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HomeMy WebLinkAboutB17-1987 000-000-000383 Rio Lindo Ave, Chico, CA 95926 p,. (53.0) 592-4407 www.sumrhitchico.com Structural Calculations For: Client: Bryan Henderson - Rock Creek Construction, Inc. Project: 58x66. Metal Building Foundation Address: 4488 Munjar Road, Chico, CA Q?,oFE �vs C. 18 O- PERMIT # 13 O , BUTTE COUNTY DEVELOPMENT SERVICES UP. osr3or20 8 CODECOMPLIAONCE \s'l CIVIL DATE._ ® 3 gy SOF CAl* --1 -- of 7 Note: These calculations and details are based on permit drawings by Nucor Building Company. These calculations apply only to the structure as defined In the reviewed set of drawings: Any changes to either this set of calculations or the reviewed set of drawings provided by Nucor Building Company without the written consent of this. Engineer is strictly prohibited and shall render these calculations and specifications void. Note: Summit Structural Design (SSD) is not responsible for on-site inspection to assure compliance with the standards, sizes, materials, or workmanship specified herein. SSD is not responsible for any structural element or system not specifically noted in this set of specifications/calculations unless authorized. in writing by SSD. Workmanship shall be of the highest quality and in all :cases shall follow accepted construction practice, the latest edition of the California Building, Code, and local building department standards. r �-"L X,-- C" > M t OT Unity Grid Line Summit Structural Design Uplift (kips) Wind' Eq Project: Footing Thickness (ft) Page: Engineer. Uplift Resistance due to Sod -footing Interface (kips) _ Date _ Design of: Foundations Factor (resistive/uplift) > (must be t) IA 2.00 0.40 Ultimate Uplift Resistance o=2c(D-1)(B+Lf+y(D-IfOSJi?+t-614 tong C6C2016:Sect ion 160S.3.1- -5.82 Soil Bearing 1500 POOL. .3 CL. U. 3.50 Soil capacity to resist: upliftT, varies Allowable Uplift Resistance T;= T;,(1.5 CIL +CL -.6W -5.94 .- Where: OL + CL +.75(.6w) + .75U. 0.40 - c=130 PSI D _ footing depth (ft)' OL+CL+.75(.7E) +.75LL 2.63 3 0 = 2S deg (assumed , coniervative) L'= footing length (ft) 6DL+.6W 3:31 3.03 y = 110 Oct 8 =. footing width (ft'). 601+:7E i.07 2A sj=1+(0.10)0/8 'lC,.=1-sin g 0.20 t OT Unity Grid Line Gravity (kips) DL I CL I LL Uplift (kips) Wind' Eq Sqr Ftg'for Soil Bearing Min Size (ft) Footing Thickness (ft) Footing Length Width (ft) (h) Uplift Resistance 'due to Footing wt. (kips) Uplift Resistance due to Sod -footing Interface (kips) Total.Resiitive Uplift Load (kips) Maximum Uplift from Load Combos,(kips) Factor (resistive/uplift) > (must be t) IA 2.00 0.40 8.60 -11.90 -5.82 2:63 .3 3:S6 3.50 3.31 3.03 63 3 -5.94 L07 1G 2.00 0.40 8.00 -11.90 -2.22' 2.63 3 3.50 x 3.50 3:31 3.03 6.33 -5.947 i.07 2A 1.20 0.20 4.00 -14.60 -12.18 2.60 3 4.25 x 4.25 4.88 3:66 854 -8:04 2 @ 15.3' 2.30 0.50 9.10 -16.00 -8.58 2.88 3 4.25 x 4.25 4.88 3,66 8:54 8:22': 2G 2.00 0:50 8.30 -9.20 0.00 2.68 3 3.00 2.60 x 3.00. 2.43 2,.60 5.03 4.32 3A 1-20 0.20 4.00 -14.60 -8.58 3 • 4.25 :x 4.2S' 4.88 3.66 854 -8.04 3 @ 15.3 2:30 0.50 9.10 -16.00 -8.58 2.88 3 4.25 x 4.25 4.88 3:66 8.54 -8.22 3G 2.00 0.50 8.30 -9.20. 0.00 2.68 3 3.00 x 3.00 2.43 2.60 5.03 -4.32. 4A 2.00 0.40 4.80 -9.70 -0.40 2.34 3 3.00 x 3.00 2.43 2.60 5.03 -44.62 4G 2.00 0.40 4.80 -9.70 -0.40 2.34 3 3:00 x 3.00 2.43 2.60 5.63 11.62 ..,� 1.06 1.04 .j 1'.16 ( 1.06 1.04 1,7.6 1.09 1.09 Summit Structural Design :Project: Engineer: Date 7/3/2017 Hairpin Design (worst case Line .2-3) f ' Note: All Loads are ULT F -Horizontal Force DL= 1.00 kips CL= 0.20 kips LL= 4.90 kips ' W= 2.40 kips EQ— 0.80 kips �.; Angle f q= 30 deg �. Q. Steel Grade \ fs= 60. ksi Vu= 1.4*DL = 1.680 kips 1:2*DL + 0.5*LL 3.890 kips 1.2*DL + 1.6*LL + 0.5W = 10.480 kips governs 1:2*DL + 0.5*LL + 1.OW- = 6.290 kips 1.2*DL + 1.QEQ. = 2.240 kips 0.9DL + 1.OW = 3.480 kips. 0.91DL + 1.OEQ = 1.880 kips ACI 318-11 Section 9.2 Load Combinations Vu=0:9*Area'd*(fs)*cos(q) Check this equation fireq'd = Vu/(0.9*(fs)*cos(q)) Areq'd= 0.224 int Use: 1. - # 4 bar. As= 0.393 in2 • Anchor Designers" ar Software Version 2.5.6163.31 1.Proloct Information Customer company: Customer contact name: Customer e-mail: Comment: 2, Input Data & Anchor Parameters Gonoral Design method ACI 318=11 Units: Imperial units Anchor Information: Anchor type: Cast -in-place Material: F1554 Grade 36 Diameter (inch): 0.750 Effective, Embedment depth, ho (inch): 20.000 Anchor category: Anchor ductility: Yes hndn (inch): 21.50 C„iq(Inch): 1.22 Snag (inch): 3.00 Load and Goometry Load factor source: ACI.318 Section 9.2 Load combination: U = 0.91) + 1.OW Seismic design: No Anchors subjected to sustained tension: Not applicable Apply, entire shear load at front row: No .Anchors only resisting wind and/or seismic loads: No <Fi Company: Summit Structural Design I Date: 4/26/2017 Engineer: Andy Johnson, P.E. Page: 1/5 Project: Address: 383 Rio Lindo Ave #200, Chico, CA 95926 Phone: 1530.592.4407 E -mall: andy@summitchico.com Project description: Location: Fastening description: Base Material Concrete: Normal -weight Concrete thickness, h (inch): 36.00 State: Uncracked Compressive strength, f. (psi): 2500 We.v: 1.4 Reinforcement condition: B tension, B shear Supplemental reinforcement: No Reinforcement provided at corners: No Do not evaluate concrete breakout In tension: No Do not evaluate concrete breakout In shear: No Ignore 6do requirement: Yes. , Build-up grout pad: No Base Plate . Length x Width x Thickness (Inch): 13.00 x 8.00 x 0.38 1040 l i Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. �irriisxitt.Slrong-71e Company Inc. 5956 W. Las Positas Boulevard Pleasanton, CA.94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.com U 3 �, ' • Anchor Designer T11 p Software Version 2.5.6163.31. 0 <Figure 2> Company: Summit Structural Design Date: 4!26/2017 Engineer: Andy Johnson, P.E. Page: 2/5 Project: Address: 383 Rio Undo Ave #200, Chlco, CA 95926 Phone: 530.592,4407 E mail: andy@summitchico.com p d ,t ti r Tu A� .LGfi E Recommendod Anchor Anchor Name: Heavy Hex Bolt - 314"0 Heavy Hex Bolt, F1554 Gr. 36 Input data and results must be checked for agreement with the existing circumstances, the standards and guidellnes must be checked for plausibility. Simpson Sunng-Tte Company Inc. 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtic.com Maximum concrete, compression strain (%.): 0.00 <Figure 3> `Maximum concrete compression stress (psi): 0 Resultant tension force (Ib): 13340 Resultant compression force (Ili): 0 .Eccentricity of resultant4ension forces in x-axis, e'N. (inch):. 0,00 Eccentricity of resultant tension forces in -y-axis, e'r * (inch): 0.00 Eccentricity of resultant,shear forces in x-axis, e'v. (inch): 0.00 Eccentricity of resultant shear forces in y-axis, e'vy (inch): 0.00 4 Steel Strenrith of Anchor in Tendon ( ec D'S 1) Nda (lb) 0 ONsa (lb) _. 19370 0,75 14528 5 Concrete Breakout Strength of Anchor in Tension (Sec. D.5.21 Na = 16.1aVrchaP 3 (Eq. D-7) AD re (psi) he (in) Ne (lb) 1:00 2500 15.667 78473. 0%, =0 (AN. ANco) 'Ya4N �Nad,N'f'4NY''�P;NNe (Sec. D.4.1 & Eq. D-4) . Am (In2) AN., (In 2) Q%Min (in) y'e0.N Yed,N 'Ac.N �Pep,N Nb (lb)0 fbNcbg (Ib) .2601y00 2209.00 23.50 1:000 1.000 1.25 1:000 78473 0.70 80848 6, Pullout.Strenoth of Anchor in Tension fSec D .5 .3 �NpnC0%K.PNP = ¢I'c,p8AbmF..(Sec. D.4.1, -Eq. D-13 & D-14)' 'PGP Ab,, (int) rc (psi) 0 6Npn (Ib) 1.4 0.91 2500 0.70 17856 ....,_.._.............. . _........ _ .. Input data and results, must be checked for agreement with the existing circumstances, the standards and guidelines must.be checked for plausibility. Sifnpsnrf Strong -Tia .Company IBc. 5966W Las Positas BoulevardPleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 wwwstrongtie,cem TM Anchor Designer Date: 4/26/2017 Company: Summit Structural Design Software � Engineer: Andy Johnson,. P.E. Page' 3/5 Project: . Version 2:5.6163.31 e 383 Rio Undo Ave #200, Chico,'CA 95926 Phone: 530.592.4407 E-mail: I and • yQsummltchico:com 3.: Resulting. Anchor Forces Anchor Tension load, Shear load k, Shear load y, Shear load combined, N.. (lb) . Vua. (lb) Vuay (lb) J(Vua.)a+(Vusy)a (lb) 1 3335.0 _2450.0 0.0 2450.0' 2 3335.0 -2450.0 0,0 2450.0 3 3395.0 -2450.0 0.0 2450.0 4 3335.0 -2450.0 0.0 2450.0 Sum 13340.0 -9800.0 0.0 9800.0 Maximum concrete, compression strain (%.): 0.00 <Figure 3> `Maximum concrete compression stress (psi): 0 Resultant tension force (Ib): 13340 Resultant compression force (Ili): 0 .Eccentricity of resultant4ension forces in x-axis, e'N. (inch):. 0,00 Eccentricity of resultant tension forces in -y-axis, e'r * (inch): 0.00 Eccentricity of resultant,shear forces in x-axis, e'v. (inch): 0.00 Eccentricity of resultant shear forces in y-axis, e'vy (inch): 0.00 4 Steel Strenrith of Anchor in Tendon ( ec D'S 1) Nda (lb) 0 ONsa (lb) _. 19370 0,75 14528 5 Concrete Breakout Strength of Anchor in Tension (Sec. D.5.21 Na = 16.1aVrchaP 3 (Eq. D-7) AD re (psi) he (in) Ne (lb) 1:00 2500 15.667 78473. 0%, =0 (AN. ANco) 'Ya4N �Nad,N'f'4NY''�P;NNe (Sec. D.4.1 & Eq. D-4) . Am (In2) AN., (In 2) Q%Min (in) y'e0.N Yed,N 'Ac.N �Pep,N Nb (lb)0 fbNcbg (Ib) .2601y00 2209.00 23.50 1:000 1.000 1.25 1:000 78473 0.70 80848 6, Pullout.Strenoth of Anchor in Tension fSec D .5 .3 �NpnC0%K.PNP = ¢I'c,p8AbmF..(Sec. D.4.1, -Eq. D-13 & D-14)' 'PGP Ab,, (int) rc (psi) 0 6Npn (Ib) 1.4 0.91 2500 0.70 17856 ....,_.._.............. . _........ _ .. Input data and results, must be checked for agreement with the existing circumstances, the standards and guidelines must.be checked for plausibility. Sifnpsnrf Strong -Tia .Company IBc. 5966W Las Positas BoulevardPleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 wwwstrongtie,cem Anchor DesignerTM ' Software Version 2.5.6163.31 Company: , Summit Structural Design I Date: 4/26/2017 Engineer: Andy Johnson, P.E. Pager _ 4/5 Project: 9. Concrete Breakout Strength of Anchor in Shear (Sec. D.6.21 Address: 383 Rio Undo Ave #200,. Chico, CA 95926 Phone: 530.592.4,407 E-mail: andy a@summitchico.com 8. Steel Strength of Anchor in Shear (Sec. 0.6.11 11625 1.0 0.65 7556 9. Concrete Breakout Strength of Anchor in Shear (Sec. D.6.21 Shear perpendicular to edge In x-dlrecllon: Vo, (Eq. -D-334 Eq. D-34) 1. :(In) da (in) is f'. (Psi):, Car (in) Vb, (lb) - 6.00 0.750 1,00 2500 24.00 52909 Oyes°: _ 0,(Av./A*o) Y'a.,v!l;avYtiv%,vVbx.(Sec..D.4:1 &.Eq. D-31) Ab. (in') Av6 (In'), 'J%d;V y,i"v 'Ne,v Vb. (Ib) .d. OWb¢.. (lb) 1836.00 2592.00 1.000 0.896 1.400 1.000 52909 { 0.70 32902 Shear parallel to edge In x -direction: Vey = minl7(1,/ do)°•'Jda,LgPccer'•6; 9.i Nc.0-61 (Eq. D-33.& Eq: D-34) 1, (in) d. (in) ,la F. (psi), car (in) Vby (Ib) 6:00 0.750 1.00 2500 23.50 51264 'DV.b = d(2)(Av,/A.v�)Y',e,vT.d.v9'o.vY-h vVey'(Sec. 0:4:1:& Eq. D-31) Avc (in') Ay& (in') %b,v 'Acav, '/4,v '/h,v Vey (lb) .d ¢Very, (lb) 1797.75 2485.13 1.000 1.000. 1.400 1:000 51264 0.70 72686 r 10. Concrete Prvout Strength.of Anchor in Shear (Sec. 0.6.3) ¢V�pq = QkbpNbg = Okp(Av.1ANcd)VvcmVP.dw civ! 1pNNb,(Sec. D.4.1 & Eq. -D-41) kGp AN. (in') ANro (in') V16 Yed.N KN Y�ep,N Nb (lb) 0 OV.p° (lb) 2.0 2501:00 2209.00 1.000 1.000 1.250 1.000 78473 0.70 161696 t -11, Results Interaction of Tensile and Shear Forces (Sec. D.7) Tension Factored Load', Nu. (lb) Design Strength, oN„ (lb) Ratio Status Steel 3335 14528 0.23. Pass (Governs) Concrete breakout 13340. 80848 0.17 Pass Pullout 3335 17856 0.19 Pass Shear Factored Load, Vye (Ib). Design Strength, oV" (lb) Ratio Status Steel 2450 7556 0.32 Pass (Governs) T Concrete breakout x- 9800. 32902 0.30 Pass II Concrete breakout y- 4900 72686 0.07 Pass Pryout 9800 161696 0.06 Pass Interaction check. Nu.10N„ V,,,/¢V. Combined Ratio Permissible Status Sec. D.7.3. 0.23 0.32 55.4% 1.2 Pass . 3/4"0 Heavy Hex'Boit, F1554 Gr. 3ti with hef= 20,000 Inch meets the selected design criteria. Input data and results must be checked for agreement with the existing circumstances, the standards and'guldelines must ba checked for plausibility. Simpnon Suong•Tie Cornpany Inc. 5936 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongUe.com