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Home My WebLink About903 BUCKINGHAM ST - SPECIAL INSPECTIONS - 2/3/2009WLLI-%s S GISSCCMIST12S STRUCTURAL ENGINEERS February 3, 2009 Chris Pederson Colorado Iron & Metal, Inc. 1400 East Mulberry Fort Collins, Colorado 80524 Re: 903 Buckingham Fort Collins, Colorado Project No. 28226 Gentlemen: Per your request, we have reviewed the header sizes for the new doors and windows at the referenced project. It is our opinion a (2) 2x12 header with 1-2x6 trimmers at each end will be sufficient for the 3'-0" door at room 104 and 6'-0" opening at room 103. For the new 8'-0" window at room 119, we recommend installing a (3) 2x12 header as a minimum with 2-2x6 trimmers at each end. If we can be of further assistance please contact us. Sincerely, Weeks & Associ es, Inc. Reviewed B ��0 RE. G. 23012 Alfonso J. Rivera ary G. We S'.Ei.... • �� Staff Engineer tructural En k)N 4700 South College Ave, Suite 1, Port Collins, CO 80525 Phone (970) 225.2422 - Fax (970) 225.2622 w1alaM5 S L-ISSOC=CITL-S STRUCTURAL ENGINEERS February 11, 2009 Colorado Iron & Metal, Inc. 1400 East Mulberry Fort Collins, Colorado 80524 Re: 903 Buckingham Fort Collins, Colorado Project No. 28226 Gentlemen: On February 3 and 11, 2009, a representative of Weeks & Associates observed pad footings and pilaster reinforcing steel at the referenced site. Observations indicate the pad and pilaster sizes and steel reinforcement are in substantial accordance with the engineered foundation plan for the project by Weeks & Associates. If we can be of further assistance please contact us. Sincerely, Weeks & Associates, Inc. Reviewed By: 0 REG lll� 23012 Cr Paul L. Cox G ry G. Wee t*E•. •,.•\�<ac�` Staff Engineer St uctural En �"$/ONAL��G 4700 South College Ave, Suite 1, Fort Collins, CO 80525 Phone (970) 225.2422 - Fax (970) 225.2622 March 11, 2009 Project No: 2358-04-09 Tree Line Builders, LLC 2519 South Sheilds Street #127 Fort Collins, Colorado 80526 Attn: Forest Glaser Re: Lot 2, Vanworks Subdivision Second Filing (903 Buckingham Street) Fort Collins, Colorado Dear Mr. Glaser, �I SHEAR ENGINEERING CORPORATION At your request, Shear Engineering Corporation was present on Thursday, February 26, 2009 to make observations at the above referenced address. Specifically, Shear Engineering Corporation was asked to observe and assess the structural welding and bolting for the approved structural modifications to the existing building. GENERAL, OBSERVATIONS AND INFORMATION: • Structural steel framing plans for the building retrofit were provided by Behlen Manufacturing Company of Columbus, Nebraska; plans dated October 22, 2008 (plan revisions dated December 5, 2008); Behlen Job Number P3404. Plans are signed and stamped by Roland D. Augspurger, Colorado Professional Engineer license number 32221. • Structural steel shop drawings for the building retrofit were provided by Behlen Manufacturing Company of Columbus, Nebraska; plans dated October 17, 18, 24, and 31, 2008; Behlen Job Number P3404. • Foundation plans for the building retrofit were provided by Weeks and Associates, Incorporated, Fort Collins, Colorado. • Design snow load for this building is 30 pounds per square foot. • Design wind speed for this building is 100 mph, 3 second gust, exposure C. ® Building was designed to the Metal Building Manufacturers Association (MBMA) 90 code. STRUCTURAL, AND SITE OBSERVATIONS: At the time of our February 26, 2009 observations, not all of the approved structural modifications had been completed. Specifically, the items that were present for observation included: 4836 S. College, Suite 12 Ft. Collins, CO 80525 (970) 226-5334 Fax (970) 282-0311 www.shearengineering.com PAGE 2 March 11, 2009 Project No: 2358-04-09 Re: Lot 2, Vanworks Subdivision Second ]Filing (903 Buckingham Street) Fort Collins, Colorado ® Plate reinforcement on the roof girders. ® Web reinforcement on the roof girders. ® Steel columns on gridlines C.5 and F.5 that support the roof girders. ® Structural grouting of the column bases. At the time of our visit, placement of steel materials for the crane rail system had not been completed and the existing center column line had not been removed. Structural Welding: In the structural steel framing plans from Behlen Manufacturing Company, sheet 4 of 7, the following is noted in regards to structural welding: "3. All field welding is to be done by AWS certified welders using E70X electrodes" The following was noted at the time of our February 26, 2009 observations: ® Steel columns were welded all the way around to the base plates with fillet welds. Welds generally appeared to be a minimum of/4" in width. ® Steel columns were welded all the way around to the 3/8" thick cap plates with fillet welds. Welds generally appeared to be a minimum of/4" in width. o Girder web plate reinforcement was welded to the existing girder webs (horizontally) with approximately 2" fillet welds at 6" on center at the top and bottom of the plate. The plate was also welded continuous (vertically) with fillet welds at the ends of the plate. Welds generally appeared to meet the minimum specified width of 1/8". Two exceptions were noted to the General Contractor on plan gridline 2 at the time of our visit. Shear Engineering Corporation directed the General Contractor to make additional welds at those areas. Shear Engineering Corporation has since reviewed photos of the aforementioned areas after additional welding was completed, and found them to be in compliance with the above mentioned specifications. PAGE 3 March 11, 2009 Project No: 2358-04-09 Re: Lot 2, Vanworks Subdivision Second Filing (903 Buckingham Street) Fort Collins, Colorado ® The 4" wide girder web reinforcement plates, above the new steel columns, was fillet welded on both sides of the plate at the bottom (horizontally) and along the outer edge of the plate (vertically). Welds generally appeared to meet the minimum specified width of 1/8". It is our understanding that all welds were completed using the Flux Cored Are Welding (FCAW) process. It is our understanding that Lincoln U1traCore 71A85, .045" diameter flux cored electrode wire was used for the welds completed. Lincoln U1traCore 71A85, .045" diameter flux cored electrode wire carries the American Welding Society (AWS) designation of E71T-1M H8, E71T-9M H8. Shear Engineering has obtained welder qualification test records for Mark Murrhy and Jed Rodgers, the personnel responsible for providing the welding services on the project. Those records are attached for immediate reference. At the time of our February 26, 2009 visit, Shear Engineering Corporation also observed slight gaps at the column to girder sloped bearing locations. These gaps occurred on the high side of the columns. Shear Engineering Corporation recommended welding steel shims at these areas to help provide better bearing for the column. Shear Engineering Corporation has since reviewed photos of the welded steel shims and found them to be acceptable per our directives. Structural Bolting: In the structural steel framing plans from Behlen Manufacturing Company, sheet 4 of 7, the following is noted in regards to structural bolting: "Rigid frames by this manufacturer are designed to be fastened using the "snug -tightened" method as defined and described in the research council on structural connections specification (RCSC, 6-23-2000), section 4.1, "snug -tightened joints" (reference section 8.1)" ® Observable section of the steel column anchor bolts consisted of 3/4" threaded rod. All column anchor bolt nuts observed had been tightened. • ® Connection of the new steel columns to the existing girders was achieved with 11/2" diameter bolts. All new column -to -girder connection bolt nuts had been tightened. ® Various connection bolts and anchor bolts were physically checked with a torque wrench and spud wrench. PAGE 4 March 11, 2009 Project No: 2358-04-09 Re: Lot 2, Vanworks Subdivision Second Filing (903 Buckingham Street) Fort Collins, Colorado CONCLUSIONS AND RECOMMENDATIONS: After our observations, it is the opinion of Shear Engineering Corporation that the welding and bolting observed, as mentioned above, meets the minimum specifications noted on the steel framing plans provided by Behlen Manufacturing Company, as well as the additional field directives given by Shear Engineering Corporation. Shear Engineering Corporation has only visually investigated the items noted above. We have not performed in-depth load analysis on any of the items listed above. Shear Engineering Corporation makes no guarantee on such items. If you have any questions concerning our observations, please call us at (970) 226-5334. Sincerely, Tim Strasser, E.I. Shear Engineering Corporation BWS / tds attachments Reviewed Brim-W. Shear, Shear Engineering Corporation cc: City of Fort Collins Building Department Colorado Iron & Metal Inc. COLORADO IRON & METAL, INC. Page 1 of 1 Welder Qualification Test Record 107-09 WQTR No. 107-09 Welder Name MARK MURRHY Welder Id WPS No. CIMI-AWS D1.1 NO.3 Revision Date 2/13/2009 Variables Record Actual Values Used In Qualification Qualification Range Process (Table 4.10, Item (1)) FCAW FCAW Short -Circuiting ❑ Globular ❑ Spray ❑ Transfer Mode (GMAW): Short-Cir. ❑ Globular ❑ Spray ❑ Type Manual ❑ Machine ❑ Semi -Auto ® Auto ❑ Manual ❑ Machine ❑ Semi -Auto ® Auto ❑ Number of Electrodes Single ® Multiple ❑ Single ® Multiple ❑ Current/Polarity AC ❑ DCEP ® DCEN ❑ Pulsed ❑ AC ❑ DCEP ® DCEN ❑ Pulsed ❑ Position (Table 4.10, Item (4)) 3G FLAT, HORIZ. VERTICAL Up ® Down ❑ Weld Progression: (Table 4.10, Item (6)) Up ® Down ❑ Backing [Table 4.10, Item (7)] Use Backing ® With Backing ® Without Backing ❑ Consumable Insert (GTAW) Use Insert ❑ With Insert ❑ Without Insert ❑ Material/Spec. ASTM A36 to ASTM A36 ALL AWS D1.1 GRP I & II .125 - .75 in Thickness (Plate): Groove ( in ) .375 Fillet ( ) .125 - Unlimited in Thickness (Pipe/tube): Groove ( ) .125 - .75 in Fillet ( ) .125 - Unlimited in Diameter(Pipe): Groove ( ) Over 24 - Unlimited in Fillet ( ) ALL - Unlimited in Notes Filler Metal (Table 10, Item (2)) AWS A5.20 Spec. AWS A5.20 E71T-X Class. E71T-1 F6 F-No. 6 Gas/Flux Type (Table 4.10, Item (3)) ARGON/CO2 ARGON/CO2 100% 32-42 CFH Other 32-42 CFH ._ VISUAL INSPECTION (4.8.1) Acceptable Yes/10. GUIDED BEND TEST RESULTS (4.30.5) Type Result Type Result ZZ ROOT FACE SATISFACTORY SATISFACTORY' ! �• H. FF 84010231 Fillet Test Results (4.30.2.3 and 4.30.4.1) NIX- U Appearance NA Fillet Size NA Macroetch NA Fracture Test Root Penetration NA Description NA Inspected By J.H. FERGUSON Test No. 107-09 Organization INTERMOUNTAIN TESTING CO. 2/13/2009 DIOGRAPHIC TEST RESULTS (4.30.3.1) Film Identi tion No. esult Remark Interpreted By NA NA Organization NA Test No. NA Date We, the undersigned, certify that the statements in this record are correct and that the test welds were prepared, welded, and tested in accordance with the requirements of section 4 of ANSI/AWS D1.1, ( 2008 ) Structural Welding Code -Steel. Manufacturer COLORADO IRON & METAL, INC. Authorized By Date 2/13/2009 COLORADO IRON & METAL, INC. Page 1 of 1 Welder Qualification Test Record 105-09 WQTR No. 105-09 Welder Name JED RODGERS Welder Id WPS No. CIMI-AWS D1.1 NO.3 Revision Date 2/13/2009 Variables Record Actual Values Used In Qualification Qualification Range Process (Table 4.10, Item (1)) FCAW . FCAW Short -Circuiting ❑ Globular ❑ Spray ❑ Transfer Mode (GMAW): Short-Cir. ❑ Globular ❑ Spray ❑ Type Manual ❑ Machine ❑ Semi -Auto N Auto ❑ Manual ❑ Machine ❑ Semi -Auto N Auto ❑ Number of Electrodes Single N Multiple ❑ Single N Multiple ❑ Current/Polarity AC ❑ DCEP N DCEN ❑ Pulsed ❑ AC ❑ DCEP N DCEN ❑ Pulsed ❑ Position (Table 4.10, Item (4)) 3G FLAT, HORIZ. VERTICAL Up N Down ❑ Weld Progression: (Table 4.10, Item (6)) Up N Down ❑ Backing [Table 4.10, Item (7)] Use Backing N With Backing N Without Backing ❑ Consumable Insert (GTAW) Use Insert ❑ With Insert ❑ Without Insert ❑ Material/Spec. ASTM A36 to ASTM A36 ALL AWS D1.1 GRP I & II .125 - .75 in Thickness (Plate): Groove (in ) .375 Fillet ( ) .125 - 'Unlimited in Thickness (Pipe/tube): Groove ( ) .125 - .75 in Fillet ( ) .125 - Unlimited in Diameter(Pipe): Groove ( ) Over 24 - Unlimited in Fillet ( ) ALL - Unlimited 'in Notes Filler Metal (Table 10, Item (2)) AWS A5.20 Spec. AWS A5.20 E71T-X Class. E71T-1 F6 F-No. 6 Gas/Flux Type (Table 4.10, Item (3)) ARGON/CO2 ARGON/CO2 100% 32-42 CFH Other 32-42 CFH VISUAL INSPECTION (4.8.1) Acceptable Yes GUIDED BEND TEST RESULTS (4.30.5) iAir a , Type Result Type Result ROOT SATISFACTORY J. H. FERGUSON, J FACE SATISFACTORY 84010231 Fillet Test Results (4.30.2.3 and 4.30.4.1) gplig •'" Appearance NA Fillet Size NA Macroetch NAy Fracture Test Root Penetration NA Description NA Insp,ecteqBy J.H FERGUSON Test No. 105-09 Organization INTERMOUNTAIN TESTING CO. 2/13/2009 RADIOGRAPHIC TEST RESULTS (4.30.3.1) Film Id ication NV Result Remark Interpreted By NA NA Organization NA Test No. NA Date We, the undersigned, certify that the statements in this record are correct and that the test welds were prepared, welded, and tested in accordance with the requirements of section 4 of ANSI/AWS D1.1, ( 2008 ) Structural Welding Code -Steel. Manufacturer COLORADO IRON & METAL, INC. Authorized By Date 2/13/2009