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Home My WebLink AboutEngineer's ReportDecember 4,20t7 Mr. Matthew Ringer 7315 County Road 312 New Castle, CO 81647 RE: Structural lnspection - Barn Structure -73t5 C.R. 3L2, New Castle, CO. Dear Mr. Ringer: Anderson Structural Engineering, lnc. visited the site on November 3, 2Ot7 to inspect an existing barn structure. We understand the structure was built in 2Ot7 and is approximately 2500 SF. Our findings and analysis follow below; Background The subject structure is a one story pre-engineered steel building. The main levelfloor is a slab on grade, Structural drawings were available as provided and stamped by Metallic Building Company. Foundation design drawings were available as provided and stamped by High Point Engineering. We understand that no inspections have been performed. The steel structure was erected by precision Buildings of Grand Junction Colorado. Drain work was in progress on the west side of the building. A wood framed structure measuring approximately 7'-0" x 20'-0" was built along the southwest side of the steel building. We understand that a shallow frost protected thickened edge slab on grade foundation was installed for the wood framed structure. lnsulation was exposed at the drain excavation' Site Conditions Conditions for our inspection were sunny and dry. Foundation inspection was limited to finished visual portions of the work. The foundation drawings included a single section, with a schedule of footing sizes, pedestal reinforcement, and slab design. A grade beam was not specified on the drawings. Anchor bolt specifications were not provided. Typical pedestals were noted to be LZ in. diameter. Larger pedestals were noted at the moment frames at grid 3. Steel columns were noted to be off center of the concrete pedestals at several locations. Minimal edge distance for anchors bolts was observed in several locations. See Fig. 1-. 823 Grand Ave. Suite 340 ' Glenwood Springs, CO 8L601 (970) 934-0 320 . em ail : la ndon @a nderson-structu ral.com T AmdersonlllS¡ructural \¿þEngineering Figure 1 - Off center pedestal and anchor edge distance. We observed a poured concrete grade beam in place. The grade beam was 12 in. wide and we understand it was poured L2 in. deep. Some separation was noted between the grade beams and the pedestals near the overhead doors. See Fig. 2. We understand the grade beam was attached to the pedestals with (2) epoxied reinforcing bars. lt was further noted that no reinforcing was provided to tie the grade beams at the overhead doors to the pedestals. Some vertical movement was noted between the slab and grade beams. Some spalling of the grade hoam odøpc r^rac noted where vertical movement had occurred. 823 Grand Ave. Suite 340 . Glenwood Springs, CO 8160L (970) 984-0320 . email: landon@anderson-structural.com ¿ A*rderson/1/S,truclural \¿þEngineering Figure 2 - Separation of grade beam for pedestal' we understand that the slab was poured directly against the grade beams without a bond breaker. The slab on grade was generally in good condition' No controljoints were specified on the design drawings; however, control joints were installed' The steel structure was observed and compared against the design drawings provided by Metallic Building company' Framing was in general conformance with the drawings. A ridge splice connection at grid 3 was noted to be separated. See Fig' 3. 823 Grand Ave. Suite 340 ' Glenwood Springs, CO 81"501 (970) 984-0 32O' email: landon@anderson-structural'com 3 Andersonl//Structural QnÊngineering Figure 3 - Separation at moment connection plates. One (1) Anchor bolt was noted to be missing at the window framing on the east side between grid 3 and 4. One (1) Anchor bolt was notecl to be missing at the door jamb base on the south sicle þetween grid I and F (fig, a). A bolt was missing at a girt connection on the east sidp between gricl 3 anrl4. Downspouts were noted to be placed on the corners of the steel building structure. No extensions were noted. Solar panels were noted to be installed on the west facing roof. 823 Grand Ave. Suite 340 . Glenwood Springs, CO 81601 (970) 934-0320 . email: landon@anderson-structural.com 4 Amderson///Structural \¿lnEngineering Figu re 4 - Missing anchor bolt @ window jamb îhe wood framed structure consisted of 2x 4 studs @ !6" o,c. supporting roof framing' The shedroofspansT'-O"andweunderstand2x12raftersareused @24"o,c.!f2" OsBsheathing was apptied to exterior walls and 5/8" gypsum board was applied to interior walls including the wall adjacent to the steel building. See Fig. 5' Figure 5 - Wood framed structure 5 823 Grand Ave. Suite 34O ' Glenwood Springs, CO 81601 (970) 984-0 32O . email : landon (âanderson-structural'com Amdersonl//Structural|(I þEn$neering Analysis ln general the steel building is built to specifications. Minor discrepancies noted above should be addressed and are noted in our recommendations below. The foundation inspection was limited based on as built conditions. Footing sizes and reinforcement could not be confirmed' There was inadequate information on the foundation drawings to determine if the some of the components are installed as intended. We note some areas of concern including the grade beam, anchor bolts and pedestals. We have reviewed the design of these components and noted the following; The grade beam is generally lightly loaded. lts purpose is to transfer wind loading from the siding to the foundation and to confine the slab on grade. The stamped foundation drawings did not note a design for the grade beam and so it could not be determined whether lts intent is to transfer or spread loading from foundation to foundation. lt is noted on the drawings that the slab was to be installed at a later date so we assume that the building foundation system does not rely on the slab or grade beam. The vertical movement between the slab and grade beam suggests settlement or heave by one of the components. There is no frost protection currently provided for the grade beam. Additionally, without ties to the building foundations further movement may occur. Frost protection may be provided by installing rigid insulation around the perimeter of the building. Further movement may also be mitigated by providing extensions for the gutter downspouts to channel water away for the building' Anchor bolt diameters were generally in conforrnance wlth the steel builtlirrg llratluf¿cturers' specifications. Embedment lengths could not be determined. We understand that wedge type mechanical post installed anchors were used. The specified pedestal dimension of 12 inches was interpreted to be a round dimension by the builder. As built locations of the pedestals resulted in the offset placement of the building columns. Anchor edge distances were noted to be as close as 11/z inehes. Anchor strength is a function of edge distance and embedment length and may also vary by manufacturer. ln order to evaluate in place anchor strength, an embedment length of 6 inches was assumed. Building reactions as provided by Metallic Building Company were reviewed and compared against published anchor capacities from Red Head Trubolt anchors. We find that anchors with less than 2lr" edge distance should be neglected for resisting tension and shear loads. For these cases we recommend additional anchors be installed in accordance with attached details SK-L thru 4. Solar panels were lnstalled on a portion u[ tl¡e west facing roof. Typical panels weigh approximatcly 2.5 psf. Drawings provided by Metallic Building Company note a deacJ load of 6 823 Grand Ave. Suite 340 . Glenwood Springs, CO 81601 t970) 9S4-032A c em ail : lan dgn @an derson-structural.com A*rderson///Structusal K/Engineering 2.47 psf and collateral load of 1.0 psf. The total design load including snow = 53.47 psf' We find the additional load due to the solar panels is approxim ately 4.6% of the design roof load. Based on lnternational Existing Building code 20L5 Section LL03 modifications are exempted for additional loading not exceedingS% stress increases' The wood framed structure was checked for compliance with the 2015 lnternational Building code in regard to its structural systems. The gravity load carrying roof structure is adequate to carry the code mandated 50 psf snow loading. The lateral system consists of a roof diaphragm and shear walls. The (3) exterior shear walls sheathed with plywood are adequate for the code mandated wind and seismic loading. The 20 ft. long interior wall adjacent to the steel building is utilizing 5/8" gypsum board for the shear wall. This is adequate provided additional attachments are added per code requirements. A 4 inch thick slab on grade is adequate to transmit structural loads to the soil and rigid insulation extending out 24 inches from the perimeter of the slab should provide adequate frost protection. Recommendations Some minor remedial work is required to bring the structure in compliance with the design drawings. These items and other repairs for critical items not addressed on the design drawings are recommended as follows; L. provide rigid insulation to protect the grade beam from frost heave. lnsulation should be R-6 minimum and should be installed vertically along the beam as well as extend 24" out from the bottom of the beam. z, lnstall missing anchor bolts at door and window jambs. use epoxy anchors of the size specified by Metallic Building Company with 4,, embedment. 3, lnstall missing bolts at girts as per the steel building drawings. 4. Bolts for the moment ridge splice at grids 2 and 3 shall be re-tightened to a snug tight condition where all plies are in firm contact' 5. Anchors with inadequate edge distances shall be reinforced per the attached details 5K- L thru 4. A minimum edge distance of 2 Yr" from center of bolt to edge of pedestal is req uired without reinforcement' 6. Gypsum board sheathing for the wood framed structure shall be fastened with 6d cooler nails @ 6" o.c. along the top and bottom edges to top plates and sill plates and along each end. 7. Downspouts should be directed away from the foundation a distance of 10 ft' and adequate slope away from the building should be maintained. 823 Grand Ave. Suite 340 o Glenwood Springs, CO 81601 (970) 984-032O' email: landon@anderson-structural'com 7 Limitations The inspection described above was limited to visible observation of exposed structural elements. No demolition was conducted to reveal hidden areas. No tcsting of materials was conducted. No verification of engineered components by others was performed' Assessment and recommendations are based on our field assessment of existing conditions and our structural engineering experience with similar types of construction and materials' Pleasê do not hesitate to call our office for any additional questions' Sin Landon Anderson, P.E. Anderson Structural Engineering, lnc. -7 âmdersonlll$trsctural W¿þEngineering 4*llr" I 823 Grand Ave. Suite 340 ' Glenwood Springs, CO 81601 (970) 984-0 320 . email : landon@anderson-structural'com å*råã GENERAL .II]E CONTRACTOR SHALL BE RESPONSIBLE FOR ALL MEANS AND MEÏHODS OF CONS'ÍRUCÏON INCLUDING, BUT NOT LIMI'IED TO SHORING, BRACING, SLOPE STABIUTY AND TEMPORARY EXCAVATON. THE CON'IRACTOR AT HIS DISCREÏON SHALL EMPLOY A LICENSEO PROFESSIONAL TO DESIGN TEMPORARY SYSTEMS. 2. THE CONTRACTOR SHALL ASSUME COMPTETE RESPONSIBILITY FOR JOB SI'IE CONDITONS DURING IHE COURSE OF CONS'IRUCTION, INCLUDING SAFETY OF ALL PERSONS AND PROPERTY, AND 'IHIS REQUIREMENT SHALL APPLY CONTNUOIJSLY AND NOT BE LIMI'ÍED TO NORMAL WORKING HOURS, ALL APPUCABLE .JOB RELAÏED SAFETY STANDARDS SUCH AS OSHA SHAI.I BE FOLLOIIED. 3. CONTRACTOR SHALL VERIFY ALL DIMENSIONS, ELEVATIONS AND EXISTNG CONDITONS PRIOR TO PROCEEDING WÏH WORK. VARIATONS BETTTEEN 'TI{E PLANS AND ACÏUAL CONDI'TIONS SHALL BE BROUGHT TO 'II{E ATÌENTON OF THE ENGINEER PRIOR TO PROCEEDING IVITH THE IYORK. DESIGN CRITERIA 'a ,: 1. GO\ERNING BUILDING CODE:TNTERNATONAL CODE COUNCTL (tCC),INTERNATIONAL BUILDING CODE 2015' 2. LOADS A. FLOOR Ll\€ LOADS ..100 psf B. ROOF SNOIV LOAD ..50 psf c. tvrND LoADs lÍ'"l -ff BASTC WND SPEED, V .,.................1 IYIND EXPOSURE CA'IEGORY....,,... 15 mph .B TOPOGRAPHtC FACTOR, Kt ....,.................................1.0 IMPORTANCE FACTOR 1.0 STRUCTURAL STEEL 1. STRUC'IURAL STEEL DESIGN, FABRICATION AND ERECTON SHALL BE IN ACCORDANCE WTI{ AISC SIEEL CONSÌRUC'IION MANUAL, 13TH EDITON. 2. MAÏERIALS; A. PLA'IES, ANGLES, CHANNELS .......................4s'ltl 436 B. WELDTNG ELECïRODES .......,..A|VS Or.ì leZOXx¡ C. ANCHOR BOLTS .............. ......4s'Itil AJ07 5. ANCHOR BOLTS SHALL BE GALVANIZED IN ACCORDANCE W'IH AS'IU 412J. 4. S'IRUCTURAL S'IEEL SHALL BE CLEANED TO MEET 'II{E REQUIREMENTS OF SSPC-SP2. SÌRUCTURAL STEEL SHALL BE COA'IED W'TH SHOP COAT RED OXIDE PRIMER. 5. HOLES, NOTCHES, AND CUTS SHALL NOT BE MADE IN S'ÍRUCTURAL SÏEEL MEMBERS TUT}IOUT ENGINEER,S APPROVAL 6. ADHESI\E FOR EPOXY ANCHORS SHALL BE HILIT RESOO OR APPROIED EQUAL. ANDERSON STRUCTURALb- ENGTNEERTNG, INc.///øS 82s GRAND Ar/E.ilff =- SUITE 340w "*ÌH8i,TA,:?"uo' DESIGNER: ADC RINGER BARN 73L5 COUNTY ROAD 312 NEW CASTLE, CO 8t647 GENERAL NOTES CHECKER: LKA PROJECï NO. 1700-65 REVISION: CONSTRUCïON 12-4-17 DWG. NO.:sK-l 0f 4 4 4"4 1/2" î- w/ (2) s/4"ø ALL THREAD DRILL & EPOXY 4,, EMBED. N o- t- EXIST,G COLUMN EXIST,G GRADE BEAM l ['"î 4l PLAN 1 4 2 SIDES EXIST,G COLUMN _1 EXIST'G GRADE BEAM 1/?" P SHIM AS REQ,D EXIST,G PEDESTAL ELEVATION ¡+ cr cr oo oo ANDERSON STRUCTURAL*-- ENGTNEERTNG, rNc.l/llr9 a25 cRAùrD ^rÆ.W o*n*otå"5nff"o ,,,uo, DESIGNER: ADC RINGER BARN 73L5 COUNTY ROAD 312 NEW CASTLE, CO 8L647 ANCHOR DETAILS OHECKERI LKA PROJECT NO. 1700-63 REVISION: CONSTRUCïON 12-4-17 DWG. NO.sK-2 0f 4 4 4"4 1/2" x 7" wlDE | */:N(z) s/+"ø ALL THREAD DRILL & EPOXY 4'' EMBED. o_ F + 1 EXIST'G COLUMN t 41EXIST'G GRADE BEAM tfll' PLAN EXIST'G COLUMN -1 1 4 3 SIDES EXIST,G GRADE BEAM 1/2" BENT t EXIST'G PEDESTAL / ELEVATION oo oo o o ANDERSON STRUCTURALb- ENGTNEERTNG, TNc.//øS E2r cRAND AvE.IlfI Z- - SUI'IE J¡lt)W '*Ìi;i,TËöåTu'uo' DESIGNER: ADC RINGER BARN 73L5 COUNTY ROAD 312 NEW CASTLE, CO 4L647 ANCHOR DETAILS CHECKER: LKA PROJECT NO. 1700-63 REVISION: CONSTRUCïON 12-4-17 DWG. NO.SK-3 of 4 h.XIS I,G COLUMN TYP. 1" BENT L */ (2) 1"ø ALL THREAD DRILL & EPOXY 9'' EMBED. e\| 2"1 1 N ,, rìrP I l" 1" BENT L */ (2) 1"ø ALL THREAD DRILL & EPOXY 9'' EMBED. PLAN @ MOMENT FRAMES TYP. 2 PLACES EXIST'G COLUMN---.-1 4 5 SIDES8'' TOTAL LENGTH REQ'D EXIST,G 6,' SLAB 3/4" BENT t EXIST,G PEDESTAL ELEVATION oJllio o'ìll,o lå{s o o o o o E O . ANDERSON STRUCTURALb- ENGTNEERTNG, INc.(Æ - E2rscRAND A.,E. W.*1H|Tffi;oo"uo' DESIGNER: ADC RINGER BARN 7315 COUNTY ROAD 312 NEW CASTLE, CO 4L647 ANCHOR DETAILS CHECKER: LKA PROJECT NO. 1700-6ı REVISION: CONSïRUCTION 12-4-17 DWG. NO.:sK-4 0f 4 0'8"'"-l>--' 1',0"BOND BREAKERSlab reinforcement:\ ^ tr6x6-W1 .4NU1.4'//''\r ì.' a ,r'í.1f'l'VVl:\tì-l..ì10: tl0'6"CLEAN SAND ORPEA GRAVEL ORCOMPACTED BACK-FILLAS PERSPECIFICATIONS0'6"2'.2'rl l1COLUMN SECTIONAND SLAB(Slab to be poured at a later date)SCALE: 1" = 1'l,,,,1,,,,1 0t10"o 5" 10"(See Foc*ingTable)Drawing Narne: COLUMN SECTIONANID SLABHI6H TOINT TN6INITKINûDrawnSueDate.6,2016202 Norlh Ave,, + 272úranà Junctton, C0 BlrOls70 -248-9200VARIES27280,'('r/u/,rFile Namgl PrecisionRingerColser,Slab.pdfvV'r':i-!ii'1i-,aiiJï'l-:1l,'I.{7,.j..,.1i'lilVV.:JV,lVv-:lvJÇr'r';79i71./vvrv !27280,''{lfø/'73x3 @#44x4 @#44x4 @#44x4@#44x4 @#43x3 @#43x3 @#47 xT @#57 x7 @#53x3 @#43x3 @#47 x7 @#57 x7 @#53x3 @#43 x 3 @#44x4 @M4x4 @#44x4 @#44x4 @#43x3 @#42'O" x 2'0"2'6" x 2'6"3'0"x3'0"3' 0u x 3'0"2'6ux2'6"2' 0" x2' 0"2' 0" x2' 0"6'0"x6'0"6' 0t' x 6' 0"2'0ux2'0"2'0" x2'0"6'0"x6'0"6'0ux6'0"2'A" x2' 0"2'0" x2'A"2' 6" x 2'6"3' 0'J x 3' 0"3'0ux3'0"2' 6" x2' 6"2'0"x2'0"ABcDEFABEFABEFABcDEF11111122223333444444COLUMN TABLE *All vertical bars in columns are #6,4 per column,and all ælumn ties are # 3.Two ties area neededfor each column." Column Line/Frame Line designationsrefer to Precision Buildings ProjectNo. 15 - B - 57465 - 1, Sheet F1.Drawing Name: FOOTI NG TABLBHtûH f0 lNr rN6lNrËKN6DrawnSue242 Norhh Ave,, + 252úranà Junclton, C0 Bl, Ol970-248-9200Date:Jan8,2017File Narne:PrecisionRi ngerFootin gTab le" pdf F-ô(9 úif 2 do GRAIN SIZE DISTRIBUTION PROJECT LOCATIONPROJECT NUMBER PROJECTNAME 201CLIENTÞlltrhFn¡lnaerino 3 feet Huddleston-Berry Engineering & Testing,LLC 640 White Avenue, Unit B Grand Junction, CO 81501 970-255-8005 970-255-681 I U,S. SIEVE OPENING IN INCHES I U.S. SIEVE NUMBERS I 2006 43 2 3 20 30 40 50 Þ !o äi =¡o ÉutzIL t--zlrl() É uJfL 100 95 90 85 80 75 70 65 60 55 50 45 40 35 30 25 20 15 't0 5 0 I GRAIN SIZE IN MILLIMETERS {lr I Y'IY T I : -{¡l_I I II t: li li il I COBBLES GRAVEL SAND SILT OR CLAY coerse fine coarse medium fine Cc CuPLPILLClassificationSpecimen ldentification 34 2g 14LEANa11t23t2016 o/oClay%Sand %siltD10%GravelD30D100D60Specimen ldentification 92.57.30.29.5a11t23t2016 ,/@ ,/ t,/ CL-ML @ @ Huddleston-Berry Engineering & Testing, LLC 640 Whíte Avenus, Urrit B Grand Junction, CO 8150t 970-255-8005 970-255-68 l8 ATTERBERG LIMITS' RESULTS CLIE¡¡T l-{ioh Point Enoineerino PROJECT NAME ?ot6-o42 3 PROJECT T.IUMBER PROJECT LOCATION P L A s T I c I T I N D E X 40 30 2A 10 0 60 LIQUID LIMIT ClassificationLL.PL PI #200Specimen ldentification LEAN CLAY{CL}34 20 {17 )gza11t23t2016 Pa < Zt -> L¿r,o €),tp Ll,.) s ì ,/ I @ ô ,-ôo Éi 5 U) Fz0 Âqñ 46 oaóe ÞooN B ØF =oû-U6 É.ul t-4