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HomeMy WebLinkAboutPermit D12-052 - CASCADE ENGINE CENTER - ADDITIONThis record contains information which is exempt from public disclosure pursuant to the Washington State Public Records Act, Chapter 42.56 RCW as identified on the Digital Records Exemption Log shown below. D12 -052 Cascade Engine Center — Addition 18435 Olympic Avenue South RECORDS DIGITAL D- ) EXEMPTION LOG THE ABOVE MENTIONED PERMIT FILE INCLUDES THE FOLLOWING REDACTED INFORMATION F,age # Code Exemption � � �� Brief Explsnatoty Description, Statute /Rule The Privacy Act of 1974 evinces Congress' intent that social security numbers are a private concern. As such, individuals' social security Personal Information — numbers are redacted to protect those Social Security Numbers individuals' privacy pursuant to 5 U.S.C. sec. 5 U.S.C. sec. DR1 Generally — 5 U.S.C. sec. 552(a), and are also exempt from disclosure 552(a); RCW 552(a); RCW under section 42.56.070(1) of the Washington 42.56.070(1) 42.56.070(1) State Public Records Act, which exempts under the PRA records or information exempt or prohibited from disclosure under any other statute. Redactions contain Credit card numbers, debit card numbers, electronic check numbers, credit Personal Information — expiration dates, or bank or other financial RCW 93 DR2 Financial Information — account numbers, which are exempt from 42.56.230(5) RCW 42.56.230(4 5) disclosure pursuant to RCW 42.56.230(5), except when disclosure is expressly required by or governed by other law. CASCADE ENGINE CENTER 18435 OLYMPIC AV S D12-052 City okukwila • Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206 - 431 -3670 Inspection Request Line: 206 - 431 -2451 Web site: http: / /www.TukwilaWA.gov DEVELOPMENT PERMIT Parcel No.: 7888900121 Permit Number: D12-052 Address: 18435 OLYMPIC AV S TUKW Issue Date: 03/23/2012 Suite No: Permit Expires On: 09/19/2012 Project Name: CASCADE ENGINE CENTER Owner: Name: ACCESS ROAD PARTNERS L L C Address: 18435 OLYMPIC AVE S , TUKWILA WA 98188 Contact Person: Name: ALAN F POE Address: 1314 EIGHTH ST NE, SUITE 201 , AUBURN WA 98002 Contractor: Name: DONOVAN BROTHERS INC. Address: P.O. BOX 818 , AUBURN, WA 98071 -0818 Contractor License No: DONOVBI094O5 Lender: Name: Address: Phone: 253 - 833 -4052 Phone: 253- 939 -7777 Expiration Date: 03/06/2013 DESCRIPTION OF WORK: A 500 SQ FT ADDPITON TO THE EXISTING CASCADE ENGINE CENTER FACILITY IS PROPOSED AT THE SW CORNER OF THE BUILDING. THE ADDITION WILL BE AN UNHEATED PRE - ENGINEERED METAL BUILDING STRUCTURE WITH A CONCRETE FOUNDATION. NEW PANEL OPENINGS ARE ALSO PROPOSED THROUGH THE WEST WALL OF THE EXISTING BUILDING INTO THE ADDITION. MINIMAL GRADING WILL OCCUR AS NECESSARY TO CONSTRUCT THE FOUNDATION AND MAINTAIN THE EXISTING DRAINAGE PATTERN AS NOTED ON THE SITE PLAN. PUBLIC WORKS ACTIVITIES INCLUDE: STORM DRAINAGE AND EROSION CONTROL. Value of Construction: $45,265.00 Fees Collected: $1,979.96 Type of Fire Protection: SPRINKLERS International Building Code Edition: 2009 Type of Construction: III -B Occupancy per IBC: 24 Electrical Service Provided by: PUGET SOUND ENERGY * *continued on next page ** doc: IBC -7/10 D12 -052 Printed: 03 -23 -2012 Public Works Activities: Channelization / Striping: N Curb Cut / Access / Sidewalk / CSS: N Fire Loop Hydrant: Flood Control Zone: Hauling: Land Altering: Landscape Irrigation: Moving Oversize Load: Sanitary Side Sewer: Sewer Main Extension: Storm Drainage: Street Use: Water Main Extension: Water Meter: Permit Center Authorized Signature: N Number: 0 Size (Inches): 0 N N Start Time: End Time: N Volumes: Cut 0 c.y. Fill 0 c.y. N N Start Time: End Time: N N Y N N N Private: Profit: N Private: Public: Non - Profit: N Public: Date: I hereby certify that I have read and examined this permit and know the same to be true and correct. All provisions of law and ordinances governing this work will be complied with, whether specified herein or not. The granting of this permit does n• presume to give authority to violate or cancel the provisions of any other state or local laws regulating construction or the performancf work. I am authorized to sign and obtain this development permit and agree to the conditions attached to this permit. Signature: Print Name: Date: —57-- Z- (Z_ This permit shall become null and void if the work is not commenced within 180 days from the date of issuance, or if the work is suspended or abandoned for a period of 180 days from the last inspection. PERMIT CONDITIONS: 1: ** *BUILDING DEPARTMENT CONDITIONS * ** 2: No changes shall be made to the approved plans unless approved by the design professional in responsible charge and the Building Official. 3: All mechanical work shall be inspected and approved under a separate permit issued by the City of Tukwila Permit Center (206/431- 3670). 4: All permits, inspection records, and approved plans shall be at the job site and available to the inspectors prior to start of any construction. These documents shall be maintained and made available until final inspection approval is granted. 5: The special inspections and verifications for concrete construction shall be required. 6: The special inspections for steel elements of buildings and structures shall be required. All welding shall be done by a Washington Association of Building Official Certified welder. 7: The special inspection of bolts to be installed in concrete prior to and during placement of concrete. doc: IBC -7/10 D12 -052 Printed: 03 -23 -2012 8: When special inspection is required, eitl a owner or the registered design professio responsible charge, shall employ a special inspection agency and notify the Building Official of the appointment prior to the first building inspection. The special inspector shall furnish inspection reports to the Building Official in a timely manner. 9: A final report documenting required special inspections and correction of any discrepancies noted in the inspections shall be submitted to the Building Official. The final inspection report shall be prepared by the approved special inspection agency and shall be submitted to the Building Official prior to and as a condition of final inspection approval. 10: All construction shall be done in conformance with the approved plans and the requirements of the International Building Code or International Residential Code, International Mechanical Code, Washington State Energy Code. 11: All rack storage requires a separate permit issued through the City of Tukwila Permit Center. Rack storage over 8 -feet in height shall be anchored or braced to prevent overturning or displacement during seismic events. The design and calculations for the anchorage or bracing shall be prepared by a registered professional engineer licensed in the State of Washington. 12: Notify the City of Tukwila Building Division prior to placing any concrete. This procedure is in addition to any requirements for special inspection. 13: There shall be no occupancy of a building until final inspection has been completed and approved by Tukwila building inspector. No exception. 14: Remove all demolition rubble and loose miscellaneous material from lot or parcel of ground, properly cap the sanitary sewer connections, and properly fill or otherwise protect all basements, cellars, septic tanks, wells, and other excavations. Final inspection approval will be determined by the building inspector based on satisfactory completion of this requirement. 15: Manufacturers installation instructions shall be available on the job site at the time of inspection. 16: All plumbing and gas piping work shall be inspected and approved under a separate permit issued by the City of Tukwila Building Department (206- 431 - 3670). 17: All electrical work shall be inspected and approved under a separate permit issued by the City of Tukwila Building Department (206- 431 - 3670). 18: VALIDITY OF PERMIT: The issuance or granting of a permit shall not be construed to be a permit for, or an approval of, any violation of any of the provisions of the building code or of any other ordinances of the City of Tukwila. Permits presuming to give authority to violate or cancel the provisions of the code or other ordinances of the City of Tukwila shall not be valid. The issuance of a permit based on construction documents and other data shall not prevent the Building Official from requiring the correction of errors in the construction documents and other data. 19: ** *FIRE DEPARTMENT CONDITIONS * ** 20: The attached set of building plans have been reviewed by the Fire Prevention Bureau and are acceptable with the following concerns: 21: The total number of fire extinguishers required for an ordinary hazard occupancy with Class A fire hazards is calculated at one extinguisher for each 1,500 sq. ft. of area. The extinguisher(s) should be of the All Purpose" (2A, 20B:C) dry chemical type. Travel distance to any fire extinguisher must be 75 or less. (IFC 906.3) (NFPA 10, 3 -2.1) 22: Portable fire extinguishers, not housed in cabinets, shall be installed on the hangers or brackets supplied. Hangers or brackets shall be securely anchored to the mounting surface in accordance with the manufacturer's installation instructions. Portable fire extinguishers having a gross weight not exceeding 40 pounds (18 kg) shall be installed so that its top is not more than 5 feet (1524 mm) above the floor. Hand -held portable fire extinguishers having a gross weight exceeding 40 pounds (18 kg) shall be installed so that its top is not more than 3.5 feet (1067 mm) above the floor. The clearance between the floor and the bottom of the installed hand -held extinguishers shall not be less than 4 inches (102 mm). (IFC 906.7 and IFC 906.9) 23: Fire extinguishers shall not be obstructed or obscured from view. In rooms or areas in which visual obstruction cannot be completely avoided, means shall be provided to indicate the locations of the extinguishers. (IFC 906.6) 24: Extinguishers shall be located in conspicuous locations where they will be readily accessible and immediately available for use. These locations shall be along normal paths of travel, unless the fire code official determines that the hazard posed indicates the need for placement away from normal paths of travel. (IFC 906.5) 25: Fire extinguishers require monthly and yearly inspections. They must have a tag or label securely attached that indicates the month and year that the inspection was performed and shall identify the company or person performing the service. Every six years stored pressure extinguishers shall be emptied and subjected to the applicable recharge doc: IBC -7/10 D12 -052 Printed: 03 -23 -2012 procedures. If the required monthly and ye inspections of the fire extinguisher(s) are no complished or the inspection tag is not completed, a reputabl extinguisher service company will be requ to conduct these required surveys. (NFPA 10, 4 -3, 4 -4) 26: Egress doors shall be readily openable from the egress side without the use of a key or special knowledge or effort. (IFC 1008.1.8.3 subsection 2.2) 27: Dead bolts are not allowed on auxiliary exit doors unless the dead bolt is automatically retracted when the door handle is engaged from inside the tenant space. (IFC Chapter 10) 28: Door handles, pulls, latches, locks and other operating devices on doors required to be accessible by Chapter 11 of the International Building Code shall not require tight grasping, tight pinching or twisting of the wrist to operate. (IFC 1008.1.8.1) 29: Exit hardware and marking shall meet the requirements of the International Fire Code. (IFC Chapter 10) 30: Aisles leading to required exits shall be provided from all portions of the building and the required width of the aisles shall be unobstructed. (IFC 1013.4) 31: Maintain sprinkler coverage per N.F.P.A. 13. Addition/relocation of walls, closets or partitions may require relocating and/or adding sprinkler heads. (IFC 901.4) 32: Sprinklers shall be installed under fixed obstructions over 4 feet (1.2 m) wide such as ducts, decks, open grate flooring, cutting tables, shelves and overhead doors. (NFPA 13- 8.6.5.3.3) 33: All new sprinlder systems and all modifications to existing sprinkler systems shall have fire department review and approval of drawings prior to installation or modification. New sprinlder systems and all modifications to sprinkler systems involving more than 50 heads shall have the written approval of Factory Mutual or arty fire protection engineer licensed by the State of Washington and approved by the Fire Marshal prior to submittal to the Tukwila Fire Prevention Bureau. No sprinlder work shall commence without approved drawings. (City Ordinance No. 2050). 34: Maintain fire alarm system audible /visual notification. Addition/relocation of walls or partitions may require relocation and/or addition of audible /visual notification devices. (City Ordinance #2051) 35: All new fire alarm systems or modifications to existing systems shall have the written approval of The Tukwila Fire Prevention Bureau. No work shall commence until a fire department permit has been obtained. (City Ordinance #2051) (IFC 104.2) 36: An electrical permit from the City of Tukwila Building Department Permit Center (206- 431 -3670) is required for this project. 37: The maximum flame spread class of finish materials used on interior walls and ceilings shall not exceed that set forth in Table No. 803.5 of the International Building Code. 38: Contact The Tukwila Fire Prevention Bureau to witness all required inspections and tests. (City Ordinances #2050 and #2051) 39: Any overlooked hazardous condition and /or violation of the adopted Fire or Building Codes does not imply approval of such condition or violation. 40: These plans were reviewed by Inspector 511. If you have any questions, please call Tukwila Fire Prevention Bureau at (206)575 -4407. 41: ** *PUBLIC WORKS DEPARTMENT CONDITIONS * ** 42: Contractor shall notify Public Works Project Inspector Mr. Dave Stuckle at (206) 433 -0179 of commencement and completion of work at least 24 hours in advance. 43: Temporary erosion control measures shall be implemented as the first order of business to prevent sedimentation off -site or into existing drainage facilities. 44: The site shall have permanent erosion control measures in place as soon as possible after final grading has been completed and prior to the Final Inspection. 45: Maintain existing storm drainage flow pattern(s) during and after final construction. 46: Owner / Owner's Representative shall have existing catch basins in the area of work (five CB's in area of work) cleaned as part of this permit. doc: IBC -7/10 D12 -052 Printed: 03 -23 -2012 l CITY OF TUKWILA Community Development Department Public Works Department Permit Center 6300 Southcenter Blvd., Suite 100 Tukwila, WA 98188 http://www.TukwilaWA.gov Building Permit No. Project No. Date Application Accepted: Date Application Expires: -OS A or of ice use onl CONSTRUCTION PERMIT APPLICATION Applications and plans must be complete in order to be accepted for plan review. Applications will not be accepted through the mail or by fax. * *Please Print ** SITE LOCATION King Co Assessor's Tax No.: 7 Sl38 4,a - o 2 ( Site Address: ( 84 3 S - • Avg S • Suite Number: Floor: Tenant Name: C. A S New Tenant: ❑ Yes No PROPERTY OWNER Name: A..(( . Address: t 4 3 r- ot...‘-c rt..pk.v 4vv s,.. City: _r1/4.,,i,..1/4...„,....4. S c ri� 431 , : CONTACT PERSON - person receiving all project communication Name: it, E .ytn.1 (t-- :/, Phone: 253 IA et -v v-r-∎ Fax: 'kV% -1gLcL.4 Address: Tukwila Business License No.: Email: A...At..) Es& Pr triF.e,.-w.. me--.t w..G ..4.m+ -mil Address: City: State: City: Zip: Phone: Fax: Fax: Email: GENERAL CONTRACTOR INFORMATION Company Name: ve›,.x,,./.s...i 60 4"..AS'C Address: l$Q1 w 1/4/1*“.A-C`T 1.4../-t t...,) . it`d ®L City: State: Zip: vS c.-) w A % Phone: 253 IA et -v v-r-∎ Fax: 'kV% -1gLcL.4 Contr Reg No.: Exp Date: t'?r .w 6 tcs 4RA: S 3 t` / iv t ;>t Tukwila Business License No.: H: ApplicationsWomts- Applicatiots On Line \2011 Applications\Permit Application Revised - 8- 9- 11.docx Revised: August 2011 bh ARCHITECT OF RECORD Company Name: Company Name: I-a' A Address: i31it 2)1-us.. Sir ∎• Co q 2 k Architect Name: Phone: `LS3 $71 45-4 Fax: l.- J fi33 Fc7S'3 Email: A...At..) Es& Pr triF.e,.-w.. me--.t w..G ..4.m+ -mil Address: Zip: City: State: Zip: Phone: Fax: Email: ENGINEER OF RECORD Company Name: RR.+ EA-.., f tt.-7e 4 4.-av f t-<_. P Engineer Name: ��A-.) F Pte.' Address: i31it 2)1-us.. Sir ∎• Co q 2 k City: A ,...,,m,ta......' State: (.....,p,. Zip: cc $aj"r; Phone: `LS3 $71 45-4 Fax: l.- J fi33 Fc7S'3 Email: A...At..) Es& Pr triF.e,.-w.. me--.t w..G ..4.m+ -mil LENDER/BOND ISSUED (required for projects $5,000 or greater per RCW 19.27.095) Name: * - 4,...„,se.P..a * Address: City: State: Zip: Page 1 of 4 BUILDING PERMIT INFORMATIO- 206 -431 -3670 Valuation of Project (contractor's bid price): $ tea./ Existing Building Valuation: $ 3, �� tai 4' -- Describe the scope of work (please provide detailed information): .*<:t 14* Fong Pt."... A 500sf addition to the existing Cascade Engine Center facility is proposed at the SW corner of the building. The addition will be an unheated pre- engineered metal building structure w/ concrete foundation. New panel opening are also proposed thru the West wall of the existing building into the addition. Minimal grading will occur as necessary to construct the foundation & maintain the existing drainage pattern as noted on the site plan. Will there be new rack storage? ❑ Yes g. No If yes, a separate permit and plan submittal will be required. rovide All Building Areas in;Square Footage Below ,..1!1. oor;; r37I Floor. Existing Interim-Remodel Addition to Existing::: Structure • New Type: of ConstructiOii per IBC Type:of:'., Occupancy per:' IBC = a. (5t Art oors asernent, "-Y+.4so tructure.. *_ ttaohid` iarage, ed Garage.:.. "',Attached! C arpo iC ;. :::1D`etached ;carport : •1: `.:CO-VerealDeek., Uneavered•Deck PLANNING DIVISION: Single family building footprint (area of the foundation of all structures, plus any decks over 18 inches and overhangs greater than 18 inches) *For an Accessory dwelling, provide the following: Lot Area (sq ft): Floor area of principal dwelling: Floor area of accessory dwelling: *Provide documentation that shows that the principal owner lives in one of the dwellings as his or her primary residence. Number of Parking Stalls Provided: Standard: Will there be a change in use? ❑ Yes FIRE PROTECTION/HAZARDOUS MATERIALS: Sprinklers ❑ Automatic Fire Alarm Compact: Handicap: ❑ No If "yes", explain: ❑ None ❑ Other (specify) Will there be storage or use of flammable, combustible or hazardous materials in the building? ❑ Yes 14,. No If "yes', attach list of materials and storage locations on a separate 8 -1/2 "x 11 "paper including quantities and Material Safety Data Sheets. SEPTIC SYSTEM ❑ On -site Septic System — For on -site septic system, provide 2 copies of a current septic design approved by King County Health Department. H:1ApplicationslForms- Applications On Line \2011 Applications'Permit Application Revised - 8- 9- 11.docx Revised: August 2011 bh Page 2 of 4 :.'PUBLIC'. WORKS1PERMIT INFO [ATION 206 -433 -0179 Scope of Work (please provide detailed information): S.S.S. CA–.00. P6. 0-- rtAT Df 3: Gfix..LP 1%. - Call before you Dig: 811 Please refer to Public Works Bulletin #1 for fees and estimate sheet. Water District ❑ ...Tukwila 0... Water District #125 ❑ ...Water Availability Provided Sewer District ❑ ...Tukwila ❑ ...Sewer Use Certificate ❑...Valley View ❑...Sewer Availability Provided ❑ .. Highline ❑ .. Renton ❑ .. Renton ❑ .. Seattle Septic System: ❑ On -site Septic System — For on -site septic system, provide 2 copies of a current septic design approved by King County Health Department. Submitted with Application (mark boxes which apply): ❑ ...Civil Plans (Maximum Paper Size — 22" x 34 ") ❑ ...Technical Information Report (Storm Drainage) ❑ ...Bond ❑ .. Insurance ❑ .. Easement(s) Proposed Activities (mark boxes that apply): ❑ ...Right -of -way Use - Nonprofit for less than 72 hours Ell ...Right-of-way Use - No Disturbance R....Construction/Excavation/Fill - Right -of -way ❑ Non Right -of -way IR ❑ ...Total Cut t S cubic yards ❑ ...Total Fill '1Ti cubic yards ❑ ...Sanitary Side Sewer ❑ ...Cap or Remove Utilities ❑ ...Frontage Improvements ❑ ...Traffic Control ❑ ...Backflow Prevention - Fire Protection ❑ .. Geotechnical Report ❑ .. Maintenance Agreement(s) ❑ ...Traffic Impact Analysis ❑ ...Hold Harmless — (SAO) ❑ ... Hold Harmless — (ROW) ❑ .. Right -of -way Use - Profit for less than 72 hours ❑ .. Right -of -way Use — Potential Disturbance ❑ .. Work in Flood Zone ❑ .. Storm Drainage ❑ .. Abandon Septic Tank ❑ .. Curb Cut ❑ .. Pavement Cut ❑ .. Looped Fire Line Irrigation Domestic Water ❑ .. Grease Interceptor ❑ .. Channelization ❑ .. Trench Excavation ❑ .. Utility Undergrounding ❑ ...Permanent Water Meter Size... WO # ❑ ...Temporary Water Meter Size .. WO # ❑ ...Water Only Meter Size " WO # ❑...Deduct Water Meter Size ❑ ...Sewer Main Extension Public ❑ Private ❑ ❑ ...Water Main Extension Public ❑ Private ❑ FINANCE INFORMATION Fire Line Size at Property Line Number of Public Fire Hydrant(s) ❑ ...Water ❑ ...Sewer ❑ ...Sewage Treatment Monthly Service Billing to: Name: Day Telephone: Mailing Address: Water Meter Refund/Billing: Name: Mailing Address: City State Zip Day Telephone: City State Zip H:\Applications\Forns- Applications On Line \2011 Applications \Permit Application Revised - 8- 9- 11.docx Revised: August 1Al 1 bh Page 3 of 4 PERMIT$APPLICATION NOTES‘- ' • - • 'Value of Construction — In all cases, a value of construction amount should be entered by the applicant. This figure will be reviewed and is subject to possible revision by the Permit Center to comply with current fee schedules. Expiration of Plan Review — Applications for which no permit is issued within 180 days following the date of application shall expire by limitation. The Building Official may grant one or more extensions of time for additional periods not exceeding 90 days each. The extension shall be requested in writing and justifiable cause demonstrated. Section 105.3.2 International Building Code (current edition). I HEREBY CERTIFY THAT I HAVE READ AND EXAMINED THIS APPLICATION AND KNOW THE SAME TO BE TRUE UNDER PENALTY OF PERJURY BY THE LAWS OF THE STATE OF WASHINGTON, AND I AM AUTHORIZED TO APPLY FOR THIS PERMIT. BUILDING OWNER OR AUTHORIZED AGENT: Signature: 1 Date: z . � 1/ / r l Print Name: A Day Telephone: 2, S3 IS 23 .S 2 Mailing Address: l 1'a,— Sz-Gt rT t.-'.0 a Z-0 ( •4vrva-.4., L./A `t' gem, Z City State Zip H:\Applications\Forms- Applications On Line 12011 Applications\Permit Application Revised - 8- 9- 11.docx Revised: August 2011 bh Page 4 of 4 BULLETIN A2 TYPE C PERMIT FEE ESTIMATE PLAN REVIEW AND APPROVAL FEES DUE WITH APPLICATION PW may adjust estimated fees PROJECT NAME PERMIT # IV.-- 052- 194.% ot..YnIe L C Ave . s. ) If you do not provide co ractor bids or an engineer's estimate with your permit application, Public Works will review the cost estimates for reasonableness and may adjust estimates. 1. APPLICATION BASE FEE 2. Enter total construction cost for each improvement category: Mobilization Erosion prevention Water /Sew urface Wate / 0 o o Road /Parking /Access A. Total Improvements 4 00 0 ..443-.130— 3. Calculate improvement -based fees: B. 2.5% of first $1 00,000 of A. 25 $250 (1) C. 2.0% of amount over $100,000, but less than $200,000 of A. D. 1.5% of amount over $200,000 of A. 4. TOTAL PLAN REVIEW FEE (B +C +D) 5. Enter total excavation volume Enter total fill volume cubic yards cubic yards r $ 2 5 0.00 (4) Use the following table to estimate the grading plan review and permit fee. Use the Greater of the excavation and fill volumes. QUANTITY IN CUI3IC YARDS RATE Up to 50 CY Free 51 — 100 $23.50 101 — 1,000 $37.00 1,001 — 10,000 $49.25 10,001 — 100,000 $49.25 for 1ST 10,000, PLUS $24.50 for each additional 10,000 or fraction thereof. 100,001 — 200,000 $269.75 for 1ST 100,000, PLUS $13.25 for each additional 10,000 or fraction thereof. 200,001 or more $402.25 for 1ST 200,000, PLUS $7.25 for each additional 10,000 or fraction thereof. GRADING Plan Review and Permit Fees $ (5) TOTAL PLAN REVIEW AND APPROVAL FEE DUE WITH PERMIT APPLICATION (1+4+5) $ 21S- — The Plan Review and Approval fees cover TWO reviews: 1) the first review associated with the submission of the application /plan and 2) a follow -up review associated with a correction letter. Each additional review, which is attributable to the Applicant's action or inaction shall be charged 25% of the Total Plan Review Fee. Approved 09.25.02 Last Revised 01.01.11 1 BULLETIN A2 TYPE C PERMIT FEE ESTIMATE PLAN REVIEW AND APPROVAL FEES DUE WITH APPLICATION PW may adjust estimated fees 6. Permit Issuance /Inspection Fee (13 +C +D) $ 25 —e-ee- (6) 7. Pavement Mitigation Fee $ (7) The pavement mitigation fee compensates the City for the reduced life span due to removal of roadway surfaces. The fee is based on the total square feet of impacted pavement per lane and on the condition of the existing pavement. Use the following table and Bulletin 1B to estimate the p Approx. Remaining Years Pavement Overlay and Repair Rate (per SF of lane width) 20 -15 (100 %) $10.00 15 -10 (75 %) $7.50 10 -7 (50 %) $5.00 7 -5 (33 %) $3.30 5 -2 (25 %) $2.50 2 -1 (10 %) $1.00 0 -1 $0.00 8. GRADING Permit Review Fee Grading Permit Fees are calculated using the following table. Use the greater of the excavation and fill volumes from Item 5. QUANTITY IN CUBIC YARDS RATE 50 or less $23.50 51 —100 $37.00 101 — 1,000 $37.00 for 1St 100 CY plus $17.50 for each additional 100 or fraction thereof. 1,001 — 10,000 $194.50 for 1St 1000 CY plus $14.50 for each additional 1,000 or fraction thereof. 10,001 — 100,000 $325.00 for the 1St 10,000 CY plus $66.00 for each additional 10,000 or fraction thereof 100,001 or more $919.00 for 1St 100,000 CY plus $36.50 for each additional 10,000 or fraction thereof. Approved 09.25.02 Last Revised 01.01.11 2 (8) BULLETIN A2 TYPE C PERMIT FEE ESTIMATE PLAN REVIEW AND APPROVAL FEES DUE WITH APPLICATION PW may adjust estimated fees 9. TOTAL OTHER PERMITS A. Water Meter — Deduct ($25) B. Flood Control Zone ($50) C. Water Meter — Permanent* D. Water Meter — Water only* E. Water Meter — Temporary* * Refer to the Water Meter Fees in Bulletin Al Total A through E $ 0.00 (9) 10. ADDITIONAL FEES A. Allentown Water (Ordinance 1777) $ B. Allentown Sewer (Ordinance 1777) $ C. Ryan Hill Water (Ordinance 1777) $ D. Allentown /Foster Pt Water (Ord 2177) $ E. Allentown /Foster Pt Sewer (Ord 2177) $ F. Special Connection (TMC Title 14) $ G. Duwamish $ H. Transportation Mitigation $ I. Other Fees $ DUE WHEN PERMIT IS ISSUED Total A through I $ 0.00 (10) (6 +7 +8 +9 +10) $ 25 0.00 ESTIMATED TOTAL PERMIT ISSUANCE AND INSPECTION FEE This fee includes two inspection visits per required inspection. Additional inspections (visits) attributable to the Permittee's action or inaction shall be charged $60.00 per inspection. WATER METER FEE Permanent and Water Only Meter Size (inches) Ins lation Cascade Water All' ce RCF 01.01.201 2.31.2011 Total Fee 0.75 $625 ',6005 $6630 1 $1125 $15,012.50 $16,137.50 1.5 $2425 $30,025 $32,450 2 $2825 $' : 040 $50,865 3 $4425 $96,0: i $100,505 4 $78 ' $150,125 $157,950 6 , -525 $300,250 $312,775 Approved 09.25.02 Last Revised 01.01.11 Temporary Meter 0.75" $300 2.5" $1,500 3 adm 3//y/2_ ClearForm{ • City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206 - 431 -3670 Fax: 206 - 431 -3665 Web site: http: / /www.TukwilaWA.gov Parcel No.: 7888900121 Address: 18435 OLYMPIC AV S TUKW Suite No: Applicant: CASCADE ENGINE CENTER RECEIPT Permit Number: D12-052 Status: APPROVED Applied Date: 02/21/2012 Issue Date: Receipt No.: R12 -01123 Payment Amount: $1,396.55 Initials: WER Payment Date: 03/23/2012 11:10 AM User ID: 1655 Balance: $0.00 Payee: CASCADE ENGINE CENTER TRANSACTION LIST: Type Method Descriptio Amount Payment Check 57854 1,396.55 Authorization No. ACCOUNT ITEM LIST: Description Account Code Current Pmts BUILDING - NONRES FIRE IMPACT FEES PARK IMPACT FEES PW BASE APPLICATION FEE PW PERMIT /INSPECTION FEE PW PLAN REVIEW STATE BUILDING SURCHARGE 000.322.100 90830402.5000.5304.XXXXX 90330109.5000.5301.XXXXX 000.322.100 000.342.400 000.345.830 640.237.114 Total: $1,396.55 897.55 63.50 131.00 250.00 25.00 25.00 4.50 doc: Receiot -06 Printed: 03 -23 -2012 City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206 - 431 -3670 Fax: 206-431-3665 Web site: http: / /www.TukwilaWA.gov Parcel No.: 7888900121 Address: 18435 OLYMPIC AV S TUKW Suite No: Applicant: CASCADE ENGINE CENTER RECEIPT Permit Number: D12 -052 Status: PENDING Applied Date: 02/21/2012 Issue Date: Receipt No.: R12 -00719 Initials: User ID: WER 1655 Payment Amount: $583.41 Payment Date: 02/21/2012 10:57 AM Balance: $902.05 Payee: POE ENGINEERING INC TRANSACTION LIST: Type Method Descriptio Amount Payment Check 10324 583.41 Authorization No. ACCOUNT ITEM LIST: Description Account Code Current Pmts PLAN CHECK - NONRES 000.345.830 583.41 Total: $583.41 doc: Receiot -06 Printed: 02 -21 -2012 INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERM! NO, CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 pz, (206) 431 -3670 Permit Inspection Request Line (206) 431 -2451 Pro' cIt`:` PP//��( /A•r/y� 2Type Inspecti n: Ad�re�i %� © a p� Date Called: Special Instructions: g� ) Date Wanted• a.m. Requester: Ph�} a No: r' -1 , J 32 ,r Approved per applicable codes. Corrections required prior to approval COMMENTS: Inspect r: Date? r-iREINSPECTION FEE REQUIRED. Prior to next inspection. Pee must be- ' paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule-reinspection, INSPECTION NO. INSPECTION RECORD Retain a copy with permit PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431 -3670 Permit Inspection Request Line (206) 431 -2451 Probe t: • /_vo e G - iie f , Type of Inf ecti o r un R Address: if y�. (3JgMp)c,rre -S Date Called: • 06 Pc i ha Special Instructions: ' Da ..Wanted:. . u e� • D —7IO3 //a , / a.m. P.m. Re ester: Phone No: 0 63,.6 Approved per applicable codes. Corrections required prior to approval. COMMENTS: �r rya t�C(a Fowl,/ Inspector: ]Date: _7 13 f n REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100: Call to schedule reinspection. INSPECTION RECORD Retain a copy with permit PERMIT NO. OF TUKWILA BUILDING DIVISION 6300 Southcenter KW., #100, Tukwila. WA 98188 (206) 431 -367 Permit Inspection Request Line (206) 431 -2451 Pr ect: A_SC l� t ,nP e &J Inspectio Type..of n: .trAAA( 46 Address: ('' » `C Date Called: Spec tiAk Instructions:.,, ?,� t�* Date Wante ,�a a.m. ,i PA_r'' .. _ Requester: Ph9O,e No - -..S— S" — (4,-) Z. able codes. Corrections required prior to approval. REINSPECTION FEE REQUIRED. Prior to next inspection. fed must be yid of 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permit PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 i . (206) 431 -3670 Permit Inspection Request Line (206) 431 -2451 Project: CIAS2. f I n) t Type of Inspection: 1"ak, 4 biro tf3 LA.31, Lk. Ad ess: I 3 U pfi AUS Date Called: ' Special instructions: Date Wanted:. _.Z 7 -12 67n. m,. Requester: Phone No: ab(1) -3s ii -<0 32 (' Approved per applicable codes. Corrections required prior to approval. COMMENT. 400 INSPECTION FEE R aUIRED. Prier to next inspection. fee must be aid at 6300Southcenter Blvd.. Suite 100. Call to schedule reinspection. Date 7 2 INSPECTION RECORD Retain a copy with permit SPE T NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 Permit Inspection Request Line (206) 431-2451 (206) 431-3670 Pr oject: A' 41C Type,,:ft,Inspection: Address: 1 Ai Li Date Called: Specta instructions: 16 ' Strim t 4 %.,._14F+,4Sc.:CzCil k 4.•,... 's Date Wanted:. 't 2411 a.m. 1 2_ fip-55. Requester: Phone No: 6 azio pFoved per applicable codes. Corrections required prior to approval. c614 I ac ■ NSPECTION FEE REQUIRE. Prior to ne t inspection. fee must be d at 6300 Southcenter Blvd., Suite 100. ll to schedule reinspection. INSPECTION NUMBER INSPECTION RECORD. Retain a copy with permit HZ. -S- 130 PERMIT NUMBERS CITY OF TUKWILA FIRE DEPARTMENT 444 Andover Park East, Tukwila, Wa. 98188 206 -575 -4407 Project: Lois' e �r5■n� Sprinklers: `I z. Type of Inspection: i"tpt-<, 'F�r Fire Alarm: - C.,ev c Address: Suite # :l q"35 Cl!.,,, tc4"t 3 C ct Person: ‘c.- Pre -Fire: Special Instructions: Permits: Phone No.: (2.0(-)95'k.-- (c. 3 Z...6 Approved per applicable codes. COMMENTS: olcs -"VA;Not I ' Corrections required prior to approval. Needs Shift Inspection: y z s Sprinklers: `I z. 1■ Fire Alarm: - Hood & Duct: [ 311, Monitor: Pre -Fire: Permits: Occupancy Type: S Inspector: -.1 1■ 51 Date: 1 [ 311, Hrs.: $100.00 REINSPECTION FEE REQUIRED. You will receive an invoice from the City of Tukwila Finance Department. CaII to schedule a reinspection. Billing Address Attn: Address: Company Name: Word /Inspection Record Form.Doc 1 `State: 1 Zip: 6/11/10 T.F.D. Form F.P. 113 Fireproofing Aggregates Shotcrete Concrete Masonry Asphalt R o o f i n g P i l i n g ;S t e e I S o i l s W o o d July 5, 2012 File: 12 -279 Building Official City of Tukwila Building Department 6300 Southcenter Blvd. Tukwila, WA 98188 Project: Address: Permit No.: Cascade Engine 18435 Olympic Ave. S. Q52 D A.A.R. TESTING LABORATORY, INC. Mt..STRUCTION.INSCECTION AND MATEAIRL TESIINC NATIONALLY ACCEPTED LABORATORY ClayOF�TU ILA JUL 16 2012 PERMIT CENTER This is to advise you that special inspections are completed on the, above referenced project. The following inspections were required and copies of those reports have already been forwarded to you. 1. Reinforcing steel 2. Concrete: placerrient 3. Concrete masterials testing 4. Structural steel erection -high strength bolting To the best of our knowledge all work inspected conformed to Tukwila Building Department approved plans, specifications, IBC and related codes and/or verbal or written instructions from the Engineer of Record. Sincerely; A.A.R. TESTING LABORATORY, INC. Kimberle Anderson President cc: Cascade. Engine Center, LLC -Don. Start Dovovan Brothers- Patrick Tel: (425) 881 -5812 Fax: (425) 881 -5441 • 7126 180th Ave. NE • P.O. Box 2523 " Redmond, WA 98073 • — EX. 19" (W) X 12" (DP) PILASTER c LT CV NEW 12714' OPENING IN EXIST. PANEL & ROLL -UP DOOR, SEE DETAILS SHEET 1I -4 FOR PANEL REINFORCING . 1% HOUR RATED U.L. LISTED FIRE DOOR REQUIRED, PROVIDE R &S MANUFACTURING, INC. COILING DOOR & FRAME PER ATTACHED SPECIFICATIONS EXIST. BUILDING 59,750 S.F. SPRINKLERED RRECTION J W a REDIRECT EX. TO SPLASH BLOCK N. OF ADDITION, GRADE TO FLOW TO EX. CB TO SOUTH 8'-0" NOTE: BUILDING IS NOT PROPOSED TO BE HEATED AND INSULATION IS NOT REQUIRED. INSULATION NOTED IS AT OWNER'S OPTION AS /IF DESRIED. METAL SIDING, (1) HOUR FIRE WALL THIS. SIDE WES1 RECEIV�6-1' -c MAR 20 2012 PERMIT CENTER 16' -8" / ADDITION 3' -0" , 4' -0" , 3' -8" 4' -O" • METAL — l n Abukir, EXIST. BUILDING FOUNDATION PLAN B.O.F. = BOTTOM OF FOOTING U.N.O. = UNLESS NOTED OTHERWISE F.F. = FINISH FLOOR ALL PERIMETER FOOTINGS B.O.F. ® F.F. - (5' -6 "), U.N;O. SUBGRADE PREPARATION TO BE PER. THE FOUNDATION SECTION OF THE STRUCTURAL NOTES ON SHEET S2 NOTES: 1. FOUNDATION DESIGN IS BASED UPQN METALLIC BUILDING COMPANY REACTIONS DATED 1/26/2012. 2. PROVIDE A 6" CONCRETE SLAB W/ #4 ® 12" E,W. PER STRUCTURAL NOTES. PLACE OVER COMPACTED SUBGRADE & (4 ") 4" CRUSHED ROCK. SEE STRUCTURAL NOTES FOR COLD JOINTS /CRACK CONTROL JOINTS TO BE SPACED 15' 0/C EACH WAY (MAX.) CONTRACTOR TO PROVIDE VAPOR BARRIER AS /IF REQ'D. BY OWNER. 3. CONTRACTOR TO VERIFY ALL FOOTING, COLUMN & BOLT PLACEMENTS AGAINST METAL BUILDING DRAWINGS. REPORT ANY DISCREPENCIES TO POE `ENGINEERING, INC. CORRECTION LTR #� LLQ57 us z OCZ �O 0 0 cQ 0a.> 70 us 2 o Z = U_j >w oC 0 m C� as MATCH T( OF EXIST Cr) ,iECEIVED MAR 20 2012 PERMIT CENTER RECEIVED MAR 20 2012 PERM IT EWER CORRECTION ROLLING DOOR PRODUCTS Fire Door Specifications and Options Specifications Part 1 General 1.01 Summary A. Fire doors excluding design, construction and preparation of opening; finish or field painting; access panels; electrical wiring, conduit, wire, fuses and disconnect switches 1.02 Quality Assurance A. Certification: Fire doors are labeled or certified by Underwriters Laboratories, Warnock Hersey or Factory Mutual for the hourly rating, wall construction and size allowed by the listing. Fire doors not in compliance with listing requirements are certified by the manufacturer. Part 2 Products 2.01 Materials A. Manufacturing: R & S Manufacturing, model RFM B. Mounting: Face of wall or between jamb C. Operation: Push -up to 8' wide and high and chain hoist on larger sizes is standard; awning crank, crank box or motor operation are optional. D. Automatic closing: Thermally activated by 165° fusible links, with the closing speed regulated by a governor device operative only during automatic closing. E. Curtain: Interlocking type 25 slats are roll formed from galvanized steel coil. Gage of slats is as required by the listing. Endlocks are riveted to slats to maintain curtain alignment. Bottom of curtain is reinforced by a double steel angle footpiece. F. Guides: Steel channels or structural steel angles form curtain guides and are bolted to structural steel wall angles. Sizes of guides are as required by the listing. G. Brackets: Steel plate brackets are bolted to wall angles to support curtain and barrel and provide mounting for hood. H. Barrel: Minimum 6" diameter steel pipe houses torsion spring assembly and supports curtain with a maximum deflection of .03 inch per foot of width. Torsion springs are mounted on a continuous cold rolled steel shaft, adjustable by a tension wheel outside one bracket. I. Hood: Formed from minimum 24 gage galvanized steel sheet, reinforced with top and bottom flanges to limit deflection. A thermally released integral flame baffle is provided when required by the listing. J. Locking: Chain lock with chain operation and slide bolt locks with push -up or crank operation. REVIEWED FOR CODE PPR CE APPROVED MAR 2 2 2012 ° City ofTuhwila BUILDING DIVISION 2.02 Finish A. Slats and hoods are pre - finished with a baked on grey polyester primer before forming. Footpiece, guides and brackets receive one coat of rust inhibiting grey primer. Part 3 Execution 3.01 Installation A. Fire doors are to be installed by an R & S authorized representative in accordance with R & S installation instructions and NFPA 80. 3.02 Testing A. Fire doors are to be drop tested and witnessed for proper operation and full closure after installation. 3.03 Schedules A. NFPA -80 and model code groups mandate annual inspection and testing of fire doors to check for proper operation and full closure. Options Smoke Detectors: photoelectric (detects smoke and heat) or ionization (detects combustion particles); require connection to a release device with compatible voltage Release Devices: Electro- thermal and McCabe links (normally open circuits); electromagnetic and time delay fail -safe releases (normally closed circuits) Model LM90 -C Release Device: provides automatic closing and testing of motor operated fore doors upon activation by a detector or alarm; eliminates the need for mechanical release and reset unless there is a power loss; allows for a cycling sequence of the door in the event an obstruction is encountered upon closing (see Fire Door Information Page) Perimeter Gasketing: brush seals factory applied to guides and footpiece, field installed on header, to aid in smoke and draft control Vision Lites: single or multiple 4" wide cutouts, glazed with clear wire glass (11/2 hour rating) Sloped Footpiece: for special sill conditions Cylinder Locks: on footpiece Special Accessories: see Special Accessories Page -716710 1-66 FOR CODE COMPLIANCE APPROVED MAR 2 2 2012 City of Tukwila BUILDING DIVISION 4 2009 Washington State Energy Code Compliance Forms for Nonresidential and Multifamily velope Summary; arse 1 Non -i esident 2009 Washington State Energy Code Compliance Forms for Nonresidential and. Multifamily Residential Revised February 2011 Project Info Project Address Cascade Engine Center Addition ® Climate Zone 1 0 Climate Zone 2 ( See WSEC 302.3 for county list) Date 2/18/2012 Total Fenestration (rough opening) Gross Exterior (vertical & overhd) divided by Wall Area times 100 equals % Fenestration 18435 Olympic Avenue South Semi Id - eated Path For Building Department Use �� cop �0• Y Qe no Il redu IaIrieires ether fuel heating and qualifying thermostat. 2�keila WA 98188 Applicant Name: pm Engineering', Inc. P� Applicant Address: 1314 8th Street NE #201 Auburn WA asoopt- Applicant Phone: 253 -833 -4082 Walls - Steel Framed Project Description ❑ New Building El Addition ❑ Alteration ❑ Change of Use Compliance Option El Prescriptive Component Performance (See Decision Flowchart (over) for qualifications) ❑ Seattle EnvStd ❑ Systems Analysis Occupancy Group © Nonresidential 0 Multifamily Residential Climate Zone ® Climate Zone 1 0 Climate Zone 2 ( See WSEC 302.3 for county list) Fenestration Area Calculation These fenestration and wall values are calculated per inputs provided in the ENV-UA form. In the electronic form theca ncllcarrip -fill and rannnt he erlifp,4 Total Fenestration (rough opening) Gross Exterior (vertical & overhd) divided by Wall Area times 100 equals % Fenestration — X 100 = Semi Id - eated Path 0 yes Allowable if project meets all requirements as defined in section 1310.2. Only allowed as prescriptive path an_d mustbe caic elated separately from other conditioned spaces. Limited to Qe no Il redu IaIrieires ether fuel heating and qualifying thermostat. Envelope Requirements (enter values as applicable) tequirements ( continued ) Minimum Insulation R -v -, es Roofs - Insulation Above Deck Non-Met Roofs - Metal Building R25 + R1 Wilt a4Lame Roofs - Single Rafter vIPrI iSra Roofs - Attic and All Others Walls - Mass Walls - Metal Building R13 + R7 .5 Walls - Steel Framed 0. 60 Walls - Wood Framed and Other 0.60 Floors - Mass Vertical Fenestration Floors - Steel Joist Floors - Wood Framed and Other Maximum F- factors Slabs -on -Grade - Unheated R10 Slabs -on -Grade - Heated R10 _ Notes: APPROV MAR 14 2 City of Tul ILDING DI Eb„elope tequirements ( continued ) C12 Maximum U- factors Vertical Fenestration Non-Met I Frame Wilt a4Lame vIPrI iSra Door Skylights - Without Curb Skylights - With Curb Opaque Doors - Swinging 0. 60 Opaque Doors - Non - Swinging 0.60 Maximum SHGC (or SC) Vertical Fenestration Non -North North Skylights Note — Addition is proposed as totally unheated space with exterior ventilation and a dry sprinkler system. Insulation has been noted on plans for the heated RECEIVED space value above but is at owner's option. Dig -- 05 RECEIVED FEB 212012 2isib FEB ??Z012 PERMIT CENTEF PUBLIC W WORKS 2009 Washington State Energy Code Compliance Form for Nonresidential and Multifamily Residential Summa _ 2009 Washington State Energy Code Compliance Forms for Nonresidential and Multifamily Residential Project Address hater or ; Project Info Cascade Engine Center Addition Date Revised December 2010 2/18/2012 18435 Olympic Avenue South Applicant Name: Tukwila WA 98188 POE Engineering, Inc. Applicant Address: 1314 8th Street NE #201 Auburn WA 98002 Applicant Phone: 253- 833 -4052 For Building Department Use Project Description !Compliance Option ❑ New Building al Addition ❑ Alteration ❑ Plans Included Refer to WSEC Section 1513 for controls and commissioning requirements. Alteration Exceptions (check appropriate box - sec. 1132.3) O Prescriptive QQ Lighting Power Allowance 0 Systems Analysis (See Qualification Checklist (over). Indicate Prescriptive & LPA spaces clearly on plans.) ❑ No changes are being made to the lighting and space use not changed ❑ Less than 60% of the fixtures new, installed wattage not increased, & space use not changed. Maximum Allowed Lighting Wattage Location (floor plan /room #) Occupancy Description Addition Automotive workshop Allowed Watts per ft2 1.20 Gross interior Area in ft2 500 Allowed x Area 600 `" From Table 15 -1 (over) - document all exceptions on form LTG -LPA Proposed Lighting Wattage Location Total Allowed Watts 600 (floor plan /room #) Fixture Description Number of Fixtures Addition Metal Halide Watts/ Fixture 21 250 Watts Proposed 500 Total Proposed Watts may not exceed Total Allowed Watts for Interior Total Proposed Watts 500 Notes: 1. For proposed Fixture Description, indicate fixture type, lamp type (e.g. T -8), number of lamps in the fixture, and ballast type (if included). For track lighting, list the length of the track (in feet) in addition to the fixture, lamp, and ballast information. 2. For proposed Watts /Fixture, use manufacturer's listed maximum input wattage of the fixture (not simply the Tamp wattage) and other criteria as specified in Section 1530. For line voltage track lighting, list the greater of actual luminaire wattage or length of track multiplied by 50, or as applicable, the wattage of current limiting devices or of the transformer. For low voltage track lighting list the transformer rated wattage. 3. List all fixtures. For exempt lighting, note section and exception number, and leave Watts /Fixture blank. REVIEWED FOR CODE COMPLIANCE APPROVED MAR 14 2012 City of Tukwila BUILDING DIVISION Date: February 13, 2012 Prepared for: Cascade Engine Center, LLC 18435 Olympic Avenue South Tukwila, WA 98188 Prepared by: POE Engineering, Inc. CIVII. & STRUCTURAL ENGINEERING /CONSULTING 1314 8th Street NE, Suite 201 Auburn, Washington 98002 (253) 833 -4052 / fax (253) 833 -4053 RECEIVED FEB 2 3 2012 TUKWILA PUBLIC WORKS JOB NO. 11 -067 b i 051 RECEIVED FEB 212012. PERMIT CENTER POE Engineering, Inc. Civil & Structural Engineering /Consulting 1314 8th Street NE, Suite 201 Auburn, WA 98002 (253) 833 -4052 FAX (253) 833 -4053 JOB t ‘ ' u:76v.1 SHEET NO 1 OF pp- f I 4. CALCULATED BY �P DATE t"., r � I /i.( CHECKED BY DATE SCALE 2 3 4 5 6 7 8 7 2 3 4 5 6 7 8 1 2 3 4 5 6 7 8 1 3 4 5 3 7 8 1 2 3 4 5 6 7 8 1 2 3 4 5 6 7 8 1 2 3 4 5 6 7 8 1 2 3 • c; ,z 3, OrAD ' VCi e tfe..% : )� • G) � " + C-E•cT (t m)C.t•L -A) .`L.R`) lTof�c� r 1, 774,0 c i•,c D PRODUCT207 7 6 2 7 6 2 8 6 3 2 7 5 3 8 6 5 3 7 4 3 3 2 7 6 4 2 1 'FRAME ID #11 ss 16.667/22./15. USER NANE:sgutierrezDATE: 1/26/12 PAGE: 11 -2 20./85./2 JOB NAME:57832A FILE:a frames a -b.fra SUPPORT REACTIONS FOR EACH LOAD GROUP *LOCATION: Gridlines: A B NOTES:(1) All reactions are in kips and kip -ft. (2) The seismic overstrength factor (Omega) is not included in the "LEQ" Load Group reactions. Seismic "BASE -ONLY" combination reactions include an overstrength factor of: 2.000 REACTION NOTATIONS TIME:08:42:09 HL --- --- HR VL VR *_2 *_� LOAD GROUP REACTION TABLE * = A B COLUMN * -2 * -1 BASE PLATE 6.0X10.5X0.375 6.0X10.5X0.375 ANC. RODS (4) -3/4 (4) -3/4 LOAD GROUP HL VI LNL HR VR LNR DL • 0.0. 0.71 0.0 0.0 0.7 0.0 COLL 0.01 . 0.4 0.0 0.0 0.4 0.0 SNOW 0.4.. 3.11 0.0 -0.2 3.1 0.0 LL 0.2 2.5 0.0 -0.2 2.5 0.0 EQ -0.5 -1.1 0.0 -0.4 1.1 0.0 RBUPEQ 0.0 -0_8 -1.3 0.0 0.0 0.0 WL1 -1.3 -• -2.9 0.0 -1.3 0.6 0.0 WL2 -1.7 -2.4 0.0 -0.9 1.1 0.0 WL3 • 1.7 1.:2 0 ..0 =- _ ._:L.,5 :: - 6. 0.0 WL4 1.2r-7-1771 0:;05_..1 ;'.9�; . -3 .I 0.0 LWL1 0 . . 8 - 1.4:.,; ' - 0.0 :`- -0.7 ;. -1.'4 0.0 RBUPLW 0.0 -1 3'''.:' = :2:;1�';E::; ._ 0`.0 - :::0.0. 0.0 LWL2 0.8 . = 1'..1 t `': -'0 0` - - 0 =:'7: `-1.7 0.0 LWL3 0 8 " -0- S -0.-7. 0.0 - =0 9 .- ,0 0 LWL4 . 04 -0 8 0 0 h:',--7:70 8 • •... =0..9 0.0 SBAL 0 1 -2 2 ' =0 0: ,. -T0 1 ` " ' 3 .2 0.0 DSNW o,-.tar v p l7-- '::.0.0 rh-0' 0:; - '1.2 0.0 RBDWLW "0 0 l 3 _k0 0 ,:0 0 0.0 0.0 RBDWEQ 0 0 .- _0 8._ „_.0 0 : :;0 :0 • ; 0.0 0.0 ofDead_: . Pouf. Coi1`zteral °Load oof-•Snow -:Load oof LveLbad Lateral 'Seismic Load Upwcting:,Rod Brace Lateral:=Pr merry Wind Lateral Primary. Wind Lateral-•- •Primary Wind Lateral,Primar.y Wind Longitudinal,•Primary Upward Acting' Rod Brace Longitudinal Primary Wind Load Longitudinal Primary Wind Load Longitudinal Primary Wind Load Code Calculated Balanced Roof Snow Drifting Snow Downward Acting Rod Brace Load from RBUPEQ WL1 WL2 WL3 . wL4 :-!;LWL1 RBUPLW LWL2 LWL3 LWL4 SBAL DSNW RBDWLW RBDWEQ [parallel Load Load Load Load Load Wind to plane of frame] from Longit. Seismic Load Load from Longitud. Wind Load Longit. Wind Downward Acting Rod Brace Load from Long. Seismic POE Engineering, Inc. Civil & Structural Engineering /Consulting 1314 8th Street NE, Suite 201 Auburn, WA 98002 (253) 833 -4052 FAX (253) 833 -4053 JOB t..�.- C� SHEET NO 3 CALCULATED BY DATE %7 [ / („ CHECKED BY DATE SCALE OF 1234567812345673123456781234567612345678123456761234567812 t,si Cr) * 4, e.va �►. . (. ) : 1( D PRODUCT 207 2 1 8 6 3 2 8 6 5 3 2 7 4 2 7 5 3 1 8 6 5 3 2 7 5 3 2 1 3 4 3 POE Engineering, Inc. 1314 8th St NE #201 Auburn WA 98002 253- 8334052 Title Block" selection. Title Block Line 6 1General :Footin Title : Engineer: Project Desc.: Project Notes : Description : Column Footings General information: Job # Printed: 13 FEB 2012,10.28N,4 ENERCALCf INC..19832011 Budd:6.12.01:12. Ver6'12.01 12 ts..:4131:3-bitti cen E'ENGINEERING INC 4 Calculations per ACI 318 -08, IBC 2009, CBC 2010, ASCE 7 -05 Material Properties fc : Concrete 28 day strength = fy' Rebar Yield = Ec : Concrete Elastic Modulus = Concrete Density _ cp Values Flexure = Shear = Analysis Settings Min Steel % Bending Reinf. _ Min Allow % Temp Reinf. _ Min. Overtuming Safety Factor = Min. Sliding Safety Factor = Add Ftg Wt for Soil Pressure • Use ftg wt for stability, moments & shears : Include Pedestal Weight as DL Dimensions 3.0 ksi 60.0 ksi 3,122.0 ksi 145.0 pcf 0.90 0.850 0.00140 0.00180 1.0 :1 1.0 : 1 No No No Soil Design Values Allowable Soil Bearing Increase Bearing By Footing Weight Soil Passive Resistance (for Sliding) Soil /Concrete Friction Coeff. Increases based on footing Depth Footing base depth below soil surface Allowable pressure increase per foot of deptl= when footing base is below = Increases based on footing plan dimension Allowable pressure increase per foot of dept = when maximum length or width is greater4 1.50 ksf No 300.0 pcf 0.40 1.50 ft 0.0 ksf 0.0 ft 0.0 ksf 0.0 ft Width parallel to X -X Axis = Length parallel to Z -Z Axis = Footing Thicknes = 2.670 ft 2.833 ft 9.250 in Pedestal dimensions... px : parallel to X -X Axis = 1.670 in pz : parallel to Z -Z Axis = 1.830 in Height - 50.750 in Rebar Centerline to Edge of Concrete.. at Bottom of footing = 3.50 in Reinforcing Bars parallel to X -X Axis Number of Bars Reinforcing Bar Size Bars parallel to Z -Z Axis Number of Bars Reinforcing Bar Siz( 5.0 # 5 5.0 # 5 Bandwidth Distribution Check (ACI 15.4.4.2) Direction Requiring Closer Separationig X -X Axis # Bars required within zone 97.0 % # Bars required on each side of zone 3.0 % Applied Loads g, z k..„„:„.g..,........„,„,-, , ..11, R: if l-ta Q F Mai � 4 r-4 -1/16" 2' -8 -3/16^ 0. 0 w P : Column Load OB : Overburden M -xx M -zz V -x V -z D Lr L 6.840 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 S W 3.10 E H 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 1.0 0.0 0.0 0.0 k 0.0 ksf 0.O k -ft 0.0 k -ft 6-.6-k 0.0 k POE Engineering, Inc. 1314 8th St NE #201 Aubum WA 98002 253 - 833 -4052 Title Block" selection. Title Block Line 6 General Footing L Title : Engineer: Project Desc.: Project Notes : Job # r, Printed: 13 FEB 2012, 10:28AM ENERCALC, INC: :1983 -2011; Budd.6.12.01.12. Ver6.12.01 12' L►c; #,L K1AlD6og2o0 ?�' x1Y fir: Description : Column Footings DESIGN SUMMARY Min. Ratio Licensee ROE ENGINEERING MINC Item Applied Capacity Governing Load Combination PASS PASS PASS PASS PASS PASS PASS PASS PASS PASS PASS PASS PASS PASS PASS 0.8760 1.661 n/a n/a 3.328 n/a 0.1086 0.1086 0.1155 0.1155 0.2122 0.2122 0.2354 0.2354 0.3889 Detailed Results Soil Bearing Soil Bearing Overturning - X -X Overturning - Z -Z Sliding - X -X Sliding - Z -Z Uplift Z Flexure ( +X) Z Flexure ( -X) X Flexure ( +Z) X Flexure ( -Z) 1 -way Shear ( +X) 1 -way Shear ( -X) 1 -way Shear ( +Z) 1 -way Shear ( -Z) 2 -way Punching 1.314 ksf 3.50 k -ft 0.0 k -ft 0.0 k 0.70 k 0.0 k 1.394 k -ft 1.394 k -ft 1.563 k -ft 1.563 k -ft 19.760 psi 19.760 psi 21.919 psi 21.919 psi 72.414 psi 1.50 ksf +D +S +H 5.813 k -ft 0.6D+0.7E 0.0 k -ft No Overturning 0.0 k No Sliding 2.330 k 0.6D+0.7E 0.0 k No Uplift 12.836 k -ft +1.20D+0.50L +1.60S 12.836 k -ft +1.20D+0.50L +1.60S 13.534 k -ft +1.20D+0.50L +1.60S 13.534 k-ft +1.20D+0.50L +1.60S 93.113 psi +1.20D+0.50L +1.60S 93.113 psi +1.20D+0.50L +1.60S 93.113 psi +1.20D+0.50L +1.60S 93.113 psi +1.20D+0.50L +1.605 186.23 psi +1.20D+0.50L +1.605 Rotation Axis & Load Combination... X -X. +D +S+H Z -Z, +D +S+H • Overturning Stability Gross Allowable 1.50 1.50 Xecc n/a 0.0 Zecc 0.0 n/a Actual Soil Bearing Stress +Z +Z -X 1.314 1.314 n/a n/a n/a 1.314 Actual / Allowable -X Ratio n/a 0.876 1.314 0.876 Rotation Axis & Load Combination... X -X. D X -X. D +S X -X, 0.6D +S+0.7E X -X. 0.6D+0.7E Z -Z, D Z -Z. D +S Z -Z. 0.6D +S+0.7E Z -Z, 0.6D+0.7E Sliding Stability Force Application Axis Load Combination... X -X, D X -X. D +S X -X. 0.6D +S+0.7E X -X. 0.6D+0.7E Z -Z, D Z -Z. D +S Z -Z. 0.6D +S+0.7E Z -Z. 0.6D+0.7E Footing Flexure Overturning Moment None None 3.50 k -ft 3.50 k -ft None None None None Resisting Moment 0.0 k -ft 0.O k -ft 10.204 k -ft 5.813 k -ft 0.O k -ft 0.0 k -ft 0.0 k -ft 0.O k -ft Stability Ratio Status Infinity OK Infinity OK 2.916 OK 1.661 OK Infinity OK Infinity OK Infinity OK Infinity OK All units k Sliding Force 0.0 k 0.O k 0.O k 0.O k 0.0 k 0.0 k 0.70 k 0.70 k Resisting Force 3.466 k 4.706 k 3.612 k 2.372 k 3.424 k 4.664 k 3.570 k 2.330 k Sliding SafetyRatio Status No Slidina OK No Sliding OK No Sliding OK No Sliding OK No Sliding OK No Slidina OK 5.10 OK 3.328 OK Flexure Axis & Load Combination Mu Which Tension @ Bot. As Req'd k -ft Side ? or Top ? inA2 Gvrn. As inA2 Actual As inA2 Phi *Mn k -ft Status X -X. +1.20D+0.50L+0.50S +1.60H X -X, +1.20D+0.50L+0.50S +1.60H X -X, +1 .20 D+0.50 L +1.60 S X -X. +1.20D+0.50L +1.60S Z -Z. +1.20D+0.50L+0.50S +1.60H Z -Z, +1.20D+0.50L+0.50S +1.60H Z -Z, +1.20D+0.50L +1.60S Z -Z, +1.20D+0.50L +1.60S 1.158 1.158 1.563 1.563 1.033 1.033 1.394 1.394 +Z -z +Z - Z - X +X -X +X Bottom Bottom Bottom Bottom Bottom Bottom Bottom Bottom 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 Bending Bending Bending Bendina Bendina Bendina Bendina Bendina 0.58 0.58 0.58 0.58 0.55 0.55 0.55 0.55 13.534 13.534 13.534 13.534 12.836 12.836 12.836 12.836 OK OK OK OK OK OK OK OK POE Engineering, Inc. 1314 8th St NE #201 Aubum WA 98002 253-833-4052 Title Block° selection. Title: Engineer: Project Desc.: Project Notes : Job # Title Block Line 6 Ninted 13 FEB 2012, 10.28AM tbeilerdEFooting,:.-x., ,-,-,-,:s„,-..---,,,., fc.. ''‘,..,;;-:-..--.._:'.i;A.::::::,:i.;,.•.--; ,...-:.:. -.7.-..,--,.....,,--.:',.,..... . ,..,.- ...-..::,.. --..7,..--;:.:-t-Tik,-- ,- . E NERCALC, INC 11983-201144iiiid-8-12 01 12, Ver.6.12 0'1:12-, Lia:,#,,iKW4)6002002 -,-;-;44-.1,-.:i3;11-,7 ,,,t-F.:1x;i:.,k,-.;,y,4„4_ --1,:3,14-05-?-&:=3,4-„:..,,A,:,,,:-,,,,,,:f6,41_„1-,,,,,k,„,....,..3.,„,.71;5-,,3,7,-4, ,,,7,..,.7. „• ., , '',.'e:;.-,5'014---,4:-=.12iceiisei4PIDEENGINEERING;AINCAn Description : Column Footings Load Combination... Vu @ -X Vu @ +X Vu @ -Z Vu @ +Z Vu:Max Phi Vn Vu 1 Phi*Vn Status +1.20D+0.50L+0.50S+1.60H 14.643 osi 14.643 psi 16.243 psi 16.243 osi 16.243 DS' 93.113 psi 0.1744 OK t1.20D±0.50L+1.60S . . 19.76 psi _19.76 psi 21.919 DSi 21.919 psi 21.919 psi 93.113 psi 0.2354 OK PiniChiii4Shear,, I:. - ' - All units k Vu Phi*Vn Vu 1 Phi*Vn Status Load Combination... +1.20D+0.50L+0.50S+1.60H 53.662 DSi 186.23psi 0.2882 OK +1.20D+0.50L+1.60S 72.414 psi 186.2313Si 0.3889 OK POE Engineering, Inc. 1314 8th St NE #201 Aubum WA 98002 253 -833 -4052 Title Block" selection. Title Block Line 6 Cantilevered RetaininT,Wall:.: Description : Side Wall Criteria Retained Height Wall height above soil = Slope Behind Wall Height of Soil over Toe = Water height over heel = Vertical component of active Lateral soil pressure options: NOT USED for Soil Pressure. NOT USED for Sliding Resistance. NOT USED for Overturning Resistance. 4.73 ft 0.00 ft 0.00: 1 8.75 in 0.0 ft Design Summary Wall Stability Ratios Overtuming = 1.85 OK Sliding = 1.75 OK (Vertical Component NOT Used) Total Bearing Load = 1,319 Ibs ...resultant ecc. = 6.63 in Soil Pressure @ Toe Soil Pressure @ Heel Allowable Soil Pressure Less ACI Factored @ Toe ACI Factored @ Heel Footing Shear @ Toe Footing Shear @ Heel Allowable Sliding Calcs (Vertical C Lateral Sliding Force less 100% Passive Force less 100% Friction Force Added Force Req'd ....for 1.5 : 1 Stability Load Factors Dead Load Live Load Earth, H Wind, W Seismic, E Title : Engineer: Project Desc.: Project Notes : = 1,424 psf OK = 0 psf OK 1,500 psf Than Allowable = 1,709 psf O psf 3.7 psi OK • 9.5 psi OK • 82.2 psi omponent NOT Used) = 495.8 Ibs = - 337.5Ibs = - 520.0 Ibs = 0.0 Ibs OK • 0.0 Ibs OK Job # Printed: 13 FEB 2012,10:48AM ENERCALC, INC 198 - 11';Build 6:12.01:12, Ver6.12 Itte c, zih r' ,. Ucensee `P.QEENGINEERING, tNC Soil Data Allow Soil Bearing = 1,500.0 psf Equivalent Fluid Pressure Method Heel Active Pressure = 35.0 psf/ft Toe Active Pressure = 30.0 psf /ft Passive Pressure = Soil Density, Heel = Soil Density, Toe = Friction Coeff btwn Ftg & Soil = Soil height to ignore for passive pressure 300.0 psf /ft 110.00 pcf 110.00 pcf 0.400 0.00 in Top Stem Bar Lap/Emb ft = 0.00 = Concrete in = 8.00 _ # '5 in = 12.00 Edge Stem Construction 1.200 1.600 1.600 1.600 1.000 Design Height Above Ftg Wall Material Above "Ht" Thickness Rebar Size Rebar Spacing Rebar Placed at Design Data fb /FB +fa/Fa Total Force @ Section Moment....Actual Moment Allowable Shear Actual Shear Allowable Wall Weight Rebar Depth 'd' Lap splice if above Lap splice if below Hook embed into footing Concrete Data fc Fy Calculations per ACI 318 -08, ACI 530 -08, IBC 2009, CBC 2010, ASCE 7-05 = 0.120 Ibs = 613.7 ft-I = 984.6 ft-I = 8,206.3 psi = 8.3 psi = 82.2 psf= 100.0 in = 6.19 in = 21.36 in = 9.59 in = 9.59 psi = 3,000.0 psi = 60,000.0 POE Engineering, Inc. 1314 8th St NE #201 Aubum WA 98002 253 - 833 -4052 Title Block" selection. Title Block Line 6 'h- 4 Cantilevered :Retaining. Wall . Lrc #�xKW4)6002002 M Description : Title : Engineer: Project Desc.: Project Notes : Side Wall Footing Dimensions & Strengths Toe Width Heel Width Total Footing Width Footing Thickness Key Width Key Depth Key Distance from Toe 0.67 ft = 1.67 2.34 • 9.25 in 0.00 in • 0.00 in • 0.00 ft fc = 3,000 psi Fy = 60,000 psi Footing Concrete Density = 150.00 pcf Min. As % = 0.0018 Cover @ Top 2.00 • @ Btm.= 3.00 in Vre Footing Design Results Factored Pressure Mu' : Upward Mu' : Downward Mu: Design Actual 1 -Way Shear Allow 1 -Way Shear Toe Reinforcing Heel Reinforcing Key Reinforcing Job # Printed: 13 FEB 2012,10:48M9 ENERCALC, INC. 1983201'1, 'Build 612.01.12, Ver..6.12.0112.;_- Toe Heel 1,709 0 psf 337 0 ft-lb 53 384 ft-lb 285 384 ft-lb 3.74 9.45 psi 82.16 82.16 psi #5 @18.00in #5 @18.00in None Spec'd Other Acceptable Sizes & Spacings Toe: Not req'd, Mu < S * Fr Heel: Not req'd, Mu < S * Fr Key: No key defined Licensee ;ENGINEERING ONO: Summary of Overturning & Resisting Forces & Moments Item Heel Active Pressure Surcharge over Heel Toe Active Pressure Surcharge Over Toe Adjacent Footing Load Added Lateral Load Load @ Stem Above Soil OVERTURNING Force Distance Moment Ibs ft ft -Ib Total = Resisting /Overturning Ratio Vertical Loads used for Soil Pressure = RESISTING Force Distance Moment Ibs ft ft-lb 529.5 1.83 971.0 Soil Over Heel = 522.0 1.84 959.7 Sloped Soil Over Heel = -33.8 0.50 -16.9 Surcharge Over Heel = Adjacent Footing Load = Axial Dead Load on Stem = * Axial Live Load on Stem = Soil Over Toe = 53.7 0.34 18.0 Surcharge Over Toe = Stem Weight(s) = 473.0 1.00 474.6 Earth @ Stem Transitions = 495.8 O.T.M. = 954.1 Footing Weight = 270.6 1.17 316.6 = 1.85 Key Weight = 1,319.3 Ibs Vert. Component = Total = 1,319.3 Ibs R.M. = 1,768.8 *Axial live load NOT included in total displayed, or used for overturning resistance, but is included for soil pressure calculation. POE Engineering, Inc. Civil & Structural Engineering /Consulting 1314 8th Street NE, Suite 201 Auburn, WA 98002 (253) 833 -4052 FAX (253) 833 -4053 JOB b 61 SHEET NO ` CALCULATED BY�•� DATE / ` / CHECKED BY DATE SCALE OF 1 2 3 4 5 6 7 8 1 3 4 5 6 7 8 1 2 3 4 5 6 7 8 1 2 3 4 5 6 7 8 1 2 3 4 5 6 7 8 1 2 3 4 56 7 8 1 2 3 4 5 6 7 8 1 2 .sr ZNeck14.11 a (4•5 Pug' lSr,,`PrF,c, 5,00./ far . t.ss►j -^ -Sid /; 1e -1 -vc C 8 $% c,49, .cs `�' : % k. C,.3 S sZ- ‘. Lam: (Cc,9 t g,X1 "41, I 7-r, $2 D PRODUCT 207 2 7 6 5 4 3 2 7 2 7 5 7 6 3 2 1 8 6 5 3 2 1 8 5 3 2 7 6 5 3 2 POE Engineering, Inc. Civil & Structural Engineering /Consulting 1314 8th Street NE, Suite 201 Auburn, WA 98002 (253) 833 -4052 FAX (253) 833 -4053 JOB `` ^.�< < ' C::#", SHEET NO �" OF CALCULATED BY ikor''- DATE e t 7 6,1, CHECKED BY DATE SCALE 1 2 3 4 5 6 7 6 1 3 4 5 6 7 0 1 2 3 4 5 6 7 8 1 2 3 4 5 6 7 6 1 2 3 4 5 6 7 8 1 2 3 4 5 6 7 0 1 2 3 4 5 6 7 8 1 2 3 L. t.trk. ; 1.1V 4° V Pkv • a 1/4.4 I yaav Y' ;a@ s As.„..).44 L gsz D PRODUCT207 3 2 8 7 2 8 7 5 3 2 3 2 3 7 6 5 d 3 2 8 7 4 3 2 6 5 3 2 1 5 3 2 POE Engineering, Inc. 1314 8th St NE #201 Aubum WA 98002 253 -833 -4052 Title Block" selection. Title Block Line 6 Title : Engineer: Project Desc.: Project Notes : Job # Printed: 13 FEB 2012, 1:40PM Stee olumn .J. . Fde C.IDdcuments and Settings1Alan \My Documents\ENERCALC Data Fdes11,1= 067:ec6 :? 'ENERCALC; INC 1983-2011, Bui , ld.6:12.01:12. Ver.6.12.01712 ' L +c }# KW= Q6,0_D20.02 1censeei_. G N :RING; i. Description : Door Jamb General'Information Steel Section Name : HSS5X5X3 /16 Analysis Method : Allowable Stress Steel Stress Grade Fy : Steel Yield 46.0 ksi E : Elastic Bending Modulus 29,000.0 ksi Load Combination : 20061BC &ASCE7 -05 Applied Loads Calculations per AISC 360 -05, IBC 2009, CBC 2010, ASCE 7.05 Overall Column Height 16.750 ft Top & Bottom Fixity Top & Bottom Pinned Brace condition for deflection (buckling) along columns : X -X (width) axis : Unbraced Length for X -X Axis buckling = 16.750 ft, K = 1.0 Y -Y (depth) axis :Unbraced Length for Y -Y Axis buckling = 16.750 ft, K = 1.0 Service loads entered. Load Factors will be applied for calculations. Column self weight included : 200.25 Ibs * Dead Load Factor AXIAL LOADS .. . Axial Load at 16.750 ft, Xecc = 2.000 in, Yecc = 1.000 in, D = 14.590, L = 4.180 k BENDING LOADS... Lat. Uniform Load creating Mx -x, W = 0.1370 k/ft DES/GM-SUMMARY : . • Bending & Shear Check Results PASS Max. Axial +Bending Stress Ratio = Load Combination Location of max.above base At maximum location values are . Pa : Axial Pn / Omega : Allowable Ma -x : Applied Mn -x / Omega : Allowable Ma -y : Applied Mn -y / Omega : Allowable PASS Maximum Shear Stress Ratio Load Combination Location of max.above base At maximum location values are Va : Applied Vn / Omega : Allowable Load Combination Results 0.7324: 1 +D +L 16.638 ft 18.970 k 44.532 k -1.554 k -ft 13.520 k -ft -3.107 k -ft 13.520 k -ft 0.04737 : 1 +D +W 16.750 ft 1.220 k 25.755 k Maximum SERVICE Load Reactions.. Top along X -X 0.1868 k Bottom along X -X 0.1868 k Top along Y -Y 1.241 k Bottom along Y -Y 1.147 k Maximum SERVICE Load Deflections ... Along Y -Y 0.6712 in at for load combination :W Only Along X -X - 0.2686 in at for load combination : D +L 8.431 ft above base 9.780ft above base Load Combination +D +D+L +D+0.750Lr+0.750L +D+0.750L+0.7505 +D +W +D+0.750Lr+0.750L+0.750W +D+0.750L+0.750S+0.750W +D+0.750Lr+0.750L+0.5250E +D+0.750L+0.750S+0.5250E +0.60D +W Maximum Reactions • Unfactored Maximum Axial + Bending Stress Ratios Stress Ratio Status Location Maximum Stress Ratio Shear Ratios Status Location 0.570 0.732 0.692 0.692 0.689 0.690 0.690 0.692 0.692 0.482 PASS PASS PASS PASS PASS PASS PASS PASS PASS PASS 16.64 ft 16.64 ft 16.64 ft 16.64 ft 8.88 ft 9.22 ft 9.22 ft 16.64ft 16.64ft 8.66 ft 0.006 0.007 0.007 0.007 0.047 0.037 0.037 0.007 0.007 0.046 Load Combination X -X Axis Reaction @.Base @ Top Y -Y Axis Reaction @ Base @ Top PASS PASS PASS PASS PASS PASS PASS PASS PASS PASS 0.00 ft 0.00 ft 0.00 ft 0.00 ft 16.75 ft 16.75 ft 16.75 ft 0.00 ft 0.00 ft 16.75 ft Note: Only non -zero reactions are listed. Axial Reaction @ Base D Only L Only W Only D+1 D +W D+L +W 0.145 0.042 0.187 0.145 0.187 0.145 k 0.042 k k 0.187 k 0.145 k 0.187 k 0.073 0.073 k 0.021 0.021 k -1.147 1.147 k 0.093 0.093 k -1.075 1.220 k -1.054 1.241 k 14.790 k 4.180 k k 18.970 k 14.790 k 18.970 k POE Engineering, Inc. 1314 8th St NE #201 Auburn WA 98002 253- 833 -4052 Title Block" selection. Title Block Line 6 SSteel,C9J l ,, Description : Door Jamb Maximum: Deflections for -Load Combinations: =iUnfactored Loads Title : Engineer: Project Desc.: Project Notes : Job # k. Printed: 13 FEB 2012, 1:40PM Fde C \Documents and SettingsV IanlMy,DocuinentslENERCALC Data Files111 -067 ec6 ... ENERCALC'. INC 19632011; Build 6.12.01.12, Ver:6:12.01.12 tFy License Ea'ENGINEERING;;I Load Combination Max. X -X Deflection Distance Max. Y -Y Deflection Distance D Only L Only W Only D+L D +W D+L +W Steel;$'ection Properties Depth = Web Thick Flange Width Flange Thick = Area = Weight Ycg - 0,2088 in - 0.0598 in 0.0000 in -0.2686 in -0.2088 in -0.2686 in HSS5X5X3116 5.000 in I xx 0.000 in S xx 5.000 in R xx 0.187 in 3.280 inA2 I yy 11.955 plf S yy Ryy 0.000 in 9.780 ft 9.780 ft 0.000 ft 9.780 ft 9.780 ft 9.780 ft -0.104 in -0.030 in 0.671 in -0.134 in 0.570 in 0.541 in 9.780 ft 9.780 ft 8.431 ft 9.780 ft 8.206 ft 8.206 ft Load 1 x 12.60 inA4 5.03 inA3 1.960 in 12.600 inA4 5.030 inA3 1.960 in J M+xuBoads r 19.900 inA4 Loads are total entered value. Arrows do not reflect absolute direction. tt 4 h yi F y 'h Ski 5.00in 9.780 ft 9.780 ft 0.000 ft 9.780 ft 9.780 ft 9.780 ft -0.104 in -0.030 in 0.671 in -0.134 in 0.570 in 0.541 in 9.780 ft 9.780 ft 8.431 ft 9.780 ft 8.206 ft 8.206 ft Load 1 x 12.60 inA4 5.03 inA3 1.960 in 12.600 inA4 5.030 inA3 1.960 in J M+xuBoads r 19.900 inA4 Loads are total entered value. Arrows do not reflect absolute direction. POE Engineering, Inc. 1314 8th St NE #201 Auburn WA 98002 253 - 833 -4052 Title Block" selection. Title Block Line 6 S$eer.Bea111 Title : Engineer: Project Desc.: Project Notes : Job # Printed: 13 FEB 2012. 1:36PM File: C. \Documents and Settings\Alan\My Documents \ENERCALC,Data Files 111- 067.ec6: -„ ENERCALC, INC. 1983-2011'; Build:6:12:01:12, Ver6.12.0f 12 Description : Opening Header Material Properties Analysis Method : Allowable Stress Design Beam Bracing : Beam bracing is defined as a set spacing over all spans Bending Axis ; Major Axis Bending Load Combination 20061BC &ASCE7 -05 Unbreced Lengths ceriseetF POE EN II EERING 1NO* Calculations per AISC 360 -05, IBC 2009, CBC 2010, ASCE 7 -05 Fy : Steel Yield : 46.0 ksi E: Modulus : 29,000.0 ksi First Brace starts at 1.920 ft from Left-Most support Regular spacing of lateral supports on length of beam = 2.50 ft D(1.080) S(0.310) • • • • • Span = 5.920 ft HSS8X6X1 /4 Applied Loads Span = 14.330 ft HSS8X6X1 /4 Span = 3.580ft HSS8X6X1 /4 Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Loads on all spans... Uniform Load on ALL spans : D = 1.080, S D ESIGN SUMMARY Maximum Bending Stress Ratio = Section used for this span Mu : Applied Mn / Omega : Allowable Load Combination Location of maximum on span Span # where maximum occurs Maximum Deflection Max Downward L +Lr +S Deflection Max Upward L +Lr +S Deflection Max Downward Total Deflection Max Upward Total Deflection = 0.310 k/ft 0.555: 1 HSS8X6X1 /4 21.518 k -ft 38.792 k -ft +D +S+H 14.330ft Span # 2 Maximum Shear Stress Ratio = Section used for this span Vu : Applied Vn /Omega : Allowable Load Combination Location of maximum on span Span # where maximum occurs 0.057 in Ratio = -0.004 in Ratio = 0.260 in Ratio = -0.016 in Ratio = • Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Segment Length Span # 3012 12152 661 2667 osig cz0; 0.182: 1 HSS8X6X1 /4 10.236 k 56.229 k +D +S +H 14.330 ft Span # 2 Summary of Moment Values M V Mmax + Summary of Shear Values Mmax - Ma - Max Mnx Mnx/Omega Cb Rm Va Max Vnx Vnx/Omega +D Dsgn. L = 1.87 ft 1 0.019 0.025 0.19 -0.72 0.72 64.78 38.79 2.76 1.00 1.42 93.90 56.23 Dsgn. L = 2.47 ft 1 0.196 0.074 -0.00 -7.61 7.61 64.78 38.79 1.82 1.00 4.15 93.90 56.23 Dsgn. L = 1.57 ft 1 0.399 0.139 -0.00 -15.49 15.49 64.78 38.79 1.27 1.00 7.81 93.90 56.23 Dsgn. L = 0.91 ft 2 0.399 0.139 -0.00 -15.49 15.49 64.78 38.79 1.17 1.00 7.81 93.90 56.23 Dsgn. L = 2.54 ft 2 0.229 0.121 4.87 -8.87 8.87 64.78 38.79 2.33 1.00 6.81 93.90 56.23 Dsgn. L = 2.54 ft 2 0.296 0.071 11.49 4.87 11.49 64.78 38.79 1.23 1.00 4.01 93.90 56.23 Dsgn. L = 2.36 ft 2 0.313 0.025 12.16 11.28 12.16 64.78 38.79 1.01 1.00 1.39 93.90 56.23 Dsgn. L = 2.54 ft 2 0.291 0.075 11.28 4.19 11.28 64.78 38.79 1.23 1.00 4.19 93.90 56.23 Dsgn. L = 2.54 ft 2 0.258 0.124 4.19 -10.00 10.00 64.78 38.79 2.32 1.00 6.99 93.90 56.23 Dsgn. L = 0.91 ft 2 0.433 0.142 -0.00 -16.80 16.80 64.78 38.79 1.18 1.00 7.99 93.90 56.23 Dsgn. L = 1.63 ft 3 0.433 0.119 -0.00 -16.80 16.80 64.78 38.79 1.31 1.00 6.66 93.90 56.23 Dsgn. L = 1.90 ft 3 0.190 0.087 -0.00 -7.39 7.39 64.78 38.79 1.77 1.00 4.87 93.90 56.23 Dsgn. L = 0.05 ft 3 0.003 0.049 -0.12 0.12 64.78 38.79 1.00 1.00 2.77 93.90 56.23 +D +S+H Dsgn. L = 1.87 ft 1 0.024 0.032 0.24 -0.93 0.93 64.78 38.79 2.76 1,00 1.82 93.90 56.23 Dsgn. L = 2.47 ft 1 0.251 0.094 -0.00 -9.74 9.74 64.78 38.79 1.82 1.00 5.31 93.90 56.23 Dsgn, L = 1.57 ft 1 0.512 0.178 -0.00 -19.85 19.85 64.78 38.79 1.27 1.00 10.00 93.90 56.23 Dsgn. L = 0.91 ft 2 0.512 0.178 -0.00 -19.85 19.85 64.78 38.79 1.17 1.00 10.00 93.90 56.23 Dsgn. L = 2.54 ft 2 0.293 0.155 6.24 -11.36 11.36 64.78 38.79 2.33 1.00 8.72 93.90 56.23 Dsgn. L = 2.54 ft 2 0.380 0.091 14.73 6.24 14.73 64.78 38.79 1.23 1.00 5.14 93.90 56.23 Dsgn. L = 2.36 ft 2 0.401 0.032 15.57 14.45 15.57 64.78 38.79 1.01 1.00 1.78 93.90 56.23 Dsgn. L = 2.54 ft 2 0.373 0.095 14.45 5.37 14.45 64.78 38.79 1.23 1.00 5.37 93.90 56.23 Dsgn. L = 2.54 ft 2 0.330 0.159 5.37 -12.82 12.82 64.78 38.79 2.32 1.00 8.96 93.90 56.23 POE Engineering, Inc. 1314 8th St NE #201 Aubum WA 98002 253 - 833 -4052 Title Block' selection. Title Block Line 6 "Steel,: Bealm .. Title : Engineer: Project Desc.: Project Notes : trc # KVV406002.002 Description : Load Combination Segment Length Opening Header Max Stress Ratios Job # Printed: 13 FEB 2012, 1:36PM Fde C1Documents and SettingsAlan\My DocumentskENERCALC Data Files111 -067 ec6 _ )` .ENERCALC.INC.1983- 2011, :Build:6'12 :01 :12.Ver612.01 :12 t 7 '4, #M , Licensee' PQE,ENGINEERING, INCt Summary of Moment Values Summary of Shear Values Span # M V Mmax + Mmax - Ma - Max Mnx MnxlOmega Cb Rm Va Max Vnx VnxlOmega Dsgn. L = 0.91 ft 2 0.555 0.182 -0.00 -21.52 21.52 64.78 38.79 1.18 1.00 10.24 93.90 56.23 Dsgn. L = 1.63 ft 3 0.555 0.152 -0.00 -21.52 21.52 64.78 38.79 1.31 1.00 8.54 93.90 56.23 Dsgn. L = 1.90 ft 3 0.244 0.111 -0.00 -9.47 9.47 64.78 38.79 1.77 1.00 6.23 93.90 56.23 Dsgn. L = 0.05 ft 3 0.004 0.063 -0.16 0.16 64.78 38.79 1.00 1.00 3.55 93.90 56.23 +D+ 0.750L+0.750S+0.750W+H Dsgn. L = 1.87 ft 1 0.023 0.031 0.23 -0.88 0.88 64.78 38.79 2.76 1.00 1.72 93.90 56.23 Dsgn. L = 2.47 ft 1 0.237 0.089 -0.00 -9.21 9.21 64.78 38.79 1.82 1.00 5.02 93.90 56.23 Dsgn. L = 1.57 ft 1 0.484 0.168 -0.00 -18.76 18.76 64.78 38.79 1.27 1.00 9.45 93.90 56.23 Dsgn. L= 0.91 ft 2 0.484 0.168 -0.00 -18.76 18.76 64.78 38.79 1.17 1.00 9.45 93.90 56.23 Dsgn. L = 2.54 ft 2 0.277 0.147 5.90 -10.74 10.74 64.78 38.79 2.33 1.00 8.24 93.90 56.23 Dsgn. L = 2.54 ft 2 0.359 0.086 13.92 5.90 13.92 64.78 38.79 1.23 1.00 4.85 93.90 56.23 Dsgn. L = 2.36 ft 2 0.379 0.030 14.72 13.66 14.72 64.78 38.79 1.01 1.00 1.68 93.90 56.23 Dsgn. L = 2.54 ft 2 0.352 0.090 13.66 5.08 13.66 64.78 38.79 1.23 1.00 5.07 93.90 56.23 Dsgn. L = 2.54 ft 2 0.312 0.151 5.08 -12.11 12.11 64.78 38.79 2.32 1.00 8.46 93.90 56.23 Dsgn. L = 0.91 ft 2 0.524 0.172 -0.00 -20.34 20.34 64.78 38.79 1.18 1.00 9.67 93.90 56.23 Dsgn. L = 1.63 ft 3 0.524 0.144 -0.00 -20.34 20.34 64.78 38.79 1.31 1.00 8.07 93.90 56.23 Dsgn. L = 1.90 ft 3 0.231 0.105 -0.00 -8.95 8.95 64.78 38.79 1.77 1.00 5.89 93.90 56.23 Dsgn. L = 0.05 ft 3 0.004 0.060 -0.15 0.15 64.78 38.79 1.00 1.00 3.35 93.90 56.23 Overall. Maximum Deflections - Unfactored Loads Load Combination Span Max. " Defl Location in Span Load Combination Max. " +" Defl Location in Span Vertical Reactions - Unfactored 1 0.0000 0.000 0.0000 2 0.0000 0.000 0.0000 3 0.0000 0.000 0.0000 Support notation : Far left is #1 Values in KIPS 0.000 0.000 0.000 Load Combination Support 1 Support 2 Support 3 Support 4 -"-,' Overall MAXimum 0.828 17.537 18.775 -3.483 D Only 0.646 13.688 14.654 -2.718 S Only 0.182 3.849 4.121 -0.764 D +S 0.828 17.537 18.775 -3.483 POE Engineering, Inc. Civil & Structural Engineering /Consulting 1314 8th Street NE, Suite 201 Auburn, WA 98002 (253) 833 -4052 FAX (253) 833 -4053 JOB SHEET NO OF CALCULATED BY DATE CHECKED BY DATE SCALE 1 2 3 4 5 6 7 8 1 2 3 4 5 6 7 8 1 2 3 4 5 6 7 8 1 2 3 4 5 6 7 8 1 2 3 4 5 6 7 6 1 2 3 4 5 6 5 1 2 3 4 5 6 7 8 1 2 3 4r ? '�" � : � mot � , „� � � co t' V Z Vim, tm to, p a . ..1.4..a.4.0 kote lt Ltbr . (.79 v1/4.4 eiltt toed, t D PROM ICJ 957 3 3 2 8 7 6 8 6 5 3 2 3 2 7 8 6 4 2 8 6 5 3 2 2 Anchor Calculations Anchor Selector (Version 4.7.0.0) Job Name : 11 -067a Calculation Summary - ACI 318 Appendix D For Cracked Concrete per ACI 318 -08 Anchor Anchor Steel # of Anchors Embedment Depth (in) Category 5/8" Strong -Bolt N/A 1 3.375 P 1 Concrete Concrete Cracked fc(psi) `Yc,v Normal weight Yes 3000.0 1.00 Condition Thickness (in) Suppl. Edge Reinforcement B tension and shear 5.5 No Anchor Layout Dimensions cx1 (in) cx2 (in) cy1 (in) °y2 (in) bx1 (in) bx2 (in) by1 (in) bye (in) 15 15 15 15 1.5 1.5 1.5 1.5 Factored Loads Nua (Ib) Vuax (Ib) Vuay (Ib) Mux (Ib`ft) Muy (Ib`ft) 0 0 3879.6 0 0 ex(in) ey(in) Mod /high seismic Apply entire shear @ front row 0 0 Yes No Individual Anchor Tension Loads N ua (Ib) 0.00 e'Nx(in) e'Ny(in) 0.00 0.00 Individual Anchor Shear Loads V ua1 (Ib) 3879.60 e'vx(in) e'vy(in) 0.00 0.00 Tension Strengths Steel (0 = 0.75 ) Nsa(Ib) eiNsa(Ib) Nua(Ib) N ua /4)Nsa 20875 15656.25 0.00 0.0000 Concrete Breakout (43= 0.65 , Oseis = 0.75 ) Ncb(Ib) (I)Ncb(Ib) Nua(Ib) Nua /■Ncb 4246.28 2070.06 0.00 0.0000 Pullout (0 = 0.65 , %ein = 0.75 ) Npn(Ib) mNpn(Ib) Nua(Ib) Nua /43Npa 4404.76 2147.32 0.00 0.0000 about:blank Page 1 of 2 Date/Time : 2/14/2012 8:14:35 AM 2/14/2012 Page 2 of 2 Side -Face Blowout does not apply Shear Strengths Steel (t = 0.65 ) Veq(Ib) bVeq(Ib) Vua(lb) V ua /cDVeq 7255 4715.75 3879.60 0.8227 Concrete Breakout (case 1) (0 = 0.70 , "seis = 0.75 ) Vcbx(Ib) oVcbx(Ib) Vuax(Ib) Vuax /IVcbx 7805.93 4098.12 0.00 0.0000 Vcby(Ib) oVcby(Ib) Vuay(lb) Vuay /DVcby Vua /dtVcb 7805.93 4098.12 3879.60 0.9467 0.9467 Concrete Breakout (case 2) does not apply to single anchor layout Concrete Breakout (case 3) (d) = 0.70 , cbseis = 0.75 ) cx1 edge Vcby(Ib) d>Vcby(Ib) Vuay(lb) Vuay /d.Vcby 15611.87 8196.23 3879.60 0.4733 cy1 edge Vcbx(Ib) ct■Vcbx(Ib) Vuax(Ib) Vuax /dDVcbx 15611.87 8196.23 0.00 0.0000 c, edge Vcby(Ib) cPVcby(Ib) Vuay(lb) Vuay /dtVcby 15611.87 8196.23 3879.60 0.4733 cy2 edge Vcbx(Ib) daVcbx(Ib) Vuax(Ib) Vuax /l)Vcbx Vua /0Vcb 15611.87 8196.23 0.00 0.0000 0.4733 Pryout (d1 = 0.70 , cdseis = 0.75 ) Vcp(Ib) c6Vcp(Ib) Vuax(Ib) Vuax AN, Vcp 8492.56 4458.59 0 0.0000 Vcp(Ib) (1)Vcp(Ib) Vuay(lb) Vuay /DVcp Vua /mVcp 8492.56 4458.59 3879.6 0.8701 0.8701 Interaction check T.Max(0) <= 0.2 and V.Max(0.95) <= 1.0 [Sec D.7.2] Interaction check: PASS Use 5/8" diameter Strong -Bolt anchor(s) with 3.375 in. embedment BRITTLE FAILURE GOVERNS: Goveming anchor failure mode is brittle failure. Per ACI 318 -08 Section D.3.3.4, anchors shall be designed to be govemed by the steel strength of a ductile steel element in structures assigned to Seismic Design Category C, D, E, or F. Alternatively it is permitted to take the design strength of the anchors as 0.4 times (0.5 times for the anchors of stud bearing walls) the design strength determined in accordance with Section D.3.3.3, or the attachment the anchor is connecting to the structure shall be designed so that the attachment will undergo ductile yielding at a force level corresponding to anchor forces no greater than the design strength of anchors specified in Section D.3.3.3. To include the 0.4 or 0.5 factor in the calculation, select the Apply strength reduction factor for brittle failure checkbox and re- calculate. Designer must exercise own judgement to determine if this design is suitable. about:blank 2/14/2012 Anchor Calculations Anchor Selector (Version 4.7.0.0) Job Name : 11 -067b Calculation Summary -ACI 318 Appendix D For Cracked Concrete per ACI 318 -08 Anchor Anchor Steel # of Anchors Embedment Depth (in) Category 5/8" Strong -Bolt N/A . 2 3.625 1 Concrete Concrete Cracked fc(psi) �c,v Normal weight Yes 3750.0 1.00 Condition Thickness (in) Suppl. Edge Reinforcement B tension and shear 19 No Anchor Layout Dimensions cx1 cx2 cy1 cy2 bx1 bx2 by1 bye sx1 (in) (in) (in) (in) (in) (in) (in) (in) (in) 15 15 7 5 4 2 4 2 11 Factored Loads Nua (Ib) Vuax (Ib) Vuay (Ib) Mux (Ib *ft) Muy (Ib *ft) 0 2650 500.5 0 0 ex(in) ey(in) Mod/high seismic Apply entire shear @ front row 0 0 Yes No Individual Anchor Tension Loads N ua1 (Ib) N ua2 (Ib) 0.00 0.00 e'Nx(in) e'Ny(in) 0.00 0.00 Individual Anchor Shear Loads V ua1 (Ib) V ua2 (Ib) 1348.43 1348.43 e'vx(in) e'vy(in) 0.00 0.00 Tension Strengths Steel(4) =0.75) Nsa(ib) cbNsa(Ib) Nua(Ib) N ua /ONsa 20875 15656.25 0.00 0.0000 Concrete Breakout (0 = 0.65 , Oseis = 0.75 ) Ncbg(Ib) QONcbg(Ib) E Nua(lb) Z Nua /DNcbg 10818.73 5274.13 0.00 0.0000 Pullout (= 0.65,cbseis =0.75) Npn(Ib) 4-)Npn(Ib) Nua(lb) Nua /cNpn 5400.47 2632.73 0.00 0.0000 Page 1 of 2 t�j Date/Time : 2/14/2012 8:38:09 AM about:blank 2/14/2012 Page 2 of 2 Side -Face Blowout does not apply Shear Strengths Steel (1 ) = 0.65 ) VeQ(Ib) 9>Veq(Ib) Vua(lb) V ua ADVeci 7255 4715.75 1348.43 0.2859 Concrete B eakout (case 1) = 0.70 , Oseis = 0.75 ) Vcbx(Ib) cpVcbx(Ib) Vuax(Ib) Vuax /DVcbx 5142.82 2699.98 1325.00 0.4907 Vcbgy(Ib) (DVcbgy(ib) E Vuay lb) Z Vuay /4)Vcbgy Z Vua /43Vcbg 8987.50 4718.44 500.50 0.1061 0.5021 Concrete Breakout (case 2) (c1 = 0.70 , (13seis = 0.75 ) Vcbx(Ib) OVcbx(Ib) Z Vuax(Ib) E Vuax /16Vcbx 5142.82 2699.98 2650.00 0.9815 Vcbgy(Ib) cOVcbgy(lb) E Vuay(lb) E Vuay /0Vcbgy E Vua /cAVcbg 8987.50 4718.44 500.50 0.1061 0.9872 Concrete Breakout (case 3) (m = 0.70 , (laseis = 0 75 ) cx1 edge Vcby(Ib) ctVcby(Ib) Vuay(lb) Vuay /(1)Vcby 13204.53 6932.38 250.25 0.0361 cy1 edge Vcbgx(Ib) cUVcbgx(Ib) E Vuax(Ib) Vuax /13Vcbgx 26176.38 13742.60 2650.00 0.1928 c, edge Vcby(Ib) (13Vcby(Ib) Vuay(lb) Vuay /cDVcby 13204:53 6932.38 250.25 0.0361 cy2 edge Vcbgx(Ib) cl'Vcbgx(Ib) E Vuax(Ib) E Vuax /cDVcbgx E Vua /9>Vcbg 17975.01 9436.88 2650.00 0.2808 0.2831 Pryout (0' = 0.70 , 0seis = 0.75 ) VcPg(Ib) I Vcp9(Ib) E Vuax(Ib) E Vuax /(13VcPe 21637.47 11359.67 2650 0.2333 Vcp9(Ib) bVcp9(Ib) E Vuay(lb) E Vuay /CIVcp9 E Vua ADVcp9 21637.47 11359.67 500.5 0.0441 0.2374 Interaction check . T.Max(0) <= 0.2 and V.Max(0.99) <= 1.0 [Sec D.7.2] Interaction check: PASS Use 5/8" diameter Strong -Bolt anchor(s) with 3.625 in. embedment BRITTLE FAILURE GOVERNS: Governing anchor failure mode is brittle failure. Per ACI 318 -08 Section D.3.3.4, anchors shall be designed to be govemed by the steel strength of a ductile steel element in structures assigned to Seismic Design Category C, D, E, or F. Alternatively it is permitted to take the design strength of the anchors as 0.4 times (0.5 times for the anchors of stud bearing walls) the design strength determined in accordance with Section D.3.3.3, or the attachment the anchor is connecting to the structure shall be designed so that the attachment will undergo ductile yielding at a force level corresponding to anchor forces no greater than the design strength of anchors specified in Section D.3.3.3. To include the 0.4 or 0.5 factor in the calculation, select the Apply strength reduction factor for brittle failure checkbox and re- calculate. Designer must exercise own judgement to determine if this design is suitable. about:blank 2/14/2012 Anchor Calculations Anchor Selector (Version 4.7.0.0) Job Name : 11 -067c Calculation Summary - ACI 318 Appendix D For Cracked Concrete per ACI 318 -08 Anchor Anchor Steel # of Anchors Embedment Depth (in) Category 5/8" Strong -Bolt N/A 1 3.375 1 Concrete Concrete Cracked fc(psi) 'Pc,v Normal weight Yes 3000.0 1.00 Condition Thickness (in) Suppl. Edge Reinforcement B tension and shear 5.5 No Anchor Layout Dimensions Cx1 (in) Cx2 (in) Cy1 (in) Y2 (in) bx1 (in) bx2 (in) by1 (in) by2 (in) 10 10 20 20 1.5 1.5 1.5 1.5 Factored Loads Nua (Ib) Vuax (Ib) Vuay (Ib) Mux (Ib *ft) Muy (ib *ft) 255.4 0 2689.3 0 0 ex(in) ey(in) Mod/high seismic Apply entire shear © front row 0 0 Yes No Individual Anchor Tension Loads N u81 (Ib) 255.40 e'Nx(in) e'Ny(in) 0.00 0.00 Individual Anchor Shear Loads V ua1 (Ib) 2689.30 e vx(in) e'vy(in) 0.00 0.00 Tension Strengths Steel (0 = 0.75 ) Nsa(Ib) cNsa(Ib) Nua(Ib) N ua /ONsa 20875 15656.25 255.40 0.0163 Concrete Breakout (4) = 0.65 , Oseis = 0.75 ) Ncb(Ib) "cu(Ib) Nua(Ib) Nua /c13Ncb 4246.28 2070.06 255.40 0.1234 Pullout (0= 0.65 , eiseis = 0 75 ) Npn(Ib) ct Npn(Ib) Nua(Ib) Nua /c1)Npn 4404.76 2147.32 255.40 0.1189 Page 1 of 2 Date/Time : 2/14/2012 8:55:53 AM about:blank 2/14/2012 Side -Face Blowout does not apply Shear Strengths Steel (CD = 0.65 ) Veq(Ib) cbVeQ(Ib) Vua(lb) V ua /NVeq 7255 4715.75 2689.30 0.5703 Concrete Breakout (case 1) (t ) = 0.70 , elseis = 0.75 ) Vcbx(Ib) oVcbx(Ib) Vuax(Ib) Vuax /l3Vcbx 7805.93 4098.12 0.00 0.0000 Vcby(Ib) OVcby(Ib) Vuay(Ib) Vuay /IVcby Vua /(13Vcb 5203.96 2732.08 2689.30 0.9843 0.9843 Concrete Breakout (case 2) does not apply to single anchor layout Concrete Breakout (case 3) (43= 0.70 , `13seis = 0.75 ) cx1 edge Vcby(Ib) bVcby(Ib) Vuay(Ib) Vuay /c0Vcby 15611.87 8196.23 2689.30 0.3281 cy1 edge Vcbx(Ib) cbVcbx(Ib) Vuax(Ib) Vuax kDVcbx 10407.91 5464.15 0.00 0.0000 c edge Vcby(Ib) cGVcby(Ib) Vuay(Ib) Vuay /(PVcby 15611.87 8196.23 2689.30 0.3281 co edge Vcbx(Ib) 43Vcbx(Ib) Vuax(Ib) Vuax /OVcbx Vua /DVcb 10407.91 5464.15 0.00 0.0000 0.3281 Pryout (1 = 0.70 , (Pseis = 0.75 ) Vcp(Ib) 43Vcp(Ib) Vuax(Ib) Vuax /cAVcp 8492.56 4458.59 0 0.0000 Vcp(Ib) (1)Vcp(Ib) Vuay(Ib) Vuay /VVcp Vua /c6Vcp 8492.56 4458.59 2689.3 0.6032 0.6032 Page 2 of 2 Interaction check T.Max(0.12) <= 0.2 and V.Max(0.98) <= 1.0 [Sec D.7.2] Interaction check: PASS Use 5/8" diameter Strong -Boit anchor(s) with 3.375 in. embedment BRITTLE FAILURE GOVERNS: Governing anchor failure mode is brittle failure. Per ACI 318 -08 Section D.3.3.4, anchors shall be designed to be govemed by the steel strength of a ductile steel element in structures assigned to Seismic Design Category C, D, E, or F. Alternatively it is permitted to take the design strength of the anchors as 0.4 times (0.5 times for the anchors of stud bearing walls) the design strength determined in accordance with Section D.3.3.3, or the attachment the anchor is connecting to the structure shall be designed so that the attachment will undergo ductile yielding at a force level corresponding to anchor forces no greater than the design strength of anchors specified in Section D.3.3.3. To include the 0.4 or 0.5 factor in the calculation, select the Apply strength reduction factor for brittle failure checkbox and re- calculate. Designer must exercise own judgement to determine if this design is suitable. about:blank 2/14/2012 DESIGN PACKAGE BUILDER: Donovan Brothers Construction CUSTOMER: Cascade Engine JOB NUMBER: 22 -B -57832 TABLE OF CONTENTS Original Design Completed thru Change Order # 0 Revision History REVIEWED FOR CODE COMPLIANCE APPROVED MAR 14 2012 City of Tukwila BUILDING DIVISION Rev # Page Design Criteria 2 Notes on Drawings 3 Deflection Criteria NA Project Layout NA Building A 4 -9 Special Details 10 Reactions 11 -12 Computer Reports 13 -34 Original Design Completed thru Change Order # 0 Revision History REVIEWED FOR CODE COMPLIANCE APPROVED MAR 14 2012 City of Tukwila BUILDING DIVISION Rev # Update Reactions? Reason for Revision Pages Revised Date Revised Eng. 0 NEW Original Design NA - 1/26/12 SIG Project Engineer: Suzanne Gutierrez- Atwater, CA Checking Engineer: Robert Hoekstra ,Q94-- /' 2 (O '1.1 Signing Engineer: Robert Hoekstra RECEIVED FEB ,2BZ012 TUKWILA PUBLIC WORKS btLO51 ECEIVEC' FEB 21 701? PERMIT CENTEk BUILDING COMPANY An NCI Company January 26, 2012 Donovan Brothers Cosntruction 1801 West Valley Highway N Auburn, WA 98001 22 -B -57832 Cascade Engine Tukwila, WA 16'8" x 30'0" x 22'0" To Whom It May Concern: This is to certify that materials for the subject structure have been designed in accordance with the order documents, specifically as shown per the attached Engineering Design Criteria Sheet. Aspects of code compliance as related to use or occupancy, such as sprinkler requirements, are not addressed by these documents. These materials, when properly erected on an adequate foundation in accordance with the erection drawings as supplied and using the components as furnished, will meet the attached loading requirements. This certification does not cover field modifications or the design of materials not furnished by Metallic Building Systems. The attached design criteria information is to remain with and form part of this Letter of Certification. The calculations and the metal building they represent are the product of Metallic Building Systems or a division of its affiliate NCI Building Systems. The engineer whose seal appears hereon is employed by either Metallic Building Systems or a division of its affiliate NCI Building Systems and is not the engineer of record for this project. Cordially, Metallic Building Systems Materials for Metal Buildings An NCI Company Robert S. Hoekstra, P.E. 22 -B -57832 emnssionviki Page 1 of 2 BUILDING COMPANY An NCI Company Building Code 2009 International Building Code Occupancy Category Roof Dead Load Superimposed 2.99 psf Collateral 3.00 psf (0.00 psf Ceiling 3.00 psf Other) Roof Live Load 20.00 psf no reduction Normal (Category II) Snow Ground Snow Load (Pg) 25.00 psf Snow Load Importance Factor (I) 1.00 Flat Roof Snow Load (Pf) 20.00 psf (per code) Minimum Roof Snow Load (Pf) 25.00 psf (used in design) Snow Exposure Factor (Ce) 1.00 Thermal Factor (Ct) 1.00 Wind Basic Wind Speed Wind Importance Factor (I) 85.00 mph 1.00 Wind Exposure Category B Internal Pressure Coef (GCpi) 0.18/ -0.18 Loads for components not provided by building manufacturer Corner Areas (within 3.00' of corner) 11.89 psf pressure -15.86 psf suction Other Areas 11.89 psf pressure -12.88 psf suction These values are the maximum values required based on a 10 so ft area. Components with larger areas may have lower wind loads. Seismic Seismic Importance Factor (Ie) 1.00 Seismic Design Category D Soil Site Class D Stiff Soil Ss 1.450 g Sds 0.967 g S1 0.490 g Sdl 0.493 g Analysis Procedure Equivalent Lateral Force Column Line 1 -2 SWC & SWA Basic Force Resisting System C4 B4 Response Modification Coefficient (R) 3.50 3.25 Seismic Response Coefficient (Cs) 0.276 0.297 Design Base Shear in kips (V) 1.88 1.29 Basic Structural System (from ASCE 7 -05 Table 12.2 -1) B4 - Ordinary Steel Concentrically Braced Frame C4 - Ordinary Steel Moment Frame 1 22 -B -57832 Page 2 of 2 Job Number Builder Jobsite Location Building Code Occupancy Category Roof Dead Load 22 -B -57832 Donovan Brothers Cosntruction Cascade Engine, Tukwila,Washington 2009 International Building Code Normal (Category II) Superimposed 2.99 psf Collateral 3.00 psf (0.00 psf Ceiling 3.00 psf Other) Roof Live Load 20.00 psf no reduction Snow Wind Ground Snow Load (Pg) 25.00 psf Snow Load Importance Factor (I) 1.00 Flat Roof Snow Load (Pf) 20.00 psf (per code) Minimum Roof Snow Load (Pf) 25.00 psf (used in design) Snow Exposure Factor (Ce) 1.00 Thermal Factor (Ct) 1.00 Basic Wind Speed 85.00 mph Wind Importance Factor (I) 1.00 Wind Exposure Category B Internal Pressure Coef (GCpi) 0.18 / -0.18 Loads for components not provided by building manufacturer Corner Areas (within 3.00' of corner) 11.89 psf pressure -15.86 psf suction Other Areas 11.89 psf pressure -12.88 psf suction These values are the maximum values required based on a 10 sq ft area. Components with larger areas may have lower wind loads. Seismic Seismic Importance Factor (Ie) 1.00 Seismic Design Category D Soil Site Class D Stiff Soil Ss 1.450 g Sds 0.967 g S1 0.490 g Sdl 0.493 g Analysis Procedure Equivalent Lateral Force Column Line 1 -2 SWC' & SWA Basic Force Resisting System C4 B4 Response Modification Coefficient (R) 3.50 3.25 Seismic Response Coefficient (Cs) 0.276 0.297 Design Base Shear in kips (V) 1.88 1.29 Basic Structural System (from ASCE 7 -05 Table 12.2 -1) B4 - Ordinary Steel Concentrically Braced Frame C4 - Ordinary Steel Moment Frame 2 Job Number 22 -B -57832 Job Notes: Material properties of steel bar, plate, and sheet used in the fabrication of built -up structural framing members conform to ASTM A529, ASTM A572, ASTM A1101 SS, or ASTM A1011 HSLAS with a minimum yield point of 50 ksi. Material properties of hot rolled structural shapes conform to ASTM A992, ASTM A529, or ASTM A572 with a minimum specified yield point of 50 ksi. Hot rolled angles, other than flange braces, conform to ASTM 36 minimum. Hollow structural shapes conform to ASTM A500 grade B, minimum yield point is 42 ksi for round HSS and 46 ksi for rectangular HSS. Material properties of cold - formed light gage steel members conform to the requirements of ASTM A1011 SS Grade 55, or ASTM A1011 HSLAS Class 1 grade 55, with a minimum yield point of 55 ksi. For Canada, material properties confoLiu to CAN /CSA G40.20/G40.21 or equivalent. Bolted joints with A325 -09 Type 1 bolts greater than 1/2" diameter are specified as pretensioned joints in accordance with the Specification for Structural Joints Using ASTM A325 or A490 Bolts, June 30, 2004. Pre - Tensioning can be accomplished by using the turn -of -nut method of tightening, calibrated wrench, twist off type tension control bolts or direct tension indicator as acceptable to the Inspecting Agency and Building Official. Installation Inspection requirements for Pre - Tensioned joints (Specification for Structural Joints Section 9.2) using turn -of -nut method is suggested. The connections on this project are not slip critical. Design criteria as noted is as given within order documents and is applied in general accordance with the applicable provisions of the model code and /or specification indicated. Neither the manufacturer nor the certifying engineer declares or attests that the loads as designated are proper for local provisions that may apply or for site specific parameters. The design criteria is supplied by the builder, project owner, or an Architect and /or Engineer of Record for the overall construction project. Using standard gutter with 4 x 5 downspouts, the roof drainage system has been designed using the method outlined in the MBMA Metal Building Systems Manual. Downspout locations have not been located on these drawings. The downspouts are to be placed on the building sidewalls at a spacing not to exceed 30 feet with the first downspout from both ends of the gutter run within 0 feet of the end. Downspout spacing that does not exceed the maximum spacing will be in compliance with the building code. The gutter and downspout system as provided by the manufacturer is designed to accommodate 4 in /hr rainfall intensity as it corresponds to a 5 year recurrence interval. This project is designed using manufacture's standard serviceability standards. Generally this means that all deflections are within typical performance limits for normal occupancy and standard metal building products. X- Bracing is to be installed to a taut condition with all slack removed. Do not tighten beyond this state. This metal building system is designed as enclosed. All exterior components (i.e. doors, windows, vents, etc.) must be designed to withstand the specified wind loading for the design of components and cladding in accordance with the specified building code. Doors are to be closed when a maximum of 50% of design wind velocity is reached. 3 17'0 - 11'2 -1/4 7'6 Owner : Cascade Engine Tukwila WA A N N VMS T1VMSQIS 30' Ox 24'1 OPEN I- 1' 2 30'0 1'2 SIDEWALL SWC co Builder : Donovan Brothers Cosntru. Job No: 57832A run01 Version: ver01- sgutierrez Wed Jan 25 15:18:45 2012 w 9,L i7,TT 6,LT a Metallic Design Summary Program User: sgutierrez Job Number: 57832A Design Summary Report Version: 4.0.2 run01 Date: 01/25/12 Manufacturing Plant - NCI Start Time: 03:18:38 Z: \.. \22 -B- 57832\ ver01 - sgutierrez\ Bldg- A \run01 \57832A_bldg_A_Ol.cds M A I N B U I L D I N G D E S I G N S U M M A R Y R E P O R T All connections use ASTM A325N bolts, unless noted otherwise. All anchor rods are checked according to ASTM F1554 Gr. 36 strengths. ROOF PLANE RPA Z:\ Jobs\ Active \ENG \22 -B- 57832 \verol - sgutierrez \Bldg- A \run0l \AroofRPA Ol.edf Panel UDEK24 -24 ROOF Purlins 55.0 ksi Yield Strength Eave Struts 55.0 ksi Yield Strength Note to Drafting: provide G90 Galvanized Secondary. PURLIN SPACING : 3 @4'3 3'11 Bay Length Member Size Brace L Lap R Lap (ft) Identification Locations Exten Exten 1 28.833 10X3.5Z12 2 points S 0.000 0.000 S Purlin Clip Use 2 A325 Bolts @ Level 2,3,4 @ Supports:B,A Purlin Stiffened Clips @ Level 2,4 @ Supports:B,A SWA Eave Strut @ 22.000 (ft) : 10X3.5E14 Bays 1 SWC Eave Strut @ 24.083 (ft) : 10X3.5E14 Bays 1 Note: 1) All Purlin strut locations for all roof planes are measured from back sidewall. Eave strut connection at end -frame uses (4) -1/2" A325 bolts. BRACING - - -- Roof: 1 bays Rod Plane SWC :Braced to SWA Plane SWA : 1 bays Rod Plane EWD :End Frame Plane EWB :End Frame SIDEWALL PLANE SWC -- ( 8.250" Inset columns ) Z:\ Jobs\ Active \ENG \22 -B- 57832 \ver01 - sgutierrez \Bldg- A \run01 \AwallSWC_01.edf OPEN AREAS: open to existing building Size Wall Distance 30'0 x 24'1 SWC 0'0 5 Metallic Design Summary Program User: sgutierrez Job Number: 57832A Design Summary Report Version: 4.0.2 run01 Date: 01/25/12 Manufacturing Plant - NCI Start Time: 03:18:39 Z: \.. \22 -B- 57832\ ver01 - sgutierrez\ Bldg- A \run01 \57832A_bldg_A_01.cds SIDEWALL PLANE SWA -- ( 8.250" Inset columns ) Z:\ Jobs\ Active \ENG \22 -B- 57832 \ver01 - sgutierrez \Bldg- A \run01 \AwallSWA_01.edf Panel Girts PER26 55.0 ksi Yield Strength Note to Drafting: provide G90 Galvanized Secondary. GIRTS SPACINGS : 7'6 3'10 6'0 (from dock 3'6 3'10 6'0) Bay Elev. Length Member Size Brace L Lap R Lap ## (ft -in) (ft) Identification Locations Exten Exten 1 7'6 30.000 8X2.5Z14 None S 0.000 0.000 S 1 11'4 30.000 8X2.5Z12 None S 0.000 0.000 S 1 17'4 30.000 8X2.5Z12 None S 0.000 0.000 S Note : Maximum Distance To Extend Girt From Adjacent Bay is 36.00 inches. OPEN AREAS: Dock area Size Wall Distance 30'0 x 4'0 SWA JP0 6 - Metallic Design Summary Program User: sgutierrez Job Number: 57832A Design Summary Report Version: 4.0.2 run01 Date: 01/25/12 Manufacturing Plant - NCI Start Time: 03:18:39 Z:\..\ 22- B- 57832 \ver01 - sgutierrez \Bldg- A \run01 \57832A bldg A Ol.cds Endwall Plane EWD Design Non - Expandable Frame (SS Z:\ Jobs\ Active \ENG \22 -B- 57832 \ver01 - sgutierrez \Bldg- A \run0l \Awa11EWD Ol.edf Panel Girts PBR26 55.0 ksi Yield Strength Note to Drafting: provide G90 Galvanized Secondary. Girts Spacings : 7'6 3'8 -1/4 5'9- 3 /4(from dock 3'6 3'8 -1/4 5'9 -3/4) Bay Elev. Length Member Size Brace # (ft -in) (ft) Identification Locations L Lap R Lap Exten Exten 1 7'6 16.667 8X2.5Z16 None S 0.000 0.000 S 1 11'2 -1/4 16.667 *8X2.5C14 toe up None S 0.000 0.000 S 1 17'0 16.667 *8X2.5C14 toe up None S 0.000 0.000 S * girts used as headers Note : Maximum distance to extend girt from 'adjacent bay is 36.00 inches. FRAMED OPENINGS: Qty Size Jambs Wall Bay Distance sill ht 1 4'0 x 4'0 8X3.5C14 EWD 1 3'0 9'O from dock 1 4'0 x 4'0 8X3.5C14 EWD 1 10'8 9'0 from dock 1 3'4 -1/4 x 7'2 -1/4 8X3.5C14 EWD 1 3'0 0'0 from dock OPEN AREAS: Dock area Size Wall Distance 16'8 x 4'0 EWD 0'0 COLUMNS <NONE FOR THIS WALL LOCATION> 7 _ Metallic Design Summary Program User: sgutierrez Job Number: 57832A Design Summary Report Version: 4.0.2 run01 Date: 01/25/12 Manufacturing Plant - NCI Start Time: 03:18:39 Z: \.. \22 -B- 57832\ ver01 - sgutierrez\ Bldg- A \run01 \57832A_bldg_A_01.cds Endwall Plane EWB Design Non - Expandable Frame (SS Z:\ Jobs\ Active \ENG \22 -B- 57832 \ver01 - sgutierrez \Bldg- A \run01 \Awal1EWB_01.edf Panel PBR26 Girts 55.0 ksi Yield Strength Note to Drafting: provide G90 Galvanized Secondary. Girts Spacings : 7'6 3'10 6'0(from dock 3'6 3'10 6'0) Bay Elev. Length Member Size Brace L Lap R Lap # (ft -in) (ft) Identification Locations Exten Exten 1 7'6 16.667 8X2.5Z16 None S 0.000 0.000 S 1 11'4 16.667 8X2.5Z16 None S 0.000 0.000 5 1 17'4 16.667 8X2.5Z16 None S 0.000 0.000 S Note : Maximum distance to extend girt from 'adjacent bay is 36.00 inches. FRAMED OPENINGS: Qty Size Jamb & Header Wall Bay Distance 1 10'0 x 12'0* 8X3.5C14 EWB 1 4'8 *jambs start at to of 4' dock OPEN AREAS: Dock area Size Wall Distance 16'8 x 4'0 EWB 0'0 COLUMNS <NONE FOR THIS WALL LOCATION> 8 Metallic Building Systems FRAME ID j)11 se 16.667/22./15. 20./85./25. USER NAME:sgutierrez DATE: 1/26/12 TIME:08:42:09 PAGE: 11 -1 JOB NAME:57832A FILE:a frames a -b.fra LOCATION: Gridlines A B. DETAIL FILE: tive\ Eng \22 -B- 57832 \ver01- sgutierrez \Bldg- A \Drftg \x11L BOLTS:A325 FULLY TIGHT WEIGHT: 793 lbs Rafter Offset :10 " -Z 3@4'3 "(10.25 ") Column Offsets : 7'6 ",3'10 ",6'[8.25 "] - LEFT COLUMN [8.25 "] - RIGHT COLUMN (1) All sectional dimensions are in inches. (2) All Flange lengths are measured along outer flange. 4 16'8" CONNECTION DETAILS : * =A B 24'1" E.H. 0 Existing Building 0 w 0 m N N 0 r) *use offset for building separation Location O1 * -2000 O O O * -1 0 10 Web Dep. 10.0 10.0 10.0 N/A 10.0 10.0 10.0 10.0 10.0 N/A Type BASE SPLICE HORZ STF CAP (EXT) 2E /2E 2E /2E BASE SPLICE HORZ STF CAP (EXT) Plate(DN) 6.0X0.375 N/A 2.25X0.25 5.0X0.25 6.0X0.625 6.0X0.625 6.0X0.375 N/A 2.75X0.25 6.0X0.25 Plate(UP) N/A N/A N/A N/A 6.0X0.625 6.0X0.625 N/A N/A N/A N/A Bolts (4) -3/4 N/A N/A N/A (8) -3/4 (8) -3/4 (4) -3/4 N/A N/A N/A SUt LO ING COMPANY LLTALL C BUO'LDiNG COMPANY 550 INDUSTRY WAY AT WATER, CA 95301 (209) 357 -1000 FAX (209) 357 -1010 (800) 211 -4948 • ESCRlRtION• PAGE OF #2257832 NON - STANDARD WELDS AT HAUNCH CONNECTION MATCH FLANGE THICKNESS NOTE: IF FLANGES OR STIFFENER ARE LARGER THEN 5/16" USE CJP WELD. WELDS NOT SHOWN USE STANDARD WELDS. MATCH FLANGE THICKNESS A 10 REACTIONS BUILDER: Donovan Brothers Construction CUSTOMER: Cascade Engine JOB NUMBER: 22 -B -57832 Notes 1) The reactions provided are based on the Order Documents at the time of mailing. Any changes to building loads or dimensions may change the reactions. The reactions will be superseded and voided by any future mailing 2) The reactions provided have been created with the following layout (unless noted otherwise). a) A reaction table is provided with the reactions for each load group. b) Rigid Frames (1) Gabled Buildings (a) Left and Right columns are determined as if viewing the left side of the building, as shown on the anchor rod drawing, from the outside of the building. (b) Interior columns are spaced from left side to right side. (2) Single Slope Buildings (a) Left column is the low side column. (b) Right column is the high side column. (c) Interior columns are spaced from low side to high side. c) Endwalls (1) Left and Right columns are determined as if viewing the wall from the outside. (2) Interior columns are spaced from left to right. d) Anchor rod size is determined by shear and tension at the bottom of the base plate. The length of the anchor rod and method of load transfer to the foundation are to be determined by the foundation engineer. e) Anchor rods are A36 or A307 material unless noted otherwise on the anchor rod layout drawing (F1 sheet). f) X- Bracing (1) Rod Bracing reactions have been included in values shown in the reaction tables. (2) For IBC and UBC based building codes, when x- bracing is present in the sidewall, individual longitudinal seismic loads (RBUPEQ and RBDWEQ) do not include the amplification factor, no. (3) For IBC and UBC based building codes, when x- bracing is present in the endwall, individual transverse seismic loads (EQ) do not include the amplification factor, no. 3) Reactions are provided as un- factored for each load group applied to the column. The foundation engineer will apply the appropriate load factors and combine the reactions in accordance with the building code and design specifications to determine bearing pressures and concrete design. The factors applied to load groups for the steel cobimn design may be different than the factors used in the foundation design. Maximum reactions are not provided by the manufacturer to allow the foundation engineer to determine the correct values for his design procedures and allow for an economical foundation design. Rev C 12/29/09 NCI Engineering Center of Excellence 11 FRAME ID #11 ss 16.667/22./15. USER NAME:sgutierrezDATE: 1/26/12 PAGE: 11 -2 20./65./2 JOB NAME:57832A FILE:a_frames_a -b.fra SUPPORT REACTIONS FOR EACH LOAD GROUP *LOCATION: Gridlines: A B NOTES:(1) All reactions are in kips and kip -ft. (2) The seismic overstrength factor (Omega) is not included in the "LEQ" Load Group reactions. Seismic "BASE- ONLY" combination reactions include an overstrength factor of: 2.000 REACTION'NOTATIONS TIME:08:42:09 * -1 LOAD GROUP REACTION TABLE * = A B COLUMN * -2 * -1 BASE PLATE 6.0X10.5X0.375 6.0X10.5X0.375 ANC. RODS (4) -3/4 (4) -3/4 LOAD GROUP HL VL LNL HR VR LNR DL 0.0 0.7 0.0 0.0 0.7 0.0 COLL 0.0 0.4 0.0 0.0 0.4 0.0 SNOW 0.2 3.1 0.0 -0.2 3.1 0.0 LL 0.2 2.5 0.0 -0.2 2.5 0.0 EQ -0.5 -1.1 0.0 -0.4 1.1 0.0 RBUPEQ 0.0 -0.8 -1.3 0.0 0.0 0.0 WL1 -1.3 -2.9 0.0 -1.3 0.6 0.0 WL2 -1.7 -2.4 0.0 -0.9 1.1 0.0 WL3 1.7 1.2 0.0 1.5 -3.6 0.0 WL4 1.2 1.7 0.0 1.9 -3.1 0.0 LWL1 0.8 -1.4 0.0 -0.7 -1.4 0.0 RBUPLW 0.0 -1.3 -2.1 0.0 0.0 0.0 LWL2 0.8 -1.1 0.0 -0.7 -1.7 0.0 LWL3 0.8 -0.9 0.0 -0.8 -0.7 0.0 LWL4 0.8 -0.8 0.0 -0.8 -0.9 0.0 SEAL 0.1 2.2 0.0 -0.1 2.2 0.0 DSNW 0.0 0.1 0.0 0.0 1.2 0.0 RBDWLW 0.0 1.3 0.0 0.0 0.0 0.0 RBDWEQ 0.0 0.8 0.0 0.0 0.0 0.0 LOAD GROUP DESCRIPTION DL Roof Dead Load COLL .. Roof Collateral Load SNOW Roof Snow Load LL Roof Live Load EQ Lateral Seismic Load [parallel to plane of frame] RBUPEQ Upward Acting Rod Brace Load from Longit. Seismic WL1 Lateral Primary Wind Load WL2 Lateral Primary Wind Load WL3 Lateral Primary Wind Load WL4 Lateral Primary Wind Load LWL1 Longitudinal Primary Wind Load RBUPLW Upward Acting Rod Brace Load from Longitud. Wind LWL2 Longitudinal Primary Wind Load LWL3 Longitudinal Primary Wind Load LWL4 Longitudinal Primary Wind Load SEAL Code Calculated Balanced Roof Snow Load DSNW Drifting Snow RBDWLW Downward Acting Rod Brace Load from Longit. Wind RBDWEQ Downward Acting Rod Brace Load from Long. Seismic 12 Metallic Bracing Design Program User: sgutierrez Job Number: Design Summary Report Version: 4.0.2 run01 Date: Manufacturing Plant - NCI Start Time: Z:\ Jobs\ Active \ENG \22 -B- 57832 \ver01- sgutierrez \Bldg- A \run01\ 57832A 01/25/12 03:18:23 * * ** MAIN BUILDING ROOF LONGITUDINAL BRACING DESIGN * * ** ROOF STRUT LOADING AND FORCE TRANSMISSION Longitudinal wind loading case 1 (Endwall EWD is windward endwall) 85 mph Main framing wind load and coefficients Fully Enclosed Building, Normal Building Category, EXPOSURE B 28% of endwall surfaces in interior zone 72% of endwall surfaces in end zone within 6 feet of wall corners Velocity pressure coefficient ( Kh ) 0.700591 Directionality Factor ( Kd ) 0.85 Importance Factor ( I ) 1 Basic Pressure ( Qh ) 11.01441 Topographic factor - Kzt at mean roof height = 1.0000 Windward wall [GCpf - GCpi]= 0.7922 P= 8.726 psf Leeward wall [GCpf - GCpi]= - 0.2108 P= -2.322 psf Roof Brace External loading Brc T Brc T Brc strut spans applied to strut line Total /bay Allow PLANE RPA: 1 2 PLANE : Wall strut PLANE SWA: Line 1 16.667' 1.013 TOTAL 0.800 @ FRAME LINE 1 0.213 @ FRAME LINE 2 Transfered = 1.109 1.109 TOTAL 0.876 @ FRAME LINE 1 0.233 @ FRAME LINE 2 0.5000" ROD 1.30 1.30 4.79 * * ** MAIN BUILDING SIDEWALL LONGITUDINAL BRACING DESIGN * * ** WALL STRUT LOADING AND FORCE TRANSMISSION External loading applied to strut line Brace elev 1.109 Transfered from roof Tier 1 22.00' 1.013 TOTAL 0.800 @ FRAME LINE 1 0.213 @ FRAME LINE 2 Transfered = 2.121 Load / Bay = 2.12 / 1 Brace T / Bay = 2.53 Rod Design = 0.5000" ROD Brace Allowable = 4.79 Wall Brace External loading strut elev applied to strut line bays = 2.12 PLANE SWC: Line 2 0.000 Transfered from roof Tier 1 24.08' 1.109 TOTAL 0.876 @ FRAME LINE 1 0.233 @ FRAME LINE 2 Transfered = 0.000 13 t. Metallic Bracing Design Program User: sgutierrez Job Number: 57832A Design Summary Report Version: 4.0.2 run01 Date: 01/25/12 Manufacturing Plant- NCI Start Time: 03:18:23 Z:\ Jobs\ Active \ENG \22 -B- 57832 \ver01- sgutierrez \Bldg- A \run01\ * * ** MAIN BUILDING ROOF LONGITUDINAL BRACING DESIGN * * ** ROOF STRUT LOADING AND FORCE TRANSMISSION Longitudinal seismic loading case 1(PLANE EWD endwall to EWB is force direction) Soil Profile Type D Seismic design category D Mapped spectral response accel. for short periods (Ss) 1.45 Mapped spectral response accel. for 1 second periods (S1) 0.49 Design , 5% damped , spectral response accel; at short periods (Sds) 0.966667 Design , 5% damped , spectral response accel. at period 1 sec. (Sdl) 0.493267 Longitudinal Building Period (T) 0.21 Seismic Reliability /Redundancy Factor 1.3 Seismic Importance Factor (I) 1 Building minimum longitudinal R value 3.25 Building minimum transverse R value 3.25 Roof dead load included in Seismic force "W" (psf) 4.982 Roof collateral load included in Seismic force "W" (psf) 3.000 Roof Brace External loading (W) .7rhoV Brc T Brc T Brc strut spans applied to strut line Total /bay Allow PLANE RPA: 1 2.162 TOTAL 0.083 @ FRAME LINE 1, 2 1.996 @ BAY 1 16.667' Transfered = 2.179 2 2.179 TOTAL 0.092 @ FRAME LINE 1, 2 1.996 @ BAY 1 PLANE : 0.5000" ROD 0.59 0.69 0.69 4.79 - Using ASCE7 -05 Eq(12.8 -2) Sds /(R /I)W ; R =3.25 Roof bracing load E =rhoV; rho =1.30 Wall Brace strut elev External loading applied to strut line PLANE SWA: Line 1 2.179 Transfered from roof Tier 1 22.00' 2.162 TOTAL 0.083 @ FRAME LINE 1, 2 1.996 @ BAY 1 Transfered = 4.341 Weight (W) V = Using ASCE7 -05 Eq(12.8 -2) Sds /(R /I)W ; R =3.25 V = (0.97)/((3.25)/(1.00))( 4.34) = 1.29 0.7 *Omega *V = 0.7 *2.00 *1.291 = 1.81 Brace T = 2.16 Brace T / Bay = 2.16 / 1 bays = 2.16 Rod Design = 0.5000" ROD Brace Allowable = 5.74 Wall Brace External loading strut elev applied to strut line PLANE SWC: Line 2 Tier 1 24.08' 2.179 TOTAL 0.092 @ FRAME LINE 1, 2 1.996 @ BAY 1 Transfered = 0.000 Weight (W) V = Using ASCE7 -05 Eq(12.8 -2) Sds /(R /I)W ; R =3.25 14 Metallic Bracing Design Program Design Summary Report Manufacturing Plant - NCI User: Version: sgutierrez Job Number: 57832A 4.0.2 run01 Date: 01/25/12 Start Time: 03:18:23 Z:\ Jobs\ Active \ENG \22 -B- 57832 \ver01- sgutierrez \Bldg- A \run01\ * * ** MAIN BUILDING ROOF LONGITUDINAL BRACING DESIGN * * ** EAVE STRUT LINE DESIGN BLDG -A ROOF BRACING EAVE STRUT NO. 1 ANALYSIS OF EAVE STRUT LINE ON WALL PLANE SWA LOAD COMBINATIONS : 1) WS3 3) 0.91ES3 Span No. 1 WHERE : WS3 WS4 ES3 ES4 Length Member, (feet) 2) WS4 4) 0.91ES4 = WIND LOAD FROM PLANE EWD = WIND LOAD FROM PLANE EWB = SEISMIC LOAD FROM PLANE EWD = SEISMIC LOAD FROM PLANE EWB avg spacing Bearing Controlling Conditions & Ext. Lengths (feet) StifReq Combination & Check Ratio 27.667 10X3.5E14 BLDG -A ROOF BRACING EAVE STRUT NO. 2 ANALYSIS OF EAVE STRUT LINE 5 ON ROOF PLANE RPA LOAD COMBINATIONS : 1) 0.60D + W3 -1 3) 0.60D + W4 -1 5) D + C + 3/4S + 3/4W3 -1 7) D + C + 3/4S + 3/4W4 -1 9) 1.14D + 1.14C + 0.91E3-1 Span No. LE 1 RE Length (feet) WHERE : D = DEAD LOAD C = COLLATERAL LOAD S = DESIGN SNOW LOAD L = LIVE LOAD W3 -1= WIND CASE 1, POSITIVE W3 -2= WIND CASE 1, NEGATIVE W4 -1= WIND CASE 2, POSITIVE W4 -2= WIND CASE 2, NEGATIVE E3 -1= SEISMIC LOAD CASE 1 E4 -1= SEISMIC LOAD CASE 2 1 0.165 axial 1. 0.411 connection 2) 4) 6) 8) 10) 0.60D 0.60D D + C D + C 1.14D + W3 -2 + W4 -2 + 3/4S + 3/4W3 -2 + 3/4S + 3/4W4 -2 + 1.14C + 0.91E4 -1 INTERNAL PRESSURE INTERNAL PRESSURE INTERNAL PRESSURE INTERNAL PRESSURE Member, avg spacing Bearing Controlling Conditions & Ext. Lengths (feet) StifReq Combination & Check Ratio 1.167 10X3.5E14 1.958 • 27.667 10X3.5E14 1.958 & 2 discrete brace pt 1.167 10X3.5E14 1.958 Total line design weight is 142.4 lbs. 8 0.016 shear +bending 8 L/ 128 deflection 6 0.475 axial +bending 6 L/ 414 deflection 6 0.016 shear +bending 6 L/ 128 deflection 15 Metallic Bracing Design Program User: sgutierrez Job Number: 57832A Design Summary Report Version: 4.0.2 run01 Date: 01/25/12 Manufacturing Plant - NCI Start Time: 03:18:24 Z:\ Jobs\ Active \ENG \22 -B- 57832\ ver01- sgutierrez \Bldg.- A \run01\ * * ** MAIN BUILDING LONGITUDINAL BRACING DESIGN * * ** LONGITUDINAL BRACING DESIGN SUMMARY Roof Bracing: Brace Bay 1 Strut Spans 30.000 feet PLANE RPA: 1 10X3.5E14 16.667' 0.5000" ROD 2 10X3.5E14 PLANE : Brace Bay 1 Sidewall Bracing: Brace Bay 1 Strut Spans 30.000 feet PLANE SWA: 1 10X3.5E14 22.000' 0.5000" ROD Brace Bay 1 Strut Spans 30.000 feet PLANE SWC: 2 24.083' 10X3.5E14 16 t Metallic Building Systems User: sgutierrez Page: F11- 1 R -Frame Design Program - Version v4.0 Job : 57832A Input Data Echo File: a_frames_a -b.fra Date: 1/26/12 ss 16.667/22./15. 20./85./25. Start Time: 08:42:09 Z:\ Jobs \Active \Eng \22 -B- 57832 \ver01- sgutierrez \Bldg -A\ VERSION v4.0 BRAND METALLIC DESCRIPTION ss 16.667/22./15. 20./85./25. FRAME_ID 11 # FRAME LEFT SIDE IS BLDG. PLANE SWA # AND FRAME RIGHT SIDE IS BLDG. PLANE SWC PRINT echo code loads base connection deflection profile seismic detail \ flg_brace summary stiffeners pro_grplds OPTIMIZATION none *PLANT nci *JOB 57832A ANALYZE none *DATASET members brace combinations wind array connection base BUILDING LABEL A LOCATION frame lines 1 -2 LATERAL GRID LABEL A B LONGITUDINAL GRID LABEL 2 1 NUMBER FRAMES 2 *PRICE complete TYPE LEFT ss p cs 72. 72. TYPE RIGHT ss p cs 72. 72. WIDTH 16.667 16.667 LENGTH 30. EAVE LEFT 22. *ROOF SLOPE LEFT 1.5 EAVE RIGHT 24.0833 GIRT DEPTH 8. 8.25 *PURLIN DEPTH 10. 10.25 GIRT THICKNESS LEFT 0.07 *PURLIN THICKNESS 0.105 GIRT THICKNESS RIGHT 0.059 GIRT FLANGE 2.5 *PURLIN FLANGE 3.5 PURLIN STIFFNESS 29.352 29.352'10.362 10.362 BUILDING CODE I1309 U= Normal DEAD LOAD 2.987 *COLLATERAL LOAD 3. LIVE LOAD 20. SNOW G =25. T =1. S =N WML= 16.667 MRSL =25. WIND CODE AS05 SEISMIC CODE AS05 SEISMIC LOAD S1 =49. SS =145. TL =1'6. %CR =NORM %SR =NORM RHOL =1.3 R =3.5 LOF =2. \ TOF =2.5 RL =3.25 Cd =3. Ct =0.028 SOIL PROFILE D SECOND ORDER FOA ROOF TRIBUTARY TR= 15. WALL TRIBUTARY LEFT TR= 15. S =0. E =22. WALL TRIBUTARY RIGHT TR= 15. S =0. E= 24.0833 DESIGN ASDO5 LATERAL BRACE LENGTH 27.67 STIFFNESS CHECK SNOW ONLY BOLT TIGHTENING Fully DEFLECTION ROOF L =180. S =180. W =180. G =120. DEFLECTION WALL L =60. S =60. W=60. .E=40. C =100. G =60. TW =60. TE =50. SYMKNEE CONNECTION SPLICE GUSSETS NA BRACING -SIDES LC =3 RA =3 RC =3 BRACE ATTACHMENT FLANGE GIRT SPACING LEFT 7.5 3.8333 6. GIRT SPACING RIGHT GIRT BRACE LEFT N N Cl GIRT BRACE RIGHT PURLIN SPACING 3 @4.25 PURLIN BRACE C N C 17 t LEFT COLUMN *RECESS -4.000 BASE W =6. T =0.375 L =10.5 N =2 D =0.75 10. 0. 10. 5. 0.25 0.134 5. 0.25 0. 10. 0. 5. 0.25 0.134 5.. 0.25 LEFT RAFTER CONNECTION 0 =2E I =2E W =6. T =0.625 D =0.75 10. 10. 0. 5. 0.25 0.134 5. 0.25 CONNECTION 0 =2E I =2E W =6. T =0.625 D =0.75 RIGHT COLUMN *RECESS -4.000 BASE W =6. T =0.375 L =10.5 N =2 D =0.75 10. 0. 10. 6. 0.25 0.134 6. 0.25 0. 10. 0. 6. 0.25 0.134 6. 0.25 WIND LOAD WL1 11.005 0.3500 - 1.0600 - 0.6500 - 0.5600 8.333 Left WIND LOAD WL2 11.005. 0.7100 - 0.7000 - 0.2900 - 0.2000 8.333 Left WIND LOAD LWL1 11.005 - 0.6300 - 1.2500 - 0.8700 - 0.6300 6.000 WIND LOAD LWL2 11.005 - 0.6300 - 0.8700 - 1.2500 - 0.6300 10.667 WIND LOAD LWL3 11.005 - 0.6300 - 0.7100 - 0.5500 - 0.6300 6.000 WIND LOAD LWL4 11.005 - 0.6300 - 0.5500 - 0.7100 - 0.6300 10.667 WIND LOAD WL3 11.005 - 0.5600 - 0.6500 - 1.0600 0.3500 8.333 Right WIND LOAD WL4 11.005 - 0.2000 - 0.2900 - 0.7000 0.7100 8.333 Right LOAD COMBINATIONS 1 -137 LOADS LR DSNW XREF Y T 10.000000 0.000000 - 0.405000 6.666700\ # DRIFT FROM EXISTING LC RBUPLW GLOB Y C 4.000000 1.273000 0.916700 \ # WIND BRACE FORCE LC RBUPLW GLOB L C 4.000000 2.121000 0.000000 \ # WIND BRACE FORCE LC RBDWLW GLOB Y C 22.000000 - 1.273000 0.916700 \ # WIND BRACE FORCE LC RBUPEQ GLOB Y C 4.000000 0.775000 0.916700 \ # SEISMIC BRACE FORCE LC RBUPEQ GLOB L C 4.000000 1.291000 0.000000 \ # SEISMIC BRACE FORCE LC RBDWEQ GLOB Y C 22.000000 - 0.775000 0.9167.00 \ # SEISMIC BRACE FORCE END Building Grid Label Legend Building : A Frame Number : 11 No. of Frames 2 Left Column : Column @ * - 2 Right Column : Column @ * - 1 *Frames located @ A B 18 1 Metallic Building Systems R -Frame Design Program - Version v4.0 Code Summary Report ss 16.667/22./15. 20./85./25. User: sgutierrez Page: F11- 3 Job : 57832A File: a_frames_a -b.fra Date: 1/26/12 Start Time: 08:42:09 Building :A Frame Number :11 Location: frame lines 1 -2 No. of Frames: 2 Frame Data Eave height Left (feet) 22.000 Eave. height Right (feet) 24.083 Horizontal width from left to right steel line (feet) 16.667 Horizontal distance to ridge from left side (feet) 16.667 Roof Slope Left (rise:12) 1.500 Column Slope Left & Right (lat:12) 0.000 Purlin depth left & right side (inches) 10.000 Frame Rafter Inset left & right side (inches) 10.250 Girt depth left & right side (inches) 8.000 Frame Column Inset left & right side (inches) 8.250 Tributary Width left side (feet) 15.000 from Height 0.00 to Height 22.00 Tributary Width right side (feet) 15.000 from Height 0.00 to Height 24.08 Tributary Width roof (feet) 15.000 Tension Flange Bolt Hole Reduction Yes Tension Field Action at Knee Yes Second order analysis method C2.2b Frame Design Loads Dead Load to Frame Rafter (psf) 2.987 Frame Rafter Dead Weight (psf) 0.781 Total Roof Dead Weight (psf) 3.768 Collateral Load to Frame Rafter (psf) 3.000 Roof Live Load Entered (psf) 20.000 Design Roof Live Load Used (psf) 20.000 Ground Snow Load Entered [Pg] (psf) 25.000 Snow Exposure Factor [Ce] 1.000 Snow Importance Factor [I] -- Standard Use Category 1.000 Snow Thermal Factor Entered [Ct] -- User Entered 1.000 Snow Thermal Factor Used [Ct] -- Heated Building 1.000 Slippery & Unobstructed Roof Surface No Roof Snow Load [Pf = 20.0 *I] (psf) 20.000 Snow Slope Factor [Cs] 1.000 Sloped Roof Snow Load Used [Ps = Cs *Pf] (psf) 20.000 Flat Roof Snow Load [Pf] (psf) 20.000 Minimum Roof Snow Load Entered [MRSL] (psf) 25.000 Design Uniform Roof Snow Load (psf) 25.000 Roof Snow For Unbalanced, Pattern, Drifting Snow Calculation (psf)17.500 UNBALANCED SNOW LOADING(s) No Unbalanced Roof Snow Loadings. 19 Metallic Building Systems R -Frame Design Program - Version v4.0 Wind Summary Report ss 16.667/22./15. 20./85./25. User: sgutierrez Page: F11- 4 Job : 57832A File: a_frames_a -b.fra Date: 1/26/12 Start Time: 08:42:09 Main Windforce- resisting system Per : ASCE 7 Standard 2005 Edition Eave height Left (feet) -22.000 Eave height Right (feet) 24.083 Wind Elevation on left column (feet) 22.000 Wind Elevation on right column (feet) 24.083 Total frame width (feet) 16.667 Total building length (feet) 30.000 Number of primary wind loadings 8 *** PRIMARY WIND COEFFICIENTS FOR MAIN FRAME * ** Wind Load WL1 Wind from left direction * * * * * * * * * * * * * * * * * ** Left Wall Left Rafter Right Rafter Right Wall .Primary Coeff. (Cp) 0.350 - 1.060( 50.0 %) - 0.650( 50.0 90 -0.560 Wind Load WL2 Wind from left direction * * * * * * * * * * * * * * * * * ** Left Wall Left Rafter Right Rafter Right Wall Primary Coeff. (Cp) 0.710 - 0.700( 50.0 %) - 0.290( 50.0 %) -0.200 Wind Load LWL1 * * * * * * * * * * * * * * * * * ** Primary Coeff. (Cp) Longitudinal wind Left Wall Left Rafter Right Rafter Right Wall -0.630 - 1.250( 36.0 %) - 0.870( 64.0 %) -0.630 Wind Load LWL2 Longitudinal wind * * * * * * * * * * * * * * * * * ** Left Wall Left Rafter Right Rafter Right Wall Primary Coeff. (Cp) -0.630 - 0.870( 64.0 %) - 1.250( 36.0 %) -0.630 Wind Load LWL3 Longitudinal wind * * * * * * * * * * * * * * * * * ** Left Wall Left Rafter Right Rafter Right Wall Primary Coeff. (Cp) -0.630 - 0.710( 36.0 %) - 0.550(.64.0 %) -0.630 Wind Load LWL4 Longitudinal wind * * * * * * * * * * * * * * * * * ** Left Wall Left Rafter Right Rafter Right Wall Primary Coeff. (Cp) -0.630 - 0.550( 64.0 %) - 0.710( 36.0 %) -0.630 Wind Load WL3 Wind from right direction * * * * * * * * * * * * * * * * * ** Left Wall Left Rafter Right Rafter Right Wall Primary Coeff. (Cp) -0.560 - 0.650( 50.0 %) - 1.060( 50.0 %) 0.350 Wind Load WL4 Wind from right direction * * * * * * * * * * * * * * * * * ** Left Wall Left Rafter Right Rafter Right Wall Primary Coeff. (Cp) -0.200 - 0.290( 50.0 %) - 0.700( 50.0 %) 0.710 Notes : 1. Wind coefficients applied to the roof may be located as a percentage of the total frame width (xx.x %). If not shown the coefficients are applied fully to their respective rafter. 20 Metallic Building Systems R -Frame Design Program - Version v4.0 Load Combinations Report ss 16.667/22./15. 20./85./25. User: sgutierrez Page: F11- 6 Job : 57832A File: a_frames_a -b.fra Date: 1/26/12 Start Time: 08:42:09 Load Combination : 1) DL +COLL +SNOW (SOA -L) 2) DL +COLL +SNOW (SOA -R) 3) DL +LL +COLL (SOA -L) 4) DL +LL +COLL (SOA -R) 5) 1.1353DL +0.91EQ (SOA -L) 6) 1.1353DL +0.91EQ (SOA -R) 7) 1.1353DL - 0.91EQ (SOA -L) 8) 1.1353DL - 0.91EQ (SOA -R) 9) 1.1353DL +1.1353COLL +0.91EQ 10) 1.1353DL +1.1353COLL +0.91EQ 11) 1.1353DL +1.1353COLL - 0.91EQ 12) 1.1353DL +1.1353COLL - 0.91EQ 13) 0.4647DL +0.91RBUPEQ (SOA -L) 14) 0.4647DL +0.91RBUPEQ (SOA -R) 15) 0.4647DL +0.91EQ (SOA -L) 16) 0.4647DL +0.91EQ (SOA -R) 17) 0.4647DL - 0.91EQ (SOA -L) 18) 0.4647DL - 0.91EQ (SOA -R) 19) 0.7067DL +2.RBUPEQ (SOA -L) 20) 0.7067DL +2.RBUPEQ (SOA -R) 21) 0.7067DL +2.5EQ (SOA -L) 22) 0.7067DL +2.5EQ (SOA -R) 23) 0.7067DL -2.5EQ (SOA -L) 24) 0.7067DL -2.5EQ (SOA -R) 25) 1.3933DL +1.3933COLL +2.5EQ 26) 1.3933DL +1.3933COLL +2.5EQ 27) 1.3933DL +1.3933COLL -2.5EQ 28) 1.3933DL +1.3933COLL -2.5EQ 29) 0.7067DL +2.5EQ (SOA -L) 30) 0.7067DL +2.5EQ (SOA -R) 31) 0.7067DL -2.5EQ (SOA -L) 32) 0.7067DL -2.5EQ (SOA -R) 33) 1.3933DL +1.3933COLL +2.5EQ 34) 1.3933DL +1.3933COLL +2.5EQ 35) 1.3933DL +1.3933COLL -2.5EQ 36) 1.3933DL +1.3933COLL -2.5EQ 37) 0.7067DL +3.5EQ (SOA -L) 38) 0.7067DL +3.5EQ (SOA -R) 39) 0.7067DL -3.5EQ (SOA -L) 40) 0.7067DL -3.5EQ (SOA -R) 41) 1.3933DL +1.3933COLL +3.5EQ 42) 1.3933DL +1.3933COLL +3.5EQ 43) 1.3933DL +1.3933COLL -3.5EQ 44) 1.3933DL +1.3933COLL -3.5EQ 45) DL +WL1 (SOA -L) 46) DL +WL1 (SOA -R) 47) DL +WL2 (SOA -L) 48) DL +WL2 (SOA -R) 49) DL +WL3 (SOA -L) 50) DL +WL3 (SOA -R) (SOA -L) (SOA -R) (SOA -L) (SOA -R) (SOA -L) (SOA -R) (SOA -L) (SOA -R) (SOA -L) (SOA -R) (SOA -L) (SOA -R) (SOA -L) (SOA -R) (SOA -L) (SOA -R) N A P N A P N A P N A P N A P N A P N A P N A P N A P N A P N A P N A P N A P N A P N A P N A P N A P N A P N C R P N C R P N C R P N C R P N C R P N C R P N C R P N C R P N C R P N C R P N B R P N B R P N B R P N B R P N B R P N B R P N B R P N B R P N K R P N K R P N K R P N K R P N K R P N K R P N K R P N K R P N A P N A P N A P N A P N A P N A P. 21 Metallic Building Systems R -Frame Design Program - Version v4.0 Continue Load Comb Report ss 16.667/22./15. 20./85./25. User: sgutierrez Page: F11- 7 Job : 57832A File: a_frames_a -b.fra Date:, 1/26/12 Start Time: 08:42:09 Load Combination : 51) DL +WL4 (SOA -L) 52) DL +WL4 (SOA -R) 53) 0.6DL +WL1 (SOA -L) 54) 0.6DL +WL1 (SOA -R) 55) 0.6DL +WL2 (SOA -L) 56) 0.6DL +WL2 (SOA -R) 57) 0.6DL +LWL1 +RBUPLW (SOA -L) 58) 0.6DL +LWL1 +RBUPLW (SOA -R) 59) 0.6DL +LWL2 +RBUPLW (SOA -L) 60) 0.6DL +LWL2 +RBUPLW (SOA -R) 61) 0.6DL +LWL3 +RBUPLW (SOA -L) 62) 0.6DL +LWL3 +RBUPLW (SOA -R) 63) 0.6DL +LWL4 +RBUPLW (SOA -L) 64) 0.6DL +LWL4 +RBUPLW (SOA -R) 65) 0.6DL +WL3 (SOA -L) 66) 0.6DL +WL3 (SOA -R) 67) 0.6DL +WL4 (SOA -L) 68) 0.6DL +WL4 (SOA -R) 69) DL +COLL +WL1 (SOA -L) 70) DL +COLL +WL1 (SOA -R) 71) DL +COLL +WL2 (SOA -L) 72) DL +COLL +WL2 (SOA -R) 73) DL +COLL +WL3 (SOA-L) 74) DL +COLL +WL3 (SOA -R) 75) DL +COLL +WL4 (SOA -L) 76) DL +COLL +WL4 (SOA -R) 77) DL +COLL +0.75SNOW +0.75WL1 (SOA -L) 78) DL +COLL +0.75SNOW +0.75WL1 (SOA -R) 79) DL +COLL +0.75SNOW +0.75WL2 (SOA -L) 80) DL +COLL +0.75SNOW +0.75WL2 (SOA -R) 81) DL +COLL +0.75SNOW +0.75WL3 (SOA -L) 82) DL +COLL +0.75SNOW +0.75WL3 (SOA -R) 83) DL +COLL +0.75SNOW +0.75WL4 (SOA -L) 84) DL +COLL +0.75SNOW +0.75WL4 (SOA -R) 85) DL +0.75LL +COLL +0.75WL1 (SOA -L) 86) DL +0.75LL +COLL +0.75WL1 (SOA -R) 87) DL +0.75LL +COLL +0.75WL2 (SOA-L) 88) DL +0.75LL +COLL +0.75WL2 (SOA -R) 89) DL +0.75LL +COLL +0.75LWL1 +0.75RBUPLW 90) DL +0.75LL +COLL +0.75LWL1 +0.75RBUPLW 91) DL +0.75LL +COLL +0.75LWL2 +0.75RBUPLW 92) DL +0.75LL +COLL +0.75LWL2 +0.75RBUPLW 93) DL +0.75LL +COLL +0.75LWL3 +0.75RBUPLW 94) DL +0.75LL +COLL +0.75LWL3 +0.75RBUPLW 95) DL +0.75LL +COLL +0.75LWL4 +0.75RBUPLW 96) DL +0.75LL +COLL +0.75LWL4 +0.75RBUPLW 97) DL +0.75LL +COLL +0.75WL3 (SOA -L) 98) DL +0.75LL +COLL +0.75WL3 (SOA -R) 99) DL +0.75LL +COLL +0.75WL4 (SOA -L) 100) DL +0.75LL +COLL +0.75WL4 (SOA -R) (SOA -L) (SOA -R) (SOA -L) (SOA -R) (SOA -L) (SOA -R) (SOA -L) (SOA -R) N A P N A P N A P N A P N A P N A P N A P N A P N A P N A P N A P N A P N A P N A P N A P N A P N A P N A P N A P N A P N A P N A P N A P N A P N A P N A P N A P N A P N A P N A P N A P N A P N A P N A P N A P N A P N A P N A P N A P N A P N A P N A P N A P N A P N A P N A P N A P N A P N A P N A P 22 Metallic Building Systems R -Frame Design Program - Version v4.0 Continue Load Comb Report ss 16.667/22./15. 20./85./25. User: sgutierrez Page: F11- 8 Job : 57832A File: a_frames_a -b.fra Date: 1/26/12 Start Time: 08:42:09 Load Combination : 101) DL +COLL +SEAL +DSNW (SOA -L) N A P 102) DL +COLL +SBAL +DSNW (SOA -R) N A P 103) DL +COLL +LWL1 +RBDWLW (SOA -L) N A P 104) DL +COLL +LWL1 +RBDWLW (SOA -R) N A P 105) DL +COLL +LWL2 +RBDWLW (SOA -L) N A P 106) DL +COLL +LWL2 +RBDWLW (SOA -R) N A P 107) DL +COLL +LWL3 +RBDWLW (SOA -L) N A P 108) DL +COLL +LWL3 +RBDWLW (SOA -R) N A P 109) DL +COLL +LWL4 +RBDWLW (SOA -L) N A P 110) DL +COLL +LWL4 +RBDWLW (SOA -R) N A P 111) DL +COLL +0.75SNOW +0.75LWL1 +0.75RBDWLW (SOA -L) N A P 112) DL +COLL +0.75SNOW +0.75LWL1 +0.75RBDWLW (SOA -R) N A P 113) DL +COLL +0.75SNOW +0.75LWL2 +0.75RBDWLW (SOA -L) N A P 114) DL +COLL +0.75SNOW +0.75LWL2 +0.75RBDWLW (SOA -R) N A P 115) DL +COLL +0.75SNOW +0.75LWL3 +0.75RBDWLW (SOA -L) N A P 116) DL +COLL +0.75SNOW +0.75LWL3 +0.75RBDWLW (SOA -R) N A P 117) DL +COLL +0.75SNOW +0.75LWL4 +0.75RBDWLW (SOA -L) N A P 118) DL +COLL +0.75SNOW +0.75LWL4 +0.75RBDWLW (SOA -R) N A P 119) 1.1353DL +1.1353COLL +0.91RBDWEQ (SOA -L) N A P 120) 1.1353DL +1.1353C0LL +0.91RBDWEQ (SOA -R) N A P 1 2 1 ) 1.3933DL +1.3933C0LL +2.RBDWEQ (SOA -L) N C R P 122) 1.3933DL +1.3933COLL +2.RBDWEQ (SOA -R) N C R P 123) LL D 124) SNOW D 125) SEAL +DSNW D 126) WL1 D 127) WL2 D 128) LWL1 D 129) LWL2 D 130) LWL3 D 131) LWL4 D 132) WL3 D 133) WL4 D 134.) 1.3933DL +EQ D E 135) 0.7067DL +EQ D E 136) 1.3933DL -EQ D E 137) 0.7067DL -EQ D E 23 Metallic Building Systems R -Frame Design Program - Version v4.0 Continue Load Comb Report ss 16.667/22./15. 20. /85./25. User: sgutierrez Page: F11- 9 Job : 57832A File: a_frames_a -b.fra Date: 1/26/12 Start Time: 08:42:09 Where : DL = Roof Dead Load COLL = Roof Collateral Load SNOW = The Larger of: SEAL SBAL + Rain -On -Snow Surcharge Code Defined Minimum Roof Snow Load User Input Minimum Roof Snow Load LL = Roof Live Load EQ = Lateral Seismic Load (parallel to plane of frame] RBUPEQ= Upward Acting Rod Brace Load from Longit. Seismic WL1 = Lateral Primary Wind Load WL2 = Lateral Primary Wind Load WL3 = Lateral Primary Wind Load WL4 = Lateral Primary Wind Load LWL1 = Longitudinal Primary Wind Load RBUPLW= Upward Acting Rod Brace Load from Longitud. Wind LWL2 = Longitudinal Primary Wind Load LWL3 = Longitudinal Primary Wind Load LWL4 = Longitudinal Primary Wind Load SBAL = Code Calculated Balanced Roof Snow Load DSNW = Drifting Snow RBDWLW= Downward Acting Rod Brace Load from Longit. Wind RBDWEQ= Downward Acting Rod Brace Load from Long. Seismic Combination Descriptions : N= No 1/3 Increase in Allowable for Combination B= Base Only Combination K= Knee Connection Only Combination A= Allowable Stress Design Combination - ASDO5 C= Column Only Combination for Seismic D= Deflection Only Combination P= Second Order Analysis Combination - SOA R= Load and Resistance Factor Design Combination - LRFD E= Cd is applied and Ie is omitted from frame drift calculations * USER INPUT LOADS LOAD MEM NAME SYS DIR TYP DISTANCE NO. 1 LR DSNW XREF Y T 10.000 2 LC RBUPLW GLOB Y C 4.000 3 LC RBUPLW GLOB L C 4.000 4 LC RBDWLW GLOB Y C 22.000 5 LC RBUPEQ GLOB Y C 4.000 6 LC RBUPEQ GLOB L C 4.000 7 LC RBDWEQ GLOB Y C 22.000 INTENSITY START END 0.0000 - 0.4050 1.2730 0.0000 2.1210 0.0000 - 1.2730 0.0000 0.7750 0.0000 1.2910 0.0000 - 0.7750 0.0000 LENGTH 6.667 0.917 0.000 0.917 0.917 0.000 0.917 24 Metallic Building Systems R -Frame Design Program = Version v4.0 Load Report ss 16.667/22./15. 20./85./25. User: sgutierrez Page: Job : File: a_frames_a -b.fra Date: Start Time: F11- 11 57832A 1/26/12 08:42:09 * GENERAL LOAD CARDS GENERATED - LOAD MEM NAME NO. 1 2 3 4 5 6 7 SYS DIR TYP DISTANCE INTENSITY START END LR DSNW XREF Y T 10.000 0.0000 - 0.4050 LC RBUPLW GLOB Y C 4.000 1.2730 N/A LC RBUPLW GLOB L C 4.000 2.1210 N/A LC RBDWLW GLOB Y C 22.000 - 1.2730 N/A LC RBUPEQ GLOB Y C 4.000 0.7750 N/A LC RBUPEQ GLOB L C 4.000 1.2910 N/A LC RBDWEQ GLOB Y C 22.000 - 0.7750 N/A 8 LR DL XREF Y U 0.000 - 0.0448 N/A 9 LC SW GLOB Y U 4.000 - 0.0131 N/A 10 LR SW GLOB Y U 0.000 - 0.0131 N/A 11 RC SW GLOB Y U 4.000 - 0.0148 N/A 12 LR LL XREF Y U 0.000 - 0.3000 N/A 13 LR COLL XREF Y U 0.000 - 0.0450 N/A 14 LR SNOW XREF Y U 0.000 - 0.3750 N/A 15 LR SBAL XREF Y U 0.000 - 0.2625 N/A 16 LC WL1 MEMB Y U 0.000 - 0.0578 N/A 17 RC WL1 MEMB Y U 0.000 0.0924 N/A 18 LR WL1 MEMB Y U 0.000 0.1750 N/A 19 LR WL1 MEMB Y U 8.398 - 0.0677 N/A 20 LC WL2 MEMB Y U 0.000 - 0.1172 N/A 21 RC WL2 MEMB Y U 0.000 0.0330 N/A 22 LR WL2 MEMB Y U 0.000 0.1156 N/A 23 LR WL2 MEMB Y 0 8.398 - 0.0677 N/A 24 LC LWL1 MEMB Y U 0.000 0.1040 N/A 25 RC LWL1 MEMB Y U 0.000 0.1040 N/A 26 LR LWL1 MEMB Y U 0.000 0.2063 N/A 27 LR LWL1 MEMB Y U 6.047 - 0.0627 N/A 28 LC LWL2 MEMB Y U 0.000 0.1040 N/A 29 RC LWL2 MEMB Y 0 0.000 0.1040 N/A 30 LR LWL2 MEMB Y U 0.000 0.1436 N/A 31 LR LWL2 MEMB Y U 10.750 0.0627 N/A 32 LC LWL3 MEMB Y 0 0.000 0.1040 N/A 33 RC LWL3 MEMB Y 0 0.000 0.1040 N/A 34 LR LWL3 MEMB Y U 0.000 0.1172 N/A 35 LR LWL3 MEMB Y U 6.047 - 0.0264 N/A 36 LC LWL4 MEMB Y 0 0.000 0.1040 N/A 37 RC LWL4 MEMB Y U 0.000 0.1040 N/A 38 LR LWL4 MEMB Y U 0.000 0.0908 N/A 39 LR LWL4 MEMB Y U 10.750 0.0264 N/A WL3 MEMB Y 0 0.000 0.0924 N/A WL3 MEMB Y U 0.000 - 0.0578 N/A WL3 MEMB Y U 0.000 0.1073 N/A WL3 MEMB Y 0 8.398 0.0677 N/A WL4 MEMB Y U 0.000 0.0330 N/A WL4 MEMB Y 0 0.000 - 0.1172 N/A WL4 MEMB Y 0 0.000 0.0479 N/A WL4 MEMB Y U 8.398 0.0677 N/A DSNW XREF Y 0 10.000 - 0.0405 N/A DSNW XREF Y U 11.333 - 0.0810 N/A DSNW XREF Y U 12.667 - 0.0810 N/A DSNW XREF Y 0 14.000 - 0.0810 N/A DSNW XREF Y 0 15.333 - 0.0810 N/A 40 LC 41 RC 42 LR 43 LR 44 LC 45 RC 46 LR 47 LR 48 LR -49 LR 50 LR 51 LR 52 LR LENGTH 6.667 0.917 0.000 0.917 0.917 0.000 0.917 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 8.399 0.000 0.000 0.000 8.399 0.000 0.000 0.000 10.750 0.000 0.000 0.000 6.047 0.000 0.000 0.000 10.750 0.000 0.000 0.000 6.047 0.000 0.000 0.000 8.399 0.000 0.000 0.000 8.399 6.667 5.333 4.000 2.667 1.333 25 Metallic Building Systems R -Frame Design Program - Version v4.0 Seismic Summary Report ss 16.667/22./15. 20./85./25. User: sgutierrez Page: ,Fil- 13 Job : 57832A File: a_frames a -b.fra Date: 1/26/12 Start Time: 08:42:09 Main Seismic Force Resisting System Per : ASCE 7 Standard 2005 Edition Standard Use Category Building for Seismic Loadings Seismic Loads Required for Building Response Acceleration Coeff., for Short Periods [Ss] ( %g) Response Acceleration Coeff., for 1 sec. Periods [S1] ( %g) Long - period Transition Period Time [TL] (seconds) Seismic Performance Category Soil Profile Type Seismic Site Coefficient [Fa] Seismic Site Coefficient [Fv] Maximum Spectral Response Accel., for Short Periods [Sms] (g) Maximum Spectral Response Accel., for 1 sec. Periods [Sml] (g) Design Spectral Response Accel., for Short Periods [Sds] (g) Design Spectral Response Accel., for 1 sec. Periods [Sdl] (g) Seismic Response Modification Factor [R] Seismic Importance Factor [I] Storage /Equipment Areas and /or Service Rooms Exist Seismic Story Height [hn] (feet) Seismic Fundamental Period [T] Used (seconds) Longitudinal Seismic Overstrength Factor [OMEGA] Seismic Overstrength Factor [OMEGAo] Longitudinal Seismic Redundancy /Reliability Factor [L -rho] Seismic Redundancy /Reliability Factor [rho] Snow in Seismic Force Calculations [Used] ( %) Snow in Seismic Force Calculations [Min. Required] ( %) Snow in Seismic Load Combinations [Used] ( %) Snow in Seismic Load Combinations [Min. Required] ( %) Mezz. Live load in Seismic Force Calculations [Used] ( %) Mezz. Live load in Seismic Force Calculations [Min. Required] ( %) Mezz. Live load in Seismic Load Combinations [Used] ( %) Mezz. Live load in Seismic Load Combinations [Min. Required] ( %) Building Height Limit (feet) Seismic Story Drift Limit Factor Seismic Story Drift Limit (in) Seismic Deflection Amplification Factor [Cd] Seismic Response Coefficient [Cs] Used Seismic Story Drift [Cd *Drift /Importance Factor] (in) Theta [Px *Delta /Vx /hx /Cd] Theta Max [.5 /BETA /Cd] where BETA =1.0 Roof Dead Load = Wall Weight = Collateral Load = Snow Load = Rafter Crane Weight = 1.575 1.037 0.750 0.000 0.000 Total Roof Weight Total Roof Weight Mezzanine Weight Col. Crane Weight 3.362 kips 3.362 0.000 0.000 Yes 145.0000 49.0000 16.0000 D D 1.0000 1.5100 1.4500 0.7399 0.9667 0.4933 3.5000 1.0000 No 18.0000 0.2827 2.0000 2.5000 1.3000 1.3000 0.00 0.00 0.00 0.00 0.00 0.00 100.00 100.00 65.0000 0.0250 6.0250 3.0000 0.2762 2.669 0.003 0.167 26 TOTAL Bldg Weight = 3.362 kips X X Seismic Coeff. 0.2762 BASE SHEAR 0.9286 kips Seismic Load for Roof at col # 1 = 0.4494 kips Seismic Load for Roof at col # 2 = 0.4792 kips SEISMIC LOAD for Roof in TOTAL = 0.9286 kips * SEISMIC GENERAL LOAD CARDS GENERATED LOAD MEM NAME SYS DIR TYP DISTANCE INTENSITY LENGTH NO. START END 53 LC EQ YREF X C 20.839 0.4494 N/A 0.000 54 RC EQ YREF X C 22.641 0.4792 N/A 0.000 27 Metallic Building Systems User: sgutierrez Page: F11- 14 R -Frame Design Program - Version v4.0 Job : 57832A Forces and Allowable Stresses Summary File: a_frames_a -b.fra Date: 1/26/12 ss 16.667/22./15. 20./85./25. Start Time: 08:42:09 Left Column Analysis Length = 16.84 ft Kx = 1.00 Weight = 220. lbs Effective Ix = 76.8 in4 Part Length Web Height at Outer Flange. Web Inner Flange Taper Fy No. (ft) Start(in) End(in) (in) Thick (in) Angle (ksi) 1 10.00 10.000 10.000 5.00x 0.2500 0.1340 5.00x 0.2500 0.00 55.0 2 6.45 10.000 10.000 5.00x 0.2500 0.1340 5.00x 0.2500 0.00 55.0 Point - -- Actual Forces - - -- -- Allowable Stresses -- Unity Checks No. Axial Moment Shear Fa Fbo Fbi Fv Shear Axial +Bend Comb Load (kip) (k -ft) (kip) (ksi) (ksi) (ksi) (ksi) Oflg Iflg Max Comb 112 -2.2 -12.9 -0.8 8.0 32.9 21.3 14.1 0.04 0.36 0.53 0.53 73 204 -2.2 -15.0 -0.5 8.0 .29.2 21.3 14.1 0.03 0.46 0.62 0.62 73 Left Rafter Analysis Length = 14.53 ft Kx = 1.00 Weight = 190. lbs Effective Ix = 76.8 in4 Part Length Web Height at Outer Flange Web Inner Flange Taper Fy No. (ft) Start(in) End(in) (in) Thick (in) Angle (ksi) 3 13.75 10.000 10.000 5.00x 0.2500 0.1340 5.00x 0.2500 0.00 55.0 Point - -- Actual Forces - - -- -- Allowable Stresses -- Unity Checks No. Axial Moment Shear Fa Fbo Fbi Fv Shear Axial +Bend Comb Load (kip) (k -ft) (kip) (ksi) (ksi) (ksi) (ksi) Oflg Iflg Max Comb 301 -0.9 -16.5 2.5 25.3 32.9 34.5 14.1 0.12 0.42 0.40 0.42 75 Right Column Analysis Length = 18.64 ft Kx = 1.00 Weight = 275. lbs Effective Ix = 90.0 in4 Part Length Web Height at Outer Flange Web Inner Flange Taper Fy No. (ft) Start(in) End(in) (in) Thick (in) Angle (ksi) 4 10.00 10.000 10.000 6.00x.0.2500 0.1340 6.00x 0.2500 0.00 55.0 5 8.15 10.000 10.000 6.00x 0.2500 0.1340 6.00x 0.2500 0.00 55.0 Point - -- Actual Forces - - -- -- Allowable Stresses -- Unity Checks No. Axial Moment Shear 'Fa Fbo Fbi Fv Shear Axial +Bend Comb Load (kip) (k -ft) (kip) (ksi) (ksi) (ksi) (ksi) Oflg Iflg Max Comb 407 2.8 13.2. 0.7 32.5 14.2 32.9 14.1 0.04 0.66 0.29 0.66 67 505 2.8 15.5 0.1 32.5 14.2 32.9 14.1 0.00 0.77 0.34 0.77 67 TOTAL MEMBER WEIGHT = 685. lbs 28 Metallic Building Systems R -Frame Design Program - Version v4.0 Anchor Rod and Base Plate Design ss 16.667/22./15. 20./85./25.. File: User: sgutierrez Page: F11- 15 Job : 57832A a_framesa -b.fra Date: 1/26/12 Start Time: 08:42:09 LEFT EXTERIOR COLUMN ANCHOR RODS AND BASE PLATE DESIGN Anchor Rod & Base Plate Design Sizes » Use ( 4)- 0.750 in. Dia. A36 Anchor Rods Rod Gage : 4.000 in. Rod Spacing (in.): 3.0000, 1 @ 4.0000, 3.5000 Plate Size : 6.0000x 10.5000x 0.3750 in. (WidthxDepthxThickness) Controlling Reactions for Anchor Rod Design » Loading Type Shear Tension Allowable Load Check (kips) (kips) (kips) No. Ratio Rod Tension 0.000 2.535 38.436 54 0.07 Rod Shear 2.284 0.000 20.499 57 0.11 Standard Base Plate Welding » (Using E70 Electrodes) Fillet Weld Weld Weld Design Weld Weld Size Length Capacity Force Load Check Location (in.) (in.) (kips) (kips) No. Ratio Inner Flg 0.25000 5.000 18.562 0.909 58 0.05 Outer Flg 0.25000 5.000 18.562 1.754 58 0.09 Web Plate 0.18750 10.000 27.842 1.840 56 0.07 RIGHT EXTERIOR COLUMN ANCHOR RODS AND BASE PLATE DESIGN Anchor Rod & Base Plate Design Sizes » Use ( 4)- 0.750 in. Dia. A36 Anchor Rods Rod Gage : 4.000 in. Rod Spacing (in.): 3.0000, 1 @ 4.0000, 3.5000 Plate Size : 6.0000x 10.5000x 0.3750 in. (WidthxDepthxThickness) Controlling Reactions for Anchor Rod Design » Loading Type Shear Tension Allowable Load Check (kips) (kips) (kips) No. Ratio Rod Tension Rod Shear 0.000 3.162 38.436 65 0.08 1.910 0.000 20.499 67 0.09 Standard Base Plate Welding » (Using E70 Electrodes) Fillet Weld Weld Weld Design Weld Weld Size Length Capacity Force Load Check Location (in.) (in.) (kips) (kips) No. Ratio Inner Flg 0.25000 6.000 22.274 1.093 65 0.05 Outer Flg 0.25000 6.000 22.274 1.093 65 0.05 Web Plate 0.18750 10.000 27.842 2.083 67 0.07 29 Metallic Building Systems R -Frame Design Program - Version v4.0 Connection Report ss 16.667/22./15. 20./85./25. User: sgutierrez Page: F11- 16 Job : 57832A File: a_frames_a -b.fra Date: 1/26/12 Start Time: 08:42:09 Vertical Knee Connection @ Left Rafter Depth 1 BOLTS A325 H.S. - Fully Tightened (O.S.) 2 rows Extended - 3/4 in. Dia. - Standard (2 bolts per row) (I.S.) 2 rows Extended - 3/4 in. Dia. - Standard (2 bolts per row) Left Side of Conn Data: Plate: 6.00 x 0.6250 in. Fy(Min) 55.0 ksi Fu 70.0 ksi 'Flanges: O.S. - 5.00 x 0.2500 in. I.S. - 4.63 x 0.2500 in. Web Depth - 10.078 in. Web Thickness 0.134 in. Gage - 3.000 in. Center of Bolt to Flange: Pf top (out)- 1.203 in. Pf top (ins)- 1.545 in. Pf bot (out)- 1.127 in. Pf bot (ins)- 1.623 in. Bolt Spacing- 3.000 in. Controlling Mode : Thick Plate Angle top.- 82.9 degrees Angle bot - 90.0 degrees Right Side of Conn Data: Plate: 6.00 x 0.6250 in. Fy(Min) 55.0 ksi Fu 70.0 ksi Flanges: O.S. - 5.00 x 0.2500 in. I.S. - 5.00 x 0.2500 in. Web Depth - 10.078 in. Web Thickness 0.134 in. Gage - 3.000 in. Center of Bolt to Flange: Pf top (out)- 1.047 in. Pf top (ins)- 1.701 in. Pf bot (out)- 1.203 in. Pf bot (ins)- 1.545 in. Bolt Spacing- 3.000 in. Controlling Mode : Thick Plate Angle top - 97.1 degrees Angle bot - 82.9 degrees Left Side Conn Right Side Conn Controlling Moments Axial Shear Moments Axial Shear Load Combinations: (k -ft) (kips) (kips) (k -ft) (kips) (kips) 43) 1.3933DL +1.3933COLL -3.5 -30.75 38) 0.7067DL +3.5EQ (SOA -R) 28.98 0.25 -3.99 28.98 0.25 -3.99 Connection Design Summary: Bolt Unity Check (O.S.) = 0.3087 Plate Unity Check (O.S.) = 0.2416 Bolt Unity Check (I.S.) = 0.2902 Plate Unity Check (I.S.) = 0.2289 -0.12 5.29 -30.75 -0.12 5.29 30 Metallic Building Systems R -Frame Design Program - Version v4.0 Connection Report ss 16.667/22./15. 20./85./25. User: sgutierrez File: a_frames_a -b.fra Start Page: Job : Date: Time: F11- 17 57832A 1/26/12 08:42:09 Vertical Knee Connection @ Left Rafter Depth 2 BOLTS A325 H.S. - Fully Tightened (O.S.) 2 rows Extended - 3/4 in. Dia. - Standard (2 bolts (I.S.) 2 rows Extended - 3/4 iri. Dia. - Standard (2 bolts Left Side of Conn Data: Plate: 6.00 x 0.6250 in. Fy(Min) 55.0 ksi Fu 70.0 ksi Flanges: O.S. - 5.00 x 0.2500 in. I.S. - 5.00 x 0.2500 in. Web Depth - 10.078 in. Web Thickness 0.134 in. Gage - 3.000 in. Center of Bolt to Flange: Pf top (out)- 1.203 in. Pf top (ins)- 1.545 in. Pf bot (out)- 1.047 in. Pf bot (ins)- 1.701 in. Bolt Spacing- 3.000 in. Controlling Mode : Thick Plate Angle top - 82.9 degrees Angle bot - 97.1 degrees Right Side of Conn per row) per row) Data: Plate: 6.00 x 0.6250 Fy(Min) 55.0 Fu 70.0 Flanges: O.S. - 6.00 x I.S. - 5.63 x Web Depth - Web"Thickness Gage - Center of Bolt Pf top (out)- Pf top (ins) - Pf bot (out)- Pf bot (ins)- Bolt Spacing- in. ksi ksi 0.2500 in. 0.2500 in. 10.078 in. 0.134 in. 3.000 in. to Flange: 1.047 in. 1.701 in. 1.203 in. 1.545 in. 3.000 in. Controlling Mode : Thick Plate Angle top - 97.1 degrees Angle bot - 82.9 degrees Left Side Conn Right Side Conn Controlling Moments Axial Shear Moments Axial Shear Load Combinations: (k -ft) (kips) (kips) (k -ft) (kips) (kips) 42) 1.3933DL +1.3933COLL +3.5 -29.50 0.22 -5.29 -29.50 0.22 -5.29 39) 0.7067DL -3.5EQ (SOA -L) 27.95 -0.08 3.99 27.95 Connection Design Summary: Bolt Unity Check (O.S.) = 0.2976 Plate Unity Check (O.S.) = 0.2329 Bolt Unity Check (I.S.) = 0.2807 Plate Unity Check (I.S.) = 0.2197 -0.08 3.99 31 Metallic Building Systems R -Frame Design Program - Version v4.0 Knee and Stiffener Report ss 16.667/22./15. 20./85./25. User: sgutierrez Page: F11- 18 Job : 57832A File: a_frames_a -b.fra Date: 1/26/12 Start Time: 08:42:09 Left Knee Design Knee Web Thickness Use 0.1340 in. Thick Web Bearing Stiffener Type Horizontal Bearing Stiffener at Knee 2:2500 X 0.2500 in. Column Cap Plate 5.0000 X 0.2500 in. Knee Panel Weld Sizes Required (Due to Weld Shear) Min. Fillet Welds, around the Knee Web Panel are: Column Cap Plate: 0.1875 in. x 10.078 in. GMAW on BOTH Sides (STD. WELD) Horizontal Stiffener: 0.1875 in. x 10.000 in. GMAW on NEAR Side (STD. WELD) Horizontal Stiffener: 0.1875 in. x 3.000 in. GMAW on FAR Side (STD. WELD) Column Outer Flange: 0.1875 in. x 8.828 in. SAW on NEAR Side (STD. WELD) Column Outer Flange: 0.1875 in. x 8.828 in. GMAW on FAR Side (STD. WELD) Column Connection Pl.: 0.1875 in. x 10.078 in. GMAW on BOTH Sides (STD. WELD) Knee Stiffener to Connection Plate Weld 0.1875 in. x 2.250 in. GMAW Fillet Weld on BOTH Sides of Stiff. (STD. WELD) (STD. WELD)- Company Standard Weld was Designed and Checked as OK. Right Knee Design Knee Web Thickness Bearing Stiffener Type Bearing Stiffener at Knee Column Cap Plate Knee Panel Weld Sizes Use 0.1340 in. Thick Web Horizontal 2.7500 X 0.2500 in. 6.0000 X 0.2500 in. Required (Due to Weld Shear) Min. Fillet Welds, around the Knee Web Panel are: Column Cap Plate: 0.1875 in. x 10.078 in. GMAW on BOTH Sides (STD. WELD) Horizontal Stiffener: 0.1875 in. x 10.000 in. GMAW on NEAR Side (STD. WELD) Horizontal Stiffener: 0.1875 in. x 3.000 in. GMAW on FAR Side (STD. WELD) Column Outer Flange: 0.1875 in. x 11.328 in. SAW on NEAR Side (STD. WELD) Column Outer Flange: 0.1875 in. x 11.328 in. GMAW on FAR Side (STD. WELD) Column Connection P1.: 0.1875 in. x 10.078 in. GMAW on BOTH Sides (STD. WELD) Knee Stiffener to Connection Plate Weld 0.1875 in. x 2.750 in. GMAW Fillet Weld on BOTH Sides of Stiff. (STD. WELD) (STD. WELD)- Company Standard Weld was Designed and Checked as OK. 32 r Metallic Building Systems R -Frame Design Program - Version v4.0 Flange Brace Report ss 16.667/22./15. 20.185./25. User: sgutierrez Page: F11- 19 Job : 57832A File: a_frames_a -b.fra Date: 1/26/12 Start Time: 08:42:09 GIRT SPACES - VERTICAL MEASUREMENTS LEFT COLUMN RIGHT COLUMN 1 @ 7'6 @ FLOOR 1 @ 24'1 1 @ 3'10 1 @ 6'0 1 @ 4'8 @ EAVE PURLIN SPACES - HORIZONTAL MEASUREMENTS LEFT RAFTER RIGHT RAFTER 3 @ 4'3 @ EAVE 1 @ 3'11 @ PEAK @ FLOOR MEMBER DISTANCE TO BRACE POINTS (Feet) - LEFT RAFTER : Measured along T.F. from left steel line - RIGHT RAFTER : Measured along T.F. from right steel line - EXT. COLUMNS : Measured along T.F. from base LFT COLUMN 3.50 7.33 13.33 (N) (N) (C) ,LFT RAFTER 4.28 ,8.57 12.85 (C) (N) (C) "N" Indicates that No flange braces are located at the brace point "C" Indicates that One 2 "x2 "x14 ga flange brace is located at the brace point 33 Metallic Building Systems R -Frame Design Program - Version v4.0 Primary Deflection Report ss 16.667/22./15. 20./85./25. User: sgutierrez Page: F11- 20 Job : 57832A File: a_frames_a -b.fra Date: 1/26/12 Start Time: 08:42:09 COLUMN TOP DEFLECTIONS for LOAD COMBS. (Positive = X:Right Y:Upward) (Inches) Ext. Left Col Ext Right Col X -Def Y -Def X -Def Y -Def Pos. Max 2.672 0.004 2.675 0.005 Load Comb 134 126 134 132 Defl. H/ 75 H/ 83 Neg. Max -2.663 -0.008 -2.666 -0.008 Load Comb 137 83 137 101 Defl. H/ 75 H/ 83 MAX RAFTER DEFLECTIONS for SPAN #1. (Positive = Y:Upward) Max. Downward Deflection Max. Upward Deflection Y -Def. X -Dist. from Left S.L. Y -Def. X -Dist. from Left S.L. Max. Def -0.118 in. 8.30 ft. 0.050 in. Load Comb 1 133 Defl. L/999 L/999 5.62 ft. PEAK DEFLECTIONS (Positive = Y:Upward) Y -Def Pos. Max 0.005 in. Load Comb 132 Defl. L/999 Neg. Max -0.008 in. Load Comb 102 Defl. L/999 Note: The reported horizontal deflections for the load combinations shown below have been amplified by the value of Cd (deflection amplification factor). LC# Cd Used 134 3.0 135 3.0 136 3.0 137 3.0 Vertical Clearance at the Left Knee is 20.4631 feet Vertical Clearance at the Right Knee is 22.1349 feet March 15, 2012 City of Tukwila Jim Haggerton, Mayor Department of Community Development Jack Pace, Director Allan F Poe 1314 Eight St NE, Ste 201 Auburn, WA 98002 RE: Correction Letter #1 Development Permit Application Number D12 -052 Cascade Engine Center —18435 Olympic Av S Dear Mr. Poe, This letter is to inform you of corrections that must be addressed before your development permit can be approved. All correction requests from each department must be addressed at the same time and reflected on your drawings. I have enclosed comments from the Building Department. At this time the Fire, Planning and Public Works Departments have no comments. Building Department: Allen Johannessen at 206 433 -7163 if you have questions regarding the attached comments. Please address the attached comments in an itemized format with applicable revised plans, specifications, and /or other documentation. The City requires that four (4) sets of revised plans, specifications and/or other documentation be resubmitted with the appropriate revision block. In order to better expedite your resubmittal, a `Revision Submittal Sheet' must accompany every resubmittal. I have enclosed one for your convenience. Corrections /revisions must be made in person and will not be accepted through the mail or by a messenger service. If you have any questions, please contact me at (206) 431 -3670. Sincerely, fer Marshall it Technician en File No. D12 -052 W:\Pennit Center \Correction Letters \2012'D12 -052 Correction Letter #1.doc 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone: 206 - 431 -3670 • Fax: 206 - 431 -3665 Tukwila Building Division Allen Johannessen, Plan Examiner Building Division Review Memo Date: March 15, 2012 Project Name: Cascade Engine Center Permit #: D12 -052 Plan Review: Allen Johannessen, Plans Examiner The Building Division conducted a plan review on the subject permit application. Please address the following comments in an itemized format with revised plans, specifications and /or other applicable documentation. (GENERAL NOTE) PLAN SUBMITTALS: (Min. size 11x17 to maximum size of 24x36; all sheets shall be the same size). (If applicable) Structural Drawings and structural calculations sheets shall be original signed wet stamped, not copied.) 1. The new metal building added to the exterior of the existing building shall require one of two things. Either it to be rated the same as the existing building (two hour) since it becomes part of the existing building by the addition of the opening. Otherwise the new metal building shall remain a 1 hour building with the new opening's "rollup door" to be rated as a 1 -1/2 hour door to maintain the existing two hour buildings type of construction. Please provide documentation for providing a 1 -1/2 hour door with specks or revise the drawing to show a 2 hour construction for the building addition. By providing separate documentation for the 1 -1/2 hour door, that information can be attached to the existing plans, where we could red -line on the existing plan to reference the door documentation. (IBC SECTION 503, 503.1.2 & 715.4) 2. Note #1 on sheet T1 -3, Foundation Design is based upon metallic building company reactions dated 1/26/2012. Prior to any foundation construction Final building reaction shall be submitted for verification with design loads. Provide that documentation for plan review with the verification for design loads. Per discussion with the BO and I, that documentation shall be required before permit can be issued. This information can be provided in separate documents to be added to the existing plans and we could red -line on the plan next to that note to reference that documentation. Should there be questions concerning the above requirements, contact the Building Division at 206- 431 -3670. No further comments at this time. • PLAN at • TING SLIP ACTIVITY NUMBER: D12 -052 DATE: 03 -20 -12 PROJECT NAME: CASCADE ENGINE CENTER SITE ADDRESS: 18435 OLYMPIC AV S Original Plan Submittal X Response to Correction Letter # 1 Response to Incomplete Letter # Revision # After Permit Issued DEPARTMENTS: G --�� u dln Divlsion Public Works Fire Prevention Structural n Planning Division Permit Coordinator n DETERMINATION OF COMPLETENESS: (Tues., Thurs.) Complete Comments: Incomplete DUE DATE: 03-22-12 Not Applicable :Permit Center` Use:. Only. INCOMPLETE LETTER MAILED: LETTER OF COMPLETENESS MAILED: Departments determined incomplete: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: TUES/THURS ROUTING: Please Route Structural Review Required n No further Review Required n REVIEWER'S INITIALS: DATE: APPROVALS OR CORRECTIONS: Approved ❑ Approved with Conditions Notation: REVIEWER'S INITIALS: DUE DATE: 04-19 -12 Not Approved (attach comments) ❑ DATE: PeFmitaCeriter <l7seOnty .:9 tx ,.. L��'�! •�'?�• .r d*: • !'t�'L: .tt!'hsrn• i.5:.? CORRECTION LETTER MAILED: Departments issued corrections: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: Documents /routing slip.doc 2 -28 -02 PERMIT CO I r COPN • PLAN REVIEW/ROUTING SLIP ACTIVITY NUMBER: D.12-052 DATE: 02-21-12 PROJECT NAME: CASCADE ENGINE CENTER SITE ADDRESS: 18435 OLYMPICAVS , . j X Original Plan Submittal Response to InCOMPlete.Letter#: • : - Response to CbrrectiohILetter:.#. __.. Revision -.;After Pertnifiss.4ed..' • • DEPARTME NTS! B5dingl Public Works vpitvyi CAM. fV\ i(Fire Prevention P\le/ Structural Planning wr Permit Coordinator go DETERMINATION OF COMPLETENESS: (Tues., Thurs.) Complete Incomplete n DUE DATE: 02-23-12 Not Applicable Comments: IV° K_ • 4145i210 • .Z5',',..6'::".111n: "'-tafrU. INCOMPLETE LETTER MAILED: LETTER OF COMPLETENESS MAILED: Departments determined incomplete: Bldg D Fire LI Ping 0 PW 0 Staff Initials: TUES/THURS ROUTING: Please Route IS/ Structural Review Required No further Review Required REVIEWER'S INITIALS: DATE: n APPROVALS OR CORRECTIONS: Approved Notation: Approved with Conditions DUE DATE: 03-22-12 Not Approved (attach comments) n REVIEWER'S INITIALS: DATE: Documents/routing slip.doc 2-28-02 • City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206- 431 -3670 Web site: http: / /www.TukwilaWA.gov REVISION SUBMITTAL Revision submittals must be submitted in person at the Permit Center. Revisions will not be accepted through the mail, fax, etc. Date: 03/19/2012 Plan Check/Permit Number: D12 -052 — Response to Incomplete Letter # s— Response to Correction Letter # Revision # after Permit is Issued el/ Revision requested by a City Building Inspector or Plans Examiner Project Name: Cascade Engine Center Addition Project Address: 18435 Olympic Avenue South Contact Person: Alan F. Poe Phone Number: (253) 833 4052 Summary of Revision: 1. New 12/14 door in existing tilt -up wall panel revised to 1 1/2 hour fire rated coiling door on sheet TI -2. 2. Note #1 on sheet 11 -3 revised to delete reference to final building reactions. The 1/26/12 reaction are final. evvILA MAR 20 2012 PERMIT CENTER Sheet Number(s): TI -2 & TI -3 "Cloud" or highlight all areas of revision including rev's' Received at the City of Tukwila Permit Center by: Entered in Permits Plus on 3``0"1 Z, H: ApplicationForms - Applications On Line12010 Application 7 -2010 - Revision Submittal.doc Revised: May 2011 Contractors or Tradespeople Pryer Friendly Page • General /Specialty Contractor A business registered as a construction contractor with L&I to perform construction work within the scope of its specialty. A General or Specialty construction Contractor must maintain a surety bond or assignment of account and carry general liability insurance. Business and Licensing Information Name DONOVAN BROTHERS INC UBI No. 601114768 Phone 2539397777 Status Active Address Po Box 818 License No. DONOVBI09405 Suite /Apt. License Type Construction Contractor City Auburn Effective Date 9/25/1991 State WA Expiration Date 3/6/2013 Zip 980710818 Suspend Date County King Specialty 1 General Business Type Corporation Specialty 2 Unused Parent Company License Name Type Specialty 1 Specialty 2 Effective Date Expiration Date Status PCCIN * *121QW P C C INC Construction Contractor General Unused 11/16/1988 11/16/1991 Archived Business Owner Information Name Role Effective Date Expiration Date DONOVAN, DARRELL ANDREW President 09/25/1991 Bond Amount DONOVAN, DEBRA L Secretary 09/25/1991 1961748 DONOVAN, KEVIN MARK Treasurer 09/25/1991 DONOVAN, EFFIE LAURA Vice President 09/25/1991 INS CO OF THE WEST Bond Information Page 1 of 2 Bond Bond Company Name Bond Account Number Effective Date Expiration Date Cancel Date Impaired Date Bond Amount Received Date 4 THE HANOVER INS CO 1961748 11/16/2010 Until Cancelled $12,000.00 11 /16 /2010 3 INS CO OF THE WEST 1352432 11/16/2001 Until Cancelled 03/11/2011 $12,000.00 03/05 /2002 Assignment of Savings Information Savings 1 Assignment of Savings Account Number Effective Date Release Date Assignment Type Impaired Date Amount Received Date 11/15/1988 Until Released Bond $6,000.00 Insurance Information Insurance Company Name Policy Number Effective Date Expiration Date Cancel Date Impaired Date Amount Received Date 23 NATIONAL FIRE INS CO OF HARTFO 4027177015 02/16/2012 02/16/2013 $1,000,000.00 02/15/2012 22 ALASKA NATIONAL INSURANCE COMP 11BLS31866 02/16/2011 02/16/2012 $1,000,000.0002 /14/2011 21 alaska national insurance comp 10bls381866 02/16/2010 02/16/2011 $1,000,000.00 02/11/2010 20 ALASKA NATIONAL INSURANCE COMP 09bls31866 02/16/2009 02/16/2010 $1,000,000.0002 /12/2009 19 ALASKA NATIONAL INS. CO. 08BLS31866 02/16/2008 02/16/2009 $1,000,000.00 02/15/2008 https : / /fortre ss. wa. gov /lni/bbip /Print. aspx 03/23/2012 PLANS APPROVED No diangosban bemato thaw plans without approval from the Planning Division o(X LOCATED IN THE SE 1/4 OF SEC 35, T23N, R4E, W.M. TUKWILA, WASHINGTON EX, CONC STEPS W /METAL HANDRAIL LOT 13 OF THE PLAT OF SOUTHCENTER INDUSTRIAL PARK VOL. 97, PAGES 22 -25 OLYMPIC AVE SO SITE TODD BLVD EX. EVERGREEN HEDGE GREEN- RIVER S. GLACIER ST. S 196TH ST 345.00' 5' UTILITY EASEMENT REC, NO. 7704210775, 8201040374 AND 9309021330 EX. FH #238 f-EX. GRAVEL- EX. CONC STAIRS W /METAL HANDRAIL EX. GRAVEL EX. CANOPY 104' SITE DATA SITE AREA (PRIOR TO DEDICATION) 118,307 S.F., ZONING, .0 /LI `OCCUPANCY B, F1, S1 CONSTRUCTION ,3B SPRINKLERED. YES SETBACKS (REQUIRED): FRONT 25' SIDE.,., ,,,, ,.. ... ;,, ,,..,,.,..,5' REAR , 5' EX, CANOPY LOT 12 OF THE PLAT OF SOUTHCENTER INDUSTRIAL PARK VOL. 97, PAGES 22 -25 EX, •DOWNSPOUT (DS) W/ SPLASH BLOCK, TYP. SETBACKS (PROVIDED): NORTH 30' SOUTH 65' EAST 68.9' + ROW WEST. 5' ( +) BUILDING AREA ` 59,750 S.F. + 60,250 S.F. EX. 8" RETAINING WALL EX. SPEED LIMIT SIGN 0060 2.72 ACRES REVIEWED FOR CODE COMPLIANCE APPROVED MAR 14 2012 ALLOWABLE BUILDING AREA: BASIC (At) , 12 000 S.F. SPRINKLER (Is) 300 At FRONTAGE (If) ..69% At TOTAL ALLOWABLE; ,..,,,,.56,280 S.F. PERCENT SITE COVERAGE 50.9 EX. GRAVEL - MAINTAIN SURFACE RUNOFF FLOW TO EX. CB TO SOUTH PROPOSED ADDITION 500 S.F., SPRINKLERED EX. CONC STAIRS W /HANDRAIL City of u Ia BUILDING ISION 500 S.F. ADDITION EX. HANDICAP SIGN These plans have been reviewed by the Public Works Department for conformance with current 10' UTILITY EAsErgt-F standards. Acceptance is subject to errors and REC.NO. 8511121099ssions which do not authorize violations of adopted standards or ordinances. The responsibility for the adequacy of the design rests totally with the designer. Additions, deletions or revisions to these drawings after this date will void this acceptance and will require a resubmittal of revised drawings for subsequent approval. NEW D.S. 0 = 12•43147" R = 459.29' `` jr- L = 102.05' EX. CB -\' 19' EX. GRAVEL EX. COI`'C STEPS W /METAL HANDRAIL EX. 6" CONC RETAINING WALL (TYP) W /HANDRAIL EX. CANOPY EX. CANOPY EX. CONC STAIRS W /METAL HANDRAIL OWNER INFORMATION ACCESS ROAD PARTNERS, LLC C/0 CASCADE ENGINE CENTER, LLC ATTN MR: DON STARK 18435 - OLYMPIC AVENUE SOUTH 1UKWILLA, WA 98188 PH: (206) 764 -3850 EX: (206) 764 - 3832 EX. CHAINLINK FENCE EX. COVERED CONC. LOADING DOCK CONC STEPS W/ METAL HANDRAIL Final acceptance is subject to field inspection by the Public Works utilities inspector. Date: EX. CANOPY S 0119'58" E 24.77' FILE COPY Permit Plan review approval Is sant to enom and omissions. Approval of consbuction "doh does id a hotdze the violation of any adopted code or ordinance. Rece!pt of approved Fed Copy al nowledgad: #41.,rialfr EX. STORM PIPE 6" CONC WALL -5' UTILITY EASEMENT REC. NO. 7704210775, 8201040374 AND 9309021330 68, 9' EX. CHAINLINK FENCE, TYP. EX. CANOPY EX. CONC STAIRS W /HANDRAIL EX. CONC DECK BY Dats: r qty Of'�ukwf l BUILDING DIVISION EX. BUILDING LOT 11 OF THE PLAT OF SOUTHCENTER INDUSTRIAL PARK VOL. 97, PAGES 22 -25 EX. 8" CONC WALL UTILITY CONFLICT NOTE: CAUTION: THE CONTRACTOR SHALL BE RESPONSIBLE FOR VERIFYING THE LOCATION, DIMENSION, AND DEPTH OF ALL EXISTING UTILITIES WHETHER SHOWN ON THESE PLANS OR NOT BY POTHOLING THE UTILITIES AND SURVEYING THE HORIZONTAL AND VERTICAL LOCATION PRIOR TO CONSTRUCTION. THIS SHALL INCLUDE CALUNG UTILITY LOCATE 0 811 AND THEN POTHOLING ALL OF THE EXISTING UTILITIES AT LOCATIONS OF NEW UTILITY CROSSINGS TO PHYSICALLY VERIFY WHETHER OR NOT CONFLICTS EXIST, LOCATIONS OF SAID UTILITIES AS SHOWN ON THESE PLANS ARE NOT GUARANTEED AND ARE SUBJECT TO VARIATION. IF CONFLICTS SHOULD OCCUR, THE CONTRACTOR SHALL CONSULT POE ENGINEERING, INC. TO RESOLVE ALL PROBLEMS PRIOR TO PROCEEDING WITH CONSTRUCTION. SITE PLAN "= 30' SEPARATE PERMIT REQUIRED FOR Mechanical B Plumbing Gas Pipkq City of Tukwila BUii_DINGi DIVISION SHEET INDEX 11 -1 11 -2 T1 -3 T1 -4 COVER SHEET / SITE PLAN FLOOR PLAN & ELEVATIONS FOUNDATION PLAN STRUCTURAL NOTE3 & DETAILS NO PARKING SIGN SCOPE OF WORK THESE PLANS HAVE BEEN CREATED TO DETAIL A 500 S.F. ADDITION TO THE EXISTING CASCADE ENGINE CENTER FACILITY. THE ADDITION WILL BE A PRE- ENGINEERED NON- COMBUSTIBLE METAL STRUCTURE WITH CONCRETE FOUNDATION USED FOR ENGINE TESTING. NO HEAT IS PROPOSED AND THE EXISTING DRY SPRINLKLER SYSTEM WILL BE EXTENDED INTO THE ADDITION. ALL OTHER ASPECTS OF THE PLANS ARE EXISTING AND CONSTRUCTED UNDER PRIOR PERMIT. LEGEND DESCRIPTION AC PAVING CONC. SURFACING LANDSCAPING GRAVEL SURFACING EXTRUDED CURB PARKING FIRE HYDRANT STREET LIGHT NEW EXISTING LEGAL DESC3IPTION THAT PORTION:` OF LOTS 11, 12 AND 13, SOUTHCENTER INDUSTRIAL PARK, ACCORDING TO THE PLAT THEREOF RECORDED IN VOLUME 97 OF PLATS, PAGES 22 THROI.IGH'25, INCLUSIVE, RECORDS OF KING COUNTY, WASHINGTON, DESCRIBED AS FOLLOWS: BEGINNING AT THE NORTHEAST CORNER OF SAID LOT 12; THENCE NORTH 11'23'50" EAST ALONG THE EAST LINE OF SAID LOTS 12 AND 13, A DISTANCE OF 25.58 FEET TO THE TRUE POINT OF BEGINNING; THENCE NORTH 78'36'10" WEST, A DISTANCE OF 345.00 FEET; THENCE SOUTH 11'23'50' WEST, A DISTANCE OF 219.63 FEET; THENCE SOUTHWESTERLY ALONG A CURVE TO THE LEFT HAVING A RADIUS OF 459.28 FEET: AN ARC DISTANCE OF 102.04 FEET, THROUGH A CENTRAL ANGLE OF 12'43'48 "; THENCE SOUTH 0119'584 EAST, A DISTANCE OF 24.77 FEET; THENCE SOUTH 7816'1C EAST, A DISTANCE OF 328.25 FEET; THENCE NORTH 11'23'50" EAST, A DISTANCE OF 345.00 FEET TO THE TRUE POINT OF BEGINNING. SITUATE IN THE COUNT)` OF KING, STATE OF WASHINGTON. PARCEL NUMBER 788890- 0121 -07 SITE PLAN NOTES REVISIONS No changes shall bo made to the scope of work without prior approval of Tukwila Building Division. NOTE: Revisions wilt require a new plan submittal and may include additional plan review fees. 1. FLOOR DRAINS NOT TO BE INSTALLED AT THIS TIME. IF INSTALLED LATER THEY SHALL BE DIRECTED TO THE SAN. SEWER 'VIA AN APPROVED OIL /WATER SEPARATOR. 2. OUTDOOR LIGHTING `' IXTURES SHALL BE SHIELDED AND DIRECTED TO AVOID LIGHT SPILLAGE ONTO ADJACENT PROPERTIES AND AVOID GLARE FOR MOTORISTS TRAVELING ON ADJACENT STRE.TS. 3. STREET CURB SHALL BE PAINTED WITH FORMULA WID -Y1, FIVE FEET FROM EACH SIDE OF DRIVEWAY. PARKING LOT LIGHTING MUST NOT EXCEED li FOOT CANDELS AT THE PROPERTY LINES. 4, POST BUILDING ADDRESS W/ 18" HIGH LETTERS ON FACE OF BUILDING AS /IF REQUIRED BY THE CITY OF TUKWILA. 5. CONTRACTOR SHALL COORDINATE POWER, CABLE, PHONE & GAS SERVICE W/ UTILITY PROVIDER. CONTRACTOR SHALL COORDINATE POWER, CABLE, PHONE & GAS SERVICE LOCATIONS W/ DEVELOPER /BUILDING OWNER. 6. ALL COMPACT STALLS MUST BE CLEARLY IDENTIFIED. ON -SITE THROUGH PAINTING THE WORD "COMPACT" IN UPPER CASE BLOCK LETTERS USING WHITE PAINT ON THE PAVEMENT WITHIN THE INDIVIDUAL PARKING SPACE. RECEIVED FEB 2 S Zan Z TUKWILA PUBLIC WORKS li) -osi 1 RECEIVED FEB 212012 PERMIT CENTER 1 2�Zv /tom FEB 2012 DRAWN BY G.M0 DESIGN BY A.F.P. JOD NO. REV. DATE DESCRIPTION SHEET NO. 11 -067 3' -0" OVERHANG 0 OWNER'S OPTION WAREHOUSE LIGHTING: 250 WATT METAL HALIDE FIXTURES TO PROVIDE 15 F.C. (MIN), VERIFY W/ OWNER PROPOSED ADDITION r • �, . N Q (1) HOUR- --� RATED FIRE WALL WEST WALL 3'/7' • 10'/12' NEW ADDITION 500 S.F., SPRINKLERED 3'/7' 4' -6" - PRE - ENGINEERED STEEL EXIT STAIR /RAILING 16' -8" EXISTING BUILDING - EX. 19" (W) X 12" (DP) PILASTER ■ TYPICAL OHD - INSULATED METAL W/ WEATHER STRIPPING, DEFAULT U =0.60 NEW 12'/14' OPENING IN EXIST. PANEL & ROLL -UP DOOR, SEE DETAILS SHEET TI -4 FOR PANEL REINFORCING EX. FLASH & GUTTER 3'/7' INSULATED I' METAL DOOR WITH WEATHER STRIPPING DEFAULT U= 0.60,, LOCKING HARDWARE PER OWNER TYP. - EX. 19" (W) X 12" (DP) PILASTER EXIST. BUILDING 59,750 S.F. SPRINKLERED FLOOR PLAN 4A6 " =1' -0" N9g. THIS FACILITY HAS BEEN DESIGNED FOR F1 & S1 OCCUPANCIES (MODERATE HAZARD FACTORY, INDUSTRIAL & STORAGE). STORAGE OF HAZARDOUS MATERIALS MAY KI EXCEED THE EXEMPT AMOUNTS LISTED IN 2009 IBC TABLES 307.1(1) OR 307.1(2). 2' -1 "- METAL CONTINUOUS ROOFING GUTTER & FLASHING /- EX. CONC. WALL PANELS -2'-1" REDIRECT EX. D.S.- TO SPLASH BLOCK N. OF ADDITION, GRADE TO FLOW TO EX. CB TO SOUTH 8' -0" 12 NOTE: BUILDING IS NOT PROPOSED TO BE HEATED AND INSULATION IS NOT REQUIRED. INSULATION NOTED IS AT OWNER'S OPTION AS /IF DESRIED. 0 1 o METAL SIDING, (1) HOUR FIRE WALL THIS SIDE 16' -8" ADDITION / 3' -0" X 4' -0" X 3' -8" 4' -O" METAL \� FLASHING Vim. EY`ST. BUILDING CONCRETE FOUNDATION PRE - ENGINEERED STEEL EXIT STAIR /RAILING METAL SIDING SOUTH ELEVATION 416 " =1' -0" FINISH GRADE CONCRETE FOUNDATION WEST ELEVATION y16 " =1' -0" (2) 4'/4' WALL MOUNT FANS /VENT PANELS (CANARM AX36 -7) EXIST. BUILDING F.F. NEW D.S. PROVIDE \- FINISH I ISH SPLASH BLOCK GRADE co 1 -H FLOOR . PLAN NOTES: 1. ADDITION AREA IS TO BE UNHEATED. PERIMETER WALLS SHALL BE INSULATED WITH R -13 + R7.5 CI * INSULATION. 2. SLAB AT THE ENTIRE BUILDING PERIMETER SHALL BE INSULATED. ENTIRE ROOF IS TO BE INSULATED USING R -25 & R -11 LS* INSULATION. 3 PLUMBING (IF ANY) AND ELECTRICAL SYSTEMS TO BE BIDDER DESIGNED. PLUMBING AND ELECTRICAL SYSTEMS (INCLUDING INTERIOR & EXTERIOR LIGHTING FIXTURES) PER OWNER REQUIREMENTS. ENERGY CALCULATIONS AS REQUIRED BY THE CITY OF TUKWILA SHALL BE PROVIDED BY THE ELECTRICAL CONTRACTOR SHOWING COMPLIANCE W/ THE CURRENT WASHINGTON STATE ENERGY CODE OR AS REQUIRED BY THE CITY OF TUKWILA. 4' ALL FINISHES (INTERIOR AND EXTERIOR), DOOR TYPES, TRIM, ETC.; PER OWNER REQUIREMENTS. 5 PROVIDE DOWNSPOUTS PER ELEVATIONS. TYPICAL DOWNSPOUT SHALL BE 6" DIAMETER PVC, PAINT TO MATCH BUILDING. SCUPPERS SHALL HAVE 8 "X12" OPENIONG (MIN.) AND 5 "X9" (MIN.) OVERFLOW. 6 PROVIDE PORTABLE FIRE EXTINGUISHERS (2A108C OR BETTER); (1) FOR EVERY 3,000 SF BUILDING FLOOR AREA OR 75' OF TRAVEL DISTANCE. LOCATE EXTINGUISHERS AT EXIT DOORS OR IN PATHS OF EXIT TRAVEL IN CLEAR ACCESSIBLE LOCATIONS, NO HIGHER THAN 4' ABOVE THE FINISHED FLOOR. 7. ALL EXITS TO THE EXTERIOR OF THE BUILDING SHALL BE SIGNED AND ILLUMINATED PER IBC 1011 & 1006. THESE EXITS ARE DENOTED BY (v) ON THE PLAN.** 8 EXTERIOR DOOR LOCKS SHALL COMPLY W/ SECTION 1008.1.9 OF THE 2009 IBC W/ MOUNTING HEIGHTS PER SECTION IBC SEC. 1109.12 & ICC /ANSI A117.1 AND SHALL ALLOW EXITING FROM THE INTERIOR OR THE BUILDING WITHOUT THE USE OF A KEY OF SPECIAL KNOWLEDGE OR EFFORT (IBC 1008.1.9). ** 9. HANDLES, PULLS, LATCHES, LOCKS, AND OTHER OPERATING DEVICES ON DOORS, WINDOWS, CABINETS, PLUMBING FIXTURES, AND STORAGE FACILITIES, SHALL HAVE A LEVER OR OTHER SHAPE WHICH WILL PERMIT OPERATION BY WRIST OR ARM PRESSURE AND WHICH DOES NOT REQUIRE TIGHT GRASPING, PINCHING OR TWISTING TO OPERATE (IBC SEC. 1109.12 & ICC /ANSI A117.1). 10. OUTLETS, SWITCHES, PHONE JACKS, COMPUTER CABLES, ETC., TO BE COORDINATED W/ OWNER. MOUNT 15" MIN. ABOVE FLOOR. 11. SPRINKLER SYSTEM SHALL BE A DRY SYSTEM DESIGNED FOR S1 /F1 OCCUPANCY. 12. ELECTRIC RESISTANCE HEATING IS ALLOWED AT OWNER'S OPTION. 13. THE ENTIRE BUILDING ENVELOPE SHALL BE PROVIDED WITH SEALING, CAULKING, GASKETING AND WEATHER STRIPPING AS REQUIRED BY THE 2009 IBC AND WASHINGTON STATE ENERGY CODES (NREC 1314.1). * INSULATION AND ITS FACING SHALL MEET A FLAME SPREAD CLASSIFICATION OF 25, SMOKE DENSITY RATING OF 450. DOOR AND WINDOW SCHEDULE /NOTES: ALL DOORS AND WINDOWS SHALL. OF THE SIZE AND TYPE NOTED ON THE PLANS. ALL EXTERIOR DOORS TO BE INSULATED (U.N.O.) 13' THICK HOLLOW CORE METAL DOORS WITH HOLLOW METAL FRAME, WEATHER STRIPPING AND THRESHOLD; EXTERIOR QUALITY PAINT FINISH; U VALUE 0.60; DOORS SHALL BE OPERABLE FROM THE INSIDE WITHOUT THE USE OF A KEY, SPECIAL KNOWLEDGE OR EFFORT. SEE DETAIL 1/11 -2 FOR FLASHING. EXTERIOR DOORS WITH GLAZING (IF ANY) AND EXTERIOR GLAZING SHALL HAVE DOUBLE GLAZING WITH Sri" AIR GAP AND DEFAULT U VALUE OF 0.40. DOORS SHALL BE OPERABLE FROM THE INSIDE WITHOUT THE USE OF A KEY, SPECIAL KNOWLEDGE OR EFFORT. SEE DETAIL 1/11 -2 FOR DOOR FLASHING. * * EXITS: FLUSH AND SURFACE BOLTS: MANUALLY OPERATED EDGE OR SURFACE- MOUNTED FLUSH BOLTS AND SURFACE BOLTS OR ANY OTHER TYPE OF DEVICE THAT MAY BE USED TO CLOSE OR RESTRAIN THE DOOR OTHER THAN BY OPERATION OF THE LOCKING DEVICE SHALL NOT BE USED WHEN AUTOMATIC FLUSH BOLTS ARE USED, THE DOOR LEAF HAVING THE AUTOMATIC' FLUSH BOLT SHALL NOT HAVE A DOOR KNOB OR SURFACE- MOUNTED HARDWARE. THE UNLATCHING OF ANY LEAF SHALL NOT REQUIRE MORE THAN ONE OPERATION (IBC SEC. 1008.1.9). LOCKS AND LATCHES: REGARDLESS OF THE OCCUPANT LOAD SERVED, EXIT DOORS SHALL BE OPENABLE FROM THE THE INSIDE WITHOUT THE USE OF A KEY OR ANY SPECIAL KNOWLEDGE OR EFFORT (IBC SEC. 1008.1.9). KEY- LOCKING HARDWARE MAY BE USED ON THE MAIN EXIT WHEN THE MAIN EXIT CONSISTS OF A SINGLE DOOR OR PAIR OF DOORS IF THERE IS A SIGN STATING "THIS DOOR MUST REMAIN UNLOCKED DURING BUSINESS HOURS ". WHEN UNLOCKED, DOOR(S) MUST SWING WITHOUT OPERATION OF ANY LATCHING DEVICE. METAL FLASHING 12 —11Y 10'/12' .II / Il�hl FINISH GRADE - METAL SIDING CONCRETE FOUNDATION - 2' -1" 03 0 1 STEEL ANGLE IRON EDGE PROTECTION & DOCK BUMPERS AS /IF REQ'D BY OWNER NORTH ELEVATION 36 " =1' -0" APPROVED MAR 13 2012 City of Tukwila PUBLIC Works O APPLIED DRIP ANGLE PRE - ENGINEERED METAL BUILDING BY OTHERS LANDING & WALK PER PLAN FRAME ANCHORS H.M. FRAME ALUM. THRESHOLD SET IN SEALANT CONC. SLAB EXTERIOR DOOR FLASHING CEIVED FEB 2 1 2012 PERMITCENTER ti li 0 Z � cv .� �N 00 g a - c" x — JWOL-. CD PIT-1At z 1.- ...., et 1-11 z %I =IY 4 PRT4 (I) I 0 .—... d' 075 cli g �gi � 18435 OLYMPIC AVENUE SOUTH FLOOR PLAN & 2)/ �,/ie? DATE FEB 2012 DRAWN BY G.M0 DESIGN BY A.F.P JOB NO. 11 -067 REV. DATE BY DESCRIPTION SHEET NO. TI -2 r PROPOSED ADDITION " • ( TYPICAL 0 WALL J r. • 3' -2" g. -I- TYP.- SIMILAR GRID A.1 7 L ~4 L I FTG 2'- 1 "X3' -0 "X914 "DI WI' (5) #5 E.W. 0 BOTTOM, 3 CLEAR (2 PLACES), CENTER ON PLINTH FTG 3'- 2 "X3' -0 "X914 "DP W/ (5) #5 E.W. 0 BOTTOM, 3" CLEAR (2 PLACES), CENTER ON PLINTH 4' -6" EXISTING BUILDING #4 EPDXY DOWELS 0 18" 0/C FROM NEW 8" END WALL TO EX. PANEL PER 2/11 -3 SIM., TYP. TYP. GRID A x 2' -1" .I X — 11 7 TYP. 3 -0 16' -8" 6" CONCRETE SLAB OVER (4 ") 7C" MINUS CRUSHED ROCK (AS REQUIRED, SEE STRUCTURAL NOTES), W/ #4 ® 12" Q/C E.W., CONTROL JOINTS ® 15' O/C EACH WAY PER STRUCTURAL NOTES OR AS NOTED 5 "-4/ FOUNDATION L_ R Q) I or— 0 - EX. 19" (W) X 12" (DP) PILASTER, EXIST. BUILDING TYP 1'10" N Lt PLAN 416 " =1' -0" B.O.F. = BOTTOM OF FOOTING U.N.O. = UNLESS NOTED OTHERWISE F.F. = FINISH FLOOR ALL PERIMETER FOOTINGS B.O.F. 0 F.F. - (5'-6 "), U.N.O. SUBGRADE PREPARATION TO BE PER THE FOUNDATION SECTION OF THE STRUCTURAL NO 1. FOUNDA ' ! DESIGN IS BASED UPON METALLIC BUILDING CO -' Y REAC ONS DATED 1/26/2012. •R TO ANY FOUNDATION CONSTRUC r * I BUILDING REACTIONS SHALL BE SUBMIT OR VERIFICATION WITH. i N LOADS. 2. PROVIDE A 6" CONCRETE W/ ; 2" E.W. PER STRUCTURAL NOTES. PLACE OVER COMPACTED SUBGRADE 4 " CRUSHED ROCK. SEE STRUCTURAL NOTES FOR COLD JOINTS /CRA .NTROL JO TO BE SPACED 15' 0/C EACH WAY (MAX,) CONTRACTOR TO ' DE VAPOR BARRIER A Q'D. BY OWNER. 3. CONTRA 0 VERIFY ALL FOOTING, COLUMN & BOL CEMENTS AGAINST METAL BU DRAWINGS. REPORT ANY DISCREPENCIES TO POE ER!NG, INC. 59,750 S.F. SPRINKLERED 1" GROUT SPACE AS /IF REQUIRED EDGE 4 3X3XV4 0 END OF DOCK SLAB AS /IF REQ'D. BY OWNER, 1/2"O A.B. 0 24" 0/C EXTERIOR SLAB - W/ 14 " /FT SLOPE ® 1/11-3 SIM. DOCK BUMPER AS /IF REQ'D. BY OWNER 0 END OF DOCK SLAB #4, 0 12" HORIZ FINISH GRADE MATCH TOP OF EX. FTG 0) SILL BOLTS AS /IF REQ'D PER BLDG MFR. 3' -0" ° #4 X � ®16" O/C - SLAB PER PLAN ,l Il, �I_I A.1 POUR PLINTH & FTG MONOLITHIC W/ TYP FTG & STEM WALL #3 TIES 012 "0 /C 111 MATCH TOP OF EXIST FTG. ast 0) R 1I1 -111 -III #5 ®T 16" it OT X 12" ALT. BENDS /--7‘- 11/2" CLR. 3" CLR TOP OF FTC 0 F.F. - (4'- 844") - #4 X 2' -O" ® 16" O/C FOUNDATION DETAIL N.T.S. - COLUMN BY MTL BLDG MFR _ (3) #4 CONT V� BOLT GRADE, NUMBER, 1' -10" DIA. & PROJECTION / PER MTL BLDG MFR 1114" 4" 8Y" 101/2" (144, PER PLAN SLAB _2" _3" 8" WALL BEYOND 111 1, " 23/4" 1 111 1 1- (3) TIES 0 4" BOLTS PER DETAIL 3/TI -3 COMPACTED FILL - #5 HAIRPIN X (9) #5' W/ STD ACI 90' HOOK TOP & BOT. TOP OF FTG / F.F. - (4'- 83/4") • • - RUN CONT. FTG REINF. THRU COLUMN FOOTING 3' -2" X 3' -0" WIDE C4 FOUNDATION DETAIL TI -3 N.T.S. .. 51 -0" EX. BUILDING #4 X 3' -0" 0 24" 0/C EPDXY DOWEL TO PANEL W/ 31" EMBED NEW SLAB PER PLAN • 111 III- -III III �-- 51" TILT -UP PANEL 51/2" SLAB 11 I., ; I 1 1 iI 111- • FOUNDATION DETAIL N.T.S. pvL•-- CL COL, BASE IE & FTG #5 HAIRPIN X 2' -6" CORNER BARS 0 HORIZ., SHORTEN N/S LEG GRID A TO 1' -0" N • I COL, BASE fE & FTG #3 0 12' (9) #5 • BASE E • • I • • / 2" CLR R M 11 2" CLR - 11/2" A.B. PER - CLR METAL BLDG SUPPLIER 1' -2" RUN CONT. FTG REINF. THRU COLUMN FOOTING PLAN N.T.S. 24'4" 5' -O" CO 11 TOP OF ANGLE = TOP OF SLAB THRUST ANGLE L 3 "X3 "X14' X 0' -6" OR A.B. SPACING PLUS 2 WHICHEVER IS GREATER SPACING PER METAL BUILDING SUPPLIER • TYP. 418" 4" PROJECTION, VERIFY W/ MTL BLDG MFR BOLT GRADE, NUMBER, - 4' DIA. & PROJECTION PER MTL BLDG MFR n 11 ANCHOR BOLT DIAMETER & GRADE PER METAL BUILDING SUPPLIER FOUNDATION DETAIL N.T.S. 1' -10" EXIST. BLDG COLUMN BY MTL BLDG MFR 4" Ai 101" 1114" 814" 51/2" REVIEWED FOR CODE COMPLIANCE APPROVED MAR 14 2012 City of Tukwila BUILDING DIVISION 1" GROUT SPACE AS /IF REQUIRED - SLAB DOWELS PER 2/11 -3 I 1 1 111 (3) TIES 0 4" BOLTS PER DETAIL 3/11 -3 COMPACTED FILL -' #3 TIES 0 12" 0/C (9) #5 W/ HOOK TOP & BOT. TOP OF FTG 0 F.F. - (4'- 844 "), 24'4" wR ' 11 21x4" 5" SIM. POUR PLINTH & FTG MONOLITHIC W/ TYP FTG & STEM WALL #4 EPDXY DOWELS 0 18" 0/C FROM NEW 8" END WALL TO EX. PANEL PER 2/11 -3 SIM., TYP. - EX. CONC. PANEL & FTG aco wl 2' -l" X 3' -0 WIDE 1' -10" FOUNDATION DETAIL N.T.S. RECEIVED FEB 212012 PERMIT CENTER CASCADE ENGINE 18435 OLYMPIC DATE FEB 2012 DRAWN BY G.MO DESIGN BY A.F.P JOB NO. 11 -067 REV. DATE BY DESCRIPTION SHEET NO. TI -3 STRUCTURAL. NOTES; DESIGN LOA ROOF SNOW LOAD PER BUILDING DRAWINGS WIND LOAD ZONE. PER BUILDING DRAWINGS SEISMIC ZONE PER BUILDING DRAWINGS ALLOWABLE SOIL BEARING 1,500 PSF ASSUMED BASED ON EX. BLDG. =AL= PERMIT DRAWINGS ALL MATERIALS AND WORKMANSHIP SHALL CONFORM TO THE DRAWINGS AND THE SPECIFICATIONS (IF ANY). DURING THE CONSTRUCTION PERIOD THE CONTRACTOR SHALL BE RESPONSIBLE FOR THE SAFETY OF THE BUILDING. THE CONTRACTOR SHALL PROVIDE ADEQUATE SHORING, BRACING, AND GUYS IN ACCORDANCE WITH ALL NATIONAL, . STATE, AND LOCAL SAFETY ORDINANCES. ANY DEVIATION MUST BE APPROVED PRIOR TO ERECTION. ALL ERECTION PROCEDURES SHALL CONFORM TO OSHA STANDARDS. ANY DEVIATIONS MUST BE APPROVED BY OSHA PRIOR TO ERECTION. THE CONTRACTOR SHALL BE SOLELY RESPONSIBLE FOR ALL EXCAVATION PROCEDURES INCLUDING LAGGING, SHORING, AND PROTECTION OF ADJACENT PROPERTY, STRUCTURES, STREETS, AND UTILITIES IN ACCORDANCE MTH ALL NATIONAL, STATE, AND LOCAL SAFETY ORDINANCES. THE CONTRACTOR SHALL BE RESPONSIBLE FOR COORDINATING THE WORK OF ALL TRADES AND SHALL CHECK ALL DIMENSIONS. ALL DISCREPANCIES SHALL BE CALLED TO THE ATTENTION OF THE ENGINEER AND BE RESOLVED BEFORE PROCEEDING MN THE WORK. SHOP DRAWINGS REQUIRED BY THESE NOTES SHALL BE SUBMITTED TO THE ENGINEER FOR REVIEW PRIOR TO FABRICATION. DRAWINGS INDICATE GENERAL AND TYPICAL DETAILS OF CONSTRUCTION. WHERE CONDITIONS ARE NOT SPECIFICALLY INDICATED BUT ARE OF SIMILAR CHARACTER TO DETAILS SHOWN, SIMILAR DETAILS OF CONSTRUCTION SHALL BE USED SUBJECT TO REVIEW BY THE ENGINEER. FOUNDATIONS, ALL FOOTINGS SHALL BEAR ON UNDISTURBED GROUND OR STRUCTURAL FILL PREPARED PER THE PROJECT SOILS REPORT (IF ANY). ALL FOOTINGS SHALL BE A MINIMUM OF 18 INCHES BELOW GRADE UNLESS NOTED OTHERWISE ON THE DRAWINGS. FILL UNDER FOOTINGS AND SLABS SHALL BE COMPACTED TO 95% MINIMUM OF MAXIMUM DRY DENSITY PER ASTM D -1557. COMPACTION OF FILL SHALL BE IN LIFTS NOT TO EXCEED 8 INCHES LOOSE THICKNESS. EACH LIFT SHALL BE TESTED FOR COMPLIANCE WITH COMPACTION REQUIREMENTS BY AN APPROVED LABORATORY. FOUNDATION EXCAVATIONS SHALL BE EXAMINED BY THE SOILS ENGINEER OR APPROVED TESTING LABORATORY PRIOR TO THE PLACEMENT OF ANY REINFORCING STEEL OR CONCRETE. MATERIAL FOR FILLING AND BACKFILLING SHALL CONSIST OF THE EXCAVATED MATERIAL AND /OR IMPORTED BORROW AND SHALL BE FREE OF ORGANIC MATTER, TRASH, LUMBER, OR OTHER DEBRIS. FILL AND BACKFILL SHALL BE DEPOSITED IN LAYERS NOT TO EXCEED 8 INCHES THICK. PROPERLY MOISTEN ALL BACKFILL MATERIAL TO APPROXIMATE OPTIMUM REQUIREMENTS AND THOROUGHLY ROLL OR COMPACT WITH APPROVED EQUIPMENT IN SUCH A MANNER AND EXTENT AS TO PRODUCE A RELATIVE COMPACTION OF 95% OF MAXIMUM DRY DENSITY FOR OPTIMUM MOISTURE CONTENT AS DETERMINED BY ASTM D -1557 METHOD OF COMPACTION. HAND TAMPERS SHALL WEIGH AT LEAST 50 LEIS EACH AND SHALL HAVE A FACE AREA NOT IN EXCESS OF 64 SQUARE INCHES. HAND TAMPER MAY BE OPERATED EITHER MANUALLY OR MECHANICALLY AND SHALL BE USED WHERE LARGER POWER DRIVEN COMPACTION EQUIPMENT CANNOT BE USED. BACKFILL AROUND THE EXTERIOR WALLS SHALL NOT BE PLACED UNTIL AFTER THE WALLS ARE SUPPORTED BY THE COMPLETION OF BRACING SYSTEMS. BACKFILL SHALL NOT BE PLACED UNTIL AFTER COMPLETION AND INSPECTION OF DAMP PROOFING (WHERE REQUIRED). MBEZ ALL CAST IN PLACE CONCRETE SHALL MEET THE FOLLOWING REQUIREMENTS: QUALITY OF CONCRETE SHALL BE DETERMINED BY SECTION 1905 OF THE 2009 IBC. MINIMUM 28 DAY COMPRESSIVE STRENGTH SHALL BE AS NOTED BELOW. USE 5 1/2 — 94# SACKS PER YARD OF TYPE I CEMENT WITH 6.6 GALLONS OF WATER PER SACK OF CEMENT. ALTERNATE MIX DESIGNS MAY BE USED WITH PRIOR REVIEW AND APPROVAL OF SUBMITTED DATA. MAXIMUM SLUMP — 4 INCHES (+ OR — 1/2 "). ALL METHODS AND MATERIALS PER CHAPTER 19 OF THE 2003 IBC. PROVIDE ONE SET OF 3 CYLINDER TESTS FOR EACH FOUR HOURS OF CONCRETE PLACEMENT OR FOR EACH POUR. COPIES OF TEST REPORTS SHALL BE SENT TO THE ENGINEER AND THE BUILDING DEPARTMENT. ULTIMATE COMPRESSIVE STRENGTHS (AT 28 DAYS) SHALL BE: FOOTINGS: 3,000 PSI CONCRETE SHALL BE MAINTAINED IN A MOIST CONDITION (OR SEALED WITH A CHEMICAL SEALER) FOR A MINIMUM OF FIVE (5) DAYS AFTER PLACEMENT. ALTERNATE METHODS WILL BE APPROVED IF SATISFACTORY PERFORMANCE CAN BE ASSURED. SLABS ON GRADE: SLABS SHALL HAVE THICKNESS PER PLAN AND BE PLACED OVER 4" OF a" MINUS CRUSHED ROCK, UNLESS DIRECTED OTHER —WISE BY SOILS REPORT (VERIFY). REINFORCING SHALL BE PER PLAN PLACED AT THE CENTER OF THE SLAB. REINFORCING SHALL BE PLACED ON CHAIRS OR DOBIES TO ASSURE PROPER PLACEMENT. POUR JOINTS SHALL HAVE #5 SMOOTH STRAIGHT DOWELS X 24" AT 24" ACROSS THE COLD JOINT. THESE DOWELS SHALL BE COATED WITH GREASE ON ONE SIDE TO PREVENT BONDING, OR COVERED WITH A PAPER OR PLASTIC SLEEVE. CRACK CONTROL JOINTS SHALL BE PLACED AT 15' ON CENTER MAXIMUM IN EACH DIRECTION. ACCEPTABLE JOINTS SHALL EITHER A POUR JOINT AS NOTED ABOVE, ZIP—STRIP INSTALLED PER MANUFACTURERS RECOMENDATIONS, OR SAW CUTS Ve "XY4 OF THE SLAB THICKNESS (BUT NOT LESS THAN 1Y4 "). IF SAW CUTS ARE TO BE USED, THE CUT MUST BE MADE AS SOON AS THE SLAB WILL SUPPORT THE SAW AND THE SAW WILL NOT RAVEL THE CUT (THIS IS USUALLY 4 TO 12 HOURS AFTER FINISHING). CONTROL JOINTS SHALL OCCUR AT RE— ENTRANT CORNERS OR AT OTHER ABRUPT CHANGES IN DIMENSIONS. JOINTS SHALL INTERSECT COLUMN CENTERLINES, AND AT COLUMNS, BE IN DIAMOND PATTERN. ALL CONCRETE WITH A DESIGNATED STRENGTH EXCEEDING 2500 PSI SHALL REQUIRE CONTINUOUS INSPECTION PER UBC SECTION 1905.6 BY AN INSPECTOR APPROVED BY THE BUILDING DEPARTMENT AND THE ENGINEER. PIPES OTHER THAN ELECTRICAL CONDUITS SHALL NOT BE EMBEDDED IN STRUCTURAL CONCRETE EXCEPT WHERE SPECIFICALLY APPROVED. REINFORCEMENT REINFORCEMENT SHALL BE DEFORMED BARS IN ACCORDANCE WITH ASTM A -615 GRADE 60 AND MADE FROM NEW BILLETS. REINFORCING TO BE WELDED SHALL BE ASTM A -615 GR, 60 WITH A CARBON EQUIVALENT (C.E.) OF 0.55 OR LESS, OR ASTM A -706. WELDED WIRE FABRIC SHALL BE IN ACCORDANCE WITH ASTM A -185. WIRE MESH SHALL LAP ONE FULL MESH AT SIDES AND ENDS. LAP ALL REINFORCING BARS 60 DIAMETERS AT ALL SPLICES, CORNERS, AND INTERSECTING WALLS, UNLESS NOTED OTHERWISE. COVER OVER REINFORCEMENT SHALL BE A MINIMUM OF 3 INCHES FOR CONCRETE PLACED ON GROUND, 2 INCHES FOR CONCRETE EXPOSED TO GROUND OR WEATHER AFTER REMOVAL OF FORMS, AND 1 1/2 INCHES UNLESS NOTED OTHERWISE. ANCHOR BOLTS, DOWELS, AND OTHER EMBEDDED ITEMS TO BE SECURELY TIED IN PLACE BEFORE CONCRETE IS POURED. SUBMIT SHOP DRAWINGS TO THE ENGINEER FOR REVIEW BEFORE FABRICATION. NON — SHRINK GROUT NON— SHRINK GROUT SHALL HAVE A MINIMUM COMPRESSIVE STRENGTH OF 5,000 PSI. USE NON - METALUC, NON— SHRINK GROUT IN EXPOSED CONDITIONS. EXPANSION ANCHORS . EXPANSION ANCHORS SHALL BE SIMPSON STRONG —BOLT OR EQUIVALENT APPROVED BY THE ENGINEER (ACCOMPANIED BY CURRENT ICC /ICBO REPORT — 2009 IBC COMPLIANT). INSTALL ANCHORS PER ICC /ICBO REPORT NUMBER ESR -1771. SPECIAL INSPECTION IS REQUIRED DURING INSTALLATION. DO NOT CUT OR DAMAGE EXISTING REINFORCING TO INSTALL ANCHORS. ADHESIVE ANCHORS ADHESIVE ANCHORS SHALL BE SIMPSON SET —XP (ICC /ICBO ESR -2508) WIN A307 THREADED ROD, OR AN EQUIVALENT SYSTEM (ACCOMPANIED BY CURRENT ICC /ICBO REPORT — 2009 IBC COMPLIANT) APPROVED BY THE ENGINEER. INSTALL ANCHORS PER ICC /ICBO REPORT NUMBER ESR -2508, SPECIAL INSPECTION IS REQUIRED DURING INSTALLATION. DO NOT CUT OR DAMAGE EXISTING REINFORCING TO INSTALL ANCHORS. STRUCTURAL STS, ALL METHODS AND MATERIALS SHALL CONFORM TO IBC CHAPTER 22, AND THE AISC SPECIFICATION, LATEST EDITION, FOR THE DESIGN, FABRICATION AND ERECTION OF STRUCTURAL STEEL FOR BUILDINGS. MATERIAL FOR STRUCTURAL SHAPES SHALL BE ASTM A572 GRADE 50 Fy=50 KSI). , MATERIAL FOR BARS & MISC. STEEL SHALL BE ASTM A -36 (Fy=36 KSI) OR ASTM A572 GRADE 50 (Fy=50 KSI). BOLTS PER ASTM A -307, UNLESS NOTED OTHERWISE. HIGH STRENGTH BOLTS PER ASTM A -325, WHERE NOTED. NUTS PER ASTM A -563. PIPE PER ASTM A -53, GRADE 8. TUBES PER ASTM A -441 (Fy=46 KSI). WELDING SHALL ONLY BE DONE BY A CERTIFIED WELDER AND SHALL BE IN ACCORDANCE WITH AWS AND AISC SPECIFICATIONS; E70XX ELECTRODES PER AWS. FIELD WELDS SHALL HAVE SPECIAL INSPECTION UBC SECTION 1701.5, UNLESS NOTED OTHERWISE. MINIMUM WELD SIZE 3/16" FILLET, UNLESS NOTED OTHERWISE. PRE - ENGINEERED METAL BUI.DING THE BUILDING SYSTEM SHALL DESIGNED BY A STRUCTURAL ENGINEER LICENSED IN THE STATE OF WASHINGTON & CONFORM TO THE GEOMETRIES SHOWN ON THE ARCHITECTURAL / FOUNDATION PLANS AND SUPPORT ALL LOADINGS INDICATED AND REQUIRED BY LOCAL (2009 IBC) AND NATIONAL DESIGN STANDARDS: THE DESIGN SHALL BE IN CONFORMANCE WITH ALL LOCAL, STATE AND NATIONAL STANDARDS FOR THE DESIGN, MANUFACTURE, FABRICATION AND ERECTION OF ALL COMPONENTS OF THE METAL BUILDING SYSTEM. SHOP DRAWINGS AND CALCULATIONS SHALL BE PROVIDED BY THE BUILDING SUPPLIER AND SUBMITTED TO THE ARCHITECT /ENGINEER AND BUILDING DEPARTMENT FOR APPROVAL PRIOR TO FABRICATION PROVIDE SHOP DRAWINGS AND CALCULATIONS STAMPED BY A LICENSED STATE OF WASHINGTON PROFESSIONAL ENGINEER. ERECTION OF THE BUILDING, INCLUDING ANY BRACING, IS THE RESPONSIBILITY OF THE METAL BUILDING SUBCONTRACTOR AND SHALL CONFORM TO ALL NATIONAL, STATE AND LOCAL SAFETY ORDINANCES, SPECIAL INSPECTIONS & TESTS REQUIRED: (SEE NOTES ABOVE ALSO) ALL INSPECTION AND TESTING SHALL COMPLY W/ IBC CHAPTER 17 AND OTHER APPLICABLE BUILDING CODE SECTIONS AND ARE IN ADDITION TO THE INSPECTIONS MADE BY THE BUILDING OFFICIAL. A) SPECIAL INSPECTIONS ARE REQUIRED BY THE GEOTECHNICAL ENGINEER (OR HIS REPRESENTATIVE) FOR THE FOLLOWING WORK: 1. GENERAL COMPLIANCE WITH SOILS REPORT /FOUNDATION NOTES DURING SITE PREPARATION — TO OCCUR PERIODICALLY DURING THE SITE PREPARATION FOR THE BUILDING FOUNDATION AND SLAB AREAS. 2. OBSERVATION OF EXCAVATIONS, STRUCTURAL FILL PLACEMENT, AND FIELD DENSITY FOR PREPARATION OF SOILS UNDER BUILDING FOOTINGS. B) SPECIAL INSPECTIONS ARE REQUIRED BY THE SPECIAL TESTING AGENCY ( *) FOR THE FOLLOWING WORK: 1. REINFORCED CONCRETE; CONTINUOUS INSPECTION DURING THE PLACEMENT & CASTING OF SAMPLES, AND COMPRESSION TESTS. 2. REINFORCING STEEL CONTINUOUS INSPECTION DURING PLACEMENT OF ALL REINFORCING PRIOR TO POURING OF CONCRETE. 3. ANCHOR BOLTS: REQUIRED DURING THE PLACEMENT OF . ALL ANCHOR BOLTS IN CONCRETE: 4. EXPANSION OR EPDXY BOLTS PERIODIC INSPECTION DURING PLACEMENT IN CONCRETE. 5. GROUT PLACEMENT: CONTINUOUS DURING THE PLACEMENT OF ALL GROUT UNDER COLUMNS (IF ANY). 6. EMBEDDED CONNECTIONS: INSPECTION REQUIRED FOR PLACEMENT OF STRUCTURAL ITEMS EMBEDDED IN CONCRETE PRIOR TO POURING OF CONCRETE. 7 STRUCTURAL STEEL: PERIODIC INSPECTION DURING INSTALLATION AND INSTALLATION OF HIGH STRENGTH BOLTS (IF ANY). 8. WELDING: PERIODIC INSPECTION OF ALL STRUCTURAL WELDING, INCLUDING WELDING OF STRUCTURAL STEEL ON —SITE BY W.A.B.O. CERTIFIED WELDERS - CURRENT CERTIFICATION TO BE VERIFIED BY SPECIAL INSPECTOR AND INCLUDED IN REPORT, SITE / VISUAL INSPECTION AND VERIFICATION OF SHOP WELDING AND CERTIFICATION IS REQUIRED UNLESS FABRICATOR IS PRE — APPROVED PER IBC SECTION 1704.2. 9. SHOP / PREFABRICATED CONSTRUCTION: SPECIAL INSPECTIONS PER IBC 1704 ARE REQUIRED UNLESS THE FABRICATOR IS APPROVED PER IBC SECTION 1704.2. SPECIAL INSPECTORS AND TESTING LABORATORIES SHALL BE PROVIDED BY THE OWNER AND CERTIFIED BY THE WASHINGTON ASSOCIATION OF BUILDING OFFICIALS ( W.A.B.O,) IF REQUIRED BY THE BUILDING OFFICIAL SPECIAL INSPECTORS SHALL FURNISH INSPECTION REPORTS AND A FINAL SIGNED REPORT TO THE BUILDING OFFICIAL AND POE ENGINEERING, INC. SHOP pRAI INGS: SUBMIT A MAXIMUM OF (4) SETS OF PRINTS TO THE ENGINEER PRIOR TO FABRICATION OR CONSTRUCTION. ALLOW (5) BUSINESS DAYS FOR ENGINEER TO REVIEW. THE GENERAL CONTRACTOR SHALL REVIEW AND APPROVE SHOP DRAWINGS BEFORE SUBMITTAL TO THE ENGINEER. REFERENCE PLANS AND DETAILS AS APPLICABLE. DEVIATIONS FROM THESE DRAWINGS SHALL BE CLEARLY IDENTIFIED. IF THE FABRICATOR'S SHOP DRAWINGS ARE THE SOLE DESIGN, DIFFER IN DESIGN, OR ADD TO THE DESIGN OF THE STRUCTURAL DRAWINGS, THEY SHALL BE STAMPED BY A LICENSED STATE OF WASHINGTON CIVIL ENGINEER RESPONSIBLE FOR THE DESIGN. CALCULATIONS SUBMITTED ARE FOR INFORMATION!' ONLY AND WILL NOT BE STAMPED OR RETURNED EXCEPT AT THE OPTION OF THE ENGINEER. REVIEW IS ONLY FOR GENERAL CONFORMANCE WITH THE DESIGN CONCEPT OF THE PROJECT AND GENERAL COMPLIANCE WITH THE INFORMATION INCLUDED IN THE CONTRACT DOCUMENTS. ANY MARKINGS OR COMMENTS ARE SUBJECT TO THE REQUIREMENTS OF THE DRAWINGS AND SPECIFICATIONS, THE CONTRACTOR IS RESPONSIBLE FOR CORRELATING AND CONFIRMING DIMENSIONS, CHOICE OF FABRICATION PROCESS AND TECHNIQUES OF CONSTRUCTION, COORDINATION OF HIS (OR HER) WORK WITH OTHER TRADES, AND PERFORMING THE WORK IN A SAFE AND SATISFACTORY MANNER. SHOP DRAWINGS SHALL TO BE SUBMITTED INCLUDE BUT ARE NOT LIMITED TO THE FOLLOWING ITEMS: 1. CONCRETE MIX DESIGNS. 2. CONCRETE REINFORCEMENT. 3. STRUCTURAL AND MISCELLANEOUS STEEL. 4. PRE - ENGINEERED METAL BUILDING PACKAGE (SEALED BY WASHINGTON P.E.) DEFERRED SUBMITTALS: DRAWINGS AND SPECIFICATIONS DEMONSTRATING COMPLIANCE WITH THE PLANS, SPECIFICATIONS AND THE 2009 IBC SHALL BE SUBMITTED TO THE ENGINEER FOR THE FOLLOWINGS ITEMS: 1. FIRE SPRINKLER /ALARM PLANS, 2. ELECTRICAL /LIGHTING PLANS (NREC COMPLIANT). 3. MECHANICAL PLANS. DEFERRED ITEMS SHALL NOT BE FABRICATED (OR INSTALLED) UNTIL THESE ITEMS HAVE BEEN 1) REVIEWED AND APPROVED BY THE ENGINEER AND 2) A COPY OF THE APPROVED PLANS / SPECIFICATIONS SUBMITTED TO THE CITY BUILDING DEPARTMENT BY POE ENGINEERING. INC. AND 3) THE PLANS APPROVED AND PERMIT ISSUED (IF APPLICABLE) BY THE CITY. NEW HSS 5X5XY4 SNUG AGAINST PANEL 14 V EXIST. SLAB NEW OPENING EXIST. BUILDING 5" 3" 1 Y" TYP. 41/2" —T:. EXIST 5'/i" PANEL NEW OPENING 1' -2" c. PLAN VIEW A -A BASE k %X6X11" W/ 1') WO EXP. BOLTS * ;: SLAB (3 %" EMBED) I! :1-11_ * INSTALL EXP. BOLTS PER MFR. RECOMMENDATION SECTION PANEL OPENING 11 -4) N.T.S. EXIST. PANEL HSS 8X6X1/4, FLUSH AGAINST PANEL R IE V8X6X8, FLUSH HSS 5X5 W/ PANEL SIDE OF IE NEW OPENING PANEL. OPENING N.T.S. 10 l EXIST. ROOF FRAMING 4" / 1' -10" CORE DRILL TO ELIMINATE /LIMIT EXTENT OF OVERCUT — NEW HSS 8X6XV4 (9) 0 2' -2" O/C CONTRACTOR TO VERIFY INSTALL REQUIREMENTS FOR ROLL -UP DOOR PRIOR TO ANY FABRICATION & NOTIFY POE ENGINEERING OF ANY POTENTIAL CONFLICTS (IF ANY) 1' -10" ° ° AWM ° r ■r ° ° oA 3' -41" • 0' 111/2" CLR. -NEW HSS 5X5X1/4 EACH SIDE OF OPNG 2' -9" 12' -0 • 2' -4" O/C AS SHOWN, STAGGER EACH SIDE TYP. 0 BASE E C-111/2" / CLR, 19 "X12" PILASTER EACH SIDE 4" 1 4' -9" (INTERIOR FACE OF PANEL SHOWN) NOTE: INSTALL STEEL FRAME PRIOR TO CUTTING OPENING & INSTALLING ROLL -UP DOOR REVIEWED FOR CODE COMPLIANCE APPROVED MAR 14 2012 tki g '.• j z W cn g ca .-- =N 00 •- 8 N g g 0) x w Lu L OD 4.1 � = C., N CC.)W�rjA „,, 44 . „, „, to 0 0/3 00 CI CC” ■ -J ) ami S r- = Le) U < .Ni City NG DIVISION BU%LD HSS 4. 3X3X X0' -3 "0 2' -4" 0 /C, ALT. SIDES EXIST. BUILDING NEW OPENING EXIST. BUILDING EXIST. 51/2" PANEL WO EXP. BOLT TO PANEL (31" EMBED) EXIST. PANEL COL. CLIP PER DETAIL 3/11 -4 HSS 5X5XY4 SECTION 11" WO EXP. BOLT TO PANEL (3 %" EMBED) ALTERNATE ANGLES EITHER SIDE OF COLUMN; 2' -4" O/C PLAN VIEW PANEL OPENING N.T.S. 3X3X3 X 0'-4" 0 2' -6" O /C, ALT. SIDES NEW OPENING PANEL OPENING N.T.S. 2' -2" 0/C EXIST. PANEL STRUCT H to w U 0 -J 4- 3X3X3/4 X 0' -4" -� W/ %" % EXP. BOLT TO PNL TOP & BOT (3 %" EMBED) PANEL OPENING I. 3/4X6X1' -2 ", FLUSH 6" WIDTH W/ HSS EDGES, CNTR 14" HT ON HSS HDR, (2) W "0 EXP. BOLTS TO PILASTOR (3%" EMBED) 19 "X12" PILASTER RECEIVEr FEB 212012 PERMIT CENTER. DATE FEB 2012 DRAWN BY G.M0 DESIGN BY A.F.P. JOB NO. 11 -067 N.T.S. Builder /Contractor Responsibilities Drawing Validity - These drawings, supporting structural calculations and design certification are based on the order documents as of the date of these drawings. These documents describe the material supplied by the manufacturer as of the date of these drawings. Any changes to the order documents after the date on these drawings may void these drawings, supporting structural calculations and design certification. The Builder /Contractor is responsible for notifying the building authority of all changes to the order documents which result in changes to the drawings, supporting structural calculations and design certification. Builder' Acceptance of Drawings - Approval of the manufacturer's drawings and design data affirms that the manufacturer has correctly interpreted and applied the requirements of the order do,u m ents and constitutes Builder /Contractor acceptance of the manufacturers interpretations of the order documents and standard product specifications, including its design, fabrication and quality criteria standards and tolerances. (AISC code of standard practice Sept 86 Section 4.2.1)(Mar 05 Section 4.4.1) Code Official Approval - It is the responsibility of the Builder /Contractor to ensure that all project plans and specifications comply with the applicable requirements of any governing building authority. The Builder /Contractor is responsible for securing all required approvals and permits from the appropriate agency as required. Building Erection - The Builder /Contractor is responsible for all erection of the steel and associated work in compliance with the Metal Building Manufacturers drawings. Temporary supports, such as temporary guys, braces, false work or other elements required for erection will be determined, furnished and installed by the erector (AISC Code of Standard Practice Sept 86 Section 7.9.1) (Mar 05 Section 7.10.3) (CSA /S16 -09 Section 29). Discrepancies - Where discrepancies exist between the Metal Building plans and plans for other trades, the Metal Building plans will govern. (AISC Code of Standard Practice Sept 86 Section 3.3) (Mar 05 Section 3.3) Materials by Others - All interface and compatibility of any materials not furnished by the manufacturer are the responsibility of and to be coordinated by the Builder /Contractor or A/E firm. Unless specific design criteria concerning any interface between materials if furnished as a part of the order documents, the manufacturers assumptions will govern. ModificatioD of the Metal Building from Plans - The Metal Building supplied by the manufacturer has been designed according to the Building Code and specifications and the loads shown on this drawing. Modification of the building configuration, such as removing wall panels or braces, from that shown on these plans could affect the structural integrity of the building. The Metal Building Manufacturer or a Licensed Structural Engineer should be consulted prior to making any changes to the building configuration shown on these drawings. The Metal Building Manufacturer will assume no responsibility for any loads applied to the building not indicated on these drawings. Foundation Design The Metal Building Manufacturer is not responsible for the design, materials and workmanship of the foundation. Anchor rod plans prepared by the manufacturer are intended to show only location, diameter and projection of the anchor rods required to attach the Metal Building System to the foundation. It is the responsibility of the end customer to ensure that adequate provisions are made for specifying rod embedment, bearing values, tie rods and or other associated items embedded in the concrete foundation, as well as foundation design for the loads imposed by the Metal Building System, other imposed loads, and the bearing capacity of the soil and other conditions of the building site. (MBMA 06 Sections 3.2.2 and A3) such conditions and if found, they should be removed. i "0 A325 BOLT GRIP TABLE GRIP LENGTH BOL T LENGTH NOTE: r `A a�/ II psi FULL THREAD ENGAGEMENT IS DEEMED TO HAVE BEEN MET WHEN THE END OF THE BOLT IS FLUSH W/TH THE FACE OF THE NUT. 0 TO 9/16" 1 1/4" F. T. Over 9/16' TO 1 1/16" 1 3/4" F. T. 111111 Over 1 1/16" TO 1 5/16" 2" Over 1 5/16" TO 1 9/16" 2 1/4" (1.49// GRIP � ■ WASHER REQUIRED ONLY WHEN SPECIFIED. WASHER MAY BE LOCATED UNDER HEAD Over -1 9/16" TO 1 13/16" 2 1/2" Over 1 13/16" TO 2 1 /16" 2 3/4" OF BOLT, UNDER NUT, OR AT BOTH AT LOCA770NS NOTED ON ERECTION DRAWINGS ADD 5/32" FOR EACH WASHER TO MATERIAL THICKNESS TO DETERMINE GRIP. LOCATIONS OF BOLTS LONGER THAN 2 3/4" NOTED ON EREC77ON DRAWINGS F.T. DENOTES FULLY THREADED 1111111 1111111 IIIIIIIII IIIIIIIII 111 A 1111 111111111111 ENGINEERING DESICi; �kiTERIA IHMER Building Code 2009 International Buildi, Occupancy Category Normal (Category II) Roof Dead Load Superimposed 2. 99 psf Collateral 3.00 psf (0.00 psf Ceiling 3. 00 psf Utne r•) Roof Live Load 20.00 psf no reduction Snow Ground Snow Load (Pg) Snow Load Importance Factor (l) Flat Roof Snow Load (Pf) Minimum Roof Snow Load (Pf) Snow Exposure Factor (CO Thermal Factor (Ct) 25. 00 1. 00 20. 00 25. 00 1. 00 1, 00 psf psf (per code) psf (used In desk), .��IYrc buildin9 company '3,01 FAIRVIEW • HOUSTON, TEXAS • P.O. BOX 40338 �P 77041 (713) 466 -7788 ZIP 77240 Wind Basic Wind Speed 5.00 mph Wind Importance ,Factor (I) ,1.00 Wind Exposure Category 13 Internal PressUre Coef (GCpi.' 0.18/ -0.18 Loads for components not proi6,2d by building manufacturer Corner Areas (within 3. 00' o? corner) 11. 89 psf pressure -1 `. _,C Other Areas 11. 89 psf pressure -1r.. 1 ;ir These values are the maximum ✓(-lues required based on a 10 s, r,rea. Components with larger areas rK;y have lower wind loads. Seismic Seismic Importance Factor C1c) 1.00 Seismic Design Category 0 Sold Slte Class D Stiff Soil Ss 1, 450 g Sds .. Si 0, 490 g Sdl r, Analysis Procedure Equivalent Lateral Force Column Line 1 -2 SWC & Su Basic Force Resisting Systeh C4 B4 Response Modification Coef f i i c nt C R) 3. 50 3. 25 Seismic Response Coefficient (Cs) 0.276 0.297 Design Base Shear In kips (V) 1.88 1.29 Basic Structural System (frorJ nSCr. 7 -05 Table 12. 2 -1) B4 - Ordinary Steel Concentrically Braced Frame C4 - Ordinary Steel Moment Frame suction suction PROJECT NOTES Material properties of steel bar, plate, and sheet used in the fabrication of built -up structural framing members conform to ASTM A529, ASTM A572, ASTM A1101 SS, or ASTM A1011 HSLAS with a minimum yield point of 50 ksi. Material properties of hot rolled structural shapes conform to ASTM A992, ASTM A529, or ASTM A572 with a minimum specified yield point of 50 ksi. Hot rolled angles, other than flange braces, conform to ASTM 36 minimum. Hollow structural shapes conform to ASTM A500 grade B, minimum yield point Is 42 ksl for round HSS and 46 ksi for rectangular HSS. Material properties of cold - formed light gage steel members conform to the requirements of ASTM A1011 SS Grade 55, or ASTM A1011 HSLAS Class 1 grade 55, with a minimum yield point of 55 ksi. For Canada, material properties conform to CAN /CSA 640.20/040.21 or equivalent. Bolted joints with A325 -09 Type 1 bolts greater than 1/2' diameter are specified as pretensloned joints In accordance with the Specification for Structural Joints Using ASTM A325 or A490 Bolts, June 30, 2004. Pre - Tensioning can be accomplished by using the turn -of -nut method of tightening, calibrated wrench, twist off type tension control bolts or direct tension Indicator as acceptable to the Inspecting Agency and Building Official. Installation Inspection requirements for Pre - Tensioned joints (Specification for Structural Joints Section 9,2) using turn -of -nut method is suggested. The connections on this protect are not slip critical, Design crlterla as noted Is as given within order documents and Is applied In general accordance with the applicable provlslons of the model code and /or specification Indicated. Neither the manufacturer nor the certifying engineer declares or attests that the loads as designated are proper for local provisions that may apply or for site specific parameters, The design criteria Is supplied by the builder, protect owner, or an Architect and /or Engineer of Record for the overall construction project, Using standard gutter with 4 x 5 downspouts, the roof drainage system has been designed using the method outlined In the MBMA Metal Building Systems Manual. Downspout locations have not been located on these drawings. The downspouts are to be placed on the building sidewalls at a spacing not to exceed 30 feet with the first downspout from both ends of the gutter run within 0 feet of the end, Downspout spacing that does not exceed the maximum spacing will be In compliance with the building code. The gutter and downspout system as provided by the manufacturer Is designed to accommodate 4 In /hr rainfall intensity as It corresponds to a 5 year recurrence Interval. This project is designed using manufacture's standard serviceability standards. Generally this means that all deflections are within typical performance limits for normal occupancy and standard metal building products. X- Bracing Is to be Installed to a taut condition with all slack removed. Do not tighten beyond this state. This metal building system Is designed as enclosed. All exterior components (1. e. doors, windows, vents, etc.) must be designed to withstand the specified wind loading for the design of components and cladding in accordance with the speclfled building code. Doors are to be closed when a maximum of 50% of design wind velocity Is reached. pp REVIEWED FOR CODE COMPLIANCE APPROVED MAR 14 2012 City of Tukwila BUILDING DIVISION Drawing Index Page Description F1 Anchor Rod co F2 Anchor Rod Details/ Reactions El Cover Sheet E2 Primary Steel BLDGA E3 Roof Framing BLDGA E4 Roof Sheeting E5 Sidewall BLDGA WALLSWA E6 Endwall BLDGA E7 Main Frame Cross Sections E8 Connection Detail E9 Iso Trim R1 -R17 Construction Drawings FILE COPY Para 1 t`<vo. ._ RECEIVED FEB .232012 PUBLIICW� KS bRo5z m 0 S 0 2 V rr 0 E 0 vi J Q CO w Q)9 :wo3 w u Q t J SUM oo QwrY co 4. 0 m 0 h d zQ cir3 ox 00 N x wwo __I CO 0Qrn M 3 > 0 o°m ® ❑ ❑ ❑ Drawing Status: Scale: NOT TO SCALE Drawn by. DEH Checked by. SIG Project Engineer: SG Job Number: 22 -B- 57832 -1 Sheet Number: El of 9 The engineer whose seal appears hereon is an employee for the manufacturer for the materials described herein. Said seal or certification is limited to the products designed and manufactured by manufacturer only.The undersigned engineer is not the overall engineer of record for this project. Robert S. Hoekstra, P.E. Washington P.E. 17603 RECEIVED FEB 2 1 2012 PERMIT CENTER Jan 30, 2012 1 EXPIRES 10/23 ii SPLICE BOLT TABLE CONN. QTY: SIZE TYPE HARDENED BEVELED WASHERS WASHERS A (8) X 2i I A325 B &N I 8 0 EWD SWA KEY PLAN SWC (H.S.) EWB 8- (A) 4 t. / EXISTING BUII_f: i-A PRIMARY STEEL I_.:._ „,.. ;N PLAN DID 0s2 REVIEWED FOR CODE COMPLIANCE APPROVED MAR 14 2012 City of Tukwila BUILDING DIVISION RECEIVED FEB 212012 P RMITGENTRR mQ } c c C g E g� 0 rzo- m R V d �i1• c • V c t) E VI W O 0J�O 0¢w z z &) 'z> O �zz5m U o Drawing Status: Scale: NOT TO SCALE Drawn by. DEH Checked by. SIG Project Engineer: SG Job Number: 22 -13- 57832 -1 Sheet Number: E2 of 9 The engineer whose seal appears hereon is an employee for the manufacturer for the materials described herein. Said seal or certification is limited to the products designed and manufactured by manufacturer only.The undersigned engineer is not the overall engineer of record for this project. Robert S. Hoekstra, P.E. Washington P.E. 17603 Jan 30, 2012 EWD SWA KEY PLAN SWC (H.S.) EWB 30' -O 0j, OF STEEL -J w 1- 0 1- 0 0 co Z8 TYP. 10X3.5Z12 KBA1C & KBA1D (TYP) KIIA1)3 (TYP) 16' -8 OUT /OUT OF STEEL -8 _ � mRDeoo KBA1 & KBA1A (TYP) l I -8 EXISTING BUIL DII i:: 7 ROOF FRAMII . J REVIEWED FOR CODE COMPLIANCE APPROVED MAR 14 2012 City of Tukwila BUILDING DIVISION o m 0 } C C E 0 m R at V o C of — ; 2� u E b b yy vi Q00 b C.Z0 E Z :w LA 0� < � U.j n3 0 t a ZS Q C° CL 1- (n = 0 ww0 I- 0 0¢0, mr3 �Zw E >� b0 y Z 0 0 0 < Drawing Status: Scale: NOT TO SCALE Drawn by DEH Checked by SIG Project Engineer: SG Job Number: 22 —B- 57832 -1 Sheet Number: E3 of 9 The engineer whose seal appears hereon is an employee for the manufacturer for the materials described herein. Said seal or certification is limited to the products designed and manufactured by manufacturer only.The undersigned engineer is not the overall engineer of record for this project. Robert S. Hoekstra, P.E. Washington P.E. 17603 RECEIVED FEB 212012 R PERMIT CENTER Jan 30, 2012 EXPIRES toast 1i 1 EWD SWA KEY PLAN Swc (H.S.) EWB O 1 - 0 I :_ �. . 0 I - 1 Wo -,L L 1 0 I _ 0 I N 0 I / i EXISTING BUR .k i;, PANEL TYPE = UDK (GALVALUME) PANEL OVERHANG = 4' FROM OUTER STEEL 0 I c I N 0 I N 0 I 0 I 0 I ROOF SHELL i i.AN REVIEWED FOR CODE COMPLIANCE APPROVED MAR 14 2012 City of Tukwila BUILDING DIVISION O • LL1 J • a co W m (-3 - :W-1 La 0 ▪ 0 O J 0Urj3 a sr Y a - ce if)3 o N = W 0 I- _I CO 0< CY m > y Z V) ' >o 3 o O h Z50] U • o°.o¢ 4j J Scale: NOT TO SCALE Drawn by DEH Checked by. SIG Project Engineer: SG Job Number: 22 -8- 57832 -1 Sheet Number: E4 of 9 The engineer whose seal appears hereon is on employee for the manufacturer for the materials described herein. Said seal or certification is limited to the products designed and manufactured by manufacturer only.The undersigned engineer is not the overall engineer of record for this project. Robert S. Hoekstra, P.E. Washington P.E. 17603 RECEIVED FEB 212012 PERMIT CENTER Jan 30, 2012 EWD SWA KEY PLAN swc (H.S.) EWB El cb C1A SIDEWALL ELEVATION "SWA" AT GRID LINE "2" c1A PBR WALL PANELS ,'ANEL COVERAGE = 3' -0 COLOR = GALVALUME F39-113L 3 co SCHEDULE OF ACCESSORIES NO. REQD 10X3.5E14 ` -�� Z2 1 ..- ..- i 3' -44 X 7' -24 FACTORY LOCATED FRAMED OPENING 2 4' -0 X 4' -0 FACTORY LOCATED FRAMED OPENINGS, W/ SILL -' X2.5Z12 Z\."�� 2 T .'- T ^- 1 L 3' -10 i I .I\-- I / - -' .,-12M-1 8X2.5Z12 , -' ..- � �\ i' 8X2.5Z14 0 pq6e„\ �" OPEN TO 4' -0 DOCK FOUNDATION N I 27'-8 N 1 30' -0 OUT /OUT OF STEEL cb C1A SIDEWALL ELEVATION "SWA" AT GRID LINE "2" c1A PBR WALL PANELS ,'ANEL COVERAGE = 3' -0 COLOR = GALVALUME F39-113L 3 co SCHEDULE OF ACCESSORIES NO. REQD DESCRIPTION 1 10' -0 X 12' -0 FACTORY LOCATED FRAMED OPENING 1 3' -44 X 7' -24 FACTORY LOCATED FRAMED OPENING 2 4' -0 X 4' -0 FACTORY LOCATED FRAMED OPENINGS, W/ SILL REFER TO DETAILS ON INSTALLATION OF FRAMED OPENINGS. USE STANDARD WALL PROCEDURES TO ERECT THE SIDEWALL AND ENDWALL PANELS. F38 -1BL F38 -2BR F2955 -18 F246 -1 ® 2' -0 0.C. 0 0 0 0 0 0 0 0 0 0 I T 7 T ^- 1 1 I .I\-- I I r T OPEN TO 4' -0 DOCK FOUNDATION WALL SHEETING ELEVATION "SWA" BLDG A F39 -2BR REVIEWED FOR CODE COMPLIANCE APPROVED MAR 14 2012 City of Tukwila BUILDING DIVISION 2 a U E w� Z 00 V) -1 w } O J 0 0 ¢ a7 mF- Z (/) N W z E >3a o D y Z p a] V 0_-< ® ❑ a ❑ ❑ Drawing Status: Scale: NOT TO SCALE Drawn by. DEH Checked by. SIG Project Engineer: SG Job Number: 22- B- 57832 -1 Sheet Number: E5 of 9 The engineer whose seal appears hereon is an employee for the manufacturer for the materials described herein. Said seal or certification is limited to the products designed and manufactured by manufacturer only.The undersigned engineer is not the overall engineer of record for this project. Robert S. Hoekstra, P.E. Washington P.E. 17603 RECEIVED FEB 212012 PERMIT CENTER Jan 30, 2012 EWD SWA KEY PLAN swC (H.s.) REVIEWED FOR CODE COMPLIANCE APPROVED MAR 14 2Q12 City of Tukwila BUILDING DIVISION EWB 0 4PC7/-1 /cn _.1/ 57Z 5/ /// PC77 %PC77 12 114 (1) RA1 -1 (1) HW7710 -..7 R7A 8 (2.5Z16 HC8X Z5 d- 8 K2.5Z16 r•7 oo Z 8 2.5Z16 RA1 -1 8X3.5C14 j OPEN TO 4'-O DOCK FOUNDATION 4' -8 10, -0 16' -8 OUT /OUT OF STEEL dD C2A 2' -0 dD C1A ENDWALL ELEVATION "EWB" AT GRID LINE "8" 0 r o/ O /(/j J CO /X•5/ PBR WALL PANELS PANEL COVERAGE = 3' -0 COLOR = GALVALUME PANEL PKG. REQ'D. = PBS -2 NOTE: FIELD CUT PANELS AS REQUIRED. / 4 "_ F115 -1 F42-7L F42 -2R 0 F481 -1 1 I N cV q 00 Ll- w ice. OPEN TO 4' -0 DOCK FOUNDATION WALL SHEETING ELEVATION "LE';is' 22' -0 EAVE HEIGHT F39 -1 BL -_ a BACKLAP BLDG A co co —0 EAVE HEIGHT rn 12 13 (1) RA1 -1 (1) HW7710 -1 PC77 -/ PC77 GC2 PC77 U rri 0 X N -'51HC3X o; 8X3.5C1'4 8X2.5C14 1- U ri m GC1 0 M X m X .4 N r-3HC3X o; 8X3.5C14 ' LJ `r. x in d• rj U SC58 Z3 °0 8X?.5Z6i.7 m U U m co 8X2.5C14 O Z4 P 8X2.5Z16 RA1 -1 P OPEN TO 4' -0 DOCK FOUNDATION 77/ F39 -2BR PBR WALL PANELS PANEL COVERAGE = 3' -0 COLOR = GALVALUME ',,,NEL PKG. REQ'D. = PBS -1 3. -44 7 3' -8 ' -0 2' -0 16'-8 C1A dD C2A ENDWALL ELEVATION "EWD" AT GRID LINE "A" F115 -1 F42 -1L F42 -2R 24' —1 EAVE HEIGHT N CO r F481 -2 , N N I I c co L F848 -1 J F481 -3 M M I I ro co 0 r F481 -2 CO CO N N I I N N u▪ _ m 0.- F848 -1 1 OPEN TO 4' -0 DOCK FOUNDATION 4" 2' -0 WALL SHEETING ELEVATION "EWD" BLDG A BACKLAP PI .9 °) } e G C EF O atmom' V o a • a, 1 ,Gc 0 E } o Drawing Status: Scale: NOT TO SCALE Drawn by DEH Checked by. SIG Project Engineer: SG Job Number: 22- B- 57832 -1 Sheet Number: E6 of 9 The engineer whose seal appears hereon is an employee for the manufacturer for the materials described herein. Said seal or certification is limited to the products designed and manufactured by manufacturer only.The undersigned engineer is not the overall engineer of record for this project. Robert S. Hoekstra, P.E. Washington P.E. 17603 2 RECEIVED FEB 212012 PERMIT CENTER /PROJECTS \XDS —V1 57- 20111 202 FRAME = Eng /22 —B- 57832 /ver01— sgutierrez /Bldg —A /Drftg /x11L 1/26/12 08:42:09 /PROJECTS \XDS —V1 57- 20111 202 FB SET = Eng /22 —B- 57832 /ver01— sgutierrez /Bldg —A /DRFTG /x11L PLATE SIZE TABLE SPLICE BOLT TABLE CONN. LOW SIDE HIGH SIDE QTY. SIZE. TYPE HARDENED BEVELED WASHERS WASHERS A 6 X 0.375 X 0' -10i B 6 X 0.625 X 1'-4 6 X 0.625 X 1' -3a (8) X 24 A325 B &N 8 0 C 6 X 0.625 X 1' -3i 6 X 0.625 X 1' -4 (8)X24 A325 B &N 0 22' -0 0 d 0 X N d X 0 ui 2.25 X 0.25 FB4 NS OR FS 0 —0 ELEV. u: 0 5.0 10.0_.:`: 5.0 FB4A NS OR FS FB4A NS OR FS t L. //77777-7- , OUNDAT10N THERS) r./ / /_ // `-2.75X0.25 c� 8i 16' -8 u , , OF STEEL CROSS SEC11 ;, , RAME LINES A,B 6.0 X 0.25 0' -0 ELEV. 10.0 X 0.134 6.0 X 0.25 24' -1 EAVE HEIGHT m GENERAL NOTES FRAME CLEARANCES SHOWN ARE APPROXIMATE AND MAY VARY DUE TO CONDITIONS (DEFLECTION). VERTICAL CLEARANCE DIMENSIONS ARE FROM FINISHED FLOOR REFERENCE ELEVATION. REVIEWED FOR CODE COMPLIANCE APPROVED MAR 14 2012 City of Tukwila BUILDING DIVISION "DE oc U co 0 0 y S O (ii a co w o caa-o' :W0 J v0r' p (n .7 Y a '6 a) 1-r W W 0 O 0 ) o< m ca W > =i EE a 0 n zoom U o°—°¢ P. Scale: NOT TO SCALE Drawn by. DEH Checked by. SG Project Engineer: SG Job Number: 22 —B- 57832 -1 Sheet Number: E7 of 9 The engineer whose seal appears hereon is an employee for the manufacturer for the materials described herein. Said seal or certification is limited to the products designed and manufactured by manufacturer only.The undersigned engineer is not the overall engineer of record for this project. Robert S. Hoekstra, P.E. Washington P.E. 17603 RECEIVED FEB 212012 PERMIT CENTER , ' Jan 30, 2012 1 EXPIRES 101231 11 f CONNECTION CODES (FOR TOP AND BOTTOM BOLT PATTERN) CONNECTION 1B, 11 OR 1P CONNECTION 1F CONNECTION 1E CONNECTION 213, 21 OR 2P CONNECTION 2F CONNECTION 2E CONNECTION 3B, 31 OR 3P CONNECTION 3F CONNECTION 3E CONNECTION BOLT DATA NAME D HD G HG DESCRIPTION FOR A325 BOLT DIMENSIONS DIAMETER OF THE BOLT BOLT HOLE DIAMETEI BOLT GAUGE MAX. WEB THICKNESS (Max. (ii' Fillet Weld) WITHOUT WASHER MAX. WEB THICKNESS (Max. " Fillet Weld) WITH WASHER HEAVY CONN. BOLT GAUGE S NORMAL BOLT SPACING BSMIN MINIMUM SPACING BETWEEN TOP & BOTTOM SETS OF BOLTS BSMAX MAXIMUM BOLT SPACING i3ETWEEN TOP AND BOTTOM SEE`_'. JF BOLTS ON CONNECTION PLATE_:: LESS THAN OR EQUAL TO 3 / -i" THICK BFCD STANDARD BOLT—TO—FLANGE CLEARANCE DIMENSION (LARGER ON SLOPES 2:12 AND GREATER) TT THICKNESS TOP FLANGE TB THICKNESS BOTTOM FLANGE YT BOLT SPACING TOP (MIN _ S) YB BOLT SPACING BOTTOM (MIN = s) EED(S) MINIMUM SHEARED END EDGE DIMENSION EED(R) MINIMUM ROLLED END EDGE DIMENSION EEDK BCWM END EDGE DIMENSION AT KNEE CONNECTION MIN. BOLT CLEARANCE FROM A FLANGE OR WEB WELD WITHOUT WASHER A325 CONNECTION BOLT DIMENSIONS /2" 3/4" 7/8" 1" 1 1/4" 1 1/2" 13/16" 15/16" 1 1/16" 1 5/16" 1 9/16" Frame Documentation Connection Bolt Details (A325) Page 05 -12 -10 �Mar'11IR02 a U 4" 3 1/2" 4" 5 1/2" 1 1/8" 1 7/8" 1 1/4" 1 3/8" 2 1/8" 7/8" 1 5/8" 7/8" 7/8" 1 7/8" 2 1/4" 2 5/8" 3" 3 3/4" 4" 3" 3 1/4" 3 1/2" 4" 4 1/2" 2 1/4" 2 5/8" 3 3/4" 4" 2' -0" 2' -0" 2' -0" 2' -0" 2' -0" LICE BOLT SPACING 1/2 BSMAX (tile) WHEN BSMAX = 2' —O " TO 4' -0 UT TO EXCEED 2' -0) 1/3 BSMAX (t ") WHEN BSMAX = 4.-011s" TO 6' -0 1/4 BSMAX (ti18 ") WHEN BSMAX = 6' -0116 TO 8' -0 1 1 1/8" I 1 1/4" I 1 3/8" I 1 5/8" I 1 7/8" REFER TO FRAME PROFILE FOR LARGEST FLANGE THICKNESS EITHER SIDE OF SPLICE Connection Code (See "Connection Code Format" on this drawing) Connection Location CROSS SECTION CONNECTION CODE KEY ( AS SHOWN AT CONNECTIONS ON FRAME CROSS SECTION DRAWINGS ) t TT :loped 2 1/4" + TT 2 1/2" + TT 23/4 " +TT 3 1/4" + TT or TB Sloped or TB Sloped or TB Sloped or TB Sloped 1 1/4" 1 1/2" 1 3/4" 2 1/4" 1" 1 1/8" 1 1/4" 1 5/8" 1 3/8" 1 5/8" 1 7/8" 2 3/8" I6" 5/8" 3/4" 13/16" 1" WITH HARDENED WASHER 16" WCSM MIN. WIDTH OF CONN. [L. (Standard Connection) WCHM MIN. WIDTH OF CONN. PL. (Heavy Connection) TCMIN MINIMUM THICKNESS OF CONNECTION 4B, 41 OR 4P CONNECTION 4F CONNECTION 4E CONNECTION 4X Er /2EH Z CONNECTION DESIGNATION BLANK = STANDARD CONNECTION H = HEAVY CONNECTION BOTTOM CONNECTION CODE BOTTOM QUANTITY OF BOLT ROWS — CONNECTION DESIGNATION BLANK = STANDARD CONNECTION H = HEAVY CONNECTION — TOP CONNECTION CODE TOP QUANTITY OF BOLT ROWS CONNECTION CODE FORMAT 6= 1= P = CONNECTION CODE DESCRIPTION THIS DESCRIPTION CODE IS USED TO DEFINE SHEAR CONNECTIONS. BOLTS ARE LOCATED INSIDE THE OUTER FLANGE AND CONNECTION PLATE IS RECESSED 1/8" BELOW THE OUTER FLANGE. THIS DESCRIPTION CODE IS USED TO DEFINE MOMENT CONNECTIONS. BOLTS ARE LOCATED INSIDE THE OUTER FLANGE AND CONNECTION PLATE IS RECESSED 1/8" BELOW THE OUTER FLANGE. THIS DESCRIPTION CODE IS THE SAME AS B CODE, BUTT PLATE LENGTH MUST BE A MINIMUM OF 1/2" THE RAFTER DEPTH AND SHALL NOT EXCEED RAFTER TOTAL DEPTH. F = THIS DESCRIPTION CODE IS USED TO DEFINE MOMENT CONNECTIONS. BOLTS ARE LOCATED INSIDE THE OUTER FLANGE AND CONNECTION PLATE PROJECTS 1/2" ABOVE THE OUTER FLANGE. E = THIS DESCRIPTION CODE IS USED TO DEFINE MOMENT CONNECTIONS. BOLTS ARE LOCATED WITH ONE SET OUTSIDE THE OUTER FLANGE AND REMAINDER SETS LOCATED INSIDE THE OUTER FLANGE. 4X = THIS DESCRIPTION CODE IS USED TO DEFINE MOMENT CONNECTIONS. BOLTS ARE LOCATED WITH TWO SETS EITHER SIDE THE OUTER FLANGE WITH A GUSSET PLATE OUTSIDE THE OUTER FLANGE OR COLUMN CAP PLATE. D (BOLT DIAMETER) HD (HOLE DIAMETER) Top Connection Code Splice Bolts EED R) EED(`:;, YT (See BSMAX in Table) Bottom Connection Code LJ W w CC W d 0 w w Spin Se: BSI>rh and BSM YB EED( - r STANDARD COHHECTION DESIGNATION ( CODE 4E /2E SHOWN ) GRIP P—IfI14'il PLATE THICKNLS:: WASHER OF REQRIRE:u) 0 w W Li- CY] G3i1 A325 BOLT EDGE DISTANCE BFCD + TOP FLAN THICKNESS -A" COLUMN - CAP PLATT 3/4" 7/8" 1" 1 1/4" 6" 8" 10" 10" 12" 12" 16" 3/8" 7/16" 1/2" 5/8" 33/4 " +TT or TB Sloped 2 5/8" 2 1/4" 2 3/4" 1 3/8" 1 1/2" 12" 18" 1" REVIEWED FOR CODE COMPLIANCE APPROVED MAR 14 2012 City of Tukwila BUILDING DIVISION (BOLT DIAMETER) r. (HOLE DIAMETER) op Connection Code ;.ipacing Splice Bolts EED(R) HG 1 G HG �ED(R �T— TTTI'— EED(S) BFCD ' TT YT BFCD , S S (See BSMAX in Table) „ottarn Connection Code BFCD ' TB YB r BFCD D (BOLT DIAMETER) HD (HOLE DIAMETER) Flange Brace Material Schedule Part Mark Material FB4_ L 2" x 2" x 14 Ga. FB5_ L2 "x2 "x 14 Ga. FB6_ L 2" x 2" x i" FB7_ L 23" x 24" x Ii" Top Connection Code -‹ Splice Bolts (See BSMAX in Table) Splice Bolt Spacing See BSMAX BSMIN and BSMAX 61< HEAVY CONNECTION DESIGNATION BFCD + TOP FLANGE PLATE THICKNESS (MIN. 1 ") — A" •i] NOT LESS THAN BFCD RAFTER FLANGE NOT LESS THAN BFCD )NNECTION P CONNECTION P AIDE CONNECTION HIGH SIDE CONNECTION LEAN —TO CONNECTIONS Gusset Plate (At Rafter Outer Flange shown) 11ED(R) G F�ED(R III II Bottom Connection Code EED(S) or EEDK BFCD TT YT BFCD EED(S) BFCD TB YB BFCD co Splice Bolt Spacing See BSMAX BSMIN and BSMAX EED(S) or EEDK Gusset Plate (At Rafter Inner Flange shown) 4X CONNECTION DESIGNATION ( CODE 4X /4X SHOWN ) X12 ocz LEAN —TO BUTT PLATE LENGTH* CHART BOLT QTY BOLT DIA 2 4 6 8 3 "o BOLT 6" 6" 73" 10" # "0 BOLT 6" 6" 9" 1' -0 "b BOLT 6" 6i" 9" 1' -1 1 "0 BOLT 6" 7" 103" 1' -2 * NOTE; BUTT PLATE LENGTH MUST BE A MINIMUM OF 1/2 THE RAFTER WEB DEPTH AND SHALL NOT EXCEED RAFTER TOTAL DEPTH. 0 c O (/j a • J < co w m t5 °- z E w o Z 0 < O J 470A .sN a U°°R �>- a (Zj)3 o0 CA w }o w o <a >m Z N E >� o 0 0 o 00 U 0 < ❑ ❑ i4 w 0 U) rn Scale: NOT TO SCALE Drown by. DEH Checked by. SIG Project Engineer: SG Job Number: 22 -B- 57832 -1 Sheet Number: EB of 9 The engineer whose seal appears hereon is an employee for the manufacturer for the materials described herein. Said seal or certification is limited to the products designed and manufactured by manufacturer only.The undersigned engineer is not the overall engineer of record for this project. Robert S. Hoekstra, P.E. Washington P.E. 17603 RECEIVED FEB 212012 PERMIT CENTER iq Jan 30, 2012 F115 -1 F42 -1L F4 F39 - -'2i - 481 -2 F482 -2 F481 -3 F848 -1 F482 -3 - -162_-2 F3¢ - F320 -1 F797 -1 F797 -1 .L F321 -1 DOWNSPOUT LAYOUT F1 REQ'Dl F38 -1BL F38 -2BR F2955 -18 F246 -1 ® 2' -0 O.C. F39 -1BL REVIEWED FOR CODE COMPLIANCE APPROVED MAR 14 2012 City of Tukwila BUILDING DIVISION FLASHING LAYOUT co m CC N o J • a CO q w 0 5 ) E w -3 • woQ O N • ? 4 a co o cn w0 0 <o Darn 5 mF- O 0 D �om U0_-< Drawing Status: Scale: NOT TO SCALE Drawn by DEH Checked by. SIG Project Engineer: SG Job Number :: 22- B- 57832 -1 Sheet Number: E9 of 9 The engineer whose seal appears hereon is an employee for the manufacturer for the materials described herein. Said seal or certification is limited to the products designed and manufactured by manufacturer only.The undersigned engineer is not the overall engineer of record for this project. Robert S. Hoekstra, P.E. Washington P.E. 17603 RECEIVED FEB 212012 PERMIT CENTER Jan 30, 2012 Anchor Rod Drawings 1) This drawing is for anchor rod placement only and is not foundation design. 2) Foundation must be square and level with all anchor rods true in size, location, and projection. 3) Projection shown must be held to keep threads clear of finished concrete. 4 This structural design data includes magnitude and location of design loads and suppose conditions, material properties, and type and size of major structural members necessary to show compliance with the Order Documents at the time of this issue. Any change to building loads or dimensions may change structural member sizes and locations shown. This structural design data will be superseded and voided by any future mailing. 5) Anchor rod size is determined by shear and tension at the bottom of the base plate. The length of the anchor rod and method of load transfer to the foundation are to be determined by the foundation engineer, and are not provided by the manufacturer. 6) Anchor rods are ASTM F1554 Gr. 36 material unless noted otherwise. FINISH FLOOR AT ELEVATION 100' -0 NOTE: FINISH FLOOR IS AT THE TOP OF 4' -0 DOCK FOUNDATION. 0- EWD SWA KEY PLAN SWC (H.S.) EWB ACCESSORY SCHEDULE MARK DESCRIPTION DETAIL QUAN. 10' -o X 12' -0 FRAMED OPENINGS © 1 0 0 3' -44 X 7' -24 FRAMED OPENINGS © 1 ANCHOR BOLTS TO BE DESIGNED BY FOUNDATION ENGINEER USING DIAMETERS SHOWN IN THIS TABLE. ANCHOR ROD DESCRIPTION QUANTITY i "0 DIAMETER X 8 i "0 DIAMETER X 16 16' -8 OUT /OUT OF STEEL 0 cv 30' —O OUT /OUT OF STEEL 27' -8 1' -2 X BRACE o' -11J o (HOLD THIS DIMENSION) • • •• o' -111 • •• 0 rra cD 1 16' -8 OUT /OUT OF STEEL ANCHOR ROD SETTING PLAN REVIEWED FOR CODE COMPLIANCE APPROVED MAR 14 2012 City of Tukwila BUILDING DIVISION V •.. C u E _� _ E n ctr z< O 0) _ w0w w J CO O ¢ a) ) mr3 �zw E >3z O O (q z5m ✓ D -Q ❑ Drawing Status: Scale: NOT TO SCALE Drawn by. DEH Checked by SIG Project Engineer.: SG Job Number: 22 —B- 57832 -1 Sheet Number: F1 of 2 The engineer whose seal appears hereon is an employee for the manufacturer for the materials described herein. Said seal or certification is limited to the products designed and manufactured by manufacturer only.The undersigned engineer is not the overall engineer of record for this project. Robert S. Hoekstra, P.E. Washington P.E. 17603 RECEIVED FEB 212012 k PERMITCENTER Jan 30, 2012 OV I- Z 00 J ' IO-rl (O o' -11 U TYPICAL SECTION "O .ANCHOR RODS BASE OF STEEL AT ELEV. 100' -0 I- Z 00 oval F- 0 0 2i 3 r 1 SLOPE TYPICAL SECTION ) "o ANCHOR RODS BASE OF STEEL AT ELEV. 100' -0 o• f Z 7 0 O M 8" 2i TYPICAL SECTION ro ANCHOR RODS BASE OF STEEL AT ELEV. 100' -0 FRAME ID y11 USER NAMEegutlerrez DATE 1/26/12 PAGE 11 -2 so 16.667/22./15. 20./85./2 JOB NAME 57832A FILE a_framee_a -b.fra SUPPORT REACTIONS FOR EACH LOAD GROUP 'LOCATIOqNt Grldlinee: A B NOTES:CI) All reactions are In kips and kip -ft. (2 The seisnIlc overetren th factor (Omega) Is not Included In the 'LEO" Load Group reactions. �1 SelsmIc_ BASE -ONLY combination reactions Include an ovorstrength factor of 2.000 NMAlIONS HL TIME:08: 42:09 * = A B COLUMN ' -2 ' -1 BASE PLATE 6.0%10.5X0.375 6.OX10.5X0.375 ANC. RODS 4) -3/4 (4) -3/4 LOAD GROUP HL VL LNL HR VR LNR DL 0.0 0.7 0.0 0.0 0.7 0.0 COLL 0.0 0.4 0.0 0.0 0.4 0.0 SNOW 0.2 3.1 0.0 -0.2 3.1 0.0 U- - 0.2 2.5 0.D -0.2 2.5 0.0 EQ -0.5 -1.1 0.0 -0.4 1.1 0.0 RBUPEQ 0.0 -0.8 -1.3 0.0 0.0 0.0 VA-1 -1.3 -2.9 0.0 -1.3 0.6 0.0 WL2 -1.7 -2.4 0.0 -0.9 1.1 0.0 WL3 1.7 1.2 0.0 1.5 -3.6 0.0 WL4 1.2 1.7 0.0 1.9 -3.1 0.0 LWL1 0.8 -1.4 0.0 -0.7 -1.4 0.0 RBUPLW 0.0 -1.3 -2.1 0.0 0.0 0.0 LWL2 0.8 -1.1 0.0 -0.7 -1.7 0.0 LWL3 0.8 -0.9 0.0 -0.8 -0.7 0.0 LWL4 0.8 -0.8 0.0 -0.8 -0.9 0.0 SBAL 0.1 2.2 0.0 -0.1 2.2 0.0 DSNW 0.0 0.1 0.0 0.0 1.2 0.0 RBDWLW 0.0 1.3 0.0 0.0 0.0 0.0 RBDWEQ 0.0 0.8 0.0 0.0 0.0 0.0 LOAD GROUP DESCRP1ION DL COLL SNOW LL EQ RBUPEQ WL1 WL2 WL3 WL4 LWL1 RBUPLW LWL2 LWL3 LWL4 SBAL DSNW RBDWLW PBDWEQ Roof Dead Load Roof Collateral Load Roof Snow Load Roof Live Load Lateral Seismic Load [parallel to plane of frame] Upward Acting Rod Brace Load from Longit. Seismic Lateral Primary Wind Load Lateral Primary Wind Load Lateral Primary Wind Load Lateral Primary Wind Load Longitudinal Primary Wind Load Upward Acting Rod Brace Load from Longltud. Wind Longitudinal Primary Wind Load Longitudinal Primary Wind Load Longitudinal Primary Wind Load Code Calculated Balanced Roof Snow Load Drifting Snow Downward Acting Rod Brace Load from Longit. Wind Downward Acting Rod Brace Load from Long. Seismic REVIEWED FOR CODE COMPLIANCE APPROVED MAR 14 2012 City of Tukwila BUILDING DIVISION NOTES 1) THE REACTIONS PROVIDED ARE BASED ON THE ORDER DOCUMENTS AT THE TIME OF MAILING. ANY CHANGES TO BUILDING LOADS OR DIMENSIONS MAY CHANGE THE REACTIONS. THE REACTIONS WILL BE SUPERSEDED AND VOIDED BY ANY FUTURE MAILING. 2) THE REACTIONS PROVIDED HAVE BEEN CREATED WITH THE FOLLOWING LAYOUT (UNLESS NOTED OTHERWISE). a) A REACTION TABLE IS PROVIDED WITH THE REACTIONS FOR EACH LOAD GROUP. b) RIGID FRAMES (1) GABLED BUILDINGS (a) LEFT AND RIGHT COLUMNS ARE DETERMINED AS IF VIEWING THE LEFT SIDE OF THE BUILDING, AS SHOWN ON THE ANCHOR ROD DRAWING, FROM THE OUTSIDE OF THE BUILDING. (b) INTERIOR COLUMNS ARE SPACED FROM LEFT SIDE TO RIGHT SIDE. (2)SINGLE SLOPE BUILDINGS (a) LEFT COLUMN IS THE LOW SIDE COLUMN. (b) RIGHT COLUMN IS THE HIGH SIDE COLUMN. (c) INTERIOR COLUMNS ARE SPACED FROM LOW SIDE TO HIGH SIDE. c) ENDWALLS (1) LEFT AND RIGHT COLUMNS ARE DETERMINED AS IF VIEWING THE WALL FROM THE OUTSIDE. (2)INTERIOR COLUMNS ARE SPACED FROM LEFT TO RIGHT. d) ANCHOR ROD SIZE IS DETERMINED BY SHEAR AND TENSION AT THE BOTTOM OF THE BASE PLATE. THE LENGTH OF THE ANCHOR ROD AND METHOD OF LOAD TRANSFER TO THE FOUNDATION ARE TO BE DETERMINED BY THE FOUNDATION ENGINEER. e) ANCHOR RODS ARE ASTM F1554 Gr. 36 MATERIAL UNLESS NOTED OTHERWISE ON THE ANCHOR ROD LAYOUT DRAWING. f) X- BRACING (1) ROD BRACING REACTIONS HAVE BEEN INCLUDED IN VALUES SHOWN IN THE REACTION TABLES. (2)FOR IBC AND UBC BASED BUILDING CODES, WHEN X- BRACING IS PRESENT IN THE SIDEWALL, INDIVIDUAL LONGITUDINAL SEISMIC LOADS (RBUPEQ AND RBDWEQ) DO NOT INCLUDE THE AMPLIFICATION FACTOR, Li,. (3)FOR CANADA BUILDING CODE (NBC), WHEN X- BRACING IS PRESENT IN THE SIDEWALL OR ENDWALL, INDIVIDUAL LONGITUDINAL SEISMIC LOADS (RBUPEQ & RBDWEQ) ARE MULTIPLIED BY FORCE REDUCTION FACTOR, Rd, WHEN SPECIFIED SHORT- PERIOD SPECTRAL ACCELERATION RATIO IEFeSe(0.2) IS GREATER THAN 0.45. 3) REACTIONS ARE PROVIDED AS UN- FACTORED FOR EACH LOAD GROUP APPLIED TO THE COLUMN. THE FOUNDATION ENGINEER WILL APPLY THE APPROPRIATE LOAD FACTORS AND COMBINE THE REACTIONS IN ACCORDANCE WITH THE BUILDING CODE AND DESIGN SPECIFICATIONS TO DETERMINE BEARING PRESSURES AND CONCRETE DESIGN. THE FACTORS APPUED TO LOAD GROUPS FOR THE STEEL COLUMN DESIGN MAY BE DIFFERENT THAN THE FACTORS USED IN THE FOUNDATION DESIGN. THE MANUFACTURER DOES NOT PROVIDE "MAXIMUM" LOAD COMBINATION REACTIONS. HOWEVER, THE INDIVIDUAL LOAD REACTIONS PROVIDED MAY BE USED BY THE FOUNDATION ENGINEER TO DETERMINE THE APPLICABLE LOAD COMBINATIONS FOR HIS/HER DESIGN PROCEDURES AND ALLOW FOR AN ECONOMICAL FOUNDATION DESIGN. cb 0 0 y 0 G iI 0 E O (1) O U J Q 0 0 1 W 0 (! Zz wo3 W O J mbpin d-Y c: En 0 0 fn W} W C) 0 _j 0 Q a1 1 L: Z U w E >3� O : Z om U 0 O. < Drawing Status: Scale: NOT TO SCALE Drawn by. DEH Checked by. SIG Project Engineer: SG Job Number: 22 -B- 57832 -1 Sheet Number: F2 of 2 The engineer whose seal appears hereon is an employee for the manufacturer for the materials described herein. Said seal or certification is limited to the products designed and manufactured by manufacturer only.The undersigned engineer is not the overall engineer of record for this project. Robert S. Hoekstra, P.E. Washington P.E. 17603 RECEIVED FEB 212012 PERMIT CENTER Jan 30, 2012 FIELD SERVICE PROCEDURES IN ORDER TO GIVE YOU PROMPT SERVICES AND KEEP PROEMS TO A MINIMUM, PLEASE HANDLE ANY SHORTAGES OR BACK CHARGES IN THE FOLLOWING INNER: CAREFULLY CHECK YOUR PACKING UST WHILE UNLOADING. MARK ANY ITEMS, WHICH APPEAR TO BE MISSING AND NOTIFY THE FIELD SERVICE DEPARTMENT AT THE NUMBER SHOWN IN THE TITLEBLOCK AS SOON AS POSSIBLE. CAVING SOMEONE ELSE COULD DELAY THE PROPER RESPONSE. IM MO - IMMEDIATELY UPON DEANERY OF MATERIAL, QUANTITIES ME TO BE VERIFIED BY THE CUSTOMER AGAINST QUANTITIES THAT ARE BILLED ON THE SHIPPING DOCUMENT. NEITHER THE MANUFACTURER NOR THE CARRIER IS RESPONSIBLE FOR THE MATERIAL SHORTAGES AGAINST THE QUANTITIES BILLED ON SHIPPING DOCUMENT IF SUCH SHORTAGES ARE NOT NOTED ON SHIPPING DOCUMENTS WHEN THE MATERIAL IS DELIVERED, AND THEN ACKNOWLEDGED BY THE CARRIER'S AGENT. IF THE CARRIER IS THE MANUFACTURER, CLAMS FOR SHORTAGES ME TO BE MADE BY THE CUSTOMER TO THE COMMON CARRIER. IF THE MATERIAL DUMMIES RECEIVED ARE CORRECT ACCORDING TO NE QUARRIES THAT ARE BILLED ON THE SHIPPING DOCUMENTS, BUT ME LESS 1}N THE QUANTITIES ORDERED OR THE QUANTITIES THAT ARE NECESSARY TO COMPLETE THE METAL BUILDING ACCORDING TO THE ORDER DOCUMENTS, CLAIM IS TOO BE MADE OF THE MANUFACTURER. DAMAGED OR DEFECTIVE MATERIAL - DAMAGED OR DEFECTIVE MATERIAL, REGARDLESS OF THE DEGREE OF DAMAGE, MUST BE NOTED ON THE SHIPPING DOCUMENTS BY THE CUSTOMER AND ACKNOWLEDGED IN WRONG BY THE CARRIER'S AGENT. THE MANUFACTURER IS NOT RESPONSIBLE FOR MATERIAL DAMAGED IN UNLOADING OF PACKAGED OR NESTED MATERIALS, INCLUDING, BUT NOT L!UUED T0: FASTENERS, SHEET META, 'C & 'Z' SECTIONS & COVERING PANELS THAT BECOME WET MD /OR DAMAGED BY WATER WHILE IN THE POSSESSION OF OTHERS. PACKAGED OR NESTED MATERIAL THAT BECOMES WET IN TRANSIT MUST BE UNPACKED, UNSTACKED AND DRIED BY THE CUSTOMER. IF THE CARRIER IS THE MANUFACTURER, THE CUSTOMER MUST MAKE CLAM FOR DAMAGE DIRECTLY TO THE MANUFACTURER. IF THE CARRIER IS A COMMON CARRIER, THE CUSTOMER MUST MAKE THE CLAIM FOR DAMAGE TO THE COMMON CARRIER. THE MANUFACTURER IS NOT LIABLE FOR ANY MAIM WHATSOEVER INCLUDING, BUT NOT LIMITED TO LABOR CHARGES OF CONSEQUENTIAL DAMAGES RESULTING FROM THE CUSTOMER'S USE OF DAMAGED OF DEFECTNE MATFJRLALS TWAT CAN BE DETECTED BY VISUAL INSPECTION. 011 CANNING IS NOT CAUSE FOR REJECTION - SEE RETALIATION MANUAL EXCESSIVE MATERIAL THE MANUFACTURER RESERVES THE RIGHT TO RECOVER ANY MATERIAL DELIVERED IN EXCESS OR THOSE REQUIRED BY THE ORDER DOCUMENTS. IBBu< Oulu - IN THE EVEN' OF ERROR, THE CUSTOMER MUST PROMPTLY MAKE A WRITTEN OR VERBAL 1NITIAL CUBA' TO THE MANUFACTURER FOR NE CORRECTION OF DESIGN, DRAFTING, BILL OF MATERIALS OF FABRICATION ERROR. NE 'INITIAL CLAY' INCLUDES: 1. DESCRIPTION OF THE NATURE MD EXTENT OF THE ERRORS, INCLUDING QUANTDES. 2. DESCRIPTION OF THE NATURE MD EXTENT OF PROPOSED CORRECTIVE WORK INCLUDING ESTIMATED MAN - HOURS. 3. MATERIAL TO BE PURCHASED FROM OTHER THAN THE MANUFACTURER, INCLUDING ESTIMATE QUANTITIES AND COST. 4. MAXIMUM TOTAL COST OF PROPOSED CORRECTIVE WORK AND MATERIAL TO BE PURCHASED FROM OTHER TOWN THE MANUFACTURER. R1 -01 AIMENZABRELMJEMISMILIMBIL. NORMAL ERECTION OPERATIONS INCLUDE THE CORRECTION OF MINOR MISFITS BY MODERATE AMOUNTS OF REAMING, CHIPPING, WELDING OR CUTTING AND THE DRAWING OF ELEMENTS INTO LINE THROUGH THE USE OF DRIFT PINS. ERRORS WHICH CANNOT BE CORRECTED BY THE FOREGOING MEANS OR WHICH REQUIRE MAJOR DOGES IN THE MEMBER CONFIGURATION SHOULD BE REPORTED IMMEDIATELY TO THE OWNER AND FABRICATOR BY THE ERECTOR, TO ENABLE WHOEVER IS RESPONSIBLE EITHER TO CORRECT THE ERROR OR TO APPROVE THE MOST EFFICIENT MID ECONOMICAL METHOD Of CORRECTION TO BE USED BY OTHERS. (ALSO 303 -10, SECTOR 7.14) (MAR 05 SECTION 7.14) IF THE ERROR 15 THE FAULT OF THE MANUFACTURER, AN AUTHORIZATION FOR CORRECTIVE WORK' MUST BE ISSUED IN WINING BY THE MANUFACTURER TO AUTHORIZE THE CORRECTIVE WORK AT A COST NOT TO EXCEED THE MAXIMUM TOTAL COST SET FORTH. ALTERNATNE CORRECTIVE WORK OTHER THIN THAT PROPOSED IN THE 'INITIAL CLAW MAY BE DIRECTED BY THE MANUFACTURER IN THE AUTHORIZATION OF CORRECTEE WORK.' ONLY THE FIELD SERVICE DEPARTMENT MAY AUTHORIZE CORRECTIVE WORK. FINAL CUJM - 111E 'FINAL CLAM' IN WRITING MUST BE FORWARDED BY THE CUSTOMER TO THE MANUFACTURER WITHIN TEN (10) DAYS OF COMPLETION OF THE CORRECTIVE WORK AUTHORIZED BY THE MANUFACTURER. THE 'FINAL CLAIM' MUST INCLUDE: 1. ACTUAL NUMBER OF MAN -HOURS BY DATE OF DIRECT LABOR USE ON CORRECTEE WORK AND ACTUAL HOURLY RATES OF PAti 2. TAXES AND INSURANCE ON TOTAL ACTUAL DIRECT TABOR. 3. OTHER DIRECT COSTS ON ACTUAL DIRECT LABOR. 4. COST OF MATERIAL (NOT MINOR SUPPUES) AUTHORIZED BY THE MANUFACTURER TO BE PURCHASED FROM OTHER THAN THE MANUFACTURER, INCLUDING COPIES OF PAD INVOICES. 5. TOTAL ACTIAL DIRECT COST OF CORRECTIVE WORK (SUN OF 1, 2, 3 & 4). THE 'FINAL CLAM' MUST BE SIGNED AND CERTIDED TRUE MID CORRECT BY THE CUSTOMER 'FINAL CLAMS' ARE CREDITED TO THE CUSTOMER BY THE MANUFACTURER IN AN AMOUNT NOT TO EXCEED THE LESSER OF THE MAXIMUM TOTAL COST SET FORTH IN WRITING IN THE 'AUTHORIZATION FOR CORRECTIVE WORK' OR TOTAL ACTUAL DIRECT COST OF CORRECTIVE WORK. a IBPORTANT NOTE " - COST OF EQUIPMENT (RENTAL OR DEPRECIATION), BOLL TOOLS, SUPERVISION, OVERHEAD AND PITON ARE NOT SUBJECTED TO MAIMS. SHIPMENT ARRIVAL TIME - EVERY EFFORT WILL BE MADE TO SEE THAT THE CARRIER ARRNES AT THE JOBSIIE ON THE REQUESTED DAY AND AT THE REQUESTED HOUR, MANUFACTURER MMES NO WARRANTY MD ACCEPTS NO RESPONSIBILITY FOR COSTS ASSOCIATED WITH A SHIPMENT NOT ARRMNG AT A REQUESTED TIME UNLESS A SEPARATE AGREBMBIT HAS BEEN MADE IN MITRING FOR A GUARANIEED ARRIVAL TIME R1 -02 UNLOADING, HANDLING, AND STORING MATEk ALS STRUCTURAL - A GREAT AMOUNT OF TIME AND ROUE CAN AE llWED IF THE BUILDING PARTS ARE UNLOADED AT THE BUILDING SITE ACCORDING TO A PRE- ARRANGED PLAN. PROPER LOCATION AND HANDLING OF COMPONENTS WILL ELIMINATE UNNECESSARY HANDUNG. NOTE• PIECE MARKS ARE STENCILED 011 PRIMARY STRUCTURAL NNW,. ,:i Ui;LR END, 1' -0' FROM END. INSPECT ALL SHIPMENTS PRIOR TO RELEASING THE TIE -DOWNS FOR LOADS 'Ai AT MAY HAVE 5141(D DURING IRANSRI REMEMBER, IMIEC11.12 BLOCKING UNDER THE COLUMNS AND RAPIERS PROTECTS THE sPuf., .FS AND THE SLAB FROM DAMAGE DURING THE UNLOADING PROCESS. IT ALSO FACILITATES THE PLACING OF SLINGS f.ABLES AROUND THE MEMBERS FOR LATER LIFTING AND ALLOWS MEMBERS TO BE BOLTED TOGETHER INTO SUB - ASSEMBLIES WHO T ON THE CROWD. EXTRA CARE SHOED ALWAYS BE EXERCISED IN THE UNLOADING OPERATION TO PREVENT INJURIES FROM HANDLING THE STEEL AND TO PREVENT DAMAGE TO MATERIALS AND THE CONCRETE SLAB. IF WATER IS ALLOWED TO REMAIN FOR EXTENDED PERIODS IN burlul i:, I?RIMED PARIS SUCH AS GIRLS, PURUNS, ETC., THE PIGMENT WILL FADE AND THE PAINT WILL GRADUALLY SOFTEN REDUCING is; BOND TO TIE STEEL THEREFORE, UPON RECEIPT OF A JOB, ALL BUNDLES OF PRIMED PARTS SHOULD BE STORED AT AN , "JICIE TO 81108 ANY TRAPPED WATER TO DRAIN AWAY AND PERMIT AR CIRCULATION FOR DRYING. PUDDLES OF WATER SHOULD NOT BE ALLOWED TO COLLECT AND RERAN ON COLUMNS OR RAFTERS FOR THE SAME REASON. THE COAT OF SHOP PRIMER IS INTENDED TO PROTECT THE SILLI Ii :A`,,.,is; TOR ONLY A SHORT PERIOD OF EXPOSURE TO ORDINARY ATMOSPHERIC CONDITIONS. THE COAT OF SHOP PRIMER DOES NOT PROVIDE TIE UNFORMIIY OF APPEARANCE, OR THE DURABILITY AND CORROSION RESISTANCE OF A FIELD APPLIED Fi!TISH COAT OF PAINT OVER A SHOP PRIMER cf TOUCII -UP OF THESE MINOR ABRASIONS IS THE RESPONSIBILITY ur Lii; CND CUSTOMER AU_ PRIMER SHOULD BE TOUCHED UP AS REQUIRED BEFORE ERECTION! SEE R1 -06 REED SHOP PRIMED STEEL' TEMPORARY SUPPORTS TEMPORARY SUPPORTS, SUCH AS TEMPORARY GUYS, BRACES, LSE CRIBBING OR OTHER ELEMENTS REQUIRED FOR TFIE ERECTION OPERATION WILL BE DETERMINED AND FURNISHED AND IN SATED BY THE ERECTOR. THESE TEMPORARY SUPPORTS WILL SECURE THE STEEL FRAMING, OR ANY PARTLY ASSEMBLED STEEL FRAMING, AGAINST LOADS COMPARABLE IN INTENSITY TO THOSE FOR WHICH THE STRUCTURE WAS DESIGNED, RESULTING FROM WIND, SEISMIC FORCES AND ERECTION OPERATIONS, BUT NOT THE LOADS RESULTING FROM THE PERFORMANCE (?P WORK BY OR THE ACTS OF OTHERS, NOR SUCH UNPREDICTABLE LOADS AS THOSE DUE TO TORNADO, EXPLOSION OR CORIRION. (SECT. 7.9.1 ASC CODE OF STANDARD PRACTICE, 9111 ED.). -03 TYPES OF FINISHES SHOP PRIMED STEEL ALL STRUCTURAL MEMBERS OF THE METAL BUILDING SYSTEM NOT FABRICATED OF CORROSION RESISTANT MATERIAL OR PROTECTED BY A CORROSION RESISTANT COATING ARE PAINTED WITH ONE COAT OF SHOP PRIMER MEETING THE PERFORMANCE REQUIREMENTS OF SSPC PAINT SPECIFICATION NO. 15. THE COAT OF SHOP PRIMER IS INTENDED TO PROTECT THE STEEL FRAMING FOR ONLY A SHORT PERIOD OF EXPOSURE TO ORDINARY ATMOSPHERIC CONDITIONS. SHOP PRIMED STEEL WHICH IS STORED IN THE FIELD PENDING ERECTION SHOULD BE KEPT FREE OF THE GROUND AND SO POSITIONED AS TO MINIMIZE WATER — HOLDING POCKETS, DUST, MUD AND OTHER CONTAMINATION OF THE PRIMER FILM. REPAIRS OF DAMAGE TO PRIMED SURFACES AND /OR REMOVAL OF FOREIGN MATERIAL DUE TO IMPROPER FIELD STORAGE OR SITE CONDITIONS ARE NOT THE RESPONSIBILITY OF THE MANUFACTURER. THE MANUFACTURER IS NOT RESPONSIBLE FOR DETERIORATION OF THE .SHOP COAT OF PRIMER OR CORROSION THAT MAY RESULT FROM EXPOSURE TO ATMOSPHERIC AND ENVIRONMENTAL CONDITIONS, NOR THE COMPATIBILITY OF THE PRIMER TO ANY FIELD APPLIED COATING. MINOR ABRASIONS TO THE SHOP COAT (INCLUDING GALVANIZING) CAUSED BY HANDLING, LOADING, SHIPPING UNLOADING AND ERECTION AFTER PAINTING OR GALVANIZING ARE UNAVOIDABLE. (MBMA 06 IV 4.2.4) GALVALUME GALVALUME IS THE TRADE NAME FOR A PATENTED SPIEL SHEET & COIL PRODUCT HAVING A COATING OF CORROSION RESISTANT ALIMINUM -ZINC ALLOY. THE ALLOY MIXTURE IS BALANCED TO OBTAN THE COATING THAT RETAINS THE CORROSION RESISTANCE & HEAT RETLECTMIY OF ALUMINUM & THE SACRIFICAL. ACTION OF GALVANIZED. THE BEST PROPERTIES OF BOTH ALUMINUM & ZINC ARE COMBINED IN THIS COATING & OFFER ADDED SERVICE LIFE FOR BUILDING PANELS. PRE- PANTED USING GALVALUME STEEL AS A SUBSTRATE, PRE - PANTED STEEL IS GIVEN AN ADDMONAL RUST INHIBITOR PRIMER COAT. THIS PRIMER COAT FURTHER INCREASES THE CORROSION RESISTANCE. THESE COATINGS ARE APPUED TO THE EXTERIOR SURFACE OF THE PANELS AND THE WASH COAT, DESIGNED ONLY FOR INTERIOR USE, IS APPUED ON THE OPPOSITE SIDE GALVALUME AND PRE - PANTED SIB. CAN GIVE EXCELLENT SERVICE FOR MANY YEARS IF A FEW RULES CONCERNING THEIR CARE AND MANEENANCE ARE OBSERVED. AIL OF THESE FINISHES ARE EQUALLY SUBJECT TO DAMAGE AND CORROSION WHEN CARE IS NOT PROVIDED. PAINT AND COATING MAINTENANCE REMOVE SMUDGE MARKS FROM BARE GALVALUME ®. FORMULA 409 HAS PROVEN TO BE SOMEWHAT EFFECTIVE UGIITLY RUB WITH A CLEAN CLOTH AND RINSE WITH WATER DO NOT RUB MORE 11N REQUIRED TO REMOVE SMUDGE NO PRODUCT WILL REMOVE ALL SMUDGE MARKS. REMOVE RUST STAINS. SOFT SCRUB WITHOUT BLEACH HAS PROVEN TO BE SOMEWHAT EFFECTIVE. LIOHTIY RUB YIN A SOFT CLOTH AND RINSE IN WATER. DO NOT RUB MORE THAN REQUIRED TO REMOVE STAN. NO PRODUCT WIE COMPLETELY REMOVE RUST STAINS. TO TOUCH -UP SCRATCHES IN PAINT (NOT TO BARE METAL), CLEAN AREA TO BE PAINTED WITH MINERAL SPIRITS. RINSE THOROUGHLY AND DRY. USING A SMALL ARTIST'S BRUSH, LIGHTLY APPLY THE ABSOLUTE MINIMUM AMOUNT OF TOUCH -UP PANT REQUIRED TO FILL THE SCRATCH. USE ONLY TOUCH -UP PAM SUPPLIED BY MANUFACTURER. CONTACT YOUR SALES REPRESENTATIVE FOR ASSISTANCE WITH PURCHASING TOUCH -UP PANT AS NEEDED. R1 -06 DAMAGE FROM CONDENSATION OR TRAPPED WATER IT IS MERELY IMPORTANT THAT THE PANELS BE MONITORED FOR EVIDENCE OF TRAPPED WATER OR MOISTURE CONDENSATION WHILE AWAHNG ERECTION. HIGH HUMIDITY CONDITIONS WITH TEMPERATURE CYCLING WILL CAUSE CONDENSATION BETWEEN THE PANELS WHIN THE BUNDLE. CONDENSATION CAN OCCUR FREQUENTLY NEAR THE SEA COAST OR OTHER LARGE BODIES OF WATER. IF JOBSTE COVERS ARE USED THEY SHOULD BE TIED AWAY FROM THE BUNDLE AT THE CORNERS TO ALLOW AR CIRCULATION AROUND THE BUNDLE. IRIS WILL HELP PREVENT MOISTURE EVAPORATING FROM THE GROUND OR BUILDING FLOOR FROM CONDENSING ON THE PANELS. PLASTIC OR OTHER IMPERMEABLE COVERS ARE NOT RECOMMENDED. BIMEORTE ACTION IS REQUIRED IF THE PANELS ARE FOUND TO BE WET FROM ANY CAUSE THE BUNDLES MUST BE OPENED AND EACH PANEL UNSTACKED AND THOROUGHLY DRIED ON BOTH SIDES. RE- STACKING THE PANELS AT A SLGHT ANGLE TO EACH OTHER TO PREVENT NESTING WILL ALLOW AIR CIRCULATION AND ASSIST IN KEEPING THE PANELS DRY. IN SEVERE CONDMONS LARGE FANS CAN BE USED TO CIRCULATE AIR BER4EEN THE UNSTACKED PANELS AND ACCELERATE DRYING. DAMAGE TO THE PANEL COATING OCCURS WHEN PMELS BECOME WET AND ME ALLOWED TO STAY WET. DAMAGE CAN OCCUR TO NESTED PANELS WITHIN 24 -48 HOURS. THIS DAMAGE SHOWS AS CORROSION AND DISCOLORATION OF THE PANEL SURFACE AND IS COMMONLY CALLED WET STORAGE STAN, ZINC OXIDATION, OR 'WHBE RUST'. A SOFTENING OF THE PAINT FILM CAN OCCUR WITH PRE-PAINED STEEL UNDER WET STORAGE CONDITIONS AND THE DURABILITY OF THE PANEL FINISH SUBSTANTIALLY DECREASED. BARE GALVANIZED AND GALVALUME PANELS REACT MORE QUICKLY TO SURFACE OXIDATION SINCE TREY TACK THE ADDITIONAL PROTECTION OF PANT. ZINC COATED OR GALVALUME PANELS UNDER NORMAL EXPOSURE FORM A ZINC OR ALUMINUM OXIDE FILM ON THEIR SURFACE ALLOWING A SLOW OXIDATION PROCESS CALLED 'WEATHERING' TO OCCUR THAT INHIBITS FURTHER CORROSION. IN NESTED BUNDLES CONSTANT CONTACT OF THE PANELS WITH CONDENSED OR TRAPPED WATER PREVENTS THIS WEATHERING PROCESS. RAPID OXIDATKN OF THE ZINC OR ZINC ALUMINUM COATING CAN NOW OCCUR AND MAY LEAD TO 'RED RUST' IN A SHORT TIME. IF DISCOLORATION OR STAINS ARE MINOR, A HOUSEHOLD CLEANER OF THE TYPE USED ON PORCELAIN SINKS AND BATHTUBS MAY BE USED TO REMOVE THE STAINS. WIRE BRUSHING OR USING ABRASIVE MATERIALS SHOULD BE AVOIDED SINCE SCRATCHING OR REMOVAL OF THE COATING COULD OCCUR. PANELS WITH SIGNIFICANT DAMAGE SHOULD BE REPLACED BY THE BUYER BEFORE ERECTION. R1 -07 ROOF AND WALL PANELS MANUFACTURER'S WALL AND ROOF PMELS INCLUDING COLOR COATED, GALVALUME & GALVANIZED, PROVIDE EXCELLENT SERVICE UNDER WIDELY VARIED CONDMONS. ALL UNLOADING & ERECTION PERSONNEL SHOULD FULLY UNDERSTAND THAT 7NESE PANELS ARE QUALITY ANRCHANDISE, IT'l,tVY Lk1D7S CANNONS DIRE MV MARINO UNDER NO CIRCUMSTANCES SHOULD PANELS BE HANDLED ROUGHLY. PACKAGES OF SHEETS SHOULD BE LIFTED OFF THE TRUCK WTM EXTREME CARE TAKEN TO INSURE THAT NO DAMAGE OCCURS TO ENDS OF THE SHEETS OR TO SIDE RIBS. THE PACKAGES SHOULD BE STORED OFF THE GROUND SUFFICIENTLY HIGH TO ALLOW AIR CIRCULATION UNDERNEATH THE PACKAGES. THIS AVOIDS GROUND MOISTURE & DETERS PEOPLE FROM WAVING ON THE PACKAGES. ONE END OF THE PACKAGE SHOULD ALWAYS BE ELEVATED TO ENCOURAGE DRAINAGE IN CASE OF RAIN. THE MFGR EXERCISES EXTREME CAUTION DURING FABRICATING AND SHIPPING OPERATIONS TO INSURE THAT ALL PANEL STOCK IS KEPT DRY. HOWEVER, DUE TO CUMAIIC CONDITIONS, WATER FORMED BY CONDENSATION OF HUMID AR CAN BECOME TRAPPED BETWEEN STACKED SHEETS. WATER CAN ALSO BE TRAPPED BETWEEN THE STACKED SHEETS WHEN EXPOSED TO RAN. THIS MAY CAUSE DISCOLORATION CAUSED BY TRAPPED MOISTURE THE STAIN IS USUALLY SUPERFICIAL At HAS LITRE EFFECT ON THE APPEARANCE OR SERVICE LIFE OF THE PANELS AS LONG AS B IS NOT PERMITTED TO REMAIN ON THE PANELS. HOWEVER, MOISTURE IN CONTACT WITH THE SURFACE OF THE PANELS OVER AN EXTENDED PERIOD CAN SEVERELY ATTACK THE FINISH & REDUCE THE EFFECTIVE SERVICE LIFE SEE R1-07 'DAMAGE FROM CONDENSATION OR TRAPPED WATER.' CAUTION: CARE SHOULD ALWAYS BE TAKEN WHEN WAVING ON PANELS. USE SAFETY LINES AND NETS WHEN NECESSARY! PANELS ARE SUPPERY. WIPE DRY ANY MOISTURE OR SURFACE MATERAL THAT HAS PUDDLED FROM BUNDLE STORED ON A SLOPE. DEW, FROST, OR OTHER FORMS OF MOISTURE GREATLY INCREASE THE SLIPPERINESS OF THE PMELS. ALWAYS ASSUME PANEL SURFACE IS SLIPPERY & ACT ACCORDINGLY. NEVER WALK OR SIP ON SKYLIGHTS OR TRANSLUCENT PANELS! USE WOOD BLOCKING TO ELEVATE & SLOPE THE PANELS IN A MANNER NT WILL ALLOW MOISTURE TO DRAIN. WOOD BLOCKING PLACED BETWEEN BUNDLE WILL PROVIDE ADDITIONAL AR CIRCULATION. WHEN HANDLING OR UNCRATING THE PANELS, LIFT RATHER THAN SLIDE THEM APART. BURRED EDGES MAY SCRATCH THE COATED SURFACES WHEN SHEETS ARE SUIT OVER ONE MOTHER. NEVER ALLOW PANELS TO BE WALKED ON WHILE ON THE GROUND. R1 -04 DAMAGE DURING CONSTRUCTION THE QUALITY OF WORKMANSHIP IN STEEL ERECTION, CONSTRUCTION PRACTICES, AND HANDUNG METHODS USED DURING THE CONSTRUCTION OF THE METAL BUILDING CAN SIGNIFICANTLY AFFECT THE APPEARANCE AND PERFORMANCE OF THE BUILDING PANELS. MOST PANEL DAMAGE DURING CONSTRUCTION IS THE RESULT OF FAULTY METHODS OR CARELESSNESS. OVERDRIVEN FASTENERS CAUSE INDENTATIONS OR SHALLOW POCKETS IN THE PANEL AROUND THE FASTENER HEAD. RAIN WATER OR CONDENSED MOISTURE COMBINED WITH ATMOSPHERIC POLLUTANTS (PRINCIPALLY SULFUR DIOXIDES) AND DIRT PAR1ICLES COLLECT IN THESE POCKETS. THE COMBINATION OF POLLUTANTS AND WATER CREATES ACID SOLUTIONS THAT WILL CAUSE CORROSION DAMAGE TO THE PANEL AND FASTENER RAN MAY WASH SOME POLLUTANTS AWAY, BUT MOISTURE IN THE FORM OF HIGH HUMIDITY CAN KEEP THESE AREAS WET AND CONTINUE THE PROBLEM. CIVERDRMNG THE FASTENER ALSO FORCES THE SEALING WASHER FROM UNDER THE FASTENER HEAD CREATING A ITN( AT THIS POINT. PROPER TORQUE ADJUSTMENT OF THE SCREW GUN OR PREFERABLY THE USE OF A DEPTH GAUGE WILL ELIMINATE THE PROBLEM OF OVERDRNEN FASTENERS. R IS EXTREMELY IMPORTANT THAT ALL DRILL SHAVINGS FROM THE INSTALLATION OF PANEL FASTENERS AND FIWNGS FROM THE SAW CUTTING OF PANELS BE REMOVED FROM THE PANEL SURFACE. CORROSION CAN OCCUR IN A MATTER OF HOURS WHEN THESE SHAVINGS OR FIWNGS ARE NOT REMOVED AND ARE ALLOWED TO COME IN CONTACT WITH WATER OR CONDENSED MOISTURE WHET PANELS ARE PRE-DRILLED OR CUT IN THE STACK PRIOR TO ERECTION ALL SHAVINGS OR FIWNGS MUST BE CLEANED FROM BOTH SIDE OF THE PANEL TO PREVENT CORROSION OF THE PANEL BY THESE PARTICLES B IS IMPERATNE THAT THE ROOF BE SWEPT CLEAN AT LEAST DAILY AND CERTAINLY AT JOB COMPLETION. THE ANAL CLEANING OF THE ROOF SHOULD BE DONE PRIOR TO INSTAWNG THE GUTTER SO THAT THE SHAVINGS ARE NOT DEPOSITED INTO THE GUTTER AND LEFT TO CORRODE ANY OTHER FOREIGN OBJECTS OR DEBRIS LEFT BY 0001518 CRON PERSONNEL SHOULD ALSO BE REMOVED FROM THE ROOF. DURING THE ERECTION Of THE ROOF AND THE INSFAIJATKN OF EQUIPMENT SUCH AS AIR CONDITIONING UNITS, 60... PERSONNEL WALKING ON THE PANELS CAN CAUSE DAMAGE. WORKMEN SHOULD STEP OR WALK IN THE BROAD FLAT AREAS OF THE PANEL AND AVOID STEPPING ON THE PANEL ENDS AND EDGES WHICH CAN BE BENT BY CARELESS HANDUNG. IF THIS DAMAGE 15 SEVERE, THE EDGES MUST BE STRAIGHTENED PRIOR TO ERECTION SINCE THE APPEARANCE AND /OR WEATHER TIGHTNESS OF 110 PANEL COULD BE AFFECTED. DRAGGING ONE PANEL ACROSS ANOTHER CAN CUT OR ABRADE THE COATING CAUSING UNSIGHTLY MARKS ON THE PANEL SURFACE. ATTEMPTS TO ERECT PANELS DURING WINDY CONDITIONS SHOULD BE AVOIDED TO PREVENT DAMAGE AND FOR SAFETY CONSIDERATIONS. LEAVING DIRT PILED MANSE THE EXTERIOR WALL PANELS AT THE FOUNDATION WILL CAUSE PANEL DAMAGE. THIS DIRT MAY BE WET OR AT LEAST RE CONTAIN SOME MOISTURE MUD MAY HAVE BEEN SPLASHED ONTO THE WALL DURING CONSTRUCTOR. CORROSION DAMAGE NAY OCCUR WHERE THIS DIRT OR MUD CONTACTS THE PANELS. IN AREAS WHERE UME STABILIZATION OF THE SOIL IS REQUIRED, CORROSION DAMAGE FROM THE SOIL'S CONTENT WILL BE ACCELERATED AND MOST LIKELY BE SEVERE ALL DIRT MUST BE REMOVED FROM THE PANEL WALLS AT THE COMPLETION OF THE WORK. PRE- PANTED PANELS MAY REQUIRE TOUCH -UP IF THE COATING HAS BEEN DAMAGED DUPING HANDLING OR ERECTION. THE APPEARANCE OF THE BLDG. MAY BE AFFECTED IF DAMAGED SPOTS OR SCRATCHES ARE LOCATED IN HIGHLY VISIBLL PLACES SUCH AS AROUND DOORS, WINDOWS, ETC... IF THE DAMAGE IS EXTENSIVE THEN REPLACEMENT OF THE ENURE PANEL SHOULD BE CONSIDERED. TOUCH -UP PANT CAN BE SUPPLIED BY MANUFACTURER ON REQUEST. THE PAINT SHOULD BE APPUED WITH A SMAIJ, SOFT BRISTLE ARTIST'S STYLE BRUSH. R1 -05 °3 .2 ec SAFETY COMMITMENT. THE BUILDER /CONTRACTOR IS RESPONSIBLE FOR APPLYING AND tlbi`_rP; +;;; : i1 PERTINENT SAFETY RULES AND OSHA STANDARDS AS APPLICABLE THE BUILDING MANUFACTURER HAS A COMMITMENT TO MANUFACiLifsT I;IIILDING COMPONENTS THAT CAN BE SAFELY ERECTED. HOWEVER, THE SAFELY CONTINENT AND JOB SITE PRACTICES :. H;E ERECTOP ARE BEYOND THE CONTROL OF THE BUILDING MANUFACTURER. IT IS STRONGLY RECOMMENDED THAT SAFE WORKING CONDITIONS ;AUiI; h;,:',; riil PREVENTION PRACTICES BE THE TOP PRIORITY OF ANY JOB SEE. LOCAL, STATE AND FEDERAL SAFELY AND HEATH STANDARDS, Y HEihi . =;AuAJ D STATUTORY OR CUSTOMARY, SHOULD ALWAYS BE FOLLOWED TO HELP INSURE WORKER SAFETY. MAKE CERTAIN AL EMPLOYEES KNOW THE SAFEST AND MOST PROGUIiIiV 'AY OF ERECTING A BUILDING. EMERGENCY PROCEDURES SHOULD BE KNOWN TO AU. EMPLOYEES: DAILY MEETINGS HIGHUGHBNG SAFETY PROCEDURES ARE ALSO I i. U IJ , , i.. I NE U L OF HMO HATS, RUBBER SOLE SHOES FOR ROOF WORK, PROPER EQUIPMENT FOR HANDLING MAJERL4.i rtT j SAFETY NETS WHERE APPLICABLE, ARE RECOMMENDED. FOR PURPOSES OF DETERMINING UFF REQUIREMENTS, NO 8U8U : t,i UY THE MANUFACTURER WILL EXCEED 4,000 POUNDS. FOR FURTHER INFORMATION ALSO REFERENCE THE Bill. OI" M„iE!UAS FOR (NOMINAL MEMBER WEKXHS OF OTHER STRUCTURAL MEMBERS. IF ADDITIONAL INFORMATION IS REQUIRED CONTACT THE HELD SERVICE DEPARTURE. ICE AND SNOW REMOVAL EXCESSIVE ICE AND SNOW SHOULD BE REMOVED FROM ROOF h, a 1, ?REVERT DAMAGE TO ROOF AND POSSIBLE COUAPSE. 00 NOT USE METAL TOOLS TO REMOVE THE EE OR SNOW A'. ',Off CAN DAMAGE THE PAINT AND /OR GALVALUME COATINGS. ALSO, BE CAREFUL AROUND PWMBING PIPES AND FIASHINC;; DE EXTREMELY CAREFUL IF YOUR ROOF HAS LIGHT TRANSMITTING PACT:. 1; PANELS WILL NOT SUPPORT A PERSON'S WEIGHT AND WILL BE DIFFICULT OR IMPOSSIBLE TO SEE IF THEY ARE CU i:r'FII WITH ICE AND SNOW. SEE 2002 MRMA LOW -RISE BUILDING SYSTEMS MANUAL APPENDIX A8 FOR DETAILS ON irJli REMOVAL PICEDURES. THESE PROCEDURES SHOULD COMMENCE MIEN IWF OF THE DESIGN ROOF SNOW LOAD SHOWN ON THIS SHEET IS REALIZED. DEBRIS REMOVAL ANY FOREIGN DEBRIS SUCH AS SAWDUST, DIRT, LEAVES, ANIM;V_ , , -r, TIC. WILL CAUSE CORROSION OF THE ROOF, GUTTERS, TRIM, EEC. IF LEFT ON BUILDING SURFACE FOR A LONG ENO'UT :N TIME. THE ROOF SHOULD BE PERIODICALLY INSPECTED FOR SUCH CONDMONS AND IF FOUND, THEY SHOULD BE REC:i■•1110 IN A WANNER CONSISTENT WITH THESE ROOF MAINTENANCE GUIDELINES. NEVER ALLOW TREATED LUMBER OR CONCRETE 1:TOR1AR /GROUT TO COME IN CONTACT WITH ROOF PANELS, ESPECIALLY GA.VALUMEO, FOR DUFJADED PERIODS OF TIME PERIODIC INSPECTION Jl. HIGH - STRENGTH BOLTS SHALL BE PERIODICALLY INSPECIED l(: x21, PARTICULARLY IN CRANE BUILDINGS AND AFTER ANY SEISMIC ACTIVITY OR WIND ACTIVITY. THE CRANE MANUFACHTTS.r '8111 SPECIFY A MINIMUM PERIOD BUT ET SHOULD NOT EXCEED 2 YEARS. DRAINAGE s KEEP ROOF FREE OF DEBRIS AND KEEP DEBRIS OUT OF GUii.: r NiATER TO QUICKLY DRAIN FROM ROOF. • DO NOT USE WOOD BLOCKING TO HOW EQUIPMENT OFF OF PANEL :;EI:i,S, THIS BLOCKS THE FLOW OF WATER AND HOLDS MOISTURE. ' DO NOT ALLOW ROOFTOP AC UNITS OR EVAPORATIVE COOLERS IC, fff,410 THE ROOF. ANYTHING THAT TRAPS OR HOLDS MOISTURE ON A ROOF WILL CABil !'i i)AAIURE CORROSION. R1-08 Erection Guide Page R1 olio In '12 00 ROOF MAINTENANCE GUIDELINES INSPECT ROOF FOR DAMAGE AFTER HEAR STORMS. F CU WITH UREFIANE SEALANT. INSPECT AND RESEAL AS NECESSARY ALL R00 CURBS AND OTHER PENETRATIONS * ALWAYS GET MANUFACTURER APPROVAL BEFORE MAKING ANY MODIFICATIONS TO THE ROOF. * REPANF ANY AREAS THAT ARE SUSCEPTIBLE TO RUST AS REQUIRED. * WHEN PERFORMING ROOF MAINTENANCE, ALWAYS TAKE THE FOLLOWING PRECAUTIONS: * USE FALL PROTECTION AND OTHER SAFETY EQUIPMENT AS REQUIRED. * DO NOT RAJ( ON ROOF FIASHINGS SUCH AS GUTTER, RAKE, HIP OR RIDGE FLASH. * DD NOT WALK ON LIGHT TRANSMITTING PANELS (LIPS). THEY WILL NOT SUPPORT A PERSON'S WEIGHT. $ GUARD ALL LTPS AND ROOF OPENINGS. *. STEP ONLY IN THE PANEL FIAT DIRECTLY ON OR IN CLOSE PROXIMITY TO A SUPPORTING ROOF STRUCTURAL * AFTER OTHER TRADES HAVE BEEN ON THE ROOF FOR ANY REASON. INSPECT THE ROOF FOR DAMAGE CAUSED BY WORKERS INCLUDING CHEMICAL OR SOLVENT SPILLS, SCRATCHES IN THE PANT OR GALVALUME® COATING, EXCESSIVE FOOT TRAFFIC AND PUNCTURES. MAKE SURE THAT ANY DEBRIS OR SCRAP LEFT BEHIND BY THE WORKERS IS REMOVED FROM THE ROOF IMMEDIATELY. AVOID USING CUTOFF SAWS AND WELDING EQUIPMENT OVER THE ROOF. IN CASES WHERE THIS IS NOT POSSIBLE, THE ROOF MUST ADEQUATELY PROTECTED. FOOT TRAFFIC KEEP FOOT TRAFFIC TO A MINIMUM. HEAVY FOOT TRAFFIC CAN CAUSE PODDING ON LOW PITCHED ROOFS. THIS IS PARTICULARLY TRUE JUST UPSLOPE FROM THE SAVE AND AT ETIOLATE. ALWAYS WALK IN THE HAT OF THE PANEL NEAR A SUPPORTING ROOF STRUCTURAL DO NOT WNJ( ON TRIM OR N GUTTERS. ON BARE GALVALUME® ROOFS, EXCESSIVE FOOT TRAFFIC MAY CAUSE BLACK BURNISH NARKS. IF REGULAR FOOT TRAFFIC 15 PLANNED FOR A ROOF, PROVISIONS SHOULD BE MADE FOR A PROPERLY DESIGNED AND INSTALLED ROOF WALKWAY SYSTEM. IN ORDER TO LIMIT ACCESS TO THE ROOF, ROOF HATCHES OR ACCESS UDDERS SHOULD BE LOCKED AT ALUMS. A SIGN SHOULD BE POSTED AT THE POINT OF ACCESS, STATING THAT ONLY AUTHORIZED PERSONNEL ARE ALLOWED ONTO THE ROOF. IN ADDITION, A LOG BOOK SHOULD BE KEPT OF All VISITS TO THE ROOF AND THE REASON FOR SUCH VISITS. DISSIMILAR METALS NEVER ALLOW YOUR ROOF TO COME IN CONTACT WITH, OR WATER RUNOFF FROM, ANY DISSIMILAR METAL INCLUDING BUT NOT UNITED T0: COPPER, LEAD OR GRAPHITE NS INCLUDES COPPER AND ARSENIC SALTS USED IN TREATED LUMBER, CALCIUM USED IN CONCRETE, MORTAR AND GROUT. R1 -09 REVIEWED FOR CODE COMPLIANCE APPROVED MAR 14 2012 City of Tukwila BUILDING DIVISION o 5 • > -4 a DO Drowing Status: Scale: NOT TO SCALE Drawn by. DEFT Checked by. SIG Project Engineer: Job Number: 22 —B- 57832 -1 Sheet Number: R1 of 17 The engineer whose seal appears hereon is an employee for the manufacturer for the materials described herein. Said seal or certification is limited to the products designed and manufactured by manufacturer only.The undersigned engineer is not the overall engineer of record for this project. RECEIVED FEB 212012 PERMIT CENTER AISC CODE OF STANDARD PRACTICE TOLERANCES FOR SETTING ANCHOR RODS 7.5.1. Anchor rods, foundation bolts and other embedded items shall be set by the owner's designated representative for construction in accordance with embedment drawings that have been approved by the owner's designated representatives for design and construction. The variation in location of these items from the dimensions shown in the embedment drawings shall be as follows: (a) The variation in dimension between the centers of any two anchor rods within an anchor -rod group shall be equal to or less than 1/8 in. [3 mm]. (b) The variation in dimension between the centers of adjacent anchor -rod groups shall be equal to or less than 1/4 in [6 mm]. (c) The variation in elevation of the tops of anchor rods shall be equal to or less than plus or minus 1/2 in [13 mm]. (d) The accumulated variation in dimension between centers of the anchor -rod groups along the column line through multiple anchor -rod groups shall be equal to or less than 1/4 in. per 100 ft [2 mm per 10000 mm], but not to exceed a total of 1 in. [25 mm] (e) The variation in dimension from center of any anchor -rod group to the column line through that group shall be equal to or less than 1/4 in. [6 mm]. The tolerances that are specified in (b), (c) and (d) shall apply to offset dimensions shown in the structural design drawings, measured parallel and perpendicular to the nearest column line, for individual columns that are shown in the structural design drawings as offset from column lines. 7.5.2. Unless otherwise specified in the contract documents, anchor rods shall be set with their longitudinal axis perpendicular to the theoretical bearing surface. 7.5.3. Embedded items and connection materials that are part of the work of other trades, but that will receive structural steel, shall be located and set by the owners designated representative for construction in accordance with an approved embedment drawing. The variation in location of these items shall be limited to a magnitude that is consistent with the tolerances that are specified in Section 7.13 for the erection of the structural steel. 7.5.4. All work performed by the owner's designated representative for construction shall be completed so as not to delay or interfere with the work of the fabricator and the erector. The owner's designated representative for construction shall conduct a survey of the as -built locations of anchor rods, foundation bolts and other embedded items, and shall verify that all items covered in Section 7.5 meet the corresponding tolerances. When corrective action is necessary, the owner's designated representative for construction shall obtain the guidance and approval of the owner's designated representative for design. SPECIFIED COLUMN ,/- CENTERLINE ANCHOR ROD SETTING TOLERANCES t 1 /8" r= it L— STEEL LINE 11/2" FINISH FLOOR BASE PLATE AND ANCHOR ROD TOLERANCES Erection Guide Page R2 oam ae�. Jan `12 00 FIELD TOLERANCES Height 10' 12' 15' 20' 25' 30' 45' 60' H /500 (±) TOLERANCE 1/4" 5/16" 3/8" 1/2" 5/8" 3/4" 1 1/16" 1 7/16" COLUMN ALIGNMENT TOLERANCES MEZZANINE BEAM ±1 /4" MEZZANINE BEAM HEIGHT TOLERANCE *500 500 *500 'I` 500 SIDEWALi_ SIDEWALi. *500 PLAN VIEW ALIGNMENT TOLERANCE FOR MEMBERS WI I i -i FIELD SPLICES *500 FOR PROJECTS ERECTED IN CANADA, J w Doe. i. Curb Base Length Up Hill Endla ,sup Roof Panel 7 Purlin Line ates Roof Panel Support location hies Curb Base Support location Panel Rib Profile U G) _ U � o 30 Ts m 0 Floating Panel Support Up Lift Plate (If Required) Curb Base Section : (Insulation when specified) The ..ui c ;: Ails shown illustrate the building manufactu ers recomended curb style and installation method. It L tho . factor / installer's responsibility to provide the proper curb style and install them in accordance with fir. f:r„cedures established by these details. Failure by the erector / installer to follow these recomrn,.rr5:jtions may result in the curbs damaging the roof system or excluded from warranties. All rout c::r bs to be: Aluminum or 18ga. Stainless (No Galvalume /No Galvanized) ib to rib installation (No flat skirt or lay -over Curbs) I:r.,i:hi :A over low end / under high end application for water flow at panel splice prevention for clip applied roof systems are required if: Wind load exceeds 110 mph or Curb base crosses a purlin tt:d on (4) four side by primary or secondary framing .. ngle Curb weight Recommend = 1500# Roof Curbs (When not Supplied by Building Manufacturer) SUGGESTED METHOD OF PURLIN ATTACHMENT (FOR BLDG ACCESSORIES) HANGER ROD ROD, ANGLE OR CHAIN NOT INSTALL HANGER DO NOT INSTALL PURLIN CLIPS OF ANY OD IN FLANGE OF PURLIN KIND ON FLANGE OF PURLIN AS SHOWN THE INCORRECT WAY ANGLE (W/ 2 SELF - DRILLERS ** HANGER ROD ** SUGGESTED METHODS * *(Not by Metal Bldg Manufacturer) Ao c;: , adlf- tapped to the web of the purlin to catch hanger rod. This method does not preclude other re:::. of attachment to the purlin web. Thu iuHui , load shall not exceed the design collateral load for the building. a sample calculuits, is shown below: (purlin spacing) x 5' (hanger spacing) x 6 psf (collateral load) = 150 lbs. Sc ....... sheet for design collateral load for this building. Not I: L buildings is designed for 0 psf collateral load, then adding any suspended system (ie. duct ..,ri:, ;aping, lights, ceilings, etc.) will correspondingly reduce the design live load. 1 Roof Jack Installation Panel profile varies Correct Install Pipe in center to allow base of rubber roof jack to lay flat on panel. Cannot encompass more than 75% of panel. ❑ Do not use galvanized roof jacks, lead hats or other residential grade roof jacks. These roof jacks do not have 20 -year service life and, in the case of lead hats, will cause galvanic corrosion of the roof panels. ❑ Use EPDM rubber roof jacks with an integral aluminum band bonded into the perimeter of the base. For high temperature applications (200 -400 degrees Fahrenheit) use silicone rubber roof jacks. Retrofit rubber roof jacks are available for applications in which the top of the pipe is inaccessible, eliminating the possibility of sliding the roof jack over the top of the pipe. ❑ Do not use tube caulk /silicone to seal roof jock to the roof panels. Use only tape sealant as supplied by Metal Bldg Manufacturer. Fasten the roof jack to the roof panels with 1/4 " -14 x 7/8" Lap Tek Stitch Screws at 1" on center around base of roof jack. ❑ Roll down the top of the roof jack and apply tape sealant continuously around the exposed portion of the pipe. Roll the top of the roof jack back over the tape sealant. Apply the stainless steel clamp over top of roof jack and firmly tighten to form a secure compression seal. ❑ Do not install a pipe through the standing seam of the roof panel. Keep pipe penetration in center of panel to allow the base of the rubber roof jack to seal to the pan of the panel. If a pipe must be installed through a panel seam, or if the pipe diameter is so large to block the flow of water down the roof panel, you must install a "pipe curb" into the roof and then seal the pipe curb with rubber roof jack. For pipes in which top cannot be accessed, a two -piece pipe curb is available. ❑ In Northern climates, protect all pipe penetrations from moving ice or snow with a snow retention system immediately up slope from the pipe. Panel profile varies **Stainless Steel Clamp Step 1 Roof Jock ** Roll Top Down °, `Ufyj�� 1/4 -14 x 7/8" Lap Tek S.D. ,/ ' + w /Washer at 1" O.C. Tri -Bead Tape Sealant HW504 * *Stainless Steel Clamp Step 2 \A\\\ _ W Roof Jack ** �``\ 1/4 14 x 7/8" Lap ::::: HW504 Apply Tri -Bead Tape Sealant Continuously around Pipe **Stainless Steel Clamp Step 3 Tri -Bead Tape Sealant HW504 Roof Jack ** 1/4 -14 x 7/8" Lap Tek S.D. w /Washer at 1" 0.C. Tri -Bead Tape Sealant HW504 Roof Jack Installation * *(Not by Metal Bldg Manufacturer) NOTE: Roil roof jack up over Tri -Bead Tape Sealant and secure the clamp. REVIEWED FOR CODE COMPLIANCE APPROVED MAR 14 2012 City of Tukwila BUILDING DIVISION co 0 o: } a cn o] cn= ww0 0 CO 1- J O > a o u,zom Uo co ¢ r Construction Permit a. E� Drawing Status Scale: NOT TO SCALE Drawn by DEN Checked by. SIG Project Engineer Job Number: 22 -B- 57832 -1 Sheet Number: R2 of 17 The engineer whose seal appears hereon is an employee for the manufacturer for the materials described herein. Said seal or certification is limited to the products designed and manufactured by manufacturer only.The undersigned engineer is not the overall engineer of record for this project. RECEIVED FEB 212012 PERMITCENTER PRE - ERECTION NOTES: The following notes, procedures and suggested recommendations are important parts of the pre- erection process. 1.) Prior to the time the erection crew arrives, a responsible person should check the job site for foundation readiness, square, and accuracy and Anchor Rod size and location. The drawing shown below indicates a method which may be used to check the foundation and bolts for square. 24' 12' 6' ANCHOR \RODS DIAGONALS SHOULD BE EQUAL Measure along adjacent sides of foundation using a pair of dimensions shown. If the diagonal distance between these points is as noted, the corner is square. Diagonal measurements between opposite Anchor Rods will indicate if these bolts are set square. 2.) When unloading the building, carefully check off each item from the packing list: Bundles and boxes will have a list attached indicating the contents. 3.) Unload and layout the building columns on the foundation. 4.) Unload the rafters onto the foundation so that they can be erected from whichever end of the building you wish to start. Your crane will move from one end of the building to the other while standing columns and hanging rafters. 5.) Layout the girts and purlins on dunnage or wood blocking around the foundation as near as possible to where they will be installed. 6.) Unload and place trim crates out of the way, since these will be the last required. 7.) Unload and place panels and insulation out of the way. NOTE: In extremely cold conditions, the vinyl facing on insulation will become brittle, requiring very careful handling. 8.) Avoid lifting panel stacks with cables, chains or other devices which could damage the panel. Upon unloading, and every morning thereafter, inspect he panel bundles for moisture between the panels. This is especially important with gaivalume or galvanized panels. The panel finish must be protected at all times before and during erection to preserve the appearance and function of the panels. 9.) All hardware boxes should be protected from theft and moisture, especially items such as tube caulking and locksets. Store mastic away from heat. LAYOUT OF BUILDING COMPONENT RAMP O 4 L 4 3 1r O'1 i -1 O 1. Girts, Eave Struts and Purlins 2. End Frames and Endpost 3. Main Frames 4. Clips, Bolts, Screws, ETC. 5. Endwall Girts 1.) Layout primary and secondary framing around the slab as shown. 2.) Place components and crates on the slab or on wood blocking to prevent contact with the ground. 3.) Block one end of components higher than other end to allow drainage of rain water. 4.) Leave one end of the building open for erection equipment access. 5.) Construct temporary ramp of timbers from grade to slab to prevent damage to concrete edge from equipment traffic. 6.) Install clips and flange braces onto columns and rafters before these members are in the air. Clip and flange brace locations are shown on erection dawings. Erection Guide Page R3 Jan 1121 00 GENERAL ERECTION NO i7ES 1.) All clips, flange braces, bolts, bracing systems, ETC. must be .installed as shown on erection drawings. 2.) It is extremely important, especially during construcil_)r1, that panels at the eaves, rakes and ridges be kept secure. 3.) Column bases must not be lag screwed or "RED i iv11/ED" to concrete unless specified on erection drawings for the building. 4.) Tighten column wind brace rods /cables (exterior and interior) before tightening roof rods /cables. Roof rods /cables are tightened from eave to peak. 5.) High strength bolts (A325) must be used where sp.,:iIled. TEMPORARY CONSTRUCTION I_iRACING 1.) It is the responsibility of the erector to maintain stabiiily of the structure during all stages of erection, particularly when left overnight. 2.) Temporary supports, such as temporary guys, brace:: ur ,jtlier elements shall be the total and complete responsibility of the erector. The temporary supports required shall be determined and furnished by the erector. 3.) Temporary construction supports shall be provided wl, <rrv<n necessary to accommodate all construction loads to which the structure may be subjected, left in place as long as may be required for safety. PANEL CAUTIONS AND i4o ES To minimize potential of corrosive action at the bottom edge of wall panels, the contractor must assure that the following procedures ore followed: 1.) The concrete foundation should be cured for a minir.1,1 a of seven (7) days before wall panels are installed. (un -cured concrete is highly alkaline and metal panels can undergo varying degrees of corrosive attack when in direct contact with the concrete.) After the first week of the curing cycle, the reaction between metallic coatings on steel and the concrete is esserriially halted. CLEAN DIRT FROM AROUND PANEL BASE PANEL NOTCH (SHOWN) OR BASE TRIM 4" MIN. SLOPE FINISH GRADE AWAY FROM BUILDING PANEL - FOUNDATION 2.) Top of finish grade at building to be a minimum of is ;ur (4) inches below bottom of panel. 3.) Finish grade is to slope away from building to insure: proper drainage. 4.) Upon completion of finish grading, all dirt is to be ci,:uncd from around base of wall panel where it may have collected in panel notch or on base trim. FASTENER INSTALLATION Correct fastener installation is one of the most critical steps .anon installing roof /wall panels. Drive the fastener in until it is tight and the washer is firmly seated. Do not overdrive fasteners. A slight extrusion of neoprene around the washer is a good visual tightness check. Always use the proper tool to install fasteners. A fastener driver (screw gun) with a RPM of 1700 -2000 should be used for self - drilling screws. A 500 -600 RPM fastener driver should be used for self- tapping screws. Discard worn sockets, these can cause the fastener to wobble during installation. I.1 1111111 CORRECT DEGREE OF TIGHTNESS NOTE SLIGHT CIRCLE OF SEALANT I ■I_ _ MIN TOO TIGHT SEALANT SQUEEZED TOO Ti-iiN EXTRUDES FAR BEYOND FASTENER HEAD 1.1 thfW TOO LOOSE SEALANT IS NOT COMPRESSED TO FORM SEAL NOTE: Always remove metal filings from surface of panels uc ire end of each work period. Rusting filings can destroy the paint finish and void any warranty. MASTIC SEALANT Proper mastic application is critical to the weather tightness or a building. Mastic should not be stretched when installed. Apply only to clean, dry surfaces. Keep only enough mastic on the roof that can be installed in a day. During worm weather, store mastic in a cool dry place. During cold weather (below 60 °) mastic must be kept warm (60 ° -90 °) until application. After mastic has been applied, keep protective paper in place until panel is ready to be installed. l i; STEP 1: ERECT FIRST BAY WALL FRAMING /- PRIMARY FRAM NOTE It is the responsibility of the erector to provide temporary erection bracing until the structure is completed. EAVE STRUT FR AME RAFTER r9D POST QRNER COLUMN ..;termine from erection drawings furnished with the building the location of II-8 first braced bay. Framing for this bay will be erected first. ^stand adjacent primary frame column and corner column over the anchor r,)ds. Shim or chip out under the base plate if required to ensure that the base is level, at the correct elevation, and is in full contact with the foundation. Plumb and align the columns and install washers and nuts onto the Anchor Rods. The end frame may be a bearing frame with the rafter supported by end posts, or a rigid frame with the rafter self - supporting, and not attached to the end posts. The procedure shown is for a bearing frame. If the building has a rigid end frame, it is erected the same as interior frames as described in steps 1 and 2. loch wall girts to the primary frame column and corner column. Bolt girls o the corner column with two bolts. Bolt girt to primary frame column with ;re. bolt through the column flange and secure bolt with sub -nut (see .ietail on erection drawings). ,rstall the eave strut by bolting to the top of the columns. Refer to the :rection drawings and attach column flange brace where shown. Flange graces may be required on one or both sides of the columns. If a flange 5race connects to a girt in the adjacent boy, that brace will be bolted to he girt after the adjacent bay girts are installed. s wall girts are installed around the building, framing for factory located framed openings and accessory framing to which the girts attach should be installed. Field located accessory framing may be installed at the same time as girts or at a later time. ;tall wall bracing systems (rods, cables, knee bracing, portal bracing) at lies time but do not tighten completely until the bay is plumbed. ::;peat steps 1B thru 1E for wall framing on the opposite side of the building. :reach clips to the end posts and stand these posts over the Anchor Rods. :flow the procedure as described for corner columns in step 1B. ult required clips and flange braces to the end frame rafter sections and fit into place atop the end posts. Bolt rafter sections to corner column and :lid post cap plates. Bolt rafter sections together at peak. LNS STEP 2: ERECT FIRST BAY ROOF FRAMING END POST PRIMARY FRAME RAFTER BRACING NOTE It is the responsibility of the erector to provide temporary erection bracing until the structure is completed. TEMPORARY ERECTION BRACING REVIEWED FOR CODE COMPLIANCE APPROVED MAR 14 2012 City of Tukwila BUILDING DIVISION CAUTION Until rafters are bolted in place with purlins and flange braces installed, they are easily damaged by incorrect or careless handling procedures. Use extreme caution when lifting rafters. Two booms should be used to lift any pinched rafter section 80 feet or more in length. 2A: Bolt primary frame rafter together at peak connection (unless rafter length requires lifting in sections). Attach the required clips and flange braces to the rafter before lifting since these items are more easily installed on the ground. Lift rafter into place between sidewall columns and install bolts in rafter to column knee connections. 2B: Install end bay purlins from end frame rafter to the first interior frame rafter. The end bay purlins will overlap the interior bay purlins at the frame as described in step 1C. Complete flange brace connection to purlins. 2C: Install roof bracing systems but do not tighten completely until the bay is plumbed. 2D: Plumb and square the first bay. After alignment, tighten wall bracing first and the roof bracing working from eave to peak. Tighten any remaining bolts. Plumbing and aligning a total structural system begins with the first braced bay and continues through completion. Accurate alignment of the first bay is essential for correct alignment of succeeding bays. The installer is responsible for choosing the best method suited for plumbing and aligning the structural system. STEP 3: ERECT ENDWALL GIRTS AND FIRST INTERIOR BAY END BAY PURLIN NOTE It is the responsibility of the erector to provide temporary erection bracing until the structure is completed. END FRAME RAFTER END POST ENDWALL GIRT 3A: After end frame is plumb and square, install endwoll girls and for end post if required. CORNER COLUMN TEMPORARY ERECTION BRACING END BAY GIRT flange braces 3B: Attach wall girts to the primary frame columns (see step 1C). 3C: Install eave struts (see step 1D). 3D: Attach roof purlins for this bay to the two rafters. Purlins will bolt to the rafter flange in the same manner as girls to column flanges (see step 1C). connect flange braces to purlins. 3E: Check alignment, plumb and square the two bays just erected. Tighten all bolts and bracing. STEP 4: ERECT REMAINING STRUCTURAL FRAMING NOTE It is the responsibility of the erector to provide temporary erection bracing until the structure is completed. EAVE STRUT PURLINS END FRAME END POST BRACING GIRTS PRIMARY FRAME TEMPORARY ERECTION BRACING Starting at the opposite end of the first bay erected, install the remaining interior frames, girts, purlins, eave struts, bracing, end frames and end posts using the procedures described in the preceding steps. Be sure all wall girts, roof purlins and flange braces as shown on the erection drawings are installed. Constant checks should be made to ensure the building is square, plumb and aligned. All X- Bracing should be checked that it is installed to a taut condition with all slack removed. Do not tighten beyond this state. 0 } C C m g E go om R V c V o vi 0 • J ¢ CO w e o rn 2wo3 Q O c¢1,an3 m 4 0 F- Drawing Status: Scale: NOT TO SCALE Drawn by. DEH Checked by. SIG Project Engineer: Job Number: 22 -B- 57832 -1 Sheet Number: R3 of 17 The engineer whose seal appears hereon is an employee for the manufacturer for the materials described herein. Said seal or certification is limited to the products designed and manufactured by manufacturer only.The undersigned engineer is not the overall engineer of record for this project. RECEIVED L• d 212012 JERMITCENTER STEP 5: INSTALL SIDEWALL PANELS NOTE It is the responsibility of the erector to provide temporary erection bracing until the structure is completed. This bracing is to remain in place until all roof and wall panels are installed. WOOD BLOCKING FOR GIRT ALIGNMENT INSULATION SIDEWALL PANELS 5A: Before installing wall panels, the girts must be aligned to a level position so that there is no visible sag. This should be done directly ahead of panel installation. Girt leveling may be accomplished by standing a section of gable angle vertically against the outside girt flanges at approximate mid —bay location. When girts are level, attach the girt flanges to the angle with vise grip pliers or temporary screws. Wood blocking cut to fit the spaces may also be used for alignment. NOTE: Temporary girt blocking is not recommended on concealed fastener panels. The removal of the blocks after panel installation can cause oil canning. WOOD BLOCKING NOTE: Wall panel type and installation details will vary. Refer to the erection drawings and details for the specific panel used for your building. SIDEWALL INSULATION MUST MEET ENDWALL INSULATION TO SEAL THE CORNER CONTACT TAPE INSULATION BASE ANGLE /TRIM CONTACT TAPE 58: If walls are to be insulated, place a continuous run of contact tape along the eave strut and base member. NOTE: At the base, cut off the insulation a minimum of 1/2" above the bottom of the wall panel. This will prevent the insulation from hanging below the wall panel and wicking moisture. Wall Panel Insulation (Not by manufacturer) Finished Floor Note: Trim insulation and turn vinyl back Insulation must not be exposed to weather. Base Detail (See Erection Drawings) Starting at a building corner, attach the first piece of blanket insulation to the contact tape on the eave strut. Pull tight and adhere to tape at the base. It is recorrhmended that insulation not be installed more than 6 feet ahead of panels. Erection Guide Page R4 Jan "1 �a 00 5C: Sidewall panels should be installed so that the panel sicielap a in a direction away from the prevoiling wind. (refer to appropriate .lap detail included with erection drawings.) 5D: Install remaining sidewall insulation and panels, being sidieful to maintain correct panel coverage. It is suggested that the foundation be marked in increments of panel width to allow visual checking of panel coverage as installation progresses. NOTE: Check periodically to ensure that all panels are align:,i and plumb. 5E: At the finishing corner of a sidewall, the last panel rnu, squired additional lap or trimming for installation of corner trim refer to the details in the erection drawings. PRE — DRILLED TEMPLATE SHEET Screw Aligrurlr : ;nt Panel (Through Fastened Panel Only) STACKED SHEETS TO BE DRILLED KEEP END O PANELS ALIGNED NOTE: After drilling panels, it is important to clean metal filings oir all panel surfaces, including between panels that are not installed that cloy, to avoid rust stains. STEP 6: INSTALL ENDWALL. PANELS ENDWALL PANELS INSUL.{1]O1 l SIDEWALL PANELS CORNER TRIM 6A: Install gable angles /supports onto the ends of purlins ur ., ::aye struts. This angle is to butt —up to each other or is spliced as required except at expansion joints where a one inch gap is maintained between ends of adjacent sections to allow for expansion. Gable angle splices may occur on or between purlins anti un angle must be attached to each purlin and the eave strut. NOTE. Wall panel type and installation details will vary. Refe: c: the erection drawings and details for the specific panel used for your building. END FRAME RAFTER PURLIN GABLE ANGLE AT EXPANSION JOINT TYPICAL BUTT LAP CONDITION eeIl:. Detail shown f of ribbed roof panel only. For standing seam rake and gable angle installation, see erection details. EAVE STRUT 6B: See erection drawings sheeting layouts for panel starling dimensions, panel trim locations, and lap locations. TRIM DIMENSION IS MEASURED FROM CENTER TRIMS --I OF FIRST MAJOR RIB. GABLE ANGLE CONTACT TAPE ENDWALL GIRT WOOD BLOCKING PURLIN BASE ANGLE/TRIM CONTACT TAPE INSULATION EAVE STRUT Align and level girts on endwall. i:: If the walls are to be insulated, place a continuous run of contact tape along the gable angle and base member. Starting at the corner of the endwall, attach the first piece of insulation to the contact tape on the gable angle, pull tight and adhere to tape at the base. Cut off excess insulation. It is recommended that insulation not be installed more than 6 feet ahead of panels. At the base cut off the insulation a minimum of 1/2 inch above the bottom of the wall panel. This will prevent the insulation from hanging below the wall panel and wicking moisture. Start at the corner, trim panel (if required) and set in place. Refer to corner details in the erection drawings for the panel starting distance from the corner, When the panel is located and plumb, install fasteners. Install remaining endwall insulation and panels, being careful to maintain the correct panel coverage as suggested in step 5D. Install corner trim. STEP 7: INSTALL ROOF PANELS ENDWALL PANELS 1]JE It is the responsibility of the erector to provide temporary erection bracing until the structure is completed. This bracing is to remain in place until all roof and wall panels are installed. WOOD BLOCKING FOR GIRT ALIGNMENT INSULATION SIDEWALL PANELS 1,istall eave trim over top of sidewall panels and eave struts with fasteners i3er erection drawings eave detail. e the roof is insulated, place a continuous run of contact tape along top of :ave struts at both sidewalls. Lay a starter roll of blanket insulation from eave o eave across roof and secure to contact tape. (refer to packing list for ,aidth of insulation starter roll). It is recommended that insulation be installed no more than 6 feet ahead of panels. dnstoll the first run of roof panels across the building from eave to eave, r eave to ridge. To allow proper installation of rake trim, the starting location for the first panel must be as shown in rake details included with the erection drawings. When the first run is properly located and aligned with the correct endlops and eave overhang, fasten to purlins. Roof panels should be installed so that the sidelap is in a direction away from the prevailing wind. Refer to appropriate lap detail. install remaining roof insulation and panels. To avoid accumulative error due to panel coverage gain or loss, properly align each panel before it is fastened. Occasional checks should be made to ensure that correct panel coverage is maintained. Special attention should be given to fastener, mastic and closure requirements. Refer to details with erection drawings. ;;t finishing end of roof, the last panels may require field modification for installation of rake trim. Refer to rake details. DO NOT BACK LAP THROUGH r "ASTENIED ROOF SHEETS. .: _: Roof panel types and installation requirements will vary. Refer to the appropriate details for the specific panel used. oRTANT: Loose fasteners, blind rivets, drill shoving, ETC.. must be removed from roof to guard against corrosion. NEVER STEP ON LIGHT TRANSMITTING PANELS, TRANSLUCENT PANELS, OR UNATTENDED ROOF PANELS. Panels May Collapse If Not Properly Secured! Roof panels must be completely attached to the purlins and to panels on either side before they can be a safe walking surface. Light transmitting panels or translucent panels can never be considered as a walking surface. Partially attached or unattached panels should never be walked on! Do Not: 1. Step on rib at edge of panel. 2. Step near crease in rib at edge of panel. 3. Step within 5 feet of edge on unsecured panel. A single roof panel must never be used as a work platform. An OSHA approved runway should be used for work platforms! (Consult OSHA Safety and Health Regulations for the Construction Industry). Safety First! RAKE TRIM, STEP 8: INSTALL TRIM AND ACCESSORIES FRAMED OPENING PERSONNEL DOOR EAVE GUTTER 8A: Install rake trim and gable closure. 88: If included with the building, install the eave gutter, corner closures and downspouts. NOTE: Remove all loose fasteners, blind rivets, drill shavings, etc... from gutter to guard against corrosion. 8C: Install accessories (doors, windows, louvers, etc...) not previously installed. Refer to the appropriate details for installation instructions. IMPORTANT: Remove debris from roof and wall surfaces during installation and after. Clean surface of sheeting as required to remove smudges and touch —up any minor /mild scratches with manufacturer color match touch —up paint if purchased. REVIEWED FOR CODE COMPLIANCE APPROVED MAR 14 2012 City of Tukwila BUILDING DIVISION co a, 0 G 0 E c a N o • J Qoo W V a_ o) Lu 0 _J U < O a. ' Q 0= 0 c) (el IWo �J0 aa > rn `0°3 N E >'z 0 0 „, m U 010 D 0 ❑ ❑ Drawing Status: Scale: NOT TO SCALE Drawn by DEN Checked by. SIG Project Engineer: Job Number: 22 —B- 57832 -1 Sheet Number: R4 of 17 The engineer whose seal appears hereon is an employee for the manufacturer for the materials described herein. Said seal or certification is limited to the products designed and manufactured by manufacturer only.The undersigned engineer is not the overall engineer of record for this project. RECEIVED 11) \ C2.. FEB 212012 2- By -Pass Purlin and Girt Connections CF01122 Dec '10l 00 Weld Clip Corner Detail Variable Frame Set Back 8" Bypass Girt Sidewall - 8" Girt Endwoll 1" 3" 0 0 olio - -- -II— Lap Symbol B All bolts are 1/2" Dimension bolts unless specified. 010 4:lo, ;- Lap Symbol Os Lap Symbol OT 1' -5r 2' -5" 3' -t" 2 Bolts unless noted on erection drawings Lap Detail By -Pass Purlin / Girt Lap Details + + h + 14" EF03001 \-Fran., Cclwnn 8" Girt Varies 1' -6" Standard All bolts are 1/2" x 1 1/4" A325 without washers unless noted. Sidewall =Upur dole Weld Clio Corner Detail Variable Frame Set Back No Girt Bypass Sidewall - Girt At Endwall 0 SHE NO EF03012 J1y'11 1 . Frame Column 1/2 "0 x 1 1/4 A325 W =Open Hole Varies 1' -6" Standard Sidewall Steel Line All bolts are= i/: 1/4" A325 without washers unless noted. Rod Brace Attachment at Web Rod Brace (See Erection Drawings for Part Mark and required location) Poe. PF04101 Burr threads after final tightening Slope Washer Flat Washer Hex Nut Nov'11I 00 NOTE; THESE ITEMS SHIPPED LOOSE. SEE TABLE BELOW FOR PART MARKS. 1 ERECTION NOTE: • DETAIL SHOWN AT COLUMN SIMILAR AT RAFTER. PART MARKS FOR ROD BRACE THREAD ROD SLOPE FLAT HEX SIZE BRACE WASHER WASHER NUT "0 WROB_ WS110 WFH500 HSN500 rd WR10_ WS110 WFH625 HSN625 o WR12— WS120 WFH750 HSN750 j"0 WR14_ WS120 WFH875 HSN875 1 "0 WR16_ WS130 WFH1000 HSN1000 By -Pass Girt to Column Standard Connection - Flange Brace FB4_ Pte" CF01124 Dec '101'00 Weld Clip Corner Detail Variable Frame Set Back No Girt Bypass Sidewall - Blocked Girt Endwall stet No. — EF03013 DATE Feb '11 I "01 Frame Column • =Open Hole 1/2 "0 x 1 1, A325 Sidewall Steel Line Varies 1' -6" Standard All bolts are 1/2" x 1 1/4" A325 without washers unless noted. REVIEWED FOR CODE COMPLIANCE APPROVED MAR 14 2012 City of Tukwila 'BUILDING DIVISION Purlin to Rafter card Connection - Flange Brace FB4_ Pa" CF02036 13-e71-0 17i0 Knock -In Bridging Installation Less Than 3:12 Single Row roe. KB01001 0"b Rw. liar '11 01 Flange Brace FB4_ (when specified) } "0 A325 Bolt each end. Erection Note Lap and attachment of Girt varies refer to "Elevation Plan" and Lop Detail for requirements. (2) 2'a bolts sot:n end of Girt lap Erection Note Lap and attachment of Purlin varies refer to Roof Plan and Lap Detail for requirements. Purlin Lop Symbol denoted on Roof Framing Plan (2) 1"0 Bolts each end of Purlin lap (2) }"0 Bolts unless noted on erection drawings i"93 A325 Bolt each end. 2' -4" Erection Note Flange Braces may be required one or both sides of Column. For requirements, and locations at Main Frame and Rigid Frame In Endwall refer to "Cross Section ". For requirements, and locations at Bearing Frame Endwall refer to "Elevation Plan ". \-.(2) e N Bolts unless noted on erection drawings Gir Lap Symbol denoted on Roof Framing Plan I'L sped(.<-.1) Attach Flange Brc,:e: i:o Rafter and "Field Bend" attach to lower Purlin web r.cd. located 2' -4" from cent:: Rafter. Erection Note Flange Braces may be required one or both sides of Rafter. For requirements, and locations at Main Frame and Rigid Frame in Endwoll refer to "Cross Section ". For requirements, and locations of Bearing Frame Endwall refer to "Roof Plan ". Strut Spacer PC43_ Strut Purlin Eave Strut Knock -In Bridging KBA1_ (Beyond) Strut Purlin At Eave Eave Strut Ridge Tie PC80_ Bldg. Ridge Peak Pu tins KBA1_ At Ridge All fasteners shown are #1B }" -14 x 1 " DP3 unless noted Purlin Eave Strut Tie K8A1_ Low Side Eave Strut Knock-tn Brtdgm9 Eave Strut Tie- Eave Strut KBA1_ Eave Strut Fastener #55 12 -24 x 1 }" DP5 3 Each end of PC80_ Knock -In —J 1— Eave Strut Tie Bridging KBA1_ KBA1_ High Side Eave Strut Attach w /Fastener #1B " -14 x 1" DP3 Knack-trt Bridging Continuous Roof Step 1 Insert Tab Into Slot Step 2 Bend Tab 90 Degrees Note' The bridging must be inserted into the pre - punched slot in the Purlin as shown in Step 1 and the tab bent side ways for proper installation Step 2. The process must be complete for the bridging to function as designed. U CQ 0 (2/ ce E o vi U > o ao w Earn 0 LLI i hi p 0 o Q 0 o N d Y IY)- a 03 3 0 0 011 w r W 0 I _lm O < a) '- z (/) w E >3ce ao u,zom U ca < Drawing Status: Scale: NOT TO SCALE Drawn by DEH Checked by. SIG Project Engineer: Job Number: 22 -B- 57832 -1 Sheet Number: R5 of 17 The engineer whose seal appears hereon is an employee for the manufacturer for the materials described herein. Said seal or certification is limited to the products designed and manufactured by manufacturer only.The undersigned engineer is not the overall engineer of record for this project. RECEIVED FEB 212012 PERMIT CENTER Knock -In Bridging Roof Layout Single Row P '"KB01006 -Aar Tirol WELDED CLIP PRIMARY FRAME DETAIL GIRT ATTACHMENT DETAIL TO GIRT CLIP /— Bolted Anchorage Clip or Factory Welded Anti -Roll Clip always required at first continuous (extending E/W to E /W) Eave Purlin. , i in ¢ Frame Q Peck I by design EQ. EQ. EQ. EQ. EavelStrut t—Rildcg80 T i_) Knock Tytiical -In Pridg —4 ng \ Frame ID i M 1 G MI1ULLJ tVLTIt_/ LY,.I .!! Note: not required when flush Canopy is located at eave. (refer to Dwg KB01013) Gable Building in W Strut Purlin Use Strut Spacer (PC43_) at each KBA1_ location. Bolted Anchorage Clip or Factory Welded Anti -Roll Clip always required at first continuous (extending E/W to E /W) Eave Purlin. CE Frame Knock -In Bridging Typical 1 Frane p win Strut Purlin Use Strut Spacer (PC43_) at each KBA1_ location. Tie Angles (CL472_) typical at each frame line. Note: not required when flush Canopy is located at eave. (refer to Dwg KB01013) Single Slope Building PRIMARY FRAME DETAIL PURLIN ATTACHMENT DETAIL TO WING PLATE PURLIN WING PLATE FACTORY WELDED TO RAFTER FLANGE — COLUMN (SHAPE MAY VARY) OUTER Zee GIRT 11 11 11 11 11 11 11 INNER Zee GIRT GIRT CLIP (SHOP WELDED) ALL BOLTS ARE A325 WITHOUT WASHERS Purlin Anti -Roll Clip (at Built- upiHot- Rolled Rafter) r CF02034 Feb'11 01 Welded Clips - Framed Opening Connections Cold Form and Hot Rolled Cee - Three and Four Sided Opuniligs PR%AC01220 pNov'11 01 'TER SHT. NO. CF02020 Mav 09 100 RE'VIEWED FOR COMPLIANCE CODE APPROVED MAR 14 2012 City of Tukwila BUILDING DIVISION Eave Strut Connection at Main Frame Interior Bay CF02030 Feb '11 01 t w° 7-Roof Line / Roof Line i`n to CD a) J ate) -"NMI 1111 J Girt Depth + 1/4" By —Pass 1. Rafter Bay 1/4" 1/4" Bay Flush (4) 1/2" X 1 1/4" A325 Bolts without Washers Eave Strut Bottom Flange Steel Line Weici :cl Clips • Framed Opening Connections Cold Fornt and Hot Rolled - Base, Girt, Header, and Sill to Jamb f- of Rafter Main Frame Rafter Section A A Note; All Horizontal Members within clear Opening are Clipped and attached to Jambs with re Fin Head Bolts. Header H_ (Hot Rolled) L HC_ (Cold Form) Zee /Cee Girt Jamb JL_ (Hot Rolled) JLC_ (Cold Form) - A000915 thru AC00923 and AC01224 thru AC01232 ** Zee /Cee Girt Clip SC252 Typ. at Girt within Opening Finish Floor AC01223 Zcl: Cco Girl See AC01223 Jcu JR_ (Hot Rolled) JRC_ (Cold Form) S: b ,iC01223 Opening Height Opening Width ■* Girt within opening is provided when Framed Opening is to be paneled over. Zee /Cee Girt Three Sided Framed Opening Jamb JL_ (Hot Rolled) JLC_ (Cold Form) Header H_ (Hot Rolled) L HC_ (Cold Form) • ** Zee /Cee Girt I Clip SC252 Typ. at Girt within Opening r sm aC H_ (Hot Rolled) HC_ (Cold Form) See AC00J13 thru AC00923 and AC01224 thru AC01232 See AC01223 Zee /Cee Glrt Finish Floor See AC01223 Jamb JR_ (Hc[ i:uliea) JRC_ (Cold Form) Opening Height or Framing Member Opening Width Four Sided Framed Opening See AC0122.3 thru AC01232 ' AC01223 Nov'11I 01 Welded Clips - Framed Opening Connections Cold Form and Hot Rolled - Jamb /Sub Jamb to ZeelCee Girt or HeaderlSill P" "AC01224 nul '11 R 00 Header (Cold Form Si.c:vl Hot Rolled Similar] I Openinc, H : „1=utz Openir Opening Height `- Jamb /Sub Jamb (Cold Form Shown, Hot Rolled Similar) Opening Width SC252 Clip ;,Irvin opening is provided i ramed Opening is to :..neled over. Jamb /Sub Jamb (Cold Form Shown, Hot Rolled Similar) Girt (2) }" 0 Bolts Height (Cold Form Si Hot Rolled Sirnilo: ; (2) "0 Bolts (2) 3 "0 Fin Head Bolts Jamb /Sub Jamb (Cold Form Shown, Hot Rolled Similar) to Jamb Sill Height Girt to Jamb Jamb (Cold Form Shown, Hot Rolled Similar) re Anchor Rods Jamb to Finish Floor Girt Height J 0 (2) r 0 Bolts Field Drill %" Holes in Girt at Field Located Framed Openings Zee Girt Jamb /Sub Jamb (Cold Form Shown, Hot Rolled Similar) Jamb /Sub Jamb to Zee Girt m e (2) i "0 Bolts Field Drill 4" Holes in Girt of Field Located Framed Openings Girt Height Cee Girt (Toed Up or Down or Doubled) Jamb /Sub Jamb (Cold Form Shown, Hot Rolled Similar) Jamb /Sub Jamb to Cee Girt (2) r0 Bolts Field Drill {);" Holes in Girt at ml Field Located Framed Openings Header Height Cee Girt /Header Jamb /Sub Jamb (Cold Form Shown, Hot Rolled Similar) Jamb /Sub Jamb to Cee Girt /Header Jamb /Sub Jamb (Cold Form Shown Hot Rolled Similar) Girt Height Zee Girt (2) 4 "0 Bolts d Field Drill ,A" HOIrs in Girt at in Field Located Framed Openings Jamb /Sub Jamb to Zee Girt Jamb /Sub Jamb (Cold Form Shown, Hot Rolled Similar) Girt Height d in Cee Girt (Toed Up or Down or Doubled) (2) } 0 Bolts Field Drill 115" Holes in Girt at Field Located Framed Openings Jamb /Sub Jamb to Cee Girt Sill Height Jamb /Sub Jamb (Cold Form Shown, Hot Rolled Similar) Cee Girt /Sill (2) a 0 Bolts Field Drill 43" Holes in Girt at Field Located Framed Openings Jamb /Sub Jamb to Cee Girt /Sili i712_:- 2 m' 0 0 0) E fr>- uZ) 3 00 CO CC r o W O )-J CO O Q rn m>3 ■ Z W E j3ir o O jO O m G pcoQ Drawing Status: Scale: NOT TO SCALE Drawn by DEH Checked by. SIG Project Engineer: Job Number: 22 —B- 57832 -1 Sheet Number: R6 of 17 The engineer whose seal appears hereon is an employee for the manufacturer for the materials described herein. Said seal or certification is limited to the products designed and manufactured by manufacturer only.The undersigned engineer is not the overall engineer of record for this project. RECEIVED FEB 212012 PERMITCENTER. Welded Clips - Framed Opening Connections Cold Form and Hot Rolled Cee - Framing Between Jambs 8113" Thru 1' -1" Jamb /Sub Jamb (Cold Form Shown, Hot Rolled Similar) Pa"AC01233 RA1 Sheeting Angle Field Cut and Attach with (2) Fastener #12A 12 -14 x 1" P.H. DP3 at Cold Form Jamb and (2) Fastener #55 12 -24 x 1 }" DP5 at Hot Rolled Jamb ,0 Jamb /Sub Jamb (Cold Form Shown, Hot Rolled Similar) RA1 Sheeting Angle Field Cut and Attach with (4) Fastener #1B } " -14 x 14" Greater Than 1' -8" Jamb /Sub Jamb (Cold Form Shown, Hot Rolled Similar) Jul'11l 00 Girt Attached with "O Bolt DoubleLok 1 UltraDek - Fixed Eave Rake Support at Building Rake - Start 1 Finish Rake Support Angle HW7710 (Low Clip) HW7720 (High Clip) HW7664 (Hi- Thermal) HW7722 (Utility Clip) Rake Angle RA1 Steel Line Rake Angle Rake Support Angle RA1 `( Section "A" HW7722 (Utility Clip) er Po,. DL01001 °Jul'11 R02 Standard Start /Finish Details shown, for Alternate Finish Off Module Details see DL01002. For requirements see Erection Drawings. Detail at Low Eave without Eave Plate Rake Support Angle HW7710 (Low Clip) HW772 0 (High Clip) HW766 Rake Angle RA1 -Rake Support Angle r' HW7710 (Low Clip) 1-1W7720 (High Clip) HW7664 (Hi- Thermal) 10/7722 (Utility Clip) k eve Strut Fastener #5 }" -14 x 14." 24" o.c. (centered in slot) Fastener #12A 12 x 1" P.H. DP3 (1) required at each Roof Member Rake Angle RA1 Deta High Eave Single Slope building 4 (Hi- Thermal) 11.1 1111.1.111111.°111 oO Field Block out bottom leg of Rake Support Angle back 4" and hold flush with end of Eave Plate (See DL01003) Save Strut Detail at Low Eave with Eave Plate Pudin Fasteners SHT. NO. G000004 Mar 26 L 02 SEALANT FASTENER #271 i 8 -18 x 1/2" Trim Screw FASTENER #24 11111 161, 8 x 5/8" Nlbbed Driller �III1 FASTENER #228 10 x 1/2" Grommet Washer TRI -BEAD TAPE SEALER HW504 W 3/16" X 7/8" X 25' -0" FLAT TAPE SEALER HW507 3/32" X 1/2" X 50' -0" FASTENER #14 1/8° x 3/16" Pop Rivet Stainless Steel FASTENER #14A 1/8" x 3/8" Pop Rivet Stainless Steel FASTENER #226 3/16" x 9/16" Closed End Rivet TRIPLE BEAD TAPE SEALER HW502 3/16" X 2 1/2" X 20' -0" FLAT TAPE SEALER HW506 3/32" X 1" X 45' -0" __Ridge Stop Rake Support Angle back 24" minimum on each side of Ridge Detail at Building Ridge DoubleLok 1 UltraDek - Fixed Eave Rake Suppoit ni.d igle at Building Rake - Alternate Finish off Module GaStru` m ve Rake Support Angle HW7710 (Low Clip) HW7720 (High Clip) HW7664 (Hi- Thermal) .W7722 (Utility Clip) Deld!i eri iir.,h Eave Single: :0; e Building . 1 'n slot) Stop Rake Support r:r,gles back 24" minimurn o. each side of Ridge: Rake Angle RA1 Rake Angle RA1 ee Erection Section "A" IV 1 �17j1I " ►����•' Shut Eove DL01002 �Jul'110 03 Rake Support Angle HW7710 (Low Clip) HW7720 (High Clip) HW7664 (H1- Thermal) HW7722 (Utility Clip) Rake Angle RA1 Steel Line Rake Support Angle HW7722 (Utility Clip) Fastener #12A 12 x 1" P.H. DP3 (1) required at each Roof Member Note; Flat Eove Trim F2955, when required, to be installed before attaching Rake Suppor Angle and Rake Angle Detail at Low Eave without Eave Plate Rake Support Angle • L -- Flush with Eave Plate See Notch Details d� •, ��� Rake Support Angle ��1 Flush with Eave Plate Detail at Bului,i t,, See DL01003) .-■ ..'""11112.-."1-4 purtln ,111. 'S► octe R1 { HW7710 IIII L_4 } HW772or '. HW7664___.. Notch Rake Angle RA1 Field Block out top leg of Rake Angle and bottom leg of Rake Angle Support back 4r Eave strut Detail at Low Eave with Eave Plate DoubleLok 1 UltraDek Fixed Eave Plate Butt against Rake Support Angle Fastener #1 4 -14 x 1" 12" 0.C. P DL01003 Field Block out bottom leg of Rake Support Angle 4" Jul '11 04 Fastener #5 4-14 x 14" 24° 0.C. (centered in slot) Rake Support Angle HW7710 (Low Clip) HW7720 (High Clip) HW7664 (Hi- Thermal) Eave Strut o 0 0 Install Fixed Eove Plate flush with outside face of high rib of wall panels. The first Eave Plate will butt against the vertical leg of the Rake Support Angle. All of the Eave Plates may be installed at this time. Be sure to butt each Eave Plate end to end without leaving a gap between the plates. Hold Rake Support Angle flush with Eave Plate WP 14" ii Fastener #1 4-14 x 1" 12" O.C. Eave Plate Eave Strut Fastener #12A 12 x 1" P.H. DP3 (1) required at each Roof Member Section "A" astener #5 4-14 x 1" 24" 0.C. (centered in slot) Rake Angle RA1 Rake Support Angle 14W7710 (Low Clip) HW7720 (High Clip) HW7664 (Hl- Thermal) Rake Angle RA1 NO. G000005 SEDATE 09 100 TAPE SEALER - SWAGED HW515 i'. 2 1/4" X 6" BattenLok HS BattenLok /SuperLok & DoubleLok /UltraDek Long Life Fasteners �F b '11 � 01 Roof Member Screw Roof Stitch Screw Structural Ea. ±iasC [ xec Fast: n‘,r ;; 5/16" Hex wc,(1.. w/ Wust ✓... FASTENER #43 L.T.P. Member Screw 1/4 " -14 x 1 1/4" 5/16" Hex Washer Head w/ 1 1/e O.D. Washer FASTENER #43L L.T.P. Member Screw (Long Life) 1/4"-14 x 1 1/4" 5/16" Hex Washer Head w/ 1 1/8" O.D. Washer FASTENER #HW399 0 #6 x 1" Rubber Grommet 1/4° Hex Head w/ Washer TUBE SEALANT HW540 (White) HW541 (Gray) HW542 (Bronze) TAPE SEALER MINOR RIB HW512 7/32" X 1 3/8" X 4" DoubleLok Fasts,,... 1/4 " -ly. Shoulf 5/16" Hex FASTENER #44 L.T.P. Stitch Screw 1/4 " -14 x 7/8" 5/16" Hex Washer Head w/ 1 1/8" 0.D. Washer FASTENER #44L L.T.P. Stitch Screw (Long Life) 1/4 ° -14 x 7/8" 5/16" Hex Washer Head w/ 1 1/8" O.D. Washer FASTENER #35 #14 x 1 1/8" O.D. Bonded Washer DEKSTRIP 7" WIDE = HW5227 DEKSTRIP 9" WIDE HW5228 DEKSTRIP 12" WIDE = HW5229 COLOR = Gray SCREWS 2" O.C. MAX. PERIMETER TAPE SEALANT BOTH SIDES TUBE SEALANT EACH END 2" x 24GA. TERMINATION STRIP EACH END DEKSTRIP LENGTH WILL BE AS REQUIRED. Example: (3) 7" X 1' -0" (2) 7" X 3' -0" ROUND UP TO NEXT 12" Batl r,! Panel Clft_ 5a .. Fastener #1;- Fastener #1E 1/4"-14 x 1 1/4" 5/16" Hex Washer Head w/ Washer Fastener #4 1/4"-14 x 7/8" 5/16" Hex Washer Head w/ Washer IBattenLok /SuperLok & DoubleLok /UltraDek Stainless Steel Cap Fasteners SHT. N0. G000006 Feb ' 11 1 01 Structural Fastener (Fixed) Fastener #1 1/4 " -14 x 1" Driller 5/16" Hex Washer Head w/ Washer Roof Member Screw Fastener #1ESS 1/4 " -14 x 1 1/4" Driller 5/16" Hex Washer Head w/ Washer Roof Stitch Screw Fastener #45S 1/4 " -14 x 7/8" 5/16" Hex Washer Head w/ Washer SuoerLok Panel Clio Screw Fastener #1B 1/4° -14 x 1 1/4" 5/16" Hex Washer Head 111111111" SuoerLok Panel Clio Screw Optional Fastener #142 1/4" -14 x 1 1/2° 5/16" Hex Washer Head tUVOUNi Structural Fastener (Floating) Fastener #5 1/4 " -14 x 1 1/4" Shoulder DP2 5/16" Hex Washer Head SuoerLok Panel Clio Screw Fastener #1B 1/4 " -14 x 1 1/4" 5/16" Hex Washer Head 111,111111111 t. SuoerLok Panel Clio Screw Optional Fastener #142 1/e-14 x 1 1/2" 5/16" Hex Washer Head 1Y1�111111�'�" a 12 -1 •i 5/16" Her. Mat Battei ll,,:ir_ Panel Fastener BattenLok Panel Clip Screw (Optional) Fastener #61 12 -14 x 1 1/4" 5/16" Hex Washer Head BattenLok Panel Clio Screw (Optional) Fastener #60 12 -14 x 1 1/2" 5/16" Hex Washer Head BattenLok Panel CIIp Screw Fastener #1A 12 -14 x 1" 5/16" Hex Washer Head Ill[M111■■ BattenLok Panel Clip Screw (Optional) Fastener #61 12 -14 x 1 1/4" 5/16" Hex Washer Head BattenLok Panel Clip Screw (Optional). Fastener #60 12 -14 x 1 1/2" 5/16" Hex Washer Head 12 -24 x 1 5/16" Hex '•m: :.n ;cod tesitn QoubleLok /UltraDek Panel Clip Screw Fastener #1 1/4 " -14 x 1" 5/16" Hex Washer Head w/ Washer DoubleLok /UltraDek Panel Clio Screw (Optional) Fastener #1F 1/4"-14 x 1 1/2" 5/16" Hex Washer Head w/ Washer 1111111111111:. poubleLok /UltraDek panel Clip Screw Fastener #1 1/4 " -14 x 1" 5/16" Hex Washer Head w/ Washer DoubleLok/UltraDek Panel Clio Screw (Optional) Fastener #1F 1/4 " -14 x 1 1/2" 5/16" Hex Washer Head w/ Washer 111111111111 t. poubleLok /UltraDek Panel Clip Screw (Optional) Fastener #67 12 -24 x 1 1/4" DP5 5/16" Hex Washer Head w/ Washer DoubleLok /')itir..:i. Panel Clip Screw (0,c!iaa9la Fastener #57 12 -24 x 1 i / ; 5/16" Hex 1t'oan <.: s:od w/ Waahrr DoubleLok /UltraDek Panel Clio Screw (Optional) Fastener #69 12 -24 x 1 1/2" DP5 5/16" Hex Washer Head w/ Washer DbleLoek Panel ou CIIp Screw k/UltraD (Optional)_ Fastener #69 12 -24 x 1 1/2" DP5 5/16" Hex Washer Head w/ Washer REV CODE AP MAR EWED FOR COMPLIANCE � PROVED 14 2012 BUILDING of Tukwila BUILDING DIVISION P12:O2 U co m 0 .s 3 V E w to 5o_rn 0ow_3 : w0 0 C) < v u --I (I) p V7 S 4 U�H a 00 m= t,.i o w>j ceCD co a UZ�V�.u)I� E >3� 0 O m z o m 0 o00¢ 0 O ® ❑ .E_ El Drawing Status: Scale: NOT TO SCALE Drawn by. DEH Checked by. SIG Project Engineer: Job Number: 22 -B- 57832 -1 Sheet Number: R7 of 17 The engineer whose seal appears hereon is an employee for the manufacturer for the materials described herein. Said seal or certification Is limited to the products designed and manufactured by manufacturer only.The undersigned engineer is not the overall engineer of record for this project. RECEIVED FEB 212012 PERMiTCENTER Various Fasteners SHE NO. G000009 Jan '12 104 I PBR - PBU - PBA - VISTASHADOW Panel Fasteners sm. No. G000006 FEB '11101 Fastener #17 12 -14 x 1° 5/16" Hex Washer Head w/ Washer Fastener #38 1/4 " -14 x 7/8" Lap TEK 5/16" Hex Washer Head Fastener #268 12 -14 x 1 7/8" Standoff Long Life 5/16" Hex Washer Head w /Washer Wall Fasteners Fastener #268SS 12 -14 x 1 7/8" Standoff Stainless Steel Cap 5/16" Hex Washer Head w/ Washer 11111111A1\\\\11 u t l ll lit Fastener #12A 12 -14 x 1" DP3 Pancake Head (11111111111?. Fastener #7 1/4 " -20 x 1 1/4" Shoulder DP4 5/16" Hex Washer Head Member Screw Fastener #17A 12 -14 x 1 1/4" 5/16" Hex Washer Head w/ Washer Member Screw Optional Fastener #17B 12 -14 x 1 1/2" 5/16" Hex Washer Head w/ Washer 1111111111111117- Stitch Screw Fastener #4A /4 " -14 x 7/8" :3/16" Hex Washer Head w/ Washer Roof Fasteners Long Life (Optional At Wall) Fastener #55 12 -24 x 1 1/4" DP5 5/16" Hex Washer Head Fastener #70 12 -24 x 1 1/2" DP5 5/16" Hex Washer Head Fastener #142 1/4 " -14 x 1 1/2" 5/16" Hex Washer Head iI mm11111\17E7, Member Screw Fastener #3 12 -14 x 1 1/4" 5/16" Hex Washer Head w/ Washer Member Screw Optional Fastener #3A 12 -14 x 1 1/2" 5/16" Hex Washer Head w/ Washer 111111111111111`x. Stitch Screw Fastener #4 /4"--14 x 7/8" ■O Hex Washer Head w/ Washer Optional Roof or Wall Fastener:, Stainless Steel Cap Fastener #76 12 -14 x 2" 5/16" Hex Washer Head Fastener #61 12 -14 x 1 1/4" 5/16" Hex Washer Head Fastener #1B 1/4 " -14 x 1 1/4" 5/16" Hex Washer Head t111111111• Member Screw Fastener #3SS 12 -14 x 1 1/4" 5 /16" Hex Washer Head w/ Washer 111111111>• Member Screw Optional Fastener #3ASS 12 -14 x 1 1/2" 5/16" Hex Washer Head w/ Washer Member Screw Optional Fastener #272SS 12 -14 x 2" Iti" Hex Washer Head w/ Washer Fastener #207 12 -24 x 1 1/2" DP5 Pancake Head ]avorr -,9 Stitch Screw Fastener #4SS 1/4 " -14 x 7/8" 5/16" Hex Washer Head w/ Washer PBR Wall Panel Fastener Location PW05003 Nov. '1101 PBR Wall Panel Outside Corner Trim SHT. NO. PW03001 SEDATE 09 101 1SI1MH 2 21 2`, 12" • 12" a 12" 1 Sheeting Direction 1 0 0 0 Note #1 Wall Member Screw 12 -14 x _ 5 ", 7 ", 5" pattem Note #2 Wall Member Screw 12 -14 x _ at 12" 0.C. Note #3 Wall Stitch Screw 1/4 -14 x 7/8 at 20" on center Panel Fastener #4A 1/4 -14 x 7/8" at 20" 0.C. Remove Bearing Leg Comer Trim F830 or F861 4, Insulation ha: czEn omitted for clarity Major Rib steel Line REVIEWED—FOR CODE COMPLIANCE APPROVED MAR 14 2012 City of Tukwila BUILDING DIVISION PBR Wall Panel Panel Side Lap SHT. NO. PW05002 Jan. 09 100 • Building lding Side/ i Bearing Leg Sheeting Direction CORRECT Building d i n Side Fastener #4A 1/4 -14 x 7/8" SD, at 20" 0.C. i \„ Sheeting Direction _ WRONG Exposed Bearing Leg - Fastener #4A 1/4-14 x 7/8 " SD, at 20" 0.C. (Reference Drawings) SD16A PBR Wall Panel - Four Sided Framed Opening Trim Installation with Field Notch Panel at Head Trim Po PW06022 °: an '12100 Note: Trim Installation can be done by Field Notch Panel as shown on PW06022 & PW06023 4B. with Field Notch and Bend Tabs at Head Trim as shown on PW06024 & PW06025. 0. w o' i 8 8- Opening Width + 6" ( +1" Lap when req'd) 3" Opening Width 3" o o I ;o N Head Trim F481 See PW06 030 Fastener #14A d" x g" Pop Rivet at 20" 0.C. at Cold Form OR Fastener #207 12 -24 x 1r Pancake DP5 at 20" 0.C. at Hot Rolled " Bead of HW540 Tube Caulking from Header to Sill (see section) Trim F482 Jamb Trim F482 or Altemate F484 or Alternate F484 • S v See PW06029 Wall Stitch Screw " -14 ,c " at 12" 0.C. at Panel Rib See PW06030 Sill Trim F848 0 Field Cut and Remove Opening Width See PW06023 & PW06027 Jote: For "Optional" Channel Closure Trim see PW06028 — 1" Lap with (2) Fasteners #14 A" x f " Pop Rivet Typ at Head, Sill & Jamb Trim when required. Field notch as req'd. (2) Fastener #14 x " Pop Rivet at Tabs See PW06026 & PW06027 (2) Fastener #14 1 " ," Pop Rivet at Corners Opening Width + 3" Opening Width + 6" ( +1" Lap when req'd) No e: All trim Is to be Installed BEFORE blanket insulation is applied to walls. Note: Field measure Opening Width and Height before making field cuts and adjust cut dimensions accordingly. U co c E o vi 0 • J < DO d "c0 0-5 Z E w 0 Q avi 0 raj 3 U F r Q o C9 (n WW0 0 Q CO L. w E >�� 00�� UoDo¢ Drawing Status: Preliminary II (Not For Construction) IIFor Approval (Not For Construction) Scale: NOT TO SCALE Drawn by. DEH Checked by. SIG Project Engineer: Job Number: 22 -B- 57832 -1 Sheet Number: R8 of 17 The engineer whose seal appears hereon is an employee for the manufacturer for the materials described herein. Said seal or certification is limited to the products designed and manufactured by manufacturer only.The undersigned engineer is not the overall engineer of record for this project. RECEIVED FEB 212012 PERMIT CENTER PBR Wall Panel - Four Sided Framed Opening Field Notch Panel at Head Trim P".PW06023 Jan '121800 Note; Trim Installation con be done by Field Notch Panel as shown on PW06022 & PW06023 Q$ with Field Notch and Bend Tabs at Head Trim as shown on PW06024 & PW06025. Opening Width + 6" ( +1" Lap when req'd) Head Trim F481 Opening Width Front View 1" Lap with (2) Fasteners End View #14 x 11" Pop Rivet and HW540 Caulking Opening Width Field notch Panel at Head Trim PBR Wall Panel - Four Sided Framed Opening Trim Installation with Field Notch and Bend Tabs at Heaci i raft Head Trim F481 J See PW06027 for Jamb Trim field cut detail Caulk with HW540 at these edges after installation Jamb Trim F482 or Altemate F484 Fastener 114A x r Pop Rivet at 20 O.C. at Cold Form OR Fastener #207 12 -24 x 13" Pancake DP5 at 20" O.C. at Hot Rolled Note: All trim is to be instated BEFORE blanket insulation is applied to walls Field cut Panel Note: Panel position is shown with Panel Rib and Opening on 1' -0 module. P 9 Location of Rib may vary depending on the Opening Width and location. Field measure before cutting Panel and Trim. PW06024 Jan '12r 0o Note; Trim Installation can be done by Field Notch Panel as shown on PW06022 & PW06023 Qa with Field Notch and Bend Tabs at Head Trim as shown on PV/06024 & PW06025. Field Cut and Remove 0 3 Opening Width + 6" ( +1" Lap when req'd) Opening Width + 3" 3" Opening Width 0 5) 0 0. Head Trim F481 See PW06030 See PW06025 - r & PW06027 Fastener /14A x r Pop Rivet at 20 O.C. at Cold Form OR Fastener #207 12 -24 x 13" Pancake DP5 at 20" O.C. at Hot Rolled " Bead of HW540 Tube Caulking from Header to Sill (see section) \_ Jamb Trim F482 Jamb Trim F482 or Alternate F484 or Alternate F484 See PW06029 Wall a" all Stitch Screw " -14 x at 12" O.C. at Panel Rib See PW06030 r Sill Trim F848 0 - Field Notch and Bend 13- Tab behind Jamb Trim. Attach with Fastener #14 i" x {it" Pop Rivet. See PW06025 for details. Note: For "Optional" Channel Closure Trim see PW06028 :7:i - - 1" Lop with (2) Fasteners #14 b" x ," Pop Rivet Typ at Head, Sill & Jamb Trim when required. Field notch as req'd. (2) Fastener #14 Pop Rivet at Tabs r Field Cut and Remove Opening Width Opening Width + 3" Opening Width + 6" ( +1" Lap when req'd) Note: All trim is to be Installed BEFORE blanket Insulation is applied to walls. See PW06026 & PW06027 (2) Fastener #14 1)" 3" x f" Pop Rivet at Corners Note: Field measure Opc ling Width and Height before making field cuts and adjust cut dimensions accordingly. IPSR wall Panel - Four Sided Framed Opening isi(Id Notch and Bend Tabs at Head Trim P °"PW06025 '121 "00 PBR Wall Panel - Four Sided Framed Opening Sill Trim Installation PW06026 Note; Trim inst.:IN: ion can be done by Field Notch Panel as shown on PW06022 & PW06023 QE. with Field r;otch and Bend Tabs at Head Trim as shown on PW06024 & PW06025. *Field C.. Remainder and Removt. See End Ctrl; [;... Field Cut and Remove Opening Width + 6" ( +1" Lap when req'd) F*Opening Width + 3" I r *Opening Width 1i" Head T im F481 II Opening Width rDo not cut or remove back leg r End Cut Detail from top of Head Trim) Opening Width 1 }" Field Bend. 1r" Tab behind Jo, rf. ;rim. Attach with Fastene. it" Pop Rivet 1" Lap with (2) Fasteners #14 3" x {3" Pop Rivet and HW540 Caulking *Note: Field measure Opening Width and cut Head Trim to required length. End View Note; All trim is to be Installed BEFORE blanket insulation is applied to walls Note: Panel position is shown with Panel Rib and Opening on 1' -0 module. Location of Rib may vary depending on the Opening Width and location. Field measure before cutting Panel and Trim. Opening Width 1, F481 5027 for Jamb lrin, field cut detail er Alternate F484 Jamb 1rd Fastener x g'" Pop Rivet at 20" r at Cold Form Faster - -24 x 14" Pancok Ili 5 . 120" O.C. of Hot .ic,lied PBR Wall Panel - Three Sided Framed Opening Trim Installation with Field Notch Panel at Head Trim PW07022 Jan '1200 Note* Trim Installation can be done by Field Notch Panel as shown on PW07022 & PW07023 OR with Field Notch and Bend Tabs at Head Trim as shown on PW07024 & PW07025. Opening Width + 6" (+1" Lap when req'd) Opening Width v J rn .6 0 Head Trim F481 See PW07030 Fastener #14A It" x r Pop Rivet at 20" O.C. at Cold Form OR Fastener #207 12 -24 x Pancake DP5 at 20" O.C. at Hot Rolled 4" Bead of HW540 Tube Caulking from Header to Floor (see section) See PW07023 & PW07027 Jamb Trim F482 Jamb Trim F482 -f or Alternate F484 or Alternate F484 See PW07029 Finish Floor Line Opening Width PBR Wall Panel - Three Sided Framed Opening Field Notch Panel at Head Trim P "PW07023 5Jan '121 00 Field cut Panel *Note: Field measure Opening Width and cut Sill Trim to required length. *Field Cut Remainder and Remove Jamb Trlm F482 or Alternate F484 Field cut 2" tab and bend up 90 degrees under Sill Trim aJan '121500 Opening Width + 6" ( +1" Lap when eq'd) r *Opening Width + 3" 13" *0.ening Width 13" Sill Trim F848 Top View a Sill Trim F848 Caulk with HW540 at this edge after installation Corner Detail Jamb Trim F482 or Alternate F484 Field cut 2" tab and bend up 90 degrees under Sill Trim (2) Fostener #14 i" x fl," Pop Rivet at Tab Sill Trim F848 Field cut and remove Do not cut or remove face of Sill Trim. See Corner Detail. Note: Jamb & Head Trim ore to be installed BEFORE blanket insulation is applied to walls Note: Panel position is shown with Panel Rib starting 6" from Steel Line and Opening on 1' -0 module. Location of Panel Rib may vary depending on the Opening Width and location. Field measure before cutting Panel and Trim. (.FleIdcut II Panel (2) Fastener #14 x Pop Rivet at Corners Opening Width Opening Width + 3" Opening Width PBk I, all Panel - Three Sided Framed Opening Trim Installation with Field Notch and Bend Tabs at Head Trim Note: For "Optional" Channel Closure Trim see PW07028 1" Lap with (2) Fasteners #14 ]" x " Pop Rivet Typ at Head & Jamb Trim when required. Field notch as required. Note; All trim is to be installed BEFORE blanket insulation is applied to walls. Note: Field measure Opening Width and Height before making field cuts and adjust cut dimensions accordingly. Note; Trim Installation can be done by Field Notch Panel as shown on PW07022 & PW07023 QR. with Field Notch and Bend Tabs at Head Trim as shown on PW07024 & PW07025. Opening Width + 6" ( +1" Lap when req'd) Head Trim F481 Opening Width Front View 1" Lap with (2) Faslcr,..::: #14 d° x Pop Rivzl and HW540 Caulking Opening Width nd View - rirlu notch Panel / <it Head Trim Head Trim F481 See PW07027 for Jamb Trim field cut detail Caulk w th HW540 at these edges after installation Jamb Trim F482 or Alternate F484 Fastener /14A a" x i" Pop Rivet at 20 O.C. at Cold Form OR Fastener #207 12 -24 x 14" Pancake DP5 at 20" O.C. at Hot Rolled Note: All trim is to be Installed BEFORE blanket insulation is applied to walls Field cut Pure: Note: Panel position is s1,e4a with Panel Rib and Opening on 1' -0 module. Location of Rib may vary depending on the Opening Width and location. Field measure before cutting Panel and Trim. ".PW07024 Jan '121 00 Note: Trim Instsllation can be done by Field Notch Panel as shown on PW07022 & PW07023 O- with Field Notch one Bend Tabs at Head Trim as shown on PW07024 & PW07025. Field Cut and Remove v 0 J Opening Height Opening Width + 6" ( +1" Lap when req'd) Opening Width + 3" Opening Width Head Trim F481 See PW07030 J Fastener 014A 3" x r Pop Rivet at 20' O.C. at Cold Form OR Fastener #207 12 -24 x 1}" Pancake DP5 at 20" O.C. at Hot Rolled N Bead of HW540 Tube Caulkin from Header to Floor (see section) 1" Lap with (2) Fasteners #14 d" x " t Pop Rivet Typ at Head & Jamb Trim when required. Field notch as required. See PW07025 & PW07027 Field Notch and Bend 1}" Tab behind Jamb Trim. Attach with Fastener #14 a" x 41" Pop Rivet. See PW07025 for details. -- Jamb Trim F482 Jamb Trim F482 or Alternate F484 or Alternate F484 See PW07029 �- Finish Floor Line f Opening Width Note: For "Optional" Channel Closure Trim see PW07028 (:- trim is to be BEFORE blanket insukdi,a: is applied to walls. Note: Field measure Opening Width and Height before making field cuts and adjust cut dimensions accordingly. PBR Wall Panel - Three Sided Framed Opening Field Notch and Bend Tabs at Head Trim co m a ,O .h Cc } G C Cgs REVIEWED FOR CODE COMPLIANC E APPROVED MAR 2012 * N x City of Tukwila pwo7oR* uILDING DIVISION �► 0"t* Jan '12 Note; Trlm Installation can be done by Field Notch Panel as shown on PW07022 & PW07023 QE . with Field Notch and Bend Tabs at Head Trim as shown on PW07024 & PW07025. *Field Cut Remainder and Remove 1 Opening Width + 6° ( +1" Lap when req'd) *Opening Width + 3" i 1r *Opening Width 1r Head Trim F481 glM EfiNG1111■11=1 See End Cut Detail Front View Opening Width Do not cut or remove back leg Field Cut and Remove End Cut Detail (Viewed from top of Head Trim) Opening Width 1i" Field Notch and Bend 13" Tab behind Jamb Trim. Attach with Fastener #14 b" x f " Pop Rivet Head Trim F481 See PW07027 for Jamb Trim field cut detail Jamb Trim F482 or Alternate F484 Fastener /14A d" x 3" Pop Rivet of 20 O.C. at Cold Form OR Fastener #207 12 -24 x 14" Pancake DP5 at 20" O.C. at Hot Rolled 1" Lap with (2) Fasteners #143 "x Pop Rivet and HW540 Caulking *Note: Field measure Opening Width and cut Head Trim to required length. End View Note: All trim is to be installed BEFORE blanket insulation Is applied to walls Note: Panel position is shown with Panel Rib and Opening on 1' -0 module. Location of Rib may vary depending on the Opening Width and location. Field measure before cutting Panel and Trim. =x Opening Width Field cut Panel 0 vi Ld 0 J > Qoa w 5) 3 D amt 2o3 5 0 r7� LO Q d' 0- Ua�F } Q cn O0 VI Drawing Status: Scale: NOT TO SCALE Drawn by. DEH Checked by. SIG Project Engineer: Job Number: 22 -8- 57832 -1 Sheet Number: R9 of 17 The engineer whose seal appears hereon is an employee for the manufacturer for the materials described herein. Said seal or certification is limited to the products designed and manufactured by manufacturer only.The undersigned engineer is not the overall engineer of record for this project. RECEIVED FEB 212012 PERMIT CENTER DoubleLok 1 UltraDek Perimeter Trim Reference - Standard Trim 1VIDL00001 Dec 'firm DoubleLok / UltraDek - Perimeter Trim Reference Trim Fastener and Sealants PIDL00008 GUTTER GUTTER LAP GUTTER CAP EXPANSION COVER GUTTER CLIP F38 2" LAP F39 F648/F654 F246 Dec'111 O6 SCULPTURED EAVE EAVE TRIM LAP Roof Stitch Screw 12" O.C. Roof Color 42" Tube Sealant (13) Fastener #14 Trim Color 16" Tube Sealant (10) Fastener #14 Trim Color (11) Fastener #14 Trim Color (1) (1) Roof Stitch Screw Roof Color Roof Stitch Screw Trim Color F951 Roof Stitch Screw 4" O.C. Roof Color Wall Stitch Screw 12" O.C. Trim Color 2" LAP (3) Fastener #14 11" Tube Sealant HOLD DOWN CLIP VARIES Panel Clip (2) Per Clip RAKE RAKE LAP Rake Cap GABLE CLOSURE __r CLOSURE (24 ") HW430 (9) Fastener #1E Per Panel 36" Tape Sealant F42 2" LAP F431 F420 Rake Trim End Closure SLIP JOINT END RIDGE FLASHING Roof Member Screw 24" O.C. Trim Color 16" Tube Sealant (7) Fastener #14 (2) Roof Stitch Screw Trim Color 16" Tube Sealant (7) Fastener #14 Trim Color (3) Wall Stitch Screw Trim Color F2337_L/R F2805 F675 RIDGE CLOSURE F679 High Side Rake 30" Tape Sealant (2) Fastener #1 Trim Color (4) Fastener #14 Trim Color Roof Stitch Screw (4) Panel & (16) Per Lap Trim Color 68" Tube Sealant CLOSURE (18 ") HW432 30" Tube Sealant (12) Roof Stitch Screw Trim CoIL:r (7) Fastener #1E Per Panel 30" Tape Sealant HIGHSIDE HIGHSIDE LAP HIGHSIDE END CAP OUTSIDE CORNER INSIDE CORNER F34 2" LAP F35 Right as Shown Field Work FLOATING SIMPLE EAVE Flat Eave Trim Parapet High Side Roof Stitch Screw 6" O.C. Wall Stitch Screw 12" O.C. Trim Color 22" Tube Sealant (8) Fastener #14 (3) Roof Stitch Screw Trim Color 22" Tube Sealant (8) Fastener #14 Trim Color 22" Tube Sealant (8) Fastener #14 (3) Roof Stitch Screw Trim Color 22" Tube Sealant (8) Fastener #14 (3) Roof Stitch Screw Trim Color F2952 F2955 = Standard F149 = Hi— Thermal F326 Transverse u.,int F270 CLOSURE (12 ") HW442 Rake Gutter Gutter Gutter Gutter Gutter 9" Tube Sealant Wall Stich Screw 12" O.C. (2) Fastener #14 per 2" Lap Trim Color 13" Tube Sealant (2) #14 per 2" Lap #14 36" o.c w /out Closure #14A 12" o.c. w /Closure Trim Color 32" Tube Sealant (2) Roof Stitch & #14 per 2" Lop Roof Stitch 6" O.0 Roof Color 12" Tube Seine-41: (2) Roof Stitch (1) Roof Member Screw per 2" Lap Roof Member 21'o.;. Roof Cobs (5) Fastener #1E Per Panel 24° Tape Sealant OUTSIDE CORNER Right as shown INSIDE CORNER Field Work OUTSIDE CORNER Field Work INSIDE CORNER HIGHSIDE END CAP TERMINATION TRIM Parapet Rake Trim Rake Cleat Trim Field Work f432/F431 F117 F324 F290 EXPANSION F115 BACK —UP PLATE 16 Tube Sealant (20) Fastener #14 (2) Roof Stitch Screw Trim Color 22" Tube Sealant (13) Fastener #14 (2) Roof Stitch Screw Trim Color 22" Tube Sealant (14) Fastener #14 Trim Color 22" Tube Sealant (14) Fastener #14 Trim Color 16" Tube Sealant (5) Fastener #14 Trim Color 12" Tube Sealant (3) Roof Stitch (1) Roof Member Screw per 2" Lop Trim Color 24" Tube Sealant (2) Fastener #14A (2) Roof Stitch Screw per 2" Lap Roof Color 4" Tube Sealant (1) Roof Member Screw per 2" Lap Roof Color Woll Stitch Scrsv 12" O.C. Trim Color 24" WIDE HW7760 18" WIDE HW7769 12" WIDE HW7761 "NCI /MBCI" "Roll Form Downspout Sta. NO. DP01001 MAR 10 _101. "Roll Form' Gutter to Downspout Detail Locat;., . Field Splice Finished Floor Roll Form Downspout F321 F-320 = 10' -6" F313 = 14' -6" Exterior Downspout Fastener #14 1/8 x 3/16" Pop Rivet Field Splice A field splice is required for eave heights greater than 16' -0 ". Use the chart to field cut a 10' -6" or 14' -6" length of downspout. Always measure the required length starting at the swaged end. After cutting to length, insert the swaged end of the cut downspout into the top of the lower downspout. Secure with pop rivets. tilto (Shape May Vary) View Note Field Bevel Cut Top of Downspout i ?u4mspout S Depth 1. Refer to the building erection drawings for the location aril ::muting of the downspouts. 2. Locate all downspouts over a major panel rib if possible. 3. Make a cardboard template of the downspout shape. Place the template on the bottom of the gutter and trace the outline. Remove the template and draw a line from corner to corner, forming an "x" pattern. 4. Drill a whole at the center of the "x ". Using tin snips, cui (Jiang the lines of the x only. Do not cut along the outside lines of the downspout square. 5. Bend each triangular tab down toward the ground, 90 Degrees to the bottom of the gutter. 6. Position the top of the downspout under the gutter. Nicks sure all four gutter tabs are on the inside of the downspout. 7. Install Fastener #14 through the downspout into the ciuiter tab. Only the two sides and the front of the downspout will receive fasteners. DoubleLok / UltraDek Standard Rake High Side Corner Closure NT. No. MDL05010 High Side Flashing Caulk Edges Align Edges and Attach With Blind Rivets. Mitered Edges of Rake and High Side Flashing. attach with Blind Rivets (Fastener #14). Make Sure All Edges Are Sealed with Tube Sealant. MAR 10 100 REVIEWED FOR CODE COMPLIANCE APPROVED MAR 14 2012 City of Tukwila BUILDING DIVISION o;:2 "NCI /MBCI" "Roll Form" Downspout Kickout SHT. NO. DP01004 MAR 10 101 "NCI /MBCI" "Roll Form" Strap Attachment to Wall Panel SHT. NO DP01010 Downspout Strap F797 Roll Form Downs out F320/F313 Fastener #14 1/8" x 3/16" i'op Rivet (Typ.) Roll Form Downspout F321 108' 9 1/2" Wall Downspout Strap F797 Fastener #3 12 -14 x 1 1/4" L.L. Self Driller FEB. '111801 Fastener #14 1/8" x 3/16" Pop Rivet (Typ.) Downspout Strap F797 PBR Wall Panel Roll Form Downspout F320/F313 Fastener #3 12 -14 x 1 1/4" L.L. Self Driller Wall Panel • Fastener #14 1/8" x 3/16" Pop Rivet (Typ.) Roll Form Downspout F320/F313 PBA /VISTASHADOW Wall Panel Downspout Strap F797 Fastener #14 1/8" x 3/16" Pop Rivet (Typ.) Fastener #3 12 -14 x 1 1/4" L.L. Self Driller RVPBR Wall Panel Roll Form Downspout F320 /F313 - Wall Panel Wall Panel co 0 0 ,y S i� t) E a (nn 00 Drawing Status Scale: NOT TO SCALE Drawn by. DEH Checked by. SIG Project Engineer: Job Number: 22 —B- 57832 -1 Sheet Number: R10 of 17 The engineer whose seal appears hereon is an employee for the manufacturer for the materials described herein. Said seal or certification is limited to the products designed and manufactured by manufacturer only.The undersigned engineer is not the overall engineer of record for this project. RECEIVED FEB 212012 PERMIT CENTER Fixed Roof Stitch Screw 1/4 " -14 x 7/8" Gutter F38 DoubleLok UltraDek Standard Gutter No Eave Plate Sheeted Wall Refer to the Technical Installation for the installation of the roof panel. Roof Member Screw 1/4 " -14 x _ (8) Per Panel See Sheeting Layout MDL02001 MAR 10 100 Inside Metal Closure HW426 Tri -Bead Tape Sealant HW504 Top and Bottom Gutter Strap F246 Fastener #1 1/4 " -14 x 1° (2 per closure) Gutter End Lap Installation DoubleLok 1 UltraDek PI�IDL05002 Dec '11 Gutter Field Fastener #14 (See below for placement) (2) Runs Tube Sealant rte..------- - Roof Panel Roof Stitch Screw 1/4 " -14 x 7/8" at 12" O.C. Fastener #14A 1/8 x 3/8° at 10' -0° O.C. Lap Detail Gutter Flat Eave Trim F2955 Fastener #14 1/8 x 3/16° at 36" O.C. Wall Member Screw 12 -14 x _ 1" r1 0- 3 I - -I 1 1 1 1 1 Tgpical 2" Max. Spacin 1 1/4" DoubleLok 1 UltraDek - Standard Rake Trim Low Eave Rake Corner with Eave Gutter and Termination Trim Roof Stitch Screw " -14 x a" 3" o.c. across end lap Termination Trim F117 Field Cut to width when required. (See MDL06003 for additional Details) Rake Trim End Closure F2337L (Shown) F2337R (Opposite) attach with (2) Fastener #1 4"-14 x 1" Tape Sealant HW504 Extend to overlap Tape Sealant on End Closure 7 (5) (4) (3) (6) $ F394 - (5) (4) PVIDL05008 Jul'11l 01 Note; 18" wide Panel shown. Panel may be 12" or 24" wide, see Roof Sheeting Plan. Field Notch Rake Trim at Gutter Panel Closure HW426 Field Cut n / \ a. 0ref I 0. oaae bet 409/ wee oke END CLOSURE MODIFICATION DETAIL Eave Gutter Flat Eave Trim F2955 DoubleLok 1 UltraDek - Roof Termination at Rakt Low or High and Hi- Thermal Clip F875 (5) - -- I I (5) Rake Support- - (See Endwall (Framing Layout, Roof Panel--. Dead anel - 2 Anti i, DoubleLok / UltraDek Roof Termination at Rake DL06004 SEla '10 03 DoubleLok / UltraDek Standard Rake Trim Corner Closure SHT. NO. MDL05005 8" A 1" For "Off- Module" Roof Lengths The Edge Of Roof Sheeting Should Fall Within This Zone Rake Support (See Endwall (Framing Layout) Roof Panel 4" Dead Zone 2" x 4° Rake Angle (RAI) Rake Support (See Endwall (Framing Layout) 2" x 4" Rake Angle (RA1) "0n- Mo:;u1 ._' ..... r,.: a roof length dimension, in feet, that is a whole number (Le. 20' -0) or a whale numb... u" (i.e. 20' -6 "). This means that the sheeting area will run from steel line to steel line (or c;;::.Lde line to module line) without cutting o panel. Roof lento :, .u: .,ra not On- Module will use a Termination Trim to fill the gap between the steel line and aaya .I _,anal. The sheeting area cannot terminate in the 4" dead zone (the last 4" of the roof Iengul On- Modulo oln..,.,:,:; areas may use a combination of panel widths to complete the sheeted area without cct,ir.,i panel. Panel widths are 24 ", 18" and 12 ". The 18" and 12" wide panels should only be used i, make adjustments to the sheeting area length. See sheeting layout for placement of 18" and 12" . ;■ panels. (3) Rae i Siiicn Screw 1 IDL06003 Sep'111 03 (1) Ruoi6lernber Screw 4"-14 Termination Trim Lap Detail Panel Fin and Clip must be hand crimped before installing Termination Trim Tri -Bead Tape Sealant (HW504) Roof Member Screw " -14 x _ at 24" O.C. Rake Support (See Endwall Framing Layout) Rake Angle RA1 4" to 8" 4" See,: uL Sealant Terrrtinatwo Trim Tri Dray Jcalant Rake It Terminatic... (See Flashiij Layout) Field Cut to width when required Roo bitch Screw g„ at o" On Center Tri -Head Tape Sealant (1-1W504) Fastener #5 4" -14 x 14" at 24" on O.C. Fastener #12A 12 x 1" P.H. DP3 at each Purlin Ruke Trim F42 Standard F367 Northern F990 Northern Large Member Screw of 24" 0.C. \--Ruke Support Angle HW1710 (Low Clip 1W7720 (High Clip) HW7664 (Hi- Thermal) �- Fastener #5 x 11" at 24" U.C. N_ koF<: rincle RA1 • • MAR 10 100 - Rake Trim End Cap Gutter Field Notch At Gutter Gutter Align Edges and Attach With Blind Rivets. 1.) Locate Gutter End Cap 1 1/2" From End of Gutter. 2.) Apply Tube Sealant Between End Cap and Gutter. Attach with Blind Rivets (Fastener #14). Make Sure All Edges Are Sealed with Tube Sealant. 3.) Align Mitered Edges of Gutter and Rake. Attach with Blind Rivets (Fastener #14). Rake Trim DoubleLok / UltraDek Standard Low or High and Hi- Thermal Rake Trim SHr. N0. MDL06005 FEB. '11102 Tri -Bead Tape Sealant HW504 Rake Slide F115 l Stitch Screw /•i 14 x 7/8" 12" O.C. Roof Member Screw 1/4 -14 x _ at 24" 0.C. Roof Panel Rake Support (See Endwall Framing Layout) Fastener #5 1/4 -14 x 1 1/4" at 24" 0.C. Wall Member Screw 12 -14 X _ Rake Angle RA1 L4x2xi6ga. w /Fastener #12A 12 x 1" P.H. at each Purlin Outside Panel Closure REVIEWED FOR CODE COMPLIANCE APPROVED MAR 14 2012 City of Tukwila BUILDING DIVISION co 0 0 cc 0 N 0 w • 0 ¢ 00 ce w> O 0 0 rn = EC } 0 w 1- J 00 czN3 w E >3o O e) Z 5 m U Op ao Q Drawing Status: Scale: NOT TO SCALE Drawn by DEN Checked by SIG Project Engineer: Job Number: 22 -B- 57832 -1 Sheet Number: R11 of 17 The engineer whose seal appears hereon is an employee for the manufacturer for the materials described herein. Said seal or certification is limited to the products designed and manufactured by manufacturer only.The undersigned engineer is not the overall engineer of record for this project. RECEIVED FEB 212012 PERMIT CENTER Numerical Detailing - Zees ANID Profiles Slit NO 1.05 -10 'Sep '10lil Numerical Detailing Eave Strut (Slopes 0 to 42:12) ANID Profiles Equal 4" Equal 50° "B1" "02" ANID Profile Code "ZZ" (See 21- 10 -10) Varies 2" - 8" E.S. 3" - 10" E.S. 4" -12" E.S. 5" ANID Profile Code "EL" (Low Eave) Varies 2" - 8" E.S. 3" -10" E.S 4 "- 12 "E.S See 21 -15 -10 for ANID 21.05.11 norE FEV hm Sep'10 00 !,SOU Profile Code "EH" (High Eave) Nominal 8" -1776" Stretchout Nominal 10" -196" Stretchout Design Roof Design Designation Slope "A" B' D" L" • Designation Roof Slope Nominal 12" - 2116' Stretchout Design Designation Roof Slope "0" Zee Profiles using ANID Flange Code "23" Zee Profiles using ANID Flange Code '33" Design Designation 8X2 5Z16 8X2.5Z14 8X2.5Z13 8X2 .5Z12 10X2.5Z16 10X2.5Z14 10X2.5Z13 10X2.5Z12 Stretchout 13}x" 8" "B1" 21" "B2" 2g .911" Design Designation 8X3 5Z16 Stretchout "B1" "B2" "L" 8X3.5E14 0 to is 90° 90 8" 1.112" 3toa 92 88° 8" 1.113" 95° 85° 8" 1.114" 1 to 21 99° 81° 8' 0.994" 2* to 31 104° 76° 8' 1.003" 311 to41 108° 72° 83" 0.889" 10X3.5E14 0 to 90° 90° 10" 1.112" 3to 92° 88° 10" 1.113" 3tot3 95° 85° 10" 1.114" 1ito21 99° 81° 103" 0.994" *to 31 104° 76° 103' 1.003" 3 to 41 108° 72° 103" 0.889" 12V, -. L.1d 0104 90° 90° 12" 1.112" tot 92° 88° 12" 1.113 "' to 13 95° 85° 12" 1.114" l to 21 99° 81° 1* 0.994" 8" .911" 13}g" 8" 2g' 2g' 930" 8X3.5Z14 15}" 8" 13}" 8" .956" 8X3 ..5Z13 136" 8" 23" .990" 8X3.5Z12 15}x" 8" 8. 31" .930" .956" .990" 15}g 10" 23" :911" 10X3.5Z16 156" 10" 10" 21" 2," .930" 10X3.5Z14 176" 17}" 10" 10" * .911" .930" 8X3.5E13 0 to 90° 90° 8" 1.149" 3to0q 92° 88° 8" 1.149" } to 13 95° 85° 8" 1.151" 119g to23 99° 81° 8 1.031" 219g to 31 104° 76° 1.040" 319g to .956" 10X3.5Z13 176" 10" 3i" .956" 10" .990" 10X3.5Z12 12X3 5Z16 17}" 19f" 10" ° 17 31, 3g„ .990" 12X3 5Z14 19} " 12" 12X3.5Z13 19" 12" * 12X3.5Z12 19;" 12" 3B" .911" .930" .956" .990" 8X3.5E12 ()toil 108° 72° 0.927" 10X3.5E13 0 to 90° 90° 10" 1.149" itog 92° 88° 10" 1.149" 33to1} 1ito21 2fg to3} 3°*to41 95° 99° 104° 108° 85° 81° 76° 72° 10" 103' 11* i0 *" 1.151" 1.031" 1.040" 0.927" 12X3 2 to 31 3i1 to 41 0tor tot Pto11 104° 108° 90° 92° 95° 76° 72° 90° 88° 85° 123' 123" 12" 12" 12" 1.003" 0.889" 1.149" 1.149" 1.151" Numerical Detailing - Cees ANID Profiles Stir NO 21-05-12 Equal 4" Equal "B2" ANID Profile Code "CC" (See 21-20-10) Self-Drilling Fasteners Point Capability OAN Cee Profiles uur ANID Flange Code "24" Designation Steed; Haul 5C16 13'1,;" Design D 8X2. 8X2.5C14 8X2.5C13 to 21 99° 81° 123" 1.031" 8X2.5012 21oto31 104° 76° 123' 1.040" 10X2 5C16 3t� to 41 108° 72° 123" 0.927" 90° 90° 8"" 1.197" 3toa 92° 88° 8" 1.198" }3to 1 95° 85° 8" 1.200" 1 to 23 99° 81° 8' 1.080" 2i to 33 104° 76° 1.090" 319g to 44 108° 72° 83" 0.978" 10X3.5E12 0toi 90° 90° 10" 1,197" itoi 92° 88° 10" 1.198" 6101 95° 85° 10" 1.200" lib 21 99° 81° 103' 1.080" 41033 104° 76° 101' 1.090" 3j9g to41 108° 72° 103' 0.978" 12X... 1.12 0MA 90° 90° 12" 1.197" atoll 92° 88° 12" 1.198" 10X2.5014 10X2.5013 10X2.5012 to 14 I to 23 2rto31 95° 99° 104° 85° 81° 76° 12" 123' 123' 1.200" 1.080" 1.090" 46 to 41 108° 72° 121" 0.978" Drilling Tip Length Determination Self- Drilling Fastener Terminology. 82 -05 -06 00 05/13/2009 Fasteners Standard The length of the tip required on a drilling fastener is determined by adding the thickness of the top material, any insulation or void between the top material and bottom material, and the thickness of the bottom material. If a hole larger than the screw thread has been pre- drilled or punched into the top material, only the thickness of the bottom material need be considered. (The threaded portion of the shank must be long enough to extend into and through the bottom material drilled.) Total Thickness to be tDrilled Predrilled Hole Diameter - Larger than Screw threads 1 Total Thickness to be Drilled 1 Diameter Length /Head Type i/ r Material 1/ r Finish #12 -14 x 1 -1/4" Type 3 HWH, Self - Drilling, Carbon Steel, .0005 Minimum Zinc PLate IThreads Point \- Fastener Type Per Inch Length Point (Long •I'•s" 1.Pilot) 110 11101010M Hea Type Threads Per Inch Size Part Mark Descriptim 8" "B1" 211" Cee Profiles using ANID Flange Code '34" "B2" 23' Design Designation Slretchout .773" 8X3.5C16 8" .773" 82 -05 -071 03 11/05/2010 Size 1/4 -14 X 1" #1 carbon steel structural fastener w /sealing sasher DoubleLok /UltraDek Clip Insulation < =4" Eave plate to eave strut / Mid -slope fixeu ;;i,te to purlin 8" 21" 23" .800" 8X3.5C14 8" .800" 8" .836" 8" .836" 2 }" 23" .885" 8X3.5C12 8" .885" 10" 21" 21" .773" 10" 10" 23" 21" .800" 10X3.5C14 10" .800" 10" 23' .836" 10" .836" 10" 23" .885" 10" 12" .773" 12X3.5C14 12" .800" 12X3 . 5C13 12" .836" 12" .885" Self-drilling fasteners are designed to drill the material and tap the hole. Material thickness is an important consideration when determining the proper point diameter. The point diameter is described as the point TYPE, Point types Are as follows: Type :1 Light gauge application Type 2 Medium light gauge application Type 3 Medium gauge application Type 14 Medium heavy gauge application Type 5 Heavy gauge application The point diameter allows the threads to tap into the material without excessive force which can break the shank, or very low force which can easily strip-out the material during seating torque. Each point type has a specific FLUTE length which allows the chip to escape from the hole during the drilling operation. Depending on the application, some drill screws require a special PILOT section. The pilot section is the area that is unthreaded on the drill point. The pilot area is important to the performance of the fastener. The reason for the pilot area is so that the drilling of the hole is completed before the threads engage. If the threads engage before the drilling is completed, the drill point will have a tendency to burn because the threads will force the point into the material. Drilling Point Capabilities Material Thickness: .500 .312 .250 .110 .098 Point T e: Type 1 Light Duly Type 2 Medium Duty Type 3 Medium Duty Type 4 Heavy Duly Type 5 Heavy Duly #10 (.035 -.090) #6 (.035 - .098). #8 (.100 -.140) #12 (.145 -.312) #12 (.250 -.500) #12 (.035 -.090) #8 (.035 -.100) #10 (.110 -.175) 1/4" (.035 -.090) #10 (.090 -.110) #12 (.090 -.210) #18 (.035 -.098) #12 (.050 -.140) 1/4" (.110 -.250) Fasteners Long Life NM NO. 82-05-08 NM la tAlt 09/18/2009 Below Eave Tie-in Low Clip Sheeted Wall - Girt to Welded Clip SHL NO. DATE I REV. Mark Description 1/4 -14 X 1 1 /:'{ 41E. 1/4 -14 X 1 1/2" #1F carbon steel structural fastener w /sealing DoubleLok /UltraDek Clip Insulation >4" Mid -slope fixed plate to purlin insulation > 1/4 -14 X 7/8" #4A carbon steel stitch fastener w /sealing wosh., 1/4 -14 X t 12 -14 X 12 -24 X 1 1/4" #67 carbon steel tek 5 fastener w /sealing washe,f DoubleLok /UltraDek Clip Insulation < =4" Metxia, :- = i/ 4" 12 -24 X 1 1/2" #69 12 -14 X carbon steel tek 5 fastener w /sealing woos,.; DoubleLok /UltraDek Clip Insulation >4" Molarinl -= 1/4" 12 -14 X 1" #17 carbon steel structural fastener w /sealing N:.cul,cr 12 -14 X 12 -14 X 12 -14 X 1 1/4" #17A carbon steel structural fastener w /sealing PBR roof Insulation < =4" 1/4 -14 12 -14 X 1 1/2" #170 carbon steel structural fastener w /seoling ;.r,aiwr BattenLok Clip Insulation >4" PBR roof Insulation >4" long life structural fastener w/sealing washer j1ESS long life structural fastener w/sealing washer and SS cap long life structural fastener w/sealing washer PBR roof Insulation <=4" ,;SS long life fastener w/sealing washer and SS cap long life structural fastener w/sealing washer PBR roof Insulation >4' .ASS long life fastener w/sealing washer and SS cap long life stitch fastener w/sealing washer 1/4 -14 X 12 -14 X 2" #28 carbon steel structural fastener w /sealing t . usher 1/4 -14 X 7/8" #38 carbon stitch fastener with no sealing washer long life stitch w/sealing washer and SS cap 1 2-1 4 X 1 7/ii' 4268 12 -14 X 2' :272SS 12 -14 X 1 J /ii° ,,288SS long life structural fastener w/sealing washer long life fastener w/sealing washer and SS cap long life fastener w/sealing washer and SS cap Inside Panel Closure HW455 = PBR HW459 = PBU HW464 = PRA/VISTASHADOW High Side Parapet Trim F326 Roof Stitch Screw 6" 0.C. Tri Bead Tape Sealant HW504 Panel Clip Angle RA1 Wall Member Screw Fastener #18 Girt Clip Screw 2 Per Clip Fastener #1E (1 (8 18" Panel 24" Panel (7 12" Panel Wall Member Screw WP Outside Metal Closure 11" Back Up Plote 24"= HYV7760 12"= HIN7761 REVIEWED F CODE COMPLI APPROVED MAR 1 4 2012 CE City of Tukwila BUILDING DIVISION 0c2. • 2 OMM tri Z.6 cn vi w Lao o 0 co X1 0 El CI Drawing Status: Scale: NOT TO SCALE Drawn by: DEN Checked by: SIG Project Engineer: Job Number: 22-8-57832-1 Sheet Number: R12 of 17 The engineer whose seal appears hereon is an employee for the manufacturer for the materials described herein. Said seal or certification is limited to the products designed and manufactured by manufacturer only.The undersigned engineer is not the overall engineer of record for this project. RECEIVED PERMITCENTER PBR Wall Panel Inside Corner Trim 0 1— Exterior Fastener #4A 1/4 — 14 x 7/8" at 20" O.C. t N Inside Corner F800 or 409 Fastener #4A 1/4 - 14 x 7/8" at 20" 0.C. Insulation has been omitted for clarity Steel Line ate: Field cut wall panel at inside corner as required Interior PW03002 DATE 09 101 Connection Bolts Bolts used to make connections in primary framing members such a :. columns and rafters are usually ASTM A325 bolts. Bolts used to make connections in secondary framing members such as the purlins are usually ASTM A307 bolts. The size and grade of the bolts are marked on the Building Construction Drawings. The following information is copied from the AISC ninth edition, " :;pecification For Structural Joints Using ASTM A325 or A490 Bolts ". This is provided to you only as a guide. It is the responsibility of you as the installer to assure proper tightness of all bolts. Turn —Of —Nut Tightening When turn —of —nut tightening is used, hardened washers are not r,ciuired except ( as otherwise indicated on the Construction Drawings.) A representative sample of not less than three bolts and nuts o.,uch diameter, length, and grade to be used in the work shall be checked at tl; start of work in a device capable of indicating bolt tension. The test shall demonstrat; that the method of estimating the snug —tight condition and controlling turns frorr, snug tight to be used by the bolting crews develops a tension not less that five percent greater than the tension required by Table 4. Bolts shall be installed in all holes of the connection and brought io o snug tight condition. Snug tight is defined as the tightness that exists when the plies of the joint are in firm contact. This may be attained by a few impacts of an impact wrench or the full effort of a man using an ordinary spud wrench. Snug tightening shall progress systematically from the most rigid part of the connection to the free edges, and then the bolts of the connection shall be retightened in o similar systematic manner as necessary until all bolts are simultaneously snug tight and the connection is fully compacted. Following the initial operation all bolts in the connection shall be tighteded further by the applicable amount of rotation specified in Table 5. During the tightening operation there shall be no rotation of the part not turned by the wrench. Tightening shall progress systematically from the most rigid part of the joint to its free edges. Impact wrenches, if used, shall be of adequate capacity and sufficiently supplied with air to perform the required tightening of each bolt in approximately 10 seconds. 08/21/09 Bolt Tightening NOTE: These drawings are intended to depict general installation; of item(s) described above. Some item(s) may have been omitted for clarity of presentation. Consult your erection manual or additional SD— Sheets for further guidelines and /or clarification:;. C euled On: 08/21/09 DRAWING NO. SD238 1,Iorro001 Bolts Inches ,f2 Minimum Tension° in 1000's of Pounds (kips) A325 Bolts A490 Bolts /8 3/4 718 12 15 19 24 28 35 39 49 1 i /8 114 3/8 51 64 56 80 /2 71 100 85 121 11 103 148 ° Equals t,, 7: ,....-cent of specified minimum tensile strengths of bolts (as specified in ASTM Spaiiications for tests of full size A325 and A490 bolts with UNC threads loaned in axial tension) rounded to the nearest kip. Tabit -f. listener Tension Required for Slip— critical Connection SI: Connections Subject to Direct Tension Disposition of Outer Face of Bolted Parts Bolts (under side, of head to end of bolt) Up to cr:r, including diameter: yer lame cra ,ii not exceeding 8 diameter, Both faces normal to bolt axis One face normql to bolt a Is and other sloe not more than 1:20 beveled washer not used) Both faces frommnore normal to fhe bolt axis ( bevele washer not used 1/3 turn 1/2 turn 2/3 turn 1/2 turn 2/3 turn 5/6 turn c ei- but not exceeding 12 diameter° 2/3 turn 5/6 turn 1 turn °Nut rotation =la ive to bolt regardless of the elemen (nut or bolt) being urned. For bolts iristkriid by 1/2 turn and less, the tolerance should be plus or minus 30 degrees• _ tor' bolts installed by 2/3 turn and more, the tolerance should be plus or minus 45 duji, s. bApplicable c,;i; connections in which all material within the grip of the bolt is steel. cNo reseor_i i,; oeen performed by the Council to establish the turn —of —nut procedure is iA lengths exceeding 12 diameters. Therefore, the required rotation must be deteo.hried by actual test in a suitable tension measuring device which simulates conditions of solidly fitted steel. 08/21/09 j. 5. Nut Rotation from Snug Tight Conditiona,b C eated On: 08/21/09 NOTE: Thra:; wings cre intended to depict general installation of item(s) cie.n ar ed above. Some item(s) may have been omitted for clarity e;i ; :;,sentation. Consult your erection manual or additional G- ..,,Bets for further guidelines and /or clarifications. DRAWING NO. SD238A 1. Install all bolts in connection. 2. Beginning at a rigid point in the connection (point with no gap), tighten each row of bolts to snug tight progressing toward the free edge(s) of the connection (edge with gap). 3. Repeat step 2 until all plies of the connection are completely pulled together with no gap present, and all bolts are snug tight. 4. Mark each bolt head or nut at its present position. Rotate bolt required amount shown in the table. Difference in mark locations will insure correct bolt tightness. 0 0 cn a7 First Snug Pass Free Edge Second Snug Pass Rigid Edge Connection Compacted Bolt should be rotated now. Turn —of —Nut Sequence Order When connection is compacted and bolt is snug: 1. Mark nut and bolt location with keel or chalk. 2. Rotate nut as required per chart conditions. 3. Finished mark locations are proof that bolts have been properly tightened. 0 oc 2/3 Position Turn —of —Nut Procedure 08/21/09 C eated On: 08/21/09 NOTE: These drawings are intended to depict general installation of items) described above. Some item(s) may have been omitted for clarity of presentation. Consult your erection manual or additional SD— Sheets for further guidelines and /or clarifications. DRAWING NO. SD238B (y,[z REVIEWED FOR CODE COMPLIANCE APPROVED MAR 14 2012 • BUILD NG Tukwila VISION ;o U co O 0 r_Construction Permit cn W o W -Jai oaa) CC CO 3zw °o e) z 3 m U po0¢ El El Drawing Status :• Scale: NOT TO SCALE Drawn by. DEH Checked by. SIG Project Engineer: Job Number: 22—B--57832-1 Sheet Number: R13 of 17 The engineer whose seal appears hereon is an employee for the manufacturer for the materials described herein. Said seal or certification is limited to the products designed and manufactured by manufacturer only.The undersigned engineer is not the overall engineer of record for this project. RECEIVED FEB 212012 PERMIT CENTER 3/16 0 EXTERIOR GIR T O FLUSH EA VE DETAIL B GRIND FLUSH CANOPY AT FLUSH COLUMN DETAIL B GRIND FLUSH 0 EA VE CANOPY OR FASCIA BRACKET 3/16 3/16 STIFFENER O (IF READ.) LEAN TO BRACKET DETAIL A COLUMN EA VE CONDI TIONS 0" TO 1/16" FLANGE THICK FILLET S 1/4" 3/16" 5/16" 1/4" 3/8 ". 5/16" FILLETS NOT APPLICABLE TO CRANE BRACKETS 0" TO 1/8" FLUSH OR EXTENDED WPS #2 WELD FAR SIDE FIRST FLUSH GOUGE INTO ROOT PASS OR PER WPS EXTENDED I ti 2 0. DETAIL B FLANGE TO CONNECTION PLATE AND BRACKET TO FLANGE WPS #5 WELD FAR SIDE FIRST & GOUGE INTO ROOT PASS. WPS #3A HORIZONTAL NOTE C2 APPLIES TABLE 2 FULL LENGTH IF D = 10" 01? LESS DETAIL A VARIES DETAIL 8 MAY BE SAW WELD PER TABLE 1 TABLE 1 \ FROM CAP PLATE) TO STIFFENER TABLE 2 DETAIL B DETAIL E 3/16 V <TABLE2 O O 0 0 0 0 SECTION H VIEW DETAIL B TABLE 1 S.A.W. FULL LENGTH OF FLANGES MAY INCLUDE CONNEC I7ON PL. WPS #1 GMAW BACK GOUGE WPS #10C SAW H0- 3/16" W 0 NOTES (WPS #10 SAW /GMAW \ WPS #11 GMAW BACK GOUGE O 0 -3/16" PER WPS M WPS #3 BACK GOUGE C1 PROCEDURES SHOWN ARE MOST COMMON. OTHER SPLICE PROCEDURES INCLUDE WPS #2A, #3A, AND #16. C2 ANY PREQUALIFIED OR "PROCEDURE QUALIFIED" CJP WELD MAY ALSO BE USED FOR DETAILS B AND C, WITH A WRITTEN NCI APPROVED WPS. DETAIL C SPLICE WELDS L / WPS #5 ( FLAT OR HORIZ \BACK GOUGE R =1/4" 45 0 — 1/16" WPS #4 BACK GOUGE 1:2 1/2 THICKNESS TRANSITION REQUIRED FOR CANADA PROJECTS COPED GUSSET .,; OD. EA VE STRUT BRACKET TO BE WELDED WELD PER T,9f.'( 2 IN PLACE AFTER THE COMPLETION OF THE HAUNCH WELD TABLE 2 FULL LENGTH IF D = 10" OR LESS DETAIL A VARIES TABLE 2 DETAIL B WPS TABLE 2 TABLE 1 FROM CAP PLA 1E -- TO STIFFENER 3 TABLE 2 TABLE 2 TABLE 1 Y + 3" 3/8" OR LESS Vfi L ; TRANSITION FOR CANADA SEE WS -2 DETAIL C THRU WELDER OPERATOR 45' DETAIL E UNLIM. I ;= I.D TRANSITION FOR CANADA SEE WS -2 Gr UNLIM. 1'1LD TRANSITION FOR CANADA SEE WS -2 3/16 V TYPICAL BRACE. REINFORCEMENT 3/16 V TYPICAL COLUMN WELDS STRAIGHT OR TAPERED TABLE 2 IL DETAIL 0 — BASE PLATE DETAIL B TABLE 2 — AT SLOPED FLANGE FILLET MAY BE LOCATED ON OUTER SIDE IF POSSIBLE, OR USE CJP. — 1>—(TABLE 2 DETAIL B i1 l MOMENT BASE ir-L A � ES DETAIL C �'— DETAIL E STRAIGHT OR TAPERED TABLE 1 S.A.W. FULL LENGTH OF FLANGES NCI KNEE CONNECTIONS MAY VARY AS SHOWN AL Tt rG, r:: A VE STRUT SUPPORT ANGLE (STAB CECO — WHEN REQUIRED) COLUMN A T MEZZANINE BEAM (WHEN REQUIRED) DETAIL B TOP AND BOTTOM BOTH SIDES OF COLUMN FLANGE TABLE 2 WPS #5 TABLE 2 GENERAL NOTES TABLE 2 TABLE 2 GMAW WELD 3" PAST BOSS TOP AND BOTTOM BELOW EA VE BOSS TABLE 2 TOP AND BOTTOM STIFFENER 1. ALL SAW WEB TO FLANGE WELDS TO BE CONTINUOUS ONE SIDE ONLY UNLESS NOTED ON FABRICATION DOCUMENTS. 2. INCREASE FILLET SIZE BY 1/16 FOR EACH 1/16 OF GAP IF GAP AT ROOT IS GREATER THAN 1/16. MAX /MUM FILLET ROOT PERMITTED IS 3/16. DETAIL F ON WS -4. 3. FILLET WELD SIZE IS NO GREATER THAN THE SHORTEST LEG SIZE. 4. FOLLOW APPROPRIATE WELDING PROCEDURE SPECIFICATIONS FOR ALL WELDS, FOR SAW FILLETS USE WPS #15, GMAW FILLETS USE WPS #6. 5. WELD COVER PASSES ARE PERMITTED FOR APPEARANCE PURPOSES WHEN NO WELD IS REQUIRED. USE WS #1 WELD PASS PARAMETERS. TABLE 2 WELD CONTINUOUS 1 1/2" BEYOND BOLT GROUP, ON SIDE OPPOSITE FROM SAW WELD. WHEN HOLES ARE 13/16" AND LARGER IN THE FLANGE OR WHEN HOLES ARE 13/16" AND LARGER IN THE WEB AND WITHIN 12" OF A FLANGE INSURE THAT FILLET LEG SIZES ARE ACHIEVED BEVEL OR SLOPE GAP DUE TO SLOPE 2: 12 = 9 DEGREES 4:12 = 18 DEGREES FOR SLOPE BETWEEN 2: 12 AND 4: 12 INCREASE FILLET 1/16 ". FOR 4: 12 SLOPE AND GREATER USE CJP, WPS #2 or #5. GENERAL NOTE NO 2 IS IN ADDITION TO SKEW INCREASE MAX. OPENING ALLOWED IS .3/16. THEN USE CJP, WPS #2 OR #5. IF REQUIRED FILLET EXCEEDS 5/16 THEN USE CJP, WPS #2 OR #5. FILLET INCREASE AT SKEW TABLE 1 MIN. FILLET WELD SIZES, WPS #15 SAW & WPS #6 GMAW THICKER PLATE 77-/INNER PLATE (USUALLY THE WEB) < 1/4 1/4 5/16 3/8 1/2 5/8 3/4 UNDER 1/4 3/16 — — — — — — 1/4 3/16 3/16 _ _ _ _ — 5/16 THRU 1/2 3/16 3/16 3/16 3/16 3/16 — — 5 /8 THRU 3/4 3/16 1/4 1/4 1/4 1/4 1/4 1/4 TABLE 2 GENERAL FILLET WELDS WPS #6 ONE BOTH SIDE SIDES THINNER PLATE FILLET FILLET THICKNESS SIZE SIZE UNDER 1/4 3/16 3/16 1/4 1/4 3/16 5/16 5/16 1/4 2- OS REVIEWED FOR CODE COMPLIANCE APPROVED MAR 14 2012 City of Tukwila ILDING DIVISION 0 cb 0 vi o w J Q co • w a)5 °) o 2 w _ Li 0 0 O J_ UM3 Scale: NOT TO SCALE Drawn by DEN Checked by. SIG Project Engineer: Job Number: 22 —B- 57832 -1 Sheet Number: R14 of 17 The engineer whose seal appears hereon is an employee for the manufacturer for the materials described herein. Said seal or certification Is limited to the products designed and manufactured by manufacturer only.The undersigned engineer is not the overall engineer of record for this project. RECEIVED FEB 212012 PERMIT CENTER DETAIL B TABLE 2 DETAIL B DETAIL B 0" TO 1/16" 0" TO 1/8" FLUSH OR EXTENDED FLANGE THICK FILLET S 1/4" 3/16" 5/16" 1/4" 3/8" 5/16" FILLETS NOT APPLICABLE TO CRANE BRACKETS WPS #2 WELD FAR SIDE FIRST FLUSH GOUGE INTO ROOT PASS OR PER WPS EXTENDED U ti DETAIL B 1 45' FLANGE TO CONNECTION PLATE AND BRACKET TO FLANGE 3/16 V (TABLE 1 /TABLE 2 \I / `PAAW WELD 1 1/2 " PAST BOLT V PATTERN FOR 13/16" HOLES AND LARGER IF BOLT PATTERN IN WEB IS WITHIN 12" OF FLANGE. ' 12" OR O 0 -* LESS O 0 DETAIL C THICKNESS TRANSITION FOR CANADA DETAIL C TABLE 1 DETAIL C THICKNESS TRANSITION FOR CANADA WELDER ID STAMPS - ON FAR SIDE (NEAR INNER FLANGE WITHIN 6" OF END) - SAW PULL -THRU WELDER OPERATOR HAND FITTER HAND WELDERS (CENTER ON FLANGE) COPED GUSSET PER TABLE 2 WHEN REQD. (TYP.) DETAIL B FULL OR PARTIAL DEPTH STIFFENERS AS DETAILED COPED GUSSET PER TABLE 2 WHEN REQD. (TYP.) DETAIL B I\ \TABLE 1, \ FULL LENGTH RAFTER TAPER MAY VARY AS SHOWN TYPICAL RAFTER WELDS TABLE 1 TABLE 2 3/16 TABLE 2 TABLE 1 TABLE 2 DETAIL 8 RAFTER MAY VARY AS SHOWN TABLE 1 FOR FULL DEPTH S77FFENERS TABLE 2 TABLE 2 TABLE 2 TABLE 1 CONT. BETWEEN STIFFENERS DETAIL E, SHEET WS -1 TABLE 2 WF OR BUILT -UP COLUMN COLUMN PINNED CONNECTION (ALL HOLES INSIDE OF FLANGES OR STIFFENERS) C ti WPS #5 WELD FAR SIDE FIRST & GOUGE INTO ROOT PASS. WPS #3A HORIZONTAL NOTE C2 APPLIES Y..ii.'LL I FOR FULL DEI 111 STIFFENERS SAW / T' L ± 1 CONTINOUS ( BETWEEN STIFFENERS AND 1-1/2" BEYOND 01.17ER CONNECTION HOLES DETAIL E; SHEET 1'v5- -1 TABLE 1 „ FOR &UP WF OR BUILT -UP COLUMN COLUMN MOMENT CONNECTION (HAS BOLTS OUTSIDE OF FLANGES OR STIFFENER) II II II0 -3/16" O O� NOTES WPS #1 GMAW BACK GOUGE WPS #10C SAW 0-3/16" PER WPS O WPS #10 SAW /GMAW WPS #11 GMAW BACK GOUGE 1/8° TO 3/4' /WPS #3 \BACK GOUGE C1 PROCEDURES SHOWN ARE MOST COMMON. OTHER SPLICE PROCEDURES INCLUDE WPS #2A, #3A, AND #16. C2 ANY PREQUALIFIED OR "PROCEDURE QUALIFIED" CJP WELD MAY ALSO BE USED FOR DETAILS B AND C, WITH A WRITTEN NCI APPROVED WPS. 0 - 1 /8" O DETAIL C SPLICE WELDS 45 / WPS #5 (FLAT OR HORFZ. j/ BAICK GOUGE R =1/4" ____•145 II 0 - 1 /16" WPS #4 BACK GOUGE O 1:2 1/2 THICKNESS TRANSITION REQUIRED FOR CANADA PROJECTS • • 0 0 SECTION K VIEW REVIEWED FOR CODE COMPLIANCE APPROVED MAR 14 2012 City of Tukwila BUILDING IN IMQN FULL OR PARTIAL DEPTH STIFFENERS AS DETAILED TABLE 1 AT FULL DEPTH STIFFENERS TABLE 2 TABLE 2 DETAIL C TABLE 1 CONT. 1 1/2" BEYOND CONN. HOLES DETAILB, FLUSH CONDITION GRIND WELDS FLUSH WHEN FLANGE HAS HOLES 2 1/2 V DETAIL C TYP. TRANSITION ACHIEVE 1: FOR STEPPE! 7 OF THICKER PREPARE THIN PLATE PER WPS / DETAIL C 0" - 1/8" 2 1/2 1 j7 iCE WIDTH TRANSITION PLATE THICKNESS TRANSITION FOR CANADA JOBS ONLY . STIFFENER WILL HAVE HOLES Airs THE WELD OR 774E PLATE OR A COMBINATION OF BOTH TO Ii1ANSI710N. AT KNEE CONNECTION, DO NOT TRANSITION CONNECTION PLATE KNESS, THINNER PLATE END PREPARA770N MAY BE USED IF TRANSITION IS PREPARED PRIOR TO WELDING. • OCCUR ON ONLY ONE SIDE OF WEB RAFTER STIFFENER l SKEWED RAFTER SUPPORT FULL OR PARTIAL DEPTH STIFFENERS AS DETAILED DETAIL C PIPE OR TUBE COLUMN DETAIL C AT FLANGE TABLE 2 TABLE 1 CONT. 1 CONN. S CON HOLES RAFTER INTERIOR SUPPORTS GENERAL NOTES TABLE 1 FOR FULL DEPTH STIFFENERS TABLE 2 PIPE OR TUBE COLUMN 1. ALL SAW WEB TO FLANGE WELDS TO BE CONTINUOUS ONE SIDE ONLY UNLESS NOTED ON FABR1CA770N DOCUMENTS 2. INCREASE FILLET SIZE BY 1/16 FOR EACH 1/16 OF GAP IF GAP AT ROOT 1S GREATER THAN 1/16. MAX /MUM FILLET ROOT PERMITTED IS 3/16. DETAIL F ON WS -4. 3. FILLET WELD SIZE IS NO GREATER THAN THE SHORTEST LEG SIZE. 4. FOLLOW APPROPRIATE WELDING PROCEDURE SPECIFICATIONS FOR ALL WELDS, FOR SAW FILLETS USE WPS #15, GMAW FILLETS USE WPS #6. 5. WELD COVER PASSES ARE PERMITTED FOR APPEARANCE PURPOSES WHEN NO WELD IS REQUIRED. USE WPS #1 WELD PASS PARAMETERS. TABLE 1 MIN. FILLET WELD SIZES, WPS #15 SAW & WPS #6 GMAW THICKER PLATE THINNER PLATE (USUALLY THE WEB) < 1/4 1/4 5/16 3/8 1/2 5/8 3/4 UNDER 1/4 3/16 - _ - - - - 1/4 3/16 3/16 _ _ _ _ _ 5/16 THRU 1/2 3/16 3/16 3/16 3/16 3/16 - - 5 /8 THRU 3/4 3/16 1/4 1/4 1/4 1/4 1/4 1/4 OVER 3/4 3/16 1/4 5/16 5/16 5/16 5/16 5/16 TABLE 2 GENERAL FILLET WELDS WPS #6 ONE BO771 SIDE SIDES THINNER PLATE FILLET FILLET THICKNESS SIZE SIZE UNDER 1/4 3/16 3/16 1/4 1/4 3/16 5/16 5/16 1/4 OVER 5/16 5/16 5/16 12O s L- 2 Q) w q) 2 wp3 Li 0 < U inj ?i N o0 F. a ® ❑ E ❑ ❑ Drawing Status: Scale: NOT TO SCALE Drawn by DEH Checked by SIG Project Engineer: Job Number: 22 -B- 57832 -1 Sheet Number: R15 of 17 The engineer whose seal appears hereon is an employee for the manufacturer for the materials described herein. Said seal or certification is limited to the products designed and manufactured by manufacturer only.The undersigned engineer is not the overall engineer of record for this project. RECEIVED FEB 212012 PERMIT CENTER CORNER COLUMN END WALL COLUMN (AT RIGID FRAME) TABLE 2 END WALL COLUMN (BYPASS GIRT) ti o 0 ce COMMERCIAL STEEL BACKING RING DETAIL M WPS #7 OR #8 T = 3/4 MAX #8 BEVEL ROOT = PER WPS PER WPS HSS ROUND SPLICE CARBON STEEL BACKING DETAIL N DETAIL M WPS #80 T = UNLIM. ROOT = PER WPS BEVEL PER WPS RECTANGULAR TUBING SPLICE PIPE WPS #9 RECT. TUBE WELDS LARGER THAN THESE STANDARD SIZES MAY BE REQUIRED REFER TO FABRICATION DOCUMENTS INTERIOR PIPE OR TUBE COLUMNS ANY PREQUALIFIED OR PROCEDURE QUALIFIED" FULL PEN WELD MAY ALSO BE USED WITH COMPANY APPROVED WPS. WPS #6 CONT. CHAiw.t:i TO FLANGE i /16„ WPS #6 • ;.,,;BL.L 2 CANTILEVER COLUM! 7ABLE 2 2 ENDWALL COLUMN (BYPASS GIRT) 3/16 NO WELD REQUIRED ON THIS SIDE STIFFENERS ENDWALL COLUMN 3/16 TABLE 2 (FLUSH OR INSET GIRT) AIL G"/ SECTION A —A WPS #6 3/16" LENGTH PER DESIGN TAIL G "iYP.) IA6LE. 2 TABLE 2 - - -6 CANTILEVER BA 'LA TE 3/16" ' WPS #6 0 C TABLE 2 TOP & BOTTOM TABLE 2 CC TABLE 2 3/16" i 2 WPS #6 ENGINEER TO SPECIFY WELD SIZE TABLE 2 TOP & BOTTOM FLANGE TABLE 2 DD TYPICAL COLUMN CLIP GENERAL NOTES TABLE 2 CJP WELD TABLE 2 1/4" S t <_1" CJP WELD A OPTIONAL CANTILEVER BASE PLATE STRAIGHT COLUMN WITH DEPTH RESTRICTIONS 1. ALL SAW WEB TO FLANGE WELDS TO BE CONTINUOUS ONE SIDE ONLY UNLESS NOTED ON FABRICATION DOCUMENTS. 2. INCREASE FILLET SIZE BY 1/16 FOR EACH 1/16 OF GAP IF GAP AT ROOT IS GREATER THAN 1/16. MAXIMUM FILLET ROOT PERMITTED IS 3/16. DETAIL F ON WS4. 3. FILLET WELD SIZE IS NO GREATER THAN THE SHORTEST LEG SIZE. 4. FOLLOW APPROPRIATE WELDING PROCEDURE SPECIFICATIONS FOR ALL WELDS, FOR SAW FILLETS USE WPS #15, GMAW FILLETS USE WPS #6. 5. WELD COVER PASSES ARE PERMITTED FOR APPEARANCE PURPOSES WHEN NO WELD IS REQUIRED. USE WPS #1 WELD PASS PARAMETERS. TABLE 1 MIN. FILLET WELD SIZES, WPS #15 SAW & WPS #6 GMAW THICKER PLATE THINNER PLATE (USUALLY THE WEB) < 1/4 1/4 5/16 3/8 1/2 W CJP WELD TABLE 2 1/4" S t <_1" CJP WELD A OPTIONAL CANTILEVER BASE PLATE STRAIGHT COLUMN WITH DEPTH RESTRICTIONS 1. ALL SAW WEB TO FLANGE WELDS TO BE CONTINUOUS ONE SIDE ONLY UNLESS NOTED ON FABRICATION DOCUMENTS. 2. INCREASE FILLET SIZE BY 1/16 FOR EACH 1/16 OF GAP IF GAP AT ROOT IS GREATER THAN 1/16. MAXIMUM FILLET ROOT PERMITTED IS 3/16. DETAIL F ON WS4. 3. FILLET WELD SIZE IS NO GREATER THAN THE SHORTEST LEG SIZE. 4. FOLLOW APPROPRIATE WELDING PROCEDURE SPECIFICATIONS FOR ALL WELDS, FOR SAW FILLETS USE WPS #15, GMAW FILLETS USE WPS #6. 5. WELD COVER PASSES ARE PERMITTED FOR APPEARANCE PURPOSES WHEN NO WELD IS REQUIRED. USE WPS #1 WELD PASS PARAMETERS. TABLE 1 MIN. FILLET WELD SIZES, WPS #15 SAW & WPS #6 GMAW THICKER PLATE THINNER PLATE (USUALLY THE WEB) < 1/4 1/4 5/16 3/8 1/2 5/8 3/4 UNDER 1/4 3/16 — _ _ _ _ _ 1/4 3/16 3/16 _ _ _ _ — 5 /16 THRU 1/2 3/16 3/16 3/16 3/16 3/16 — — 5/8 THRU 3/4 3/16 1/4 1/4 1/4 1/4 1/4 1/4 OVER 3/4 3/16 1/4 5/16 5/16 5/16 5/16 5/16 TABLE 2 GENERAL FILLET WELDS WPS #6 ONE BOTH SIDE SIDES 77-RNNER PLATE FILLET FILLET THICKNESS SIZE SIZE UNDER 1/4 3/16 3/16 1/4 1/4 3/16 5/16 5/16 1/4 OVER 5/16 5/16 5/16 REVIEWED FOR CODE COMPLIANC APPROVED MAR 14 2012 City of Tukwila BUILDING DIVISION A4/12/10 co 0 O 0) 0 .0) } c EF oxoa ma V at c a 2 • V_ E xr • O V) U • J < CO 0)0°°' : w () Q °J 0.1 § `) a U r cz < U CD 0) E Q 112 Cs 0 Drawing Status: Scale: NOT TO SCALE Drawn by DEH Checked by. SIG Project Engineer: ob Number: 22 —B- 57832 -1 heet Number: R16 of 17 he engineer whose seal ppears hereon is an employee or the manufacturer for the aterials described herein. Said eal or certification is limited o the products designed and anufactured by manufacturer only.The undersigned engineer is not the overall engineer of record for this project. RECEIVED FEB 212012 PERMIT CENTER IDEAL FIT —UP SEE NOTE 2 FIT —UP GAP INCREASE FILLET BY AMOUNT OF GAP 0" TO 1/16" 0" TO 1/8" FLUSH OR EXTENDED DESIGN FILLET SIZE 1/8" 1 3/16" I 1/4" 15/16" GAP REQUIRED FILLET SIZE 1/16 "t 3/16" 1/4" 5/16" 3/8" 1/8" 1/4" 5/16" 3/16" 5/16" 3/8" 3/8" 7/16" 7/16% T SIZE USE CJP DETAIL F — FILLET INCREASE WPS #5 \ FOR WEB 3/8" OR THICKER I 45' 45' FLANGE THICK 1/4" FILLET S 3/16" 5/16" 1/4" 3/8" 5/16" FILLETS NOT APPLICABLE TO CRANE BRACKETS WPS #5 FOR FLANGE 3/8" OR THICKER HOT ROLLED BEAM OR CHANNEL WPS #1 FOR WEB 5/16" THICK OR LESS / TABLE 2 TABLE 2 AT FLANGE WITH HOLES BEARING STIFFENER WPS #1 FOR FLANGE 5/16" THICK OR LESS WPS #2 WELD FAR SIDE C7R6, FLUSH GOUGE INTO ROOT PASS OR PER WPS EXTENDED DETAIL B ■■ SIDE FIRST & GUULF: :r'70 ROOT PASS WPS ;f;i;;' HORIZONTAL FLANGE TO CONNECTION !=_ _ ;TT. NOTE C2 Ar'. HOT ROLLED BEAM OR CHANNEL SPLICE AND BRACKET TO FLANGE- OR SECTION Q 0 CAP WELDING OF STIFFENERS STIFFENER WELDING DETAIL TABLE 2 AT FLANGE WITHOUT HOLES TABLE 2 TABLE 2 FULL DEPTH STIFFENER PINCH STIFFENER TABLE 2 TYPICAL WELD iv,j t U fzED CAP PASS (7 c GAP 3/16 LE,; : OR END PLA 'ANECTION WELD OUT FLUSH WITH tut) TANGENT AS SHOWN S3S -2RD1 E =D /4 MIN E =D /4 MIN BRACE ROD 'ONIVECTION WPS #6 NCI PURLIN CLIP DETAIL "P" SEE DETAIL "P" • SEE DETAIL "P" Ni/ /----RADIUS OF COPE TO BE 1/2" MIN. TABLE 2 STANDARD SHEAR CONNECTION AND COPES TABLE 2 EXCEPT PURLIN CLIP TABLE 2 PURLIN CLIP P500 OR P501 DETAIL "P" 3/16 VL /2 NCI PURLIN CLIPS TACK 3/16 V 3/16 TABLE 2 3/16 FLANGE CLIPS & WEB CLIPS FLUSH NO WELD REQUIRED END RAFTER AT CORNER COLUMN PIPE STRUT 5/16 FILLET FOR 1/2 OR THICKER PLATE TABLE 2 SEE NOTE TABLE 2 ) V NOTE: IF CONNECTION PLATE IS 3/8 THICK OR MORE THEN WELD PER DETAIL B. END RAFTER GENERAL NOTES STRAIGHT OR TAPERED BEAM COLUMN TO RAFTER CLIP HOLES VARY TABLE 2 WING PLATE FOR ROD BRACING TABLE 2 ROD BRACING WING PLATE 1. ALL SAW WEB TO FLANGE WELDS TO BE CONTINUOUS ONE SIDE ONLY UNLESS NOTED ON FABRICATION DOCUMENTS. 2. INCREASE FILLET SIZE BY 1/16 FOR EACH 1/16 OF GAP IF GAP AT ROOT IS GREATER THAN 1/16. MAXIMUM FILLET ROOT PERMITTED IS 3/16. DETAIL G, WS -4. 3. FILLET WELD SIZE IS NO GREATER THAN 7HE SHORTEST LEG SIZE. 4. FOLLOW APPROPRIATE WELDING PROCEDURE SPECIFICATIONS FOR ALL WELDS, FOR SAW FILLETS USE WPS #15, GMAW FILLETS USE WPS #6. 5. WELD COVER PASSES ARE PERMITTED FOR APPEARANCE PURPOSES WHEN NO WELD IS REQUIRED. USE WPS #1 WELD PASS PARAMETERS. TABLE 1 MIN. FILLET WELD SIZES, WPS #15 SAW & WPS #6 GMAW ]NICKER PLATE THINNER PLATE (USUALLY THE WEB) < 1/4 1/4 5/16 3/8 1/2 5/8 3/4 UNDER 1/4 3/16 — _ — — — — 1/4 3/16 3/16 _ _ _ _ _ 5/16 71-IRU 1/2 3/16 3/16 3/16 3/16 3/16 — — 5 /8 7HRU 3/4 3/16 1/4 1/4 1/4 1/4 1/4 1/4 OVER 3/4 BY 06 1/4 5/16 5/16 5/16 5/16 5/16 TABLE 2 GENERAL FILLET WELDS WPS #6 ONE SIDE BOTH SIDES THINNER PLATE THICKNESS FILLET SIZE FILLET SIZE UNDER 1/4 3/16 3/16 1/4 1/4 3/16 5/16 5/16 1/4 OVER 5/16 5/16 5/16 REVIEWED FOR CODE COMPLIANCE APPROVED MAR 14 2012 City of Tukwila BUILDING DIVISION ro U 0 4 Q) 0 V 0 W rGi 0 E 0 EA J < CO 0) C77 Cn E w CO- 2 Wo3 o < O �cdi�3 oa0� � o F- z 3 0 0 N w0 uj W J O = CO o < rn a] Q L (1) E z rq z pm U pa�¢ E 4� LJ Drawing Status: Scale: NOT TO SCALE Drawn by DEN Checked by. SIG Project Engineer: Job Number: 22 —B- 57832 -1 Sheet Number: R17 of 17 The engineer whose seal appears hereon is an employee for the manufacturer for the materials described herein. Said seal or certification is limited to the products designed and manufactured by manufacturer only.The undersigned engineer is not the overall engineer of record for this project. RECEIVED FEB 212012 PERMIT CENTER