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HomeMy WebLinkAboutStructural Calculations 06.25.2019STRUCTURAL CALCULATIONS BY OTEGUI STRUCTURAL SERVICES, LLC C❑3 GLENWO❑D SPRINGS 505 WILLIAMS ST GLENW❑OD SPRINGS, CO 81601 219186 Garfield County Building Requirements Codes: 2015 IRC, IBC, IFGC, IMC, IPC, 2009 IECC. Setbacks: Check subdivisions and zone district for setback requirements. Snowload (measured at the roof! Not ground): 40 PSF up to 7000 ft. elevation 50 PSF 7001-8000 ft. elevation 75 PSF 8001-9000 ft. elevation 100 PSF 9001-10000 ft. elevation Seismic design category: B or C (See Figure R301.22) Weathering probability for concrete: Severe Termite infestation probability: None to slight. Wind Speed: 115 mph (Ultimate Design) Wind Exposure: B or C (see section R301.2.1.4) Frost Depth: 36 inches to 8000ft elevation. 42 inches 8001ft elevation and above. Winter Design Temperature: Minus 2 to 7000ft.; minus 16 over 7000ft elevation. Air Freezing Index: 2500° F -days to 7000ft.; over 7000ft. to be determined by Building Official Ice Shield underlayment required. Mean Annual Temp: Variable Insulation: Windows/doors U=.35; Skylights U=.6; TBL 402.1.1, 2009 IECC. Minimum R -Values: • Ceilings/roofs R values are R-38 stick built structures. R38 log construction and steel rafter construction • Walls R values are R-20 wood frame. See Table 402.2.5 2009 IECC for steel framing • Floors R -values are R-30 or enough to fill cavity • Basement wall R -values are R-10/13 • Slab perimeter R -values and depth is R-10/24 in. • Crawl space wall R -value are R-10/13 Floors over vented crawlspaces must be insulated R-30 or enough to fill the cavity. Vents shall be located below the bottom of the floor joist per IRC, R-408.1. As an alternative to insulating floors, crawlspace walls shall be permitted to be insulated when the space is not vented to the outdoors and meets the requirements of IRC, R-408.3. Common garage to house walls insulation is R-20 and ceiling -floors must have minimum R-30 insulation. Take precautions to protect plumbing in these areas. See Table 402.1.1 2009 IECC for exceptions and details. OTEGUI STRUCTURAL SERVICES, LLC PROJECT CO3 Glenwood Springs PROJECT NO. 219186 SUBJECT New Platform CLIENT CSAi f I DATE 6/25/2019 BY MAO SHEET OF H:\Otegui Structural Services\Job Files \219166-0O3 Glenwood Springs Platfonnl[216146 CO3 Glenwood Springs Calculations xle]Sheell General Project consists of a new platform for an existing electrical building. Wind load will be 90 mph Exp C 2015 IBC 90mph Exp C Live Load = 125 psf Platform Design a new platform / deck for an existing telecommunications facility. A 3D model of the screen was created in RISA (see attached) Max unity = 0.24, there is enough capacity for 125 psf Connections Typical shear connection requires capacity of 1,000 lbs. By observation, (2) 3/4" bolts are adequate. Anchorage to wall Load at each anchor to existing concrete wall = 1,100 lbs. Use HDG Kwik Bolt 3 with 3.5" embed See attached Calculations are for 2'-4" O.C. Foundations Max Foundation reaction = 1.8 kips Footing required with an assumed capacity of 2,000 psf = 1800 lbs / 2000 psf = 0.9 SF Capacity of 16" pier = 2 ksf x 1.39sf = 2.79 kips OK www.hilti.us Company: Specifier: Address: Phone I Fax: E -Mail: Specifier's comments: 1 Input data Anchor type and diameter: Effective embedment depth: Material: Evaluation Service Report: Issued I Valid: Proof: Stand-off installation: Anchor plate: Profile: Base material: Installation: Reinforcement: Otegui Structural Services, LLC Mike Otegui 720-981-53331 mikeo©oteguieng.com Geometry [in.] & Loading [Ib, in.lb] Kwik Bolt 3 - HDG 5/8 (3 1/8) had = 3.125 in., hnam = 3.875 in. Carbon Steel ESR -2302 12/1/2015 1 12/1/2017 Design method ACI 318-11 / Mech. eb = 0.000 in. (no stand-off); t = 0.500 in. lx x I, x t = 10.000 in. x 10.000 in. x 0.500 in.; (Recommended plate thickness: not calculated no profile uncracked concrete, 2500, fb' = 2,500 psi; h = 420.000 in. hammer drilled hole, Installation condition: Dry tension: condition B, shear: condition B; no supplemental splitting reinforcement present edge reinforcement: none or < No. 4 bar Pogo: Project: Sub -Project I Pos. No. Date: 1■■IILAT I Profis Anchor 2.7.6 1 Glenwood Springs Platf 6/25/2019 SAFE=ST a 0 00 Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor ( c ) 2003-2009 Hilti AG, FL -9494 Schoen Hilti is a registered Trademark of Hilti AG, Schwan Y .. www.hilti.us Company: Specifier: Address: Phone I Fax: E -Mail: Otegui Structural Services, LLC Mike Otegui 720-981-53331 mikeo@oteguieng.com 2 Load case/Resulting anchor forces Load case: Design loads Anchor reactions [Ib] Tension force: (+Tension, -Compression) Anchor Tension force Shear force Shear force x Shear force y 1 0 2,240 2,240 0 max. concrete compressive strain: - [%o] max. concrete compressive stress: - [psi] resulting tension force in (x/y)=(0.000/0.000): 0 [Ib] resulting compression force in (x/y)=(0.000/0.000): 0 [Ib] 3 Tension Toad Page: Project: Sub -Project I Pos. No.: Date: Profis Anchor 2.7.6 2 Glenwood Springs Platf 6/25/2019 Load N. [Ib] Capacity $ N„ [Ib] Utilization rN = Nua/$ N„ Status Steel Strength* N/A N/A N/A N/A Pullout Strength* N/A N/A N/A N/A Concrete Breakout Strength** N/A N/A N/A N/A * anchor having the highest loading **anchor group (anchors in tension) Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor ( c) 2003-2009 Hilti AG, FL -9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan www.hilti.us Company: Specifier: Address: Otegui Structural Services, LLC Mike Otegui Phone I Fax: 720-981-5333 1 E -Mail: mikeo@oteguieng.com 4 Shear Toad Page: Project: Sub -Project I Pos. No.: Date: Load Vaa [lb] Steel Strength* Steel failure (with lever arm)* Pryout Strength** Concrete edge failure in direction ** * anchor having the highest loading 4.1 Steel Strength V. = ESR value Vsteel z Vua Variables _ Ase.v [in.2] 0.17 Calculations Vsa [Ib] 11,635 Results V. [Ib] 1■■11`TI Profis Anchor 2.7.6 3 Glenwood Springs Platf 6/25/2019 Capacity $ Vn [lb] Utilization I v = Vaal$ Vn 2,240 N/A 2,240 N/A **anchor group (relevant anchors) refer to ICC -ES ESR -2302 ACI 318-11 Table D.4.1.1 f,da [psi] 106,000 11,635 4.2 Pryout Strength ANc Vop - kap Vcp 2 Vua AN, see ACI 318-11, Part D.5.2.1, Fig. RD.5.2.1(b) ANco = 9 haf 1 Wec,N= 1+2eN 51.0 3 her Wed,N =0.7+0.3(Ce5,hefmin)51.0 1. W cp.N = MAX(c=min 1.5her) 5 1.0 Cac Cac J Na =kc�hef5 4 steel 0.650 4, V. [Ib] W ed,N W c,N W cp,N Nb] 7,563 Variables kcp 2 hef [in.] ec!,N [in.] Vua [Ib] 2,240 7,563 N/A 6,086 N/A ACI 318-11 Eq. (D-40) ACI 31R-11 Table D 4.1.1 ACI 318-11 Eq. (D-5) ACI 318-11 Eq. (D-8) ACI 318-11 Eq. (D-10) ACI 318-11 Eq. (D-12) ACI 318-11 Eq. (D-6) ec2.N [in.] Ca.min [in.] 3.125 0.000 c.N Cac [in.] kc 0.000 k a 1.000 7.625 24 Calculations AN. [in.2] 87.89 Results Vcp [Ib] 8,694 ANco [in.2] W ecl.N 1.000 W ec2,N 5.000 fc [psi] 2,500 W ed.N 87.89 1.000 concrete 4 Vpp [Ib] 0.700 6,086 1.000 V. [Ib] 2,240 1.000 Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor ( c ) 2003-2009 Hilti AG, FL -9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan 30 N/A 37 N/A W co.N 0.656 Status OK N/A OK N/A Nb [Ib] 6,629 www.hilti.us Company: Specifier: Address: Phone I Fax: E -Mail: Otegui Structural Services, LLC Mike Otegui 720-981-53331 mikeo@oteguieng.com Page: Project: Sub -Project I Pos. No.: Date: I■■11`TI Profis Anchor 2.7.6 4 Glenwood Springs Platf 6/25/2019 5 Warnings • The anchor design methods in PROFIS Anchor require rigid anchor plates per current regulations (ETAG 001/Annex C, EOTA TR029, etc.). This means load re -distribution on the anchors due to elastic deformations of the anchor plate are not considered - the anchor plate is assumed to be sufficiently stiff, in order not to be deformed when subjected to the design loading. PROFIS Anchor calculates the minimum required anchor plate thickness with FEM to limit the stress of the anchor plate based on the assumptions explained above. The proof if the rigid base plate assumption is valid is not carried out by PROFIS Anchor. Input data and results must be checked for agreement with the existing conditions and for plausibility! • Condition A applies when supplementary reinforcement is used. The Cofactor is increased for non -steel Design Strengths except Pullout Strength and Pryout strength. Condition B applies when supplementary reinforcement is not used and for Pullout Strength and Pryout Strength. Refer to your local standard. • Refer to the manufacturer's product literature for cleaning and installation instructions. • Checking the transfer of loads into the base material and the shear resistance are required in accordance with ACI 318 or the relevant standard! • Hilti post -installed anchors shall be installed in accordance with the Hilti Manufacturer's Printed Installation Instructions (MPII). Reference ACI 318-11, Part D.9.1 Fastening meets the design criteria! Input data end results must tre checked far agreement with the existing conditions and tar plauaibilityl PROFIS Anchor t c ] 2003-2009 Hilti AG. FL -9494 Scheer! Hllli is a registered Trademark of t tlttl AG, Schean www.hilti.us Company: Specifier: Address: Otegui Structural Services, LLC Mike Otegui Phone I Fax: 720-981-5333 1 E -Mail: mikeo@oteguieng.com 6 Installation data Anchor plate, steel: - Prof!le: no profile Hole diameter in the fixture: df = 0.688 in. Plate thickness (input): 0.500 in. Recommended plate thickness: not calculated Drilling method: Hammer drilled Cleaning: Manual cleaning of the drilled hole according 6.1 Recommended accessories 1■■11`T1 ProfIs Anchor 2.7.6 Page: Project: Sub -Project I Pos. No.: Date: 5 Glenwood Springs Platf 6/25/2019 Anchor type and diameter: Kwik Bolt 3 - HDG 5/8 (3 1/8) Installation torque: 720.001 in.lb Hole diameter in the base material: 0.625 in. Hole depth in the base material: 3.875 in. Minimum thickness of the base material: 5.000 in. to instructions for use is required. Drilling Cleaning • Suitable Rotary Hammer • Manual blow-out pump • Properly sized drill bit 5.000 y • Setting • Torque controlled cordless impact tool (Hilti Safeset System) • Torque wrench • Hammer 5.000 0 0 LO 0 0 0 0 0 0 5.000 5.000 Coordinates Anchor in. Anchor x y c -x 1 0.000 0.000 5.000 C+x c.y c+r Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor ( c ) 2003-2009 Hilti AG, FL -9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan www.hilti.us _ Company: Otegui Structural Services, LLC Page: Specifier: Mike Otegui Project: Address: Sub -Project I Pos. No. Phone I Fax: 720-981-5333 I Date: E -Mail: mikeo@oteguieng.com 1■■11`T1 Profis Anchor 2.7.6 6 Glenwood Springs Platf 6/25/2019 7 Remarks; Your Cooperation Duties • Any and all information and data contained in the Software concern solely the use of Hilti products and are based on the principles, formulas and security regulations in accordance with Hilti's technical directions and operating, mounting and assembly instructions, etc., that must be strictly complied with by the user. All figures contained therein are average figures, and therefore use -specific tests are to be conducted prior to using the relevant Hilti product. The results of the calculations carried out by means of the Software are based essentially on the data you put in. Therefore, you bear the sole responsibility for the absence of errors, the completeness and the relevance of the data to be put in by you. Moreover, you bear sole responsibility for having the results of the calculation checked and cleared by an expert, particularly with regard to compliance with applicable norms and permits, prior to using them for your specific facility. The Software serves only as an aid to interpret norms and permits without any guarantee as to the absence of errors, the correctness and the relevance of the results or suitability for a specific application. You must take all necessary and reasonable steps to prevent or limit damage caused by the Software. In particular, you must arrange for the regular backup of programs and data and, if applicable, carry out the updates of the Software offered by Hilti on a regular basis. If you do not use the AutoUpdate function of the Software, you must ensure that you are using the current and thus up-to-date version of the Software in each case by carrying out manual updates via the Hilti Website. Hilti will not be liable for consequences, such as the recovery of lost or damaged data or programs, arising from a culpable breach of duty by you. Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor ( c) 2003-2009 Hilti AG, FL -9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan Otegui Structural Services.. Mike Otegui 219186 CO3 Glenwood Springs Platform SK -1 June 25, 2019 at 10:25 AM 216148 glenwood platform.r3d r Z X Member Code Checks Displayed Results for LC 1, Total Otegui Structural Services... Mike Otegui 219186 Code Check (LC 1) INo Cali > 1.0 .90-1.0 .75-.90 50-.75 0:.50 CO3 Glenwood Springs Platform SK -2 June 25, 2019 at 10:26 AM 216148 glenwood platform.r3d WARNING: Detail Report Based On Less Than 10 Sections! Beam: M10A Shape: W8X10 Material: A36 Gr.36 Length: 7ft I Joint: N13 J Joint: N2 LC 1: Total Code Check: 0.236 (bending) Report Based On 5 Sections T k k -ft ksl Dy -.03 at 3.5 ft in Dz in Vy 1.207 at 0 ft -1.209 at 7ft lirMz k -ft -2.765 at 3.5 ft 4.25 at 3.5 ft fc ksi Vz k My k -ft -4.25 at 3.5 ft ksi AISC 9th: ASD Code Check Max Bending Check 0.236 Max Shear Check 0.063 (y) Max Defl Ratio L/2781 Location 3.427 ft Location 7 ft Location 3.5 ft Equation H1-2 Span 1 Compact y -y z -z Fy 36 ksi Cm .6 .85 Fa 12.982 ksi Lb 7ft 7 ft Ft 21.6 ksi KL/r 99.966 26.041 Fby 27 ksi Sway No No Fbz 18.023 ksi L Comp Flange 7 ft Fvy 14.4 ksi Fvz 14.4 ksi Cb 1