DESIGN CRITERIA BDI Howard S.Wright �/f MEConstructors By /� Submittal No. 'O Spec.Section O TO JUL 2 6 2010 Notedtions Arch. Revise& ❑Retum This submittal REVIEW shall not be construed as a complete check and indicates I'll that information presented wo orms generally with the Contrad Documents. In no rase is subcontractor or Supplier relieved of responsibility for adherences to the Cootrad Documents and s36 corrstraction Of all W0dL HOWARr` '' WRIGHT '�ONSTRUCTORE LP :r OSW960R2 510' [42'-6"] 15' 120' [10'] 120' [10] 120' [10'] 120' [10'] 15' 1324' 7— 1212 [10' 11 21 1187 [9' 10$'] 1022 [8'-62'] 1 1 93$ [7'-9$'] -1 I I=1 I I=1 � - '� • III=1 I I=1 I I=1 I I=1 I I=1 I I=1 I I=1 I I=1 I I=1 I I=1 11= —_—_ —____ _ _______ _ _ _ _ ___ _ _ _ _____ _______ _ _ _ ____ ___ _ ____ _ — _ _ _ _ _ —I I I_I I I � � •I I—III—III—III—III—III—I I I_I I I—III : :�. •I I—III—III—III—III—I I I_I I I—I I I_I I I . :' •I I—III—I I I_I I I_I I I=1 I I—I I I_I I I—I I I � :• �•I I—I I I_ I — _ _ _ I _ _ _ I I III III III I I III III . . ..I I_I�I—I I I_I I I - - - I III I I I I I_I I I_I I I_I I I_I I I—III I I�I—III—I I I— I 1=1 I I=1 •: . X X =1 11=1 I I � : I=1 I I-1 I I-1 I I-1 I I- 1 11111IL4 =1II-1I -1I1=1II-1II-1I1= =1II-1I I- III=111=1II- 1=1I -1II-1I1_ -1II-111_11 —III=111=1II—III=III—II _111_111-III—III-III—I'I -1II-1II-1II-1II—III-1I -111_111 —III , III=111- -1II III—III—II -1II-1II II1=111=111=1II=111_111 111_111=III—III=III—III III=III_III-III-111-1II 111_111= -III =_=III 11= =1 I -ME 111I —III _ — _ -�I -1 I—III—III I1=1I 1=1I 1=1I1=1I 1=1I I-1I1=1I -1 1=1 1=III=111=1 1=1 1=11 1=1 1=1 I- -1 1=11 1=1 -1I -1 I-1 I-1 1=1' '=1 1=11 1=11 1=1 1=1 1=1 1=1 1= -"'=i I-11 1=1 1=1 1=11 1=1 1=11 1=111= 41 I=111=11 I=I I I=� =� 1= "' COL9 It � NOTES O *STRUCTURE TO BE ASTM A-513 STEEL y4 *FINISH TO BE SANDBLASTED AND THEN TNEMEC SERIES N69 HI-BUILD EPDXOLINE 2-PART EPDXY UNDERCOAT W TNEMEC SERIES 73 Z ENDURA-SHIELD TOPCOAT COLOR. T B D 014,56 ' 3$ K �-f� C44i/--t ROOF TO BE 20 POLYCARBONATE STRUCT D SHEET BATTEN W C� E SYSTEM TINT B D � �� pp, jONAL AUL 2 7 `Z�G1� 010 DESIGN CRITERIA. A - e�✓lam"fr✓� *WIND LOAD 100 MPH EXPOSURE C ExwfREs P a CHT�ASLAK1pachU TS *ROOF SNOW LOAD 25 PSF *SEISMIC DESIGN CATEGORY D PROJECT NAME THIS DRAWING IS PROPRIETARY AND FOR THE SOLE USE OF OUR IMPORTANCE CATEGORY 2 CUSTOMER AND MAY NOT BE COPIED OR REPRODUCED WITHOUT NDUSTRIES,INC. HOWARDS WRIGHT/ MAIER HALL, PENINSULA COLLEGE PORT ANGELES WA PER CITY INSPECTOR PORT ANGELES WA 7 14-10 1 LEAD TIME PRIOR IBEGNS UPON RECEIPT OFTTEN CONSENT FROM OSIGN DI SHOP DRAWINGS DESCRIPTION ORDER# JOB APPROVALSIGNAruRE DATE 11 X 40' STEEL MOTORCYCLE SHELTER ELEVATIONS 9570 8304 PRJT ENG PRJT h7GR DRW G DATE REV REV2 SCALE PAGE OF DRWNG Tel(734)207-9700 Fax(734)207 7995 wwwduo-gard.com x / BDI Si 6-14-10 1/4 = 1 -0' 1 4 8304-A CONCRETE PAD 54 PIER TO BE 18' X 18' X 36' THICK 1811 3000 PSI CONCRETE v (4)3/4 X 16 A-307 GRADE ANCHOR ° ° 4 v v L-BOLTS SEE ANCHOR BOLT/FOOTING v a d LAYOUT PATTERN. 1 1/2' X 2' X 3/16' ANGLE, v WELDED TO REAR COLUMN FLANGE,TYP HOLES OFFSET SO d PAIRS DO NOT INTERSECT W8 X 21 COLUMN MIN 3/8' STL ROD THREADED A d AT EACH END(TYP),ATTACHED (4)#7 BARS VERTICAL REINFORCEMENT W/NUTS AND WASHERS a d d 36" 10" TYP (4)SETS#3 BARS @ 10' O C HORIZONTAL TIES FT d d (4)#7 DOWEL BARS 12' HORIZONTAL, 24 VERTICAL, GRADE 60 STEEL , A d AT LEVEL OF FOOTING REBAR d d C V d d a (4)#7 BARS EACH WAY AT BOTTOM \\ 15" 14 d d d v Id 3" d ° d d L� / DETAIL RENDERING 48" FOOTING TO BE 48' X 48' X 15' THICK, DIAGONAL BRACE DETAIL 3000 PSI CONCRETE fr COL4 FOUNDATION DETAIL 40�oF WAsy d THIS DRAWING IS PROPRIETARY AND FOR THE SOLE USE OF OUR PROJECT NAME _ CUSTOMER PRORWRTTEENCONSENT FROM DUO-GARDINDUSTRIES, IE COPIED OR REPRODUCED INC. HOWARD S WRIGHT/ MAIER HALL, PENINSULA COLLEGE PORT ANGELES WA NAL I-I A 1_1 I.l' LEAD TIME BEGINS UPON RECEIPT OF SIGNED SHOP DRAWINGS DESCRIPTION ORDER W JOB N cv yp�Q / APPROVAL SIGNATURE DATE 11 X 40' STEEL MOTORCYCLE SHELTER DETAILS 9570 8304 Exp [O Tel(734)207-9700 Fax(734)207 7995 PRJT ENG PRJT MGR DRW G DATE �REVt REV2 SCALE PAGE OF DRWNG# www.duo-gardcom I x BDI SJ 6-14 10 6-24 10 6 28-10 1 = 1 -0, 2 4 8304-B 3/4 ANCHOR BOLT(SEE FOUNDATION DETAIL) (20) REQ'D 7' 113' 7' 113' 7' - 113' 7' 113' 7' F— ----�---- — — ---- —, F- 7_— ----�---- —� �— ----�---- — I III I I III I I III I I )II I I III I I II I I II I I II I I II I I II I I I'I I I I'I I I I'I I I I'I I I I'I I I III I I III I I III I I III I I III I I I,I I 1 1 I I,I I 1 1 I I,I I 1 1 I I,I I 1 1 I I,I I 11 I pl I I , VI I I PI I I PI I I I 7, )I_ I 7 )II_ I I T III` 7' III` I TF I` I I ----------- i L------------J ------J L------I----- ----- 120' (10'-0") T 120' (10'-0") T 120' (10'-0") T 120' (10'-0") 480' (40'-0") ANCHOR BOLT / FOOTING LAYOUT PATTERN 51 7, HOLE FOR 3/4 ANCHOR BOLT(4) 2 1 a ° a a a a 32 o a a a 5/8 THICK BASE PLATE,ASTM A513 18' 14 11 a a W8 X 21 STEEL COLUMN a a ASTM A992/A572 GRADE 50 F col-4 q0 OF WAS d O O 3000 PSI CONCRETE PIER FOOTING (SEE FOUNDATION DETAIL) �� p a 7' '�s NAL 10' EXPIRES O 18' TYPICAL FOOTING / BASE PLATE LAYOUT PROJECT NAME THIS DRAWING IS PROPRIETARY AND FOR THE SOLE USE OF OUR CUSTOMERAND ITTENC NOT BECOPIEDORARDINREPRODUCED INDUSTRIES, OUT HOWARD S WRIGHT/ MAIER HALL, PENINSULA COLLEGE, PORT ANGELES WA / l PRIOR WRITTEN CONSENT FROM DUO-GARD INDUSTRIES,INC. C.1 l_l [1-l I/III(-1 LEAD TIME BEGINS UPON RECEIPT OF SIGNED SHOP DRAWINGS DESCRIPTION ORDER p Job APPROVAL SIGNATURE DATE 11 X 40' STEEL MOTORCYCLE SHELTER ANCHOR BOLT PATTERN 9570 8304 PRJT ENG PRJT MGR DRW'G DAIE REV1 REV2 SCALE PAAJOFDRWNG Tel(734)207-9700 Fax(734)207 7995www.duo-gard.com x BDI SJ 6 14 10 1 1/2' = 1 -0' 8304-C REVISIONS 7 15-10 B BOLT DIA.TO 3/4 BDI 1211 81 PVC FOAM TAPE TYP 8 11616 ALUM. GLAZING CAP 81 2' X 2' X 1/8' THK.ANGLE CLIP S/S SCREW TYP 8 (2)Y2 0 BOLT TYP WELDED TO PURLIN,TYP 262 ALUM.GLAZING RECEIVER CONT SEALANT TYP TYP S/S SCREW TYP 79 I 916 I 9 1016 I 1 2 2 1/2' X 2 1/2' X 11 GA STEEL TUBE PURLINS ASTM A-513 TYP TAPERED STEEL BEAM/RAFTER. FLANGES MIN. 330' THICK X 5.250' WIDE 2' X 2' ANGLE WEBBING. MIN 230' THICK ASTM A992/A572 GRADE 50 1/2' X 5.25' PLATES(2), 20mm POLYCARBONATE STRUCTURED SHEET(P C S S) 'BATTEN' PANEL TYP (1)WELDED TO COLUMN POLYCARBONATE 'BATTEN' CAP (1)WELDED TO BEAM ALUMINUM BATTEN CLIP © ALUM GLAZING CAP S/S SCREW (6)3/a 0BOLT 238 O C S/S SCREW TYP W8 X 21 STEEL COLUMN ASTM A992/A572 GRADE 50 ALUM. GLAZING RECEIVER S/S SCREW TYP END CAP WELDED (2)YZ 0 BOLT TYP TAPERED STEEL BEAM/RAFTER. O COLS FLANGES. MIN .330' THICK X 5.250' WIDE FELT OR NEOPRENE SEPARATOR PAD TYP 4 04 WA '� WEBBING MIN .230' THICK 120' O C BEAM / ROOF DETAIL y ASTM A992/A572 GRADE 50 �l ww SECTION THROUGH BEAM / GLAZING SYSTEM AL THIS DRAWING IS PROPRIETARY AND FOR THE SOLE USE OF OUR PROJECT NAME CUSTOMER AND TENCONOT CONSENT ORREPRODUCED W,INC. HOWARD S WRIGHT/ MAIER HALL, PENINSULA COLLEGE PORT ANGELES WA /� PRIOR WRITTEN CONSENT FROM DUO-GARD INDUSTRIES,INC. f1 IJ (-1-(.I/-V I I I-� LEAD TIME BEGINS UPON RECEIPT OF SIGNED SHOP DRAWINGS DESCRIPTION ORDER# JOB a APPROVAL SIGNATURE DATE 11 X 40' STEEL MOTORCYCLE SHELTER DETAILS 9570 8304 PRJT ENG PRJT 1IGR OR 'G DATE REVI WRE12 SCALE PAGE OF DRWNGM Tel(734)207-9700 Fax(734)207 7995 wwwduo-gard.com x I BDI SJ 6-14 10 6-24 10 1 = 1 0' 4 4 8304-D A01*VORT44, ELECTRICAL INSPECTION y WIRING REPORT °coq&�''�� 417-4735 y s Q DATE 71t # INSPECTOR bligIla -vs -r OWNER/CONTRACTOR cl ; L�2 t (1, ADDRESS /5162 t,%:'k9Z)k v APPROVED SOT APPROVED ❑ DITCH ❑ ❑ ROUGH IN/COVER ❑ ❑ SERVICE ❑ ❑ FINAL ❑ CORRECTIONS NEEDED- 151°EMP&M FA j LVA-- 1 ( uda 1-,v19f7FF-v Vrr--2 C�4L�-U C107.1s pwd�-p v c-r�- NOTIFY INSPECTOR WHEN CORRECTIONS ARE COMPLETED WITHIN 15 DAYS — DO NOT REMOVE — OLYMPIC PRINTERS,INC.(360)452-1381 ELECTRICAL PERMIT CITY OF PORT ANGELES Q 360-417-4735 Application Number 10 00000537 Date 5/28/10 v Application pin number 570032 Property Address 1502 PCC EAST E LAURIDSEN BLVD ATOSH C,J ASSESSOR PARCEL NUMBER 06 30 14 1 2 0000 0000 �J Application type description ELECTRICAL ONLY Subdivision Name Property Use Property Zoning UNKNOWN Application valuation 0 Application desc service feeder change to existing Owner Contractor WA PENINSULA COLLEGE OLYMPIC ELECTRIC CO INC !— 1502 E LAURIDSEN BLVD 4230 TUMWATER V\ PORT ANGELES WA 98362 PORT ANGELES WA 98363 �+\ (360) 417 6553 (360) 457 5303 4 5�L 34 Permit ELECTRICAL ALTER COMMERCIAL Additional desc Permit pin number 166637 Permit Fee 436 50 Plan Check Fee 00 Issue Date 5/28/10 Valuation 0 Expiration Date 11/24/10 Qty Unit Charge Per Extension 3 00 145 5000 ECH EL 201 400 SRV FEEDER 436 50 Fee summary Charged Paid Credited Due Permit Fee Total 436 50 436 50 00 00 4 Plan Check Total 00 00 00 00 ^ Grand Total 436 50 436 50 00 00 _N INSPECTION TYPE DATE RESULTS INSPECTOR. DITCH SERVICE ROUGH IN --74bQ FINAL COMMENTS Signature of owner or Electrical Contractor X Date PORT.i114111 CITY OF PORT ANGELES PERMIT APPLICATION Building Division/Electrical Inspections 321 East Fifth Street—P O Box 1150/Port Angeles Washington, 98362 f`AAy 2 7 2009 Ph (360)417-4735 Fax. (360)417-4711 ELECTRICAL Date. INSPECTIONS _1 &2 Single Family Dwelling _Multi-Family or Commercial* _X,Commercial Addition /Alteration/Remodel/Repair* *Plan Revieway Be Requjred, Please Complete EI ctrical Plan Review Information ShgPgPt / Job Address: 15O a-' L 1-Ayr d San D/ ✓j PGG Ea rt -ro 5 t Building Square Footage: Description of above Owner 10formation Contractor Inform,�tion el Name: Fe,#14n SUTA Ca//e az- Name: d N/'►f�� f, le Ae e / e, Z Mailing ddr ss: Mailing ddres 3 ,OK We e✓ 't City- h State:�Zip: ! City State: i-A Zip: 3� Phone: Fax: Phone: S 6.1 Fax: S _74(46 License#/Exp. License#/Exp. Item Unit Charge Qty Total(Qty Multiplied by Unit Charge) Service/Feeder 200 Amp. $119.90 $ Service/Feeder 201-400 Amp. $145.50 $ 5 0 Service/Feeder 401-600 Amp $204.60 $ Service/Feeder 601 1000 Amp. $262.20 $ Service/Feeder over 1000 Amp. $372.50 $ Branch Circuit W/Service Feeder $ 2.60 $ Branch Circuit W/O Service Feeder $ 73.50 $ Each Additional Branch Circuit $ 2.60 $ Temp.Service/Feeder 200 Amp. $ 92.70 $ Temp,Service/Feeder 201-400 Amp. $110.30 $ Temp,Service/Feeder 401-600 Amp. $148.70 $ Temp.Service/Feeder 601 1000 Amp $167.90 $ Portal to Portal Hourly $ 95.90 $ Sign/Outline Lighting $ 88.20 $ Signal Circuit/Limited Energy/First 1500 sf-Commercial $ 95.90 $ Note: $5.00 for each additional 1500 sf Signal Circuit/Limited Energy 1&2 Family Dwelling $ 63.90 $ Signal Circuit/Limited Energy Multi-Family Dwelling $ 63.90 $ Manufactured Home Connection $119.90 $ Renewable Electrical Energy 5KVA System or Less $102.30 $ Thermostat $ 56.00 $ NEW CONSTRUCTION ONLY. First 1300 Square Ft. $110.30 $ Each Additional 500 Square Ft.or Portion of $ 35.20 $ Each Outbuilding or Detached Garage $ 73.50 $ Each Swimming Pool or Hot Tub $110.30 $ $�C 1f,5,1'-Total Owner as defined by RCW 19.28.261 (1)Owner will occupy the structure for two years after this electrical permit is finalized. (2)Owner is required to hire an electrical contractor if above said property is for sale, rent or lease. Permit expires after six months of last inspection. After reading the above statement, I hereby certify that I am the owner of the above named property or a licensed electrical contractor I am making the electrical installation or alteration in compliance with the electrical laws, N E.0 RCW Chapter 19.28, WAC Chapter 296-468 The City of Port Angeles Municipal Code,and Utility Specifications and PAMC 14 05 050 regarding Electrical Permit Applications. Signature of owner ctrical contractor or electrical administrator ❑ Cash ❑ check 7/ � ❑ Credit Card# X Dated: ! 01/0112010