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HomeMy WebLinkAbout5609 Cardinal Flower Ct - Special Inspections/Engineering - 03/27/2014QUALITY `x ENGINEERING WWW. UALITY-ENGINEERING.COM March 27, 2014 Jack Osborne Myrtle Tree Contracting 2275 Bellwether Lane Fort Collins, CO 80521 Re: Structural Observations & Recommendations 5609 Cardinal Flower Ct., Fort Collins, CO Quality Project Number: 6083-010 Dear Mr. Osborne: At your request, a representative of Quality Engineering was present at the above referenced address on March 26, 2014 to observe and document as -built structural framing conditions deviating from structural plans prepared by Quality Engineering dated February 6, 2014. Regarding the 2-span drop beam above the doorway connecting the existing second floor of the residence to the new second floor addition; the 2-1.750.25 LVL called out on the structural plans can safely be replaced with 1-1.75xll.87 1.9E LVL installed flush with the coffered trusses and bearing a minimum of 1.5" on any supporting trimmer studs called out on the aforementioned structural plans. The coffered trusses should be hangered into the new 1.75x11.87 ML flush beam with an appropriate Simpson (or approved equal) face -mount hanger capable of safely supporting 1,600 lbs. of design roof load. The truss manufacturer having provided the trusses for the original residence constructed in 2009 should be contacted to ensure the existing end -truss is not load -bearing and can be modified as necessary to attach the proposed flush beam to the coffered trusses, as well as for any necessary hanger recommendations. Regarding the SFPI-40L floor joists installed above the garage, the original design intention shown on the aforementioned structural drawings involved the joists bearing on the wall below and transfering their load vertically to the existing foundation elements. At the time of our site visit, it was brought to our attention that an 11.87" SFPI rim board had been installed as a ledger using thee (3) FastenMaster 3-5/8" LedgerLok fasteners spaced at approximately 19" on center (O.C.), and the floor joists were then attached to the ledger using Simpson IUS2.37/11.88 hangers. These Simpson hangers have been determined to be adequate to transfer the floor load to the ledger board. However, the attachment of the ledger board to the structural framing has been determined to be inadequate. As. discussed on site, the aforementioned ledger board should be supplemented by an additional Hem Fir #2 or better 2x6 ledger board located directly under the existing SFPI 11.87" rim board, bearing against the underside of the existing ledger, and attached to the existing wall framing with an additional two (2) FastenMaster 3-5/8" LedgerLok fasteners spaced at either 16" or 19" O.C. QUALITY ENGINEERING, LLC (970) 416.7891 1501 ACADEMY CT., SUITE 201 FORT COLLINS, COLORADO Page 2 Re: Structural Observations & Recommendations 5609 Cardinal Flower Ct., Fort Collins, CO Quality Project Number: 6083-010 If you have any questions concerning our observations please call us at (970) 416-7891. Sincerely, QUALITY ENGINEERING, LLC Q,P� ... Io Reviewed By: o``'GE�SFN'sF 41326 m Matthew Rood Cody Geisendorfer, PE S��NAL EN Structural Engineering Designer Principal Engineer CC: Aaron Everitt Everitt & Schilling Company THIS DWG PREPARED FROM COMPUTER INPUT (LOADS 8 DIMENSIONS) SUBMITTED BY TRUSS MFR. 20392--BEECH EXPANDED -ROOF -20392 -- 2102 KERRY HILL FORT COLLINS. CO - D1 Top chord 2x4 SPF #1/#2 Bot chord 2x4 SPF #1/#2 Webs 2x4 SPF #1/#2 :W1, W2, W3, WS, W6, W8, W9, W10 2x8 SP 2400f-2.OE: :W4, W7 2x6 SPF 1650f-1.5E: :Lt Slider 2x4 SPF #1/#2: BLOCK LENGTH = 1.500' :Rt Slider 2x4 SPF #1/#2: BLOCK LENGTH = 1.500' Special loads ------(Lumber Dur.Fac.=1.15 / Plate Dur.Fac.=1.15) TC - From 83 plf at 0.00 to 83 plf at 12.00 TC - From 83 plf at 12.00 to 83 plf at 24.00 BC - From 20 plf at 0.00 to 20 plf at 12.00 BC - From 20 plf at 12.00 to 20 plf at 24.00 BC - 1520 lb Conc. Load at 2.06 1 4,06, 6.06 8.56, 15.44, 17.44. 17.94, 19.94, 21.94 Wind reactions based on MWFRS pressures 6140013f' 57G0 i caed osc'( Fro G�-L FC 6.56 USE SIMPSON HANGERS INSTALLED PER MANUFACTURER'S SPECS., SIZED FOR MAGNITUDE AND ANGLE OF TIE-IN LOAD AND TO FIT CARRYING/TIE-IN MEMBER DEPTH AND/OR WIDTH. 4ttach 24" tall 7/16" 24/16 span rated sheathing :o one side of the truss with 2 rows or .131" x 2" ' I , nails at 3" c/c as shown. 3X40 3X8 III 105 mph wind, 21.71 ft mean hgt, ASCE 7-05, CLOSED bldg, L ``%NM" 0 RE1 anywhere in roof, CAT II, EXP C, wind TC DL=5.0 psf, wind psf. N See DWGS A11030050109 & GOLLETIN0109 for more requirement Bottom chord checked for 10.00 psf non -concurrent bottom load applied per IRC-06 section 301.5. Deflection meets L/240 live and L/180 total load. Truss designed for unbalanced snow load based on Pg=30.00 Ct=1.10, Ce=1.00, CAT III & Pf=25.41 psf. 4-22-14 Plates sized for a minimum of 3.00 sq. in./piece. PER14336 © cu t ov-T S4LTi19�J 1oF1 4X4= &rttwC:tiottot;> Ly t_ I.4 E• s0'P/Oa.KD 13Y fl.T -Ca ecru @ r✓oui.-MWA)s 3X8 AI 1 3X4� i ���W►v��►`�W�1.��1 WIW�Ir�W��� �uesn�.�� - • • • • .�•Y�•YY�RYYYYY�u'-��,�-",i 'I . . =_rM w / /' 1 1 1 P, 1 1 1/ 1 1 1 / 1. 1 1 1 1 1 1 / / 1 1 LIE / 1 Over 2 Supports DesignNote: All Plates Are 2X4 Except As Shown. •11. 11 1 1'. 1'. 1 1 1 ••WARWIWI•• TRUSSES REQUIRE EXTREME CARE IN FMRIGTIM. HANDLING AN LING. LAPPING, IMT.V.LINL 1N0 NME'%E. ' REFER TO SCSI (MILRIM CQ6YN W WM INFQNMTIQN. "LISNED NY TPI (TRUSS PLATE INSTIME, 210 LL 30.0 PSF VERNON LEE STREET. SUITE 01E. ALL)CININIA. VA. U314) AND NTM (ROOD TRIUS CQRICIL M ANERICA, SS00 ENTOTHERWISE TD> NLK MfRI.V 11 S"T'PUMC TTIMUlEP44LS � DL 10.0 PSF IWICATED olom SIWL1 1 ATTTA Smra HIMI) sNRL RAW • weNNYEr ArrAcxcD eFDER uIAIYR. , BC DL 10.0 PSF ••I WPDRTAWT••IMPOW A COVY OF IN 5 RUIM TO DR INstuuTIM CMTINCTM. ITN' BUILDING EQPo S ALPINE GROG. INC. $BALL NOT RE RESPoM$INLE fM ANT MVIATIM FROM THIS DESIGN: ROOT FAILURE TO BUILD TR TRRS IN MNFMSLARCE NOW TPI: M FAMIUTIN. NANULIMO. SHIPPING, INSTALLING a RUCING M TRUSYS. BC LL 0.0 PSF DESIGN C SOS VIM APRIEALLE AOVISIQR M UPS (NATIMIIL MIM SPEC. M RFLPA) Ald TPI. A INE CONNIETM PLATES ARE Y M M11S/1SM (R.N/SSIK) ASTY MSS MRDE 401M ON. IVN.SS) MLV. STEM. ~ TOT. I.D. 50.0 PSF MATES W EACH FACE M TRV$S Wp. UNLESS OTQ1•IST LOCATED M TNIS RESIGN. MAIM PER QYNIKS 1GOA-z. DUR. FAC . 1.15 17W8D01EiRW (:gNPENNIntS GFOYp, IRO. ANY IN M(r IM OF PLATES FQADMEO RV (I) SHALL SHE PER. ANTES M M n11-2!002 SECS. A SEER M THIS WANING INCO(Ans MCEPUUY OF MMESS.MAL ENGINEERING RESP011SMILM SQELY FM TINE TANKS COIYOM[MT DESIGN SIGRII. TIRE WITMIL I TF ANO M ofTHIS EMPMENT FM ANF WILDING IS THE RESPONSIa IL ITT M THE Earth City, MO 63045 WILDING MSIMER MR ANSI Rl 1 SEE. R. SPAC I NG 24.0" Scale =.3"/Ft. REF R7160- 98204 DATE 03/29/10 DRW MOUSR7160 10088018 MO-ENG NDW/NDW SEQN- 285581 JREF- lUO1716OZ07