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Home My WebLink AboutSTRUCTURAL CALCULATIONS - 14-00050 - Idaho Central Credit UnionSTRUCTURAL CALCULATIONS For ICCU REXBURG NORTH BRANCH Rexburg, Idaho January 31, 2014 Prepared for: LCA ARCHITECTS 1221 SHORELINE LANE BOISE, IDAHO 83702 Prepared by: CALL ENGINEERING, P.A. 7337 NORTHVIEW BOISE, IDAHO 83704 14-00050 Idaho Central Credit Union Copy (1 of 2) STRUCTURAL CALCULATIONS For ICCU REXBURG NORTH BRANCH Rexburg, Idaho January 31, 2014 Prepared for: LCA ARCHITECTS 1221 SHORELINE LANE BOISE, IDAHO 83702 Prepared by: CALL ENGINEERING, P.A. 7337 NORTHVIEW BOISE, IDAHO 83704 C A L_L ENGINEERING, PA Structural Engineers Table of Contents DesignLoads ....................................................... DI -D2 Foundation.......................................................... Fl —F8 Columns............................................................ CI —C7 Walls................................................................. Wl — W14 Studs.......................................................... W1 -W7 Headers & Jambs .......................................... W8 -W14 Beams............................................................... B1 —B13 Lateral............................................................... Ll — L51 7337 Northview ♦ Boise, Idaho 83704 ♦ Phone: (208) 321-26564 Fax (208) 658-8051 +e-mail info@callengineering.com A A_ L L ENGINEERING, PA Sbnanval Engineers 7337 Northview St. ♦ Boise, Idaho 83704 Phone: 208 321-2656 ♦ Fax: 208 658-8051 email: info@callengineering.com vt S i "Yl ° K60�- Q-ea&0 LCAJ 900-1 q Z �MIA Irl "-i)1`1 O, S r�AJ CA " 1 Project: ICS a Qax �J i Project #: 131 2 By: { Date: Page: — 0 T�U.fS Z.S 11 ps� Mir) lil'utY ALC 14 A L L ENGINEERING, PA OF Snuahvnl Engineers 7337 Northview St. ♦ Boise, Idaho 83704 Phone: 208 321-2656 ♦ Fax: 208 658-8051 email: info@callengineering.com j N u v-• 10'4 //S Project: / ( , � , #(" A Project #: Date: )/y C. a w s'T 0.13 'T�(LG� By: Page: 9-Z- IL CALL ENGINEERING, PA S Sln¢mnd Engineers 7337 Northview St. ♦ Boise, Idaho 83704 Phone: 208 321-2656 ♦ Fax: 208 658-8051 email: info@callengineering.com �lq�(✓1.�0.�Suv� Project: 1&6wa N1at-.16'I Project #: 1 ?aid"Z By. Date: Page: _T I !�f't L o �e�ru j ((AICs carr TFX- Zv' O/- ( A4 ()C;� ?, - CA 2 5 Ivy 1 �S3 I n4�� Cali 2' ,p W ash (.0 f"� l✓4G1'J /' _ 392 k j3/2 7, a, tl a 35 �?"�4 k'nA., Pa�ufu.a D,;a � Myh .u,E I v �e�ae�h ALL C A L L ENGINEERING, PA ,, Slrvtlnrnl Engineers 12)(2,101 J 7337 Northview St. ♦ Boise, Idaho 83704 Ufr1QCr,/co� Phone: 208 321-2656 ♦ Fax: 208 658-8051 �b: +- email: info@callengineering.com Tach ca Doo' . -1[la Pu Project: 2X6Aft4 Project #: 13142_ By; Date: Page: LL Stt co j PKfc.r Add Vcnze (@ «lt G(9'J4 Lau,o 12)(2,101 J i3.s' i2 Go Obi Ufr1QCr,/co� �b: +- I��ou kb) kG, Ov tJ tbt = : la le 'x(.00161 "' B,65u 16s.«! 1b0S0 (bf > /✓OS Lb 0,l0 SFE PWRS•(a.� S6i c�Jerl9�rd �n 'l 3 - 0'S ' - 0 `b s ) � i 10o r� :.33 k , 23 O, �F ENfecAr,C. -? Ioa,4 w J 4 7C Fs- —;> 2G- C4 St PS{ A CA L L Call Engineering Project Title: ICCU Rexburg North 7337 Northview Engineer; Boise, ID 83704 Project Descr. ENGINEERING, PA 151 Structural Enginem General Footin Description Calculations per ACI 318-08, IBC 2009, CBC 2010, ASCE 7-10 Load Combinations Used : ASCE 7-10 General Information File = Project 10: 13142 Printed 13 JAN 2014. 12:17M Material Properties Direction Requiring Closer Separation Soil Design Values # Bars required within zone f : Concrete 28 day strength = 2.50 ksi Allowable Soil Bearing = 2.0 ksf fy : Rebar Yield = 60.0 ksi Increase Bearing By Footing Weight = No Ec : Concrete Elastic Modulus = 3,122.0 ksi Soil Passive Resistance (for Sliding) = 250.0 pcf Concrete Density = 145.0 pd Soil/Concrete Friction Coeff. = 0.30 (p Values Flexure = 0.90 Shear = Analysis Settings 0.750 Increases based on fooling Depth Min Steel % Bending Reim. = Fooling base depth below soil surface = Allowable pressure increase per foot of deptl= ft ksf Min Allow 7o Temp Reinf. = 0.00180 when footing base is below = ft Min. Overturning Safety Factor = 1.0:1 Min, Sliding Safety Factor = 1.0 :1 Increases based on footing plan dimension Add Ftg Wt for Soil Pressure Yes Allowable pressure increase per foot of dept = ksf Use ftg wt for stability, moments & shears Yes when maximum length or width is greater4 It Add Pedestal Wt for Soil Pressure Yes Use Pedestal wt for stability, mom & shear Yes Dimensions _ Width parallel to X -X Axis = 10.50 ft Length parallel to Z -Z Axis = 10.50 It Footing Thicknes = 12.0 in r— n- , _„ T� Pedestal dimensions px : parallel to X -X Axis = 48.0 in pz : parallel to Z -Z Axis 40.0 in Height - 36.0 in Rebar Centerline to Edge of Concrete.. at Bottom of footing = 3.0 in Reinforcin Bars parallel to X -X Axis Number of Bars = 9.0 Reinforcing Bar Size = # 5 Bars parallel to Z -Z Axis Number of Bars = 9.0 Reinforcing Bar Sizf = # 5 Bandwidth Distribution Check (ACI 15.4.4.2) Direction Requiring Closer Separation n/a # Bars required within zone n/a # Bars required on each side of zone n/a Applied Loads D P: Column Load = 16.050 OB: Overburden = 0.2670 M-xx M-zz V -x V -z Lr L S W E H 20.642 -15.30 k ksf k -ft 97.40 109.40 k -ft 4.230 4.760 k k ,, C_AL L Call Engineering Project Title: ICCU Rexburg North 7337 Northview Engineer. Project ID: 13142 Boise, ID 83704 Protect Descr. ENGINEERING, PA 1514 Structural Engineers Printed: 13 JAN 2074. 1211PM General Footing File=H:Uobs140131131421-11REXBUR-1.EC6 r.rr ENERCALC, INC. lgn2013. Build:6.13.8.31, Ver.6.13.8.31 Description : Footing @ Drive-Thru DESIGN SUMMARY Min. Ratio hem Applied Capacity e. o o Governing Load Combination PASS 0.5310 Soil Bearing 1.062 ksf 2.0 ksf +D+0.750L+0.750S+0.5250E+H about Z - PASS n/a Overturning -X-X 0.0 k -ft 0.0 k -ft NoOverluming PASS 1.031 Overturning -Z-Z 194.645 k -ft 200.696 k -ft 0.6D+W PASS 1.626 Sliding -X-X 4.230 k 6.878 k 0.6D+W PASS n/a Sliding -Z-Z 0.0 k 0.0 k No Sliding PASS 2.499 Uplift -15.30 k 38,228 k +0.60D+W PASS 0.4771 Z Flexure (+X) 4.955 k -ft 10.388 k -ft +1.20D+0.50L+0.20S+E+1.60H PASS 0.3418 Z Flexure (-X) 3.550 k -ft 10.388 k -ft +1.20D+0.50L+1.605+1.60H PASS 0.4155 X Flexure (+Z) 4.316 k -ft 10.388 k -ft +1.20D+0.50L+1.60S+1.60H PASS 0.4155 X Flexure (-Z) 4.316 k -ft 10.388 k -ft +1.20D+0.50L+1.60S+1.60H PASS 0.2035 1 -way Shear (+X) 15.259 psi 75.0 psi +1.20D+0.50L+1.60S+1.60H PASS 0.2035 1 -way Shear (-X) 15.259 psi 75.0 psi +1,20D+0.50L+1.60S+1.60H PASS 0.2325 1 -way Shear (+Z) 17.439 psi 75.0 psi +1,20D+0.50L+1.60S+1.60H PASS 0.2325 1 -way Shear (-Z) 17.439 psi 75.0 psi +1.20D+0.50L+1.60S+1.60H PASS 0.2280 2 -way Punching 31.612 psi 138.679 psi +1.20D+0.50L+1.605+1.60H Detailed Results U. +1.40D+1.60H 2.793 -Z Bottom Soil Bearina Min Temo % 0.2657 10.388 OK X -X. +1.20D+0.50Lr+1.60L+1.60H Allowable +Z Rotation Axis & Load Combination... Overturning Moment Resisting Moment Stability Ratio Status Footing Has NO Overturning Sliding Stability All units k Force Application Axis Load Combination... Sliding Force Resisting Force Sliding SafetyRatio Status Footing Has NO Sliding Footing Flexure Flexure Axis & Load Combination Mu Which Tension @ As Req'd GvmN As Actual As Phi'Mn Status k -ft Side? Bot or Top inA2 inA2 inA2 k -ft X -X, +1.40D+1.60H 2.793 +Z Bottom 0.2592 Min Temo azo 0.2657 10.388 OK U. +1.40D+1.60H 2.793 -Z Bottom 0.2592 Min Temo % 0.2657 10.388 OK X -X. +1.20D+0.50Lr+1.60L+1.60H 2.394 +Z Bottom 0.2592 Min Temo % 0.2657 10.388 OK X -X. +120D+0.50Lr+1.60L+1.60H 2.394 -Z Bottom 0.2592 Min Temp % 0.2657 10.388 OK X -X. +1.20D+1.60L+0.50S+1.60H 2.995 +Z Bottom 0.2592 Min Term) % 0.2657 WAS OK X -X, +1.20D+1.60L+0.50S+1.60H 2.995 -Z Bottom 0.2592 Min Temo % 0.2657 10.388 OK X -X. +1.20D+1.60Lr+0.50L+1,60H 2.394 +Z Bottom 0.2592 Min Temo % 0.2657 10.388 OK X -X. +1.20D+1.60Lr+0.50L+1.60H 2.394 -Z Bottom 0.2592 Min Temp % 0.2657 10.388 OK X -X, +1.20D+1.60Lr+0.50W+1.60H 1.949 +Z Bottom 0.2592 Min TemD % 0.2657 10.388 OK X -X, +120D+1.60Lr+0.50W+1.60H 1.949 -Z Bottom 0.2592 Min Temp % 0.2657 10.388 OK X -X, +1.20D+0.50L+1.60S+1.60H 4.316 +Z Bottom 0.2592 Min Temp % 0.2657 10.388 OK X -X. +1.20D+0.50L+1.60S+1.60H 4.316 -Z Bottom 0.2592 Min TemD % 0.2657 10.388 OK X -X. +1.20D+1.60S+0.50W+1.60H 3.871 +Z Bottom 0.2592 Min Temp % 0.2657 10.388 OK X -X, +1.20D+1.60S+0.50W+1.60H 3.871 -Z Bottom 0.2592 Min Temo % 0.2657 10.388 OK X -X, +1.20D+0.50Lr+0.50L+W+1.60H 1.503 +Z Bottom 0.2592 Min Temp % 0.2657 10.388 OK X -X. +1.20D+0.50Lr+0.50L+W+1.60H 1.503 -Z Bottom 0.2592 Min TemD % 0.2657 10.388 OK X -X. +120D+0.50L+0.50S+W+1.60H 2.104 +Z Bottom 0.2592 Min Temp % 0.2657 10.388 OK X -X, +1.20D+0.50L+0.50S+W+1.60H 2.104 -Z Bottom 0.2592 Min TemD % 0.2657 10.388 OK X -X. +1.20D+0.50L+0.20S+E+1.60H 2.634 +Z Bottom 0.2592 Min TemD % 0.2657 10.388 OK X-X,+120D+0.50L+0.20S+E+1.60H 2.634 -Z Bottom 0.2592 Min TemD % 0.2657 10.388 OK X -X, +0.90D+W+0,90H 0.9049 +Z Bottom 0.2592 Min Temp % 0.2657 10.388 OK X -X +0.90D+W+U.90H 0.9049 -Z Bottom 0.2592 Min Temp % 0.2657 10.388 OK X -X. +0.90D+E+0.90H 1.795 +Z Bottom 0.2592 Min TemD % 0.2657 10.388 OK X -X. +0.90D+E+0.90H 1.795 -Z Bottom 0.2592 Min TemD % 0.2657 10.388 OK Z -Z. +1.40D+1,60H 2.297 -X Bottom 0.2592 Min Temo % 0.2657 10.388 OK AL C L Call Engineering 7337 No thview Project Title: ICCU Rexburg North Engineer: Project ID: 13142 _AL Boise, ID 83704 Protect Descr: F S ENGINEERING, PA 151 Stmcwral Engineers Prirtetl: 13 JN1 2014.121; PM General Footing File= H:Uobs120131131421-11RE%BUR-1.EC6 ENERCALC, INC. 198&2013, Build:6.13.8.31, Ver:6.13.8.31 KW -06002996 Licensee: CALL ENGINEERING Description : Foofing @ Drive-Thru Z -Z, +1.40D+1.60H 2.297 +X Bottom 0.2592 Min Temo % 0.2657 10.388 OK Z -Z. +1.20D+0.50Lr+1.60L+1.60H 1.969 -X Bottom 0.2592 Min Temo % 0.2657 10.388 OK Z -Z, +1.20D+0.50Lr+1.60L+1.60H 1.969 +X Bottom 0.2592 Min Temo % 0.2657 10.386 OK Load Combination... C A L L Call Engineering Project Title ICCU Rexburg North 7337 Northview Engineer: Project ID: 13142 AAL _ _ _ Boise, ID 83704 Protect Descr: +1.20D+0.50Lr+1.60L+1.60H 17.533 osi 138.679osi ® ENGINEERING, PA 151 OK I +1.20D+1.60L+0.50S+1.60H 21.933 osi F(o 0.1582 Stnichuul Engineers +1.20D+1.60Lr+0.50L+1.60H 17.533 osi 138.679osi 0.1264 OK +1.20D+1.60Lr+0.50W+1.60H 14.272 psi 138.679osi 0.1029 OK Printed: 13 JAN 2014.1217N 31.612 osi General Footing 0.228 OK +1.20D+1.60S+0.50W+1.60H File =H:UobsVO131131421-11REX8UR-1.EC6 138.679osi 0.2044 OK +1.20D+0.50Lr+0.50L+W+1.60H ENERCALC, INC, 1983-2013, Build:6.13.8.31, Ver.6.13.8.31 0.07946 r.rr +1.20D+0.50L+0,50S+W+1.60H 15.411 psi 138.679psi 0.1111 OK Description : Footing @ Ddve-Thru 19.293 psi 138.679osi 0.1391 OK +0.90D+W+O,90H 7.229 osi Footing Flexure 0.05213 OK +0.90D+E+0.90H 13.297 psi 138.679osi 0.09588 Flexure Axis & Load Combination Mu Which Tension @ As Req'd Gvrn. As Actual As Phi*Mn Status k-fl Side? Bot or Top? inA2 inA2 inA2 k-ft Z-Z. +1.20D+1.60L+0.50S+1.60H 2.463 -X Bottom 0.2592 Min Temo % 0.2657 10.388 OK Z-Z, +1.20D+1.60L+0.50S+1.60H 2.463 +X Bottom 0.2592 Min Temo % 0.2657 10.388 OK Z-Z. +1.20D+1.60Lr+0.50L+1.6UH 1.969 -X Bottom 0.2592 Min Temo % 02657 10.388 OK Z-Z. +1.20D+1.60Lr+0.501-+1.60H 1.969 +X Bottom 0.2592 Min Temo % 0.2657 10.388 OK Z-Z. +1.20D+1.60Lr+0.50W+1.60H 0.3620 -X Bottom 0.2592 Min Temp % 0.2657 10.388 OK Z-Z. +1.20D+1.60Lr+0.50W+1.60H 2.844 +X Bottom 0.2592 Min Temp % 0.2657 10.388 OK Z-Z, +1.20D+0.50L+1.60S+1.60H 3.550 -X Bottom 0.2592 Min Temo % 0.2657 10.388 OK Z-Z. +1.20D+0.50L+1.60S+1.60H 3.550 +X Bottom 0.2592 Min Temo % 0.2657 10.388 OK Z-Z. +1.20D+1.60S+0.50W+1.60H 1.943 -X Bottom 0.2592 Min Temp % 0.2657 10.388 OK Z-Z. +1.20D+1.60S40.50W+1.60H 4.425 +X Bottom 0.2592 Min Temo % 0.2657 10.388 OK Z-Z. +1.20D+0.50Lr+0.50L+W+1.60H 1.235 -X Too 0.2592 Min Temo % 0.2657 10.388 OK Z-Z. +120D+0.50Lr+0.50L+W+1.60H 3.724 +X Bottom 0.2592 Min Temo % 0.2657 10.388 OK Z-Z, +1.20D+0.50L+0.50S+W+1.60H 0.7511 -X Too 0.2592 Min Temo % 0.2657 10.388 OK Z-Z, +1.20D+0.50L+0.50S+W+1.60H 4.213 +X Bottom 0.2592 Min Temo % 0.2657 10.388 OK Z-Z. +1.20D+0.50L+0.20S+E+1.60H 0.6216 -X Top 0.2592 Min Temo % 0.2657 10.388 OK Z-Z. +1.20D+0.50L+0.20S+E+1.60H 4.955 +X Bottom 0.2592 Min Temp % 0.2657 10.388 OK Z-Z. +0.900+W+0.90H 1,268 -X Too 0.2592 Min Temo % 0.2657 10.388 OK Z-Z. +0.90D+W+0.90H 3.504 +X Bottom 0.2592 Min Temp % 0.2657 10.388 OK Z-Z. +0.90D+E+0.90H 1.143 -X Too 0.2592 Min Temo % 0.2657 10.388 OK Z-Z, +0.90D+E+0.90H 4.350 +X Bottom 0.2592 Min Temo % 0.2657 10.388 OK One Way Shear Load Combination... Vu @ -X Vu @+X Vu @-Z Vu @ +Z Vu•Max Phi Vn Vu I Phi*Vn Status +1.40D+1.60H 9.874 psi 9.874 osi 11.284 psi 11.284 psi 11.284 psi 75 psi 0.1505 OK +1.20D+0.50Lr+1.60L+1.60H 8.463 psi 8.463 osi 9.672 psi 9.672 osi 9.672 psi 75 psi 0.129 OK +1.20D+1.60L+0.50S+1.60H 10.587 osi 10.587 osi 12.099 osi 12.099 osi 12.099 osi 75 osi 0.1613 OK +1.20D+1.60Lr+0.50L+1.60H 8.463 osi 8.463 osi 9.672 osi 9.672 osi 9.672 osi 75 osi 0.129 OK +120D+1.60Lr+0.50W+1.60H 6.889 osi 6.889 osi 7.873 osi 7.873 osi 7.873 osi 75 osi 0.105 OK +1.20D+0.50L+1.60S+1.60H 15.259 osi 15.259 osi 17.439 osi 17.439 osi 17.439 osi 75 osi 0.2325 OK +1.20D+1.60S+0.50W+1.60H 13.685 osi 13.685 osi 15.64 osi 15.64 psi 15.64 osi 75 osi 0.2085 OK +1.200 0.501-r+0.501.+W+1.60H 5.315 osi 5.315 psi 6.074 psi 6.074 osi 6.074 osi 75 osi 0.08099 OK +1.20D+0.50L+0.50S+W+1.60H 7.439 osi 7.439 psi 8.501 osi 8.501 psi 8.501 psi 75 osi 0.1134 OK +1.20D+0.50L+0.20S+E+1.60H 9.313 osi 9.313 psi 10.643 psi 10.643 psi 10.643 psi 75 psi 0.1419 OK +0.90D+Wr+0,90H 3.199 psi 3.199 osi 3.656 osi 3.656 psi 3.656 psi 75 psi 0.04875 OK +0.90D+E+0.90H 6.347 psi 6.347 osi 7.254 osi 7 254 psi 7.254 osi 75 osi 0.09672 OK Punching Shear All units k Load Combination... Vu Phi*Vn Vu I Phi*Vn Status ! +1,400+1.60H 20.456 osi 138.679osi 0.1475 OK +1.20D+0.50Lr+1.60L+1.60H 17.533 osi 138.679osi 0.1264 OK I +1.20D+1.60L+0.50S+1.60H 21.933 osi 138.679osi 0.1582 OK +1.20D+1.60Lr+0.50L+1.60H 17.533 osi 138.679osi 0.1264 OK +1.20D+1.60Lr+0.50W+1.60H 14.272 psi 138.679osi 0.1029 OK +1.20D+0.50L+1.605+1.60H 31.612 osi 138.679osi 0.228 OK +1.20D+1.60S+0.50W+1.60H 28.351 psi 138.679osi 0.2044 OK +1.20D+0.50Lr+0.50L+W+1.60H 11.019 osi 138.679osi 0.07946 OK +1.20D+0.50L+0,50S+W+1.60H 15.411 psi 138.679psi 0.1111 OK +1.20D+0.50L+020S+E+1.60H 19.293 psi 138.679osi 0.1391 OK +0.90D+W+O,90H 7.229 osi 138.679osi 0.05213 OK +0.90D+E+0.90H 13.297 psi 138.679osi 0.09588 OK Anchor Calculations Anchor Selector (Veers' ion 4.11.0.0) Job Name: E ' J r 1= A4 Wim' L �" Calculation Summary - ACI 318 Appendix D For Cracked Concrete Der ACI 318-08 Anrhnr Datelfime : 5/312013 4:06:39 PM Anchor I Steel I# of Anchors I Embedment Depth (in) Category 518" Heavy Hex Bolt IF1554 GR. 36 11 118 NIA Concrete Concrete Cracked fc(psi) TOY Normal weight IYes 12500.0 11.20 Condition I Thickness (in) I Suppl. Edge Reinforcement A tension and shear 124 cxt INO Anchor Layout Dimensions Factored Loads Nua (lb) I Vuax (Ib) Vuay (Ib) I Mux (lb -ft) cxt cx2 cyt cy2 (in) (in) (in) (in) 3.75 14.25 124 124 Factored Loads Nua (lb) I Vuax (Ib) Vuay (Ib) I Mux (lb -ft) Muy 8500 10 10 10 10 ex(in) ey(in) I Mod/high seismic I Apply entire shear @ front row 0 10 jNo INO Individual Anchor Tension Loads N uat (Ib) j O V 6500.00 1.� e'Nx(in) e'Ny(in) 0.00 10.00 Individual Anchor Shear Loads V uai (lb) 0.00 e'vx(in) e'vy(in) 0.00 10.00 Tension Strengths Steel (m = 0.80) Nsa(Ib) mNaa(Ib) Nua(lb) N ua /mNaa 13100 110480.00 18500.00 10.8111 Concrete Breakout (m = 0.85) N„(Ib) mNcb(Ib) Nua(Ib) Nua /mNco 10117.04 18599.48 18500.00 10.9884 Pullout (m = 0.75) Npn(Ib) 'DNpn(lb) Nua(Ib) Nua /mNpn 13420.00 110066.00 18500.00 10.8445 �e45 y�yS G 14 F_ c(2 /ae 1%ol LOA d) about:blank 5/3/2013 4” 1 Gr" L VL L F6 Side -Face Blowout (m = 0.85) Nab(lb) ONab(Ib) I Nua(Ib) Nue /mNsb 24574.38 120888.22 18500.00 10.4069 Shear Strengths Steel ((D = 0.75) Vsa(lb) mVsa (Ib) Vua(Ib) V ua /d,Vsa 7865 15898.76 10.00 10.0000 Concrete Breakout (case 1) (m = 0.85 ) Vcbx(Ib) I OVcbx(lb) I Vuax(lb) V,"/mVcbx 4409.51 3748.09 0.00 0.0000 Vcby(Ib) 4)Vcby(Ib) Vuay(Ib) Vuay 110 IY Vua /roVcb 4009.44 3408.03 0.00 10.0000 0.0000 Concrete Breakout (case 2) does not apply to single anchor layout Concrete Breakout (case 3) (m = 0.85 ) cxt edge Vcby(lb) O%y(lb) Vuay(!b) VuaY/DVcby 7309.44 6213.03 10.00 1 0.0000 cyl edge Vcbx(lb) OVcbx(lb) Vuax(Ib) Vuax /d•Vcbx 10736.58 9126.09 10.00 10.0000 cx2 edge Vcby(Ib) I mVcby( b) Vuay(lb) Vuay /mVcby 8819.03 7496.17 10.00 10.0000 cy2 edge Vax(Ib) mVcax(lb) Vuax(Ib) Vuax /OVcbx Vua /mVca 10736.58 9126.09 10.00 0.0000 0.0000 Prycut ((D = 0.75 ) Vcp(lb) OVcp(lb) I Vuax(Ib) Vuax /IDVcp 20234.07 11,5176.56 10 115175.56 0.0000 Vcp(lb) (DVcp(lb) Vuay(Ib) %y /mVcp Vua /d,Vcp 20234.07 115175.56 10 10.0000 10.0000 Interaction check V.Max(0) <= 0.2 and T.Max(0.99) <= 1.0 [Sec D.7.11 Interaction check: PASS Use 5/8" diameter F1554 GR. 36 Heavy Hex Bolt anchor(s) with 18 in. embedment abouttlank 5/3/2013 ALL C A L L ENGINEERING, PA ,' Shurnva7 Engineers 7337 Northview St. ♦ Boise, Idaho 83704 fAA o Phone: 208 321-2656 ♦ Fax: 208 658-8051 email: info@callengineering.com CO'UIn9v'l \YAJl r S f iuw C,16 TJ Project: V-'exje < + l i Project #: j 314 Z By: Date: Page: c II S� Dc as'20j''Z 2814 i�, S� lN��S 1bf f)L s3P� fAA o ` i7k o /0.4 r SL = 33 S�4 Ibr PL Ibbs Il:rs L U 1S Sf S J l -(Ss 6x6x�/� oK - C A L L Call Engineering Project Title: CCU Rexburg North 7337 Nonhview Engineer: Boise, ID 83704 Prolect Descr: 14 PF ENGINEERING, PA 151 Stnrctural Engineers Steel Column HSS Col @ Vault Code References Calculations per AISC 360-05, IBC 2009, CBC 2010, ASCE 7-10 Load Combinations Used: ASCE 7-10 Steel Section Name: HSS5x5x1/4 Analysis Method : Allowable Strength Steel Stress Grade D Only Fy : Steel Yield 46.0 ksi E : Elastic Bending Modulus 29,000.0 ksi Load Combination : ASCE 7-10 Project ID: 13142 Overall Column Height 11.0 ft Top & Bottom Fixity Top & Bottom Pinned Brace condition for deflection (buckling) along columns X -X (width) axis: Unbraced Length for X -X Axis buckling =11.0 ft, K = 1.0 Y -Y (depth) axis: Un race Length for Y -Y Axis buckling =11.0 ft, K = 1.0 hpli LOaus Max. X -X Deflection Service loads entered Load Factors will be applied for calculations Column self weight Included :171.419 lbs' Dead Load Factor Distance D Only 0.0000 in AXIAL LOADS ... 0.000 in 6000 ft S Only Axial Load at 11.0 it, D =16.065, S = 33.584 k 0.000 ft 0.000 in 0.000 ft DESIGN SUMMARY 0.0000 in 0.000 ft 0.000 in Bending &Shear Check Results PASS Max. Axial+Bending Stress Ratio = 0.5762 : 1 Maximum SERVICE Load Reactions.. Load Combination +D+S+H Top along X -X 0.0 k Location of max.above base At maximum location values are ... 0.0 ft Bottom along X -X 9 0.0 k Pa :Axial 49.820 k Top along Y -Y Bottom along Y -Y 00k 0.0 k on / Omega : Allowable 86.468 k Ma -x: Applied 0.0 k -ft Maximum SERVICE Load Deflections... Mn -x / Omega: Allowable 17.468 k -ft Along Y -Y 0.0 in at 0.0ft above base Ma -y: Applied 0.0 k -ft for load combination : Mn -y / Omega: Allowable 17.468 k -ft Along X -X 0.0 in at O.Oft above base for load combination PASS Maximum Shear Stress Ratio= 0,0 :1 Load Combination Location of max.above base 0.0 ft At maximum location values are... Va: Applied 0.0 k Vn / Omega: Allowable 0.0 k Maximum Deflections for Load Combinations - Unfactored Loads Load Combination Max. X -X Deflection Distance Max. Y -Y Deflection Distance D Only 0.0000 in 0.000 It 0.000 in 6000 ft S Only 0.0000 in 0.000 ft 0.000 in 0.000 ft D+S 0.0000 in 0.000 ft 0.000 in 0.000 ft c2 Ah, C A L L Project: �X` .jr J �lJr! ,, ENGINEERING, PA Snucmra/Engineers j 7337 Northview St. ♦ Boise, Idaho 83704 Project #: l yl'1 ` g r� Phone: 208 321-2656 a Fax: 208 658-8051 Date: email: info@callengineering.com Page: —5.= Co1GW IS (C (00orl uta Pu f-- �F ZG r sl' 2s .t 3a�2 I s 339 Ibs'� V,a P t C A3,) ( )� t6 . S (+xduu ��or, 9y "s1a-o I l500 lbs zu 88JuIbs� yCIL Zo64`L lbs SL VW 'q,, J zJ ZsgG i i,: r� (01,t o•zsc)cs 2 cot'S 1?9v G 9U �Y fPo/ j 1,44 J . 2 = 1.6 3(2W,ouU V 3Ac )_ 1 rr$ A -- 136 m 4 AL, C A L L ENGINEERING, PA ,' Structural Engineers 7337 Northview St. ♦ Boise, Idaho 83704 Phone: 208 321-2656 O Fax: 208 658-8051 email: info@callengineering.com (J�Un9115 Via? '-r,Cl �on I T l S4icrniC Project:-1?exlura horih Project #: 13192 By, Date: Page: _S i_ 60V,uwae!lQ - 0, n2 r) hSx. 0,02a (lb,$',rl� in��u l � 3.ci(a�, l?ll o41U stiu��N� D out X C� J �! 3 ilv,()(A 9C)'JP,,,S �): atl'A = a4 , 3 -T(tT'Cl 139 '" t POCii1,b- (0(CA WI NeIe;.t ;)-a x 10o In 4 in f 1> N s s Iv Sex Cor�pu�v O�t� t�u•� �� : 3.1� ' = T T Call Engineering Project Title: ICCU Rexburg North L L7337 Nonhview Engineer: Project ID: 13142 Boise, ID 83704 Project Descr; ENGINEERING, PA 151 C S Structural Engineers ftle6: 13 JAN 2014 1125M Steel ColumnFIIe=H:Uobs@0131131421-11REXRUR-1.EC6 r�=r ENERCALC, INC.19B3.2013, Build:6.13.8.31, Ver.6.13.8.31 Description : Column @ Canopy Ends Calculations per AISC 360-05, IBC 2009, CBC 2010, ASCE 7-10 Load Combinations Used: ASCE 7-10 Steel Section Name: Analysis Method : Steel Stress Grade Fy : Steel Yield E: Elastic Bending Modulus Load Combination : Applied Loads HSS12x12x1/4 Overall Column Height 16.50 ft Allowable Strength Top & Bottom Fixity Top Free, Bottom Fixed Brace condition for deflection (buckling) along columns 46.0 ksi X -X (width) axis: 29,000.0 ksi Unbraced Length for X -X Axis buckling = 16.50 ft, K=2.1 ASCE 7-10 Y -Y (depthl axis : Unbbrace ddLength for Y -Y Axis buckling =16.50 ft, K = 2.1 Column self weight included : 650.15 lbs * Dead Load Factor AXIAL LOADS ... Axial Load at 16.50 ft, D =11.80, S = 20.642 k BENDING LOADS ... Lat. Point Load at 16.50 ft creating Mx -x, W = 4.230, E = 4.760 k DESIGN SUMMARY sending & Shear Check Results Service loads entered. Load Factors will be applied for calculations. 4.2'3 t a ° zs4- k =? W I .76 3.33 L 7-;0 E PASS Max. Axial+Bending Stress Ratio = g wabl 0.7140 :1 Maximum SERVICE Load Reactions.. Maximum SERVICE Load Deflections ... Load Combination +D+0.70E+H Top along X -X 0.0 k Location of max.above base At maximum location values are... 0.0 ft Bottom along X -X 0.0 k Pa : Axial 12.450 k Top along Y -Y Bottom along Y -Y 0.0 k 4.760 Pn/Ome a: Allo It W Only k e Ma -x: Applied Mn -x / Omega: Allowable Ma -y: Applied Mn -y / Omega : Allowable PASS Maximum Shear Stress Ratio = Load Combination Location of max.above base At maximum location values are. Va : Applied Vn / Omega: Allowable Maximum Deflections for Load Comb 157.305 k Max. X -X Deflection -54.978 k -ft Maximum SERVICE Load Deflections ... 81.521 k -ft Along Y -Y 1.704 in at 16.50ft above base 0.0 k -ft for load combination: E Only 81.521 k -ft Along X -X 0.0 in at O.Oft above base 0.000 for load combination : 0.03828 +D+0.70E+H 0.0 ft 3.332 k 87.035 k Loads -oao comomation Max. X -X Deflection Distance Max. Y -Y Deflection Distance D Only 0.0000 in J.uuu ft 0.000 in 0.000 ft S Only 0.0000 in 0.000 it 0.000 in 0.000 It W Only 0.0000 in 0.000 R 1.514 in 16.500 It E Only 0.0000 in 0.000 ft 1.704 in 16.500 ft D+S 0.0000 in 0.000 it 0.000 in 0.000 it D+W 0.0000 in 0.000 it 1.514 in 16.500 ft D+E 0.0000 in 0.000 ft 1.687 in 16.389 it Ah, C A LL ENGINEERING, PA ®' Shurturnl £.ngineers 7337 Northview St. ♦ Boise, Idaho 83704 Phone: 208 321-2656 ♦ Fax: 208 658-8051 email: infoOcallengineering.com h1�t1irntnWt frrot i n L 3.33 Pq Project: - �"yW . AF 4 Project #: > 1 `j" By, — Date: Page: CIP 6 ;(G COL w/ C IZn IZ x-&- 22 & 22 36�tt.�f{ d Z 4 I.o = 3.12.5 '3.33 F4 ,H(rz jdr�.E A C A L L ENGINEERING, PA Structural Engineers 7337 Northview St. ♦ Boise, Idaho 83704 Phone: 208 321-2656 ♦ Fax: 208 658-8051 email: info@callengineering.com M i V1 IML4Y7l Ba,9 VIAc 7kliClZVU5 MQ41rr,1 wt AfIuwv,b'x LcQd r Project: _ Lub tires 11 4A Project #: \'�I`}2. Date: ET . l4- 4-b 3 gISC 2a11 By: Page: C -q- - S x 5 COL w/ if I x? x i /z3.12 S 3.33 Pa Fqa - 3 . I 3/4 O. -W -S= 3,1253.33Pq Pa C" 12- 6 � 3.125 7—f;t Pa = _ 134 k , AL- C A L L ENGINEERING, PA ,' Svucnnnl Engineers 7337 Northview St. ♦ Boise, Idaho 83704 Phone: 208 321-2656 ♦ Fax: 208 658-8051 email: info@callengineering.com W4 Project: Project #: 13142 By: Date: Page: W C A L ENGINEERING Structural Engineers LCall Engineering Project Title: 7337 Nodhview Engineer: Boise, ID 83704 Project Descr: PA 151 ICCU Rexburg North Project ID: 13142 Wz Pnrlea. 3u JFN 3p1A, 5.03PM Wood Column Flle=H;llobs120131131421-11REXBUR-1.EC6 r.rr ENERCALC, INC. 19632013, Bulld:6.13.6.31, Var.6.13.6.31 Description . Exterior Wall Stud Code References Calculations per 2005 NDS, IBC 2009, CBC 2010, ASCE 7-10 Load Combinations Used: ASCE 7-10 Analysis Method : Allowable Stress Design y -y Bending End Fixities Top & Bottom Pinned 1,600.0 Overall Column Height 12.60 ft ( Used for noo siencfer calcuiavons r 1.547inA4 Wood Species Douglas Fir - Laruh Applied Mx Wood Grade No.2 0.0 k -ft Fb - Tension/4'22-1-K.:0 psi Fv 180.0 psi Fb -Compr 15.0 Ft 575.0 psi Fc-Prll�1,350.0psi Density 32.210 pcf Fc - Perp 625 0 psi 0.637 in Modulus of E sticity . x -x Bending y -y Bending Allow Stress Modification Factors Basic 1,600.0 1,600.0 Minimum 580.0 580.0 Wood Section Name Wood Grading/Manuf. Wood Member Type Exact Width Exact Depth Area Axial 1,600.0 ksi Wct lR S -6d p fl1a k iff A.C_ Pani' plied Loads ( 400 eJ4 rr f' B3 - Column self weight included : 23.252 lbs * Dead Load Factor AXIAL LOADS ... Axial Load at 12.60 ft, D = 1.240, S = 2.540 k BENDING LOADS ... Lat. Uniform Load creating Mx -x, W = 0.0370 Wit DESIGN SUMMARY ending & Shear Check Results Max. X -X Deflection PASS Max. Axial+Bending Stress Ratio = Allow Stress Modification Factors Load Combination +D+0,750L+0.750S+0.45OW+H 0.9516 :1 Governing NDS Forumla Comp + Mxx, NDS Eq. 3.9-3 Location of max.above base 6.258 ft At maximum location values are ... 1.547inA4 Applied Axial 3.168 k Applied Mx 0.3304 k -ft Applied My 0.0 k -ft Fc: Allowable 591.61 psi 'ASS Maximum Shear Stress Ratio = Load Combination Location of max.above base Applied Design Shear Allowable Shear daximum Deflections for Load Cr 0.05886:1 +D+0.60W+H 0.0 it 25.429 psi 288.0 psi • Unfactored L 2x6 Graded Lumber Sawn Max. X -X Deflection 1.50 in Allow Stress Modification Factors 5.50 in Cf or Cv for Bending 8.250 inA2 Cf or Cv for Compression 20.797 in A4 Cf or Cv for Tension 1.547inA4 Cm: Wet Use Factor 0.000 it CC Temperature Factor 0.000 It Clu : Flat Use Factor 0.0000 in Kf : Built-up columns 0.637 in Use Cr: Repetitive ? 1.0 1.0 ND, '53, No 'no, Brace condition for deflection (buckling) along columns : X -X (width) axis: Fully braced against buckling along X -X Axis Y -Y (depth) axis: Unbraced Length for X -X Axis buckling -12.60 It, K=7.0 Service loads entered. Load Factors will be applied for calculations. Maximum SERVICE Lateral Load Reactions .. Top along Y -Y 0.2331 k Bottom along Y -Y 0.2331 k Top along X -X 0.0 k Bottom along X -X 0.0 k Maximum SERVICE Load Lateral Deflections ... Along Y -Y 0.6374 in at 6.342 it above base for load combination: WOnly Along X -X 0.0 in at 0.0 ft above base for load combination : n/a Other Factors used to calculate allowable stresses ... Bending Compression Tension Cf or Cv: Size based factors 1,300 1.100 pad Combination Max. X -X Deflection Distance Max. Y -Y Deflection Distance D Only 0.0000 in 0.000 ft 0.000 in 0.000 ft S Only 0.0000 in 0.000 it 0,000 in 0.000 It W Only 0.0000 in 0.000 it 0.637 in 6.342 ft D+S 0.0000 in 0.000 it 0.000 in 0.000 it D+W 0.0000 in 0.000 ft 0.637 in 6.342 ft CaA L ENGINEERING SMOUMl Engineers Wood Column Sketches LCall Engineering Project Title: 7337 Northview Engineer: Boise, ID 83704 Project Descr: PA 151 ICCU Rexburg North A+wCoads Project Q 13142 W3 PrinWd: 30 JAN 2014, 590PM Loads are total entered value. Arrows do not reflect absolute direction. AL --L L ENGINEERING, PA Slrunurnl Engineers 7337 Northvlew St. ♦ Boise, Idaho 83704 Phone: 208 321-2656 ♦ Fax: 208 658-8051 email: info@callengineering.com worr- rn, �vite.r i tar t 21 Sq- Ibi SL L'v 1,33 �S PsI ) Su Criwtewk'r Project: yZ AA( r µ24 r 41 Project #: 131 2 By: Date: Page: IVA- I A� 6r ° O Owl-vU4 ' d Z r i' (.001 !I U'- AL C A L L Call Engineering Project Title: ICCU Rexburg North 7337 Nonhview Engineer: Boise, ID 83704 Project Descr: ® ENGINEERING, PA 161 Structural Engineers Wood Column Calculations per 2005 NDS, IBC 2009, CBC 2010, ASCE 7-10 Load Combinations Used: ASCE 7-10 General Information Analysis Method: Allowable Stress Design End Fixities Top & Bottom Pinned 5.50 in Cf or Cv for Bending Overall Column Height 12.60 ft ( Used for non -slender Calculations) Ix Wood Species Douglas Fir - Larch ly Wood Grade No.2 W Only Fb - Tension 900.0 psi Fv 180.0 psi Fb-Compr 900.0 psi Ft 575.0 psi Fc -Prll 1,350.0 psi Density 32.210 pcf Fc - Perp 625.0 psi Brace condition for deflection (buckling) along columns : E : Modulus of Elasticity ... x -x Bending y -y Bending Fully braced against buckling along X -X Axis Basic 1,600.0 1,600.0 Unbraced Length for X -X Axis buckling =12.60 ft, Minimum 580.0 580.0 Wood Section Name 2x6 WoodGmding/Manut Graded Lumber Wood Member Type Sawn Project ID: 13142 Flirted: WS Exact Width 1.50 in Allow Stress Modification Factors 0.0 k -ft Exact Depth 5.50 in Cf or Cv for Bending 1.30 Area 8.250 in A2 Cf or Cv for Compression 1.10 Ix 20.797 inA4 Cf or Cv for Tension 1.30 ly 1.547 inA4 Cm: Wet Use Factor 1.0 W Only Ct: Temperature Factor 1.0 288.0 psi Chu : Flat Use Factor 1.0 Axial Kf: Built-up columns 1,p ;.f�;� s; 1,600.0 ksi Use Cr : Repetitive? Yes -lo-?%o ,,M Brace condition for deflection (buckling) along columns : 0.121 in X -X (width) axis: Fully braced against buckling along X -X Axis Y -Y (depth) axis: Unbraced Length for X -X Axis buckling =12.60 ft, K = 1.0 Applied Loads Service loads entered. Load Factors will be applied for calculations. Column self weight included : 23.252 lbs * Dead Load Factor AXIAL LOADS ... Axial Load at 12.60 ft, D =1.020, S = 2.154 k BENDING LOADS ... Lat. Uniform Load creatinq Mx -x, W = 0.0070 k/ft DESIGN SUMMARY ending & Shear Check Results PASS Max. Axial+Bending Stress Ratio = Load Combination Governing NDS Fommla Location of max.above base At maximum location values are .. . Applied Axial Applied Mx Applied My Fc: Allowable PASS Maximum Shear Stress Ratio= Load Combination Location of max.above base Applied Design Shear Allowable Shear 0.6764:1 Maximum SERVICE Lateral Load Reactions . . +D+S+H Top along Y -Y 0.04410 k Bottom along Y -Y 0.04410 k Comp Only, fc/Fc' Top along X -X 0.0 k Bottom along X -X 0.0 k 0.0 ft Maximum SERVICE Load Lateral Deflections ... 3.197 k Along Y -Y 0.1206 in at 6.342 ft above base 0.0 k -ft for load combination : W Only 0.0 k -ft Along X -X 0.0 in at 0.0 ft above base 572.98 psi for load combination : n/a 0.000 in Other Factors used to calculate allowable stresses ... 0.01114:1 Bending Compression Tension +D+0.60W+H Cf or Cv : Size based factors 1.300 1.100 0.0 ft W Only 4.811 psi 0.000 ft 288.0 psi 6.342 ft Maximum Deflections for Load Combinations • Unfactored Loads -oad Combination Max. X -X Deflection Distance Max. Y -Y Deflection Distance D Only 0.0000 in 0.000 ft 0.000 in 0.000 ft S Only 0.0000 in 0.000 ft 0.000 in 0.000 ft W Only 0.0000 in 0.000 ft 0.121 in 6.342 ft D.& 0.0000 in 0.000 ft 0.000 in 0.000 ft D+W 0.0000 in 0.000 ft 0.121 in 6342 ft AL C A L L Call Engineering Project Title: ICCU Rexburg North 7337 No lhview Engineer: Prolect ID: 13142 Boise. ID 83704 Prolect Descr: LV (C' ENGINEERING, PA 191 NN PF Stnrchnul Engineers Wood Column Sketches File Loads are total entered value. Arrows do not reflect absolute direction. C A L L ENGINEERING, PA Slruclural Engineers 7337 Northview St. ♦ Boise, Idaho 83704 Phone: 208 321-2656 ♦ Fax: 208 658-8051 email: info@callengineering.com P/ k,PRj -c%C' b4r19 x,,Ai w (OU (I Project: R 1'-K IV o R T H Project #: j 31` By: Date: Page: LO 7vP 43ysr C_ '� pA 3r15f • ,5 33 _ 03p fr A a �.y r.• G a� aw u71= (al l'�Xsa'4v /%✓/1 '(J Ak, ALL ENGINEERING, PA Slnrcnu'nl Engineers 7337 Northview St. ♦ Boise, Idaho 83704 Phone: 208 321-2656 ♦ Fax: 208 658-8051 email: info@callengineering.com NtaClt-( (,-� GV�CA (Q0 Project: Wxkytr LuL-41 Project #: 130"L By. Date: Page: R-oF iq: 145�I( Z 13(>5 \bJ 5bgI -IL-r 384 l,(9XIo(3 178 4�s Fid 0.4 C� -- (3) ZxIZ 1 /qqo Ibr 00200 D - I� J I�CALL ENGINEERING, PA Srn¢mra( Engineers 7337 Northview St. ♦ Boise, Idaho 83704 Phone: 208 321-2656 ♦ Fax: 208 658-8051 email: info@callengineering.com Neudcr_(� �cti__i.H/A V X3.25 o' U Project: Q.e.xb1&7A tiar-1-k Project #: 1307— By: Date: Page: _W� 2,a3s �i� til G90 PIC L �1 z. �(o?9iu G� I'l Slid x I L. GL,E p .,. 7S.9 F 0.9 ` o, I b 0 • - lin, F,s W= Ib.b fs.( ( s )( (9-625 ) Cc (aC' IbS \hlr,x ��o lbs o.�d 0, 41 Y71h1ax ` 1"�Go �{ ��jf 0.062S Zoo AL- CALL Call Engineering Project Title: ICCU Rexburg North 7337 Nonhview Engineer: D Boise, ID 83704 Protect Descr: ENGINEERING, PA 151 Stnrthtral Engineers Wood Beam Description CODE REFERENCES Project 10: 13142 W10 EZ70 Calculations per NDS 2005, IBC 2009, CBC 2010, ASCE 7-10 0.097 in Uniform Load : D = 0.640, S =1.395 , Tributary Width =1.0 ft DESIGN_SUMMARY Load Combination Set: ASCE 7-10 Maximum Bending Stress Ratio = 0.5861 Section used for this span 5.125x12 Material Properties 1,599.03psi FB: Allowable = 2,732.80psi Load Combination Analysis Method: Allowable Stress Design Fb- Tension 2,400.0 psi E: Modulus of Elasticity Span # 1 Load Combination ASCE 7-10 Fb -Compr 1,850.0 psi Ebend-xx 1,800.Oksi Fc -Prll 1,650.0 psi Eminbend -xx 930.Oksi Wood Species : DF/DF Fc - Perp 650.0 psi Ebend-yy 1,600.Oksi Wood Grade :24F - V4 Fv 265.0 psi Eminbend - yy 830.Oksi Beam Bracing :Completely Unbraced Ft 1,100.0 psi Density 32.210pcf D(0.64) S(1.395) � t + 5.125x12 Span =8.Oit Applied Loads Beam self weight calculated and added to loads 0.097 in Uniform Load : D = 0.640, S =1.395 , Tributary Width =1.0 ft DESIGN_SUMMARY 0.000 in Maximum Bending Stress Ratio = 0.5861 Section used for this span 5.125x12 fb:Actual 1,599.03psi FB: Allowable = 2,732.80psi Load Combination +D+S+H Location of maximum on span = 4.00Oft Span # where maximum occurs = Span # 1 Maximum Deflection Service loads entered. Load Factors will be applied for calculations. Maximum Shear Stress Ratio Section used for this span tv : Actual Fv : Allowable Load Combination Location of maximum on span Span # where maximum occurs Max Downward L+Lr+S Deflection 0.097 in Ratio= 986 Max Upward L+Lr+S Deflection 0.000 in Ratio= 0 <240 Max Downward Total Defection 0.143 in Ratio = 671 Max Upward Total Deflection 0.000 in Ratio= 0 <180 Overall Maximum Deflections - .•a • = 0.493 : 1 5.125x12 = 150.27 psi = 304.75 psi +D+S+H = 7.007 ft = Span # 1 Load Combination Span Max. "" Deti Location in Span Load Combination Max. W Dell Location in Span Vertical Reactions - Unfactored Support notation: Far left is #1 Values in KIPS Load Combination Support 1 Support 2 D Only 2.615 2.615 S Only 5 580 5.580 D+S 8.195 8.195 AL C A L L ENGINEERING, PA Srrnrnunl Engineers 7337 Northview St. ♦ Boise, Idaho 83704 Phone: 208 321-2656 ♦ Fax: 208 658-8051 email: Info@callengineering.com "enclus pen dt_r S C) 1-I2Vt T OF f 1 L E: S Project: OYbura R)or.l -) Project #: I?)`Y2 By. Date: Page: 1 eLt! Su Cc.�Pµ�v OLAI`AA4 -; 09( S'asx 12 666 J + Zo`b cif � Iq� ply U,S�• �,.»f /low foo.{ OL %uu� _ °I S I L 1 C G Z lit= I�Y0Of Su Cc.�Pµ�v OLAI`AA4 -; 09( S'asx 12 666 AL C L L Call Engineering Project Title: ICCU Rexburg North 7337 Northview Engineer: Boise, ID 83704 Project Descr: ENGINEERING, PA 151 Stnrchual Engineers Wood Beam Header @ Front CODE REFERENCES Calculations per NDS 2005, IBC 2009, CBC 2010, ASCE 7-10 Load Combination Set: ASCE 7-10 Material Properties Project ID: 13142 L 1 Analysis Method: Allowable Stress Design Fib - Tension 2,400.0 psi E: Modulus of Elasticity Load Combination ASCE 7-10 Fb -Compr 1,850.0 psi Ebend-xx 1,800.Oksi fb : Actual = 2,187.51 psi Fc-Prll 1,650.0 psi Eminbend -xx 930.Oksi Wood Species :DF/DF Fc - Perp 650.0 psi Ebend-yy 1,600.Oksi Wood Grade :24F - V4 Fv 265.0 psi Eminbend - yy 830.Oksi Ft 1,100.0 psi Density 32.210pcf Beam Bracing :Completely Unbraced D(0.5) S(1.28) 5.125x12 Span = 10.0 ft Applied Loads Beam self weight calculated and added to loads 0.218 in Uniform Load: D = 0.50, S = 1.280, Tributary Width =1.0 fl DESIGN_SUMMARY 0.000 in daximum Bending Stress Ratio = 0.8021 Section used for this span 5.125x12 fb : Actual = 2,187.51 psi FB: Allowable = 2,726.09psi Load Combination +D+S+H Location of maximum on span = 5.000ft Span # where maximum occurs = Span If 1 Maximum Deflection Service loads entered. Load Factors will be applied for calculations. Maximum Shear Stress Ratio Section used for this span fv : Actual Fv : Allowable Load Combination Location of maximum on span Span # where maximum occurs Max Downward L+Lr+S Deflection 0.218 in Ratio= 550 Max Upward L+Lr+S Deflection 0.000 in Ratio= 0 <240 Max Downward Total Deflection 0.306 in Ratio= 392 Max Upward Total Deflection 0.000 in Ratio= 0 <180 Overall Maximum Deft Unfactored Loads �• = 0.576 : 1 5.125x12 175.64 psi 304.75 psi +D+S+H = 0.000 ft = Span # 1 Load Combination Span Max. "-" Deb Location in Span Load Combination Max. "+" Dell Location in Span D+S 1 0.3056 5.036 0.0000 0.000 Vertical Reactions • Unfactored Support notation: Far left is#1 Values in KIPS Load Combination Support 1 Support 2 D Only 2.569 2.569 S Only 6.400 6.400 D+S 8.969 8.969 AL& C A L L ENGINEERING, PA Svuchu'nl Engineers 7337 Northview St. ♦ Boise, Idaho 83704 Phone: 208 321-2656 ♦ Fax: 208 658-8051 email: info@callengineering.com S.S J Ct wb5 60 l%'f'f(t. Lii F9 Project: Vaxbtmn Nar.lh Project #: Date: By: Page: W L P I f V �t0 25,'l rsf +' l ° W jg3Vs4 13.1n7��2t�j�� = f(o3olb� 0., psi J es1zi2 x �Z = Ib3o lbs t L l ,sbo (los 04 2$ �� lbs Sl z 111A " (I ( 10 .4 ( l s�'11a.9�� 2)( ;;) >213 1b' U �B ,0 AL CALL ENGINEERING, PA Stnrrtural Engineers 7337 Northview St. ♦ Boise, Idaho 83704 Phone: 208 321-2656 ♦ Fax: 208 658-8051 email: info@callengineering.com Project: 12fxkc\ra AJO in -1) Project #: By: Date: Page: W \'1- t!An c (31�/2/�I0' l( I.o- o.IG)(ZS,q'�o,,! I 1\ ✓ 2052 Ibr 13' 1v'.9Pel 3 s ( ' x gz id _ gyro 16S p) Mg a A� CALL ENGsYNEERING, PA N� E119weeis 7337 Northview St. ♦ Boise, Idaho 83704 Phone: 208 321-2656 ♦ Fax: 208 658-8051 email: info@callengineering.com ,ewvh Ca�CU�0.�lavtf 1. r Lower 5e,a n, oP fuul -i'1) V,r, pt I q' Project: _IMA I -tx N Project #: 131 2 By: Date: Page: — 13 � 2- 2 93-:7.F ^ WIC ✓(ou 22S P 11 OL _ r w9� Z�j 35 pss � a 53 f !o .9) 1 Z13) Z 2 S$ 0 v( '5a (0,M e �, �, 0LA- P4 - , fI f-5 1 2 r- rQ .r , , � u fC Steel Beam T Call Engineering Project Title: ICCU Rexburg North ■l J L 7337 Nonhview Engineer: Proiect ID: 13142 $ Z Boise, ID 83704 Proiect Descr: ENGINEERING, PA 151 Stmchaar Engineers @ End of Drive Thru CODE REFERENCES Calculations per AISC 360-05, IBC 2009, ASCE 7-10 Load Combination Set: ASCE 7-10 Analysis Method: Allowable Strength Design Fy : Steel Yield: 50.0 ksi Beam Bracing: Beam bracing is defined as a set spacing over all spans E: Modulus: 29,000.0 ksi Bending Axis: Major Axis Bending Load Combination ASCE 7-10 Unbraced Lengths First Brace starts at 9.0 ft from Left -Most support Regular spacing of lateral supports on length of beam = 8.0 ft (plied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load : D = 0.5950, S =1.040 k/ft, Tributary Width =1.0 ft DESIGN SUMMARY Maximum Bending Stress Ratio Section used for this span Ma: Applied Mn / Omega: Allowable Load Combination Location of maximum on span Span # where maximum occurs Maximum Deflection Max Downward L+Lr+S Deflection Max Upward L+Lr+S Deflection Max Downward Total Deflection Max Upward Total Deflection Overall Maximum Deflections • Unfactored Loads 0.869: 1 Maximum Shear Stress Ratio = W18x60 Section used for this span 259.533 k -ft Va : Applied 298.534 k -ft Vn/Omega : Allowable +D+S+H Load Combination 17.500ft Location of maximum on span Span # 1 Span # where maximum occurs 1.239 in Ratio = 338 0.000 in Ratio = 0 <240 2.021 in Ratio = 208 0.000 in Ratio = 0 <120 Oesian C 0.196 : 1 W1 8x60 29.661 k 151.060 k +D+S+H 0.000 it Span # 1 -oad Combination Span Max. -' Defl Location in Span Load Combination Max. W' Defl Location in Span D+S 1 Maximum Deflections for Load Combinations 2.0215 17.675 • Unfactored Loads 0.0000 0.000 -oad Combination D Only Span Max. Downward Defl Location in Span Span Max. Upward DO Location in Span S Only 1 1 0.7611 17.675 0.0000 0.000 D+S 1 1.2404 17.675 2.0215 17.675 0.0000 0.000 0.0000 0.000 _, —al -wavuvua • vmuc[oreo Support notation : Far left is #1 Values in KIPS .oad Combination Support 1 Support 2 Overall MAXimum 29.661 29.6 1 D Only 11.461 11.461 S Only 18.200 18.200 D+S 29.661 29.661 Title Block Line 1 Project Title: ]CCU Rexburg North You can change this area Engineer: Project ID: 13142 using the 'Settings" menu item Project Descr: and then using the "Printing & P-7- Title 33Title Block" selection. .- d,MAN2014, 3:04PM Steel Beam File =H:Uobs120131131421-1V2EXBUR-1.EC6 rf4�■■nrr� _ ENERCALC,INC. 19832013. BuildA. 11 A At ve, A w aw Description : Lower Beam @ North End of Entry Area CODE REFERENCES Calculations per AISC 360-05, IBC 2009, ASCE 7-10 Load Combination Set: ASCE 7.02 Analysis Method: Allowable Strength Design Beam Bracing: Beam is Fully Braced against lateral -torsional buckling Bending Axis: Major Axis Bending Load Combination ASCE 7-02 D 0.225 S 0.58 Span = 19.0 ft HSS 12x6x1 /4 Applied Loads Uniform Load : D = 0.2250, S = 0.580 k/ft, Tributary Width =1.0 ft DESIGN SUMMARY 582 Maximum Bending Stress Ratio = 0.509: 1 Section used for this span HSS12x6x1/4 Ma: Applied 36.326 k -ft Mn / Omega: Allowable 71.387 k -ft Load Combination +D+S+H Location of maximum on span 9.500111 Span # where maximum occurs Span # 1 Maximum Deflection Fy : Steel Yield: 46.0 ksi E: Modulus : 29,000.0 ksi Service loads entered. Load Factors will be applied for calculations. Maximum Shear Stress Ratio= Section used for this span Va : Applied Vn/Omega : Allowable Load Combination Location of maximum on span Span # where maximum occurs Max Downward L+Lr+S Deflection 0.391 in Ratio= 582 Max Upward L+Lr+S Deflection 0.000 in Ratio= 0 <240 Max Downward Total Deflection 0.543 in Ratio= 420 Max Upward Total Deflection 0.000 in Ratio= 0 <180 3verall Maximum Deflections • Unfactored Loads R�� 0.088 : 1 HSS12x6x1/4 7.648 k 87.035 k +D+S+H 0.000 it Span # 1 .oad Combination Span Max."-" Defl LocationIn Span Load Combmatlon Max.'+" Defl Location in Span D+S 1 0.5433 9.595 Maximum Deflections for Load Combinations - Unfactored Loads 0.0000 0.000 Dad Combination Span Max. Downward Dell Location in Span Span Max. Upward Defl Location in Span D Only 1 S Only 1 0.1519 9.595 0.3915 0.0000 0.000 D+S 1 9.595 0.5433 9.595 0.0000 0.000 0.0000 0.000 /ertical Reactions - Unfactored Support notation : Far left is #1 Values in KIPS pad Combination Suppod 1 Support 2 D Only 2.138 2.138 S Only 5.510 5.510 D+S 7.648 7.648 AhL C A L L ENGINEERING, PA d` Structural Engineers 7337 Northview St. ♦ Boise, Idaho 83704 Phone: 208 321-2656 ♦ Fax: 208 658-8051 email: info@callengineering.com OiAy <<. ( t4 /,, S Project: 1 <r t,,! "o Al Project #: By; Date: Page: dbaJ 3 79 1 05 L a )' 'w d IL 3 �oY7 #s Low !� P fa K 1:= L 't �i �'_ /� �✓I 5 u�,< sL ads I,Lra� d` OhiF7 5 u�,< sL ads I,Lra� Title Block Line i You can change this area using the'Settings' menu item and then using the "Printing & Title Block" selection, Steel Beam Lobby CODE REFERENCES Calculations per AISC 360-05, IBC 2009, ASCE 7-10 Load Combination Set: ASCE 7-02 Analysis Method: Allowable Strength Design Beam Bracing : Beam bracing is defined Beam -by -Beam Bending Axis: Major Axis Bending Load Combination ASCE 7-02 1, Defined at 15.0 )plied Loads Beam self weiqht calculated and added to loads Uniform Load: D = 0.040, S = 0.070 k/ft, Tributary Width =1.0 ft Point Load: D = 4.163, S = 9.047 k (7x,15.0 R DESIGN SUMMARY Maximum Bending Stresa Ratio Section used for this span Ma: Applied Mn /Omega: Allowable Load Combination Location of maximum on span Span # where maximum occurs Maximum Deflection Max Downward L+Lr+S Deflection Max Upward L+Lr+S Deflection Max Downward Total Deflection Max Upward Total Deflection Project Title: Engineer: Project Descr: Brace ICCU Rexburg North Project ID: 13142 10 PnrL=d. f JM 2014. 2:31 PM 31421-11REX1UR-1.EC6 Id:6.13,8.31, Ver6.13A M Fy : Steel Yield: 50.0 ksi E: Modulus : 29,000.0 ksi Service loads entered. Load Factors will be applied for calculations. 0.825: 1 Maximum Shear Stress Ratio = W18x55 Section used for this span 146.907 k -ft Va : Applied 178.091 k -ft Vn/Omega : Allowable +D+S+H Load Combination 15.040ft Location of maximum on span Span # 1 Span # where maximum occurs 0.762 in Ratio = 591 0.000 in Ratio = 0 <240 1.224 in Ratio = 369 0.000 in Ratio= 0 <180 1llllENRa0F'' 0.078 : 1 W1 8x56 11.045 k 141.180 k +D+S+H 0.000 ft Span # 1 )verall Maximum Deflections - Unfact_ored Loads oad Combination Span Max.' " Defi Location in Span Load Combinatm D+S MLocation in Span i 1.2243 18'048 0.0000 ilaximum Deflections for Load Combinations . unlarrn�nd I ,,,.,., 0.000 Max. D+S 0.7630 17.860 1.2243 18.048 Span Max. 0.0000 0.000 O.Oo00 0.000 'ertical Reactions - Unfactored Support notation: Far left is #1 Values in KIPS lad Combination Support 1 Support 2 Only 4.291 3.449 =Only 6.754 4.925 3+S 11.045 8.375 Ak, C A L L ENGINEERING, PA Slruttural Engineers 7337 Northview St. ♦ Bolse, Idaho 83704 Phone: 208 321-2656 ♦ Fax: 208 658-8051 email: info@callengineering.com r/> J x.00 EO 63 I &(-�aHr F h/'i(1 J- r.. A A /aCk'uJ5 -TFLL-FII U- 4L I 0 usf— w 3oVa0 Project: I CC( f iQZW [3uKA) Project#: 121ya By. Date: Page: t%f_ a� -7'f L F r4. r 7 3 a135t.7'vc. T 5 a.33k V/ / I' CU -*/G 71i a. ovi/,/I,r A S•Y' rte. FDIC. w. 3k.�s�y3-+a ��' 19�`cr•�ic w Sd 5 +do� = gfIJ11Lr--.rL Y401L FdL Aai> dfl isr C, Al Title Block Line 1 You can change this area Jsing the 'Settings" menu item and then using the "Printing & Title Block" selection. Project Title: ICCU Rexburg North Engineer: Project ID: 13142 Protect Descr: 29 JAN 2014. Steel Beam r.rr Description : Beam Across Teller CODE REFERENCES calculations per AlbU 36U -U5, IBc 2009, ASCE 7-10 Load Combination Set: ASCE 7-02 Material Properties Analysis Method: Allowable Strength Design Fy : Steel Yield: 50.0 ksi Beam Bracing : Beam is Fully Braced against lateral -torsional buckling E: Modulus : 29,000.0 ksi Bending Axis: Major Axis Bending Load Combination ASCE 7-02 D(0.5_ 21) D(0.393) S(0.687) i Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load: S = 0.2080 k/f , Tributary Width =1.0 ft Uniform Load : D = 0.540, S = 0.9450 k/fl, Extent = 0.0 —>> 26.0 ft, Tributary Width =1.0 fl Uniform Load : D = 0.3930, S = 0.6870 k/ft, Extent = 26.0 --» 45.750 ft, Tributary Width =1.0 It Uniform Load : D = 0.520, S = 0.910 k/ft, Extent = 45.750 --» 50.330 ft, Tributary Width =1.0 ft Point Load : D = 3,50, S = 5.0 k (a, 26A ft DESIGN SUMMARY Maximum Bending Stress Ratio = 0.865:1 Maximum Shear Stress Ratio = Section used for this span W30x9O Section used for this span Ma: Applied 610.678 k -ft Va : Applied Mn / Omega : Allowable 706.088 k -ft Vn/Omega : Allowable Load Combination +D+S+H Load Combination Location of maximum on span 25.920ft Location of maximum on span Span # where maximum occurs Span # 1 Span # where maximum occurs Maximum Deflection Max Downward L+Lr+S Deflection 1.660 in Ratio= 363 Max Upward L+Lr+S Deflection 0.000 in Ratio= 0 <240 Max Downward Total Deflection 2.597 in Ratio= 233 Max Upward Total Deflection 0.000 in Ratio= 0 <120 Overall Maximum Deflections - Unfactored Loads • 0.187 : 1 W30x9O 46.666 k 249.072 k +D+S+H 0.000 ft Span # 1 -oad Combination Span Max.'-" Deft Location in Span Load Combination Max. "+" Deft Location in Span D+S i 2.5967 25 0.0000 0.000 Maximum Deflections for Load Combinations •Unfactored Loads -oad Combinafion Span Max. Downward Defl Location in Soan Span May I I.rd nos i ,;, ,. �--- S Only 1 1.6599 25.165 0.0000 0.000 D+S 1 2.5967 25.165 0.0000 OA00 JerticalReactions •Unfactored Support notation: Far left is#1 Values in KIPS .oad Combination Support 1 Support 2 D Only 16.705 15.502 S Only 29.962 27.813 D+S 46.666 43.315 AL CALL ENGINEERING, PA HISS to x Strunumf Engineers v 7337 Northview St. ♦ Bolse, Idaho 83704 Phone: 208 321-2656 ♦ Fax: 208 658-8051 Ute email: Info@callengineering.com Project: fe-Aurq IVaC •i Project#: By: Date: Page:_ 24'-0" = 123P tk VL + t13 PIS = 2gro�l� 2((, C1k SL vjVRf).Cx 4o p I \ q , 3 � - 1 � 3PI� Sez Can,�u�cr OCA ret ° > HISS to x (0 v Ute Nss t2x ��i Bcaw1 @ Fn -t r AIo„y Goof S P P ,�j✓ li3 Q73 S & r4gavF- l4' X 6 K I�'- 6v— Se c (ClOYL rl— OUJY t,c i s' 2a (ow ibr EX- 1-sa Jbs SL AAL C A L L Call Engineering Project Title: ICCU Rexburg North 7337 No lhview Engineer: Boise, ID 83704 Project Descr: 14 PF ENGINEERING, PA 151 Structural Engineers Project ID: 13142 $1 Steel Beam File= RUobs1E0131131421-1VtEXBUR-1.EC6 ENERCALC, INC. 1903-2013, Builds.13.8.31, VeM 13.8.31 r.r Description: Beam @ Offices 103-105 CODE REFERENCES 'alculations per AISC 360-05, IBC 2009, ASCE 7-10 -oad Combination Set: ASCE 7-10 Material Properties Analysis Method: Allowable Strength Design Beam Bracing: Completely Unbraced Bending Axis: Major Axis Bending Load Combination ASCE 7-10 D(0.3) S(0.216) Fy : Steel Yield: 46.0 ksi E: Modulus: 29,000.0 ksi Applied Loads Beam self weight calculated and added to loads 0.414 in Uniform Load: D = 0.30, S = 0.2160 k/ft, Tributary Width =1.0 ft DESIGN SUMMARY Max Upward L+Lr+S Deflection Maximum Bending Stress Ratio = 0 581: 1 Section used for this span HSS12x6x1/4 Ma: Applied 41.476 k -ft Mn / Omega: Allowable 71.387 k -ft Load Combination +D+S+H Location of maximum on span 12.335ft Span # where maximum occurs Span # 1 Maximum Deflection 0.4144 12.458 Service loads entered. Load Factors will be applied for calculations. Maximum Shear Stress Ratio = Section used for this span Va : Applied Vn/Omega : Allowable Load Combination Location of maximum on span Span # where maximum occurs Max Downward L+Lr+S Deflection 0.414 in Ratio= 714 Max Upward L+Lr+S Deflection 0.000 in Ratio= 0 <240 Max Downward Total Deflection 1.046 in Ratio= 283 Max Upward Total Deflection 0.000 in Ratio= 0 <240 Overall Maximum Deflections - Unfactored Loads - 0.077 : 1 HSS12x6x1/4 6.725 k 87.035 k +D+S+H 0.000 ft Span # 1 Load Combination Span Max. "-" Dell Location in Span Load Combination Max. "+" DeFl Location in Span D+S 1 1.0459 12.458 0.0000 0.000 Maximum Deflections for Load Combinations - Unfactored Loads _ -oad Combinabon Span Max. Downward DeFl Location in Span Span Max. Upward Deft Location in Span D Only 1 0.6315 12.458 0.0000 0.000 S Only 1 0.4144 12.458 0.0000 0.000 D+S 1 1.0459 12.458 0.0000 0.000 Vertical Reactions - Unfactored Support notation: Far left is#1 Values in KIPS -oad Combination Support 1 Support 2 D Only 4.061 4.061 S Only 2.664 2.664 D+S 6.725 6.725 14 Steel Beam C" A L L Call Engineering Project Title ICCU Rexburg North 7337 Nonhview Engineer: w .�„.. Boise, ID 83704 Project Descr. ENGINEERING, PA 151 Structural Engineas Description : Beam L Entry Along Grids 5 & 7 Above CODE REFERENCES Calculations per At SC 360-05, IBC 2009, ASCE 7-10 -oad Combination Set: ASCE 7-10 Project ID: 13142 Analysis Method: Allowable Strength Design Fy : Steel Yield: 46.0 ksi Beam Bracing : Completely Unbraced E: Modulus: 29,000.0 ksi Bending Axis: Major Axis Bending Load Combination ASCE 7-10 D(1) S(1.75) D(1) S(1.75) 2014. 3 27P L Hs Maximum Deflections for Load Combinations - Unfactored Loads -oad Combination Span Span = 15.0 ft Location in Span Span Max. Upward Defl HSS 14x6x1 /4 D Only 1 Applied Loads 7.575 Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads S Only 1 0.0567 7.575 Load(s) for Span Number 1 0.000 D+S 1 0.0949 Point Load : D =1.0, S =1.750 k (oi 5.0 ft 0.0000 020 Vertical Reactions - Unfactored Point Load : D =1.0, S =1.750 k (7a• 10.0 ft Support notation: Far left is #1 Values in KIPS DESIGN SUMMARY Support 2 • • • Maximum Bending Stress Ratio = 0.161:1 Maximum Shear Stress Ratio = 0.029 : 1 Section used for this span HSS14x6x1/4 Section used for this span HSS14x6x114 Ma: Applied 14.669 k -ft Va : Applied 2.995 k Mn / Omega: Allowable 90.898 k -ft Vn/Omega : Allowable 102.438 k Load Combination +DaS+H Load Combination +D+S+1{ Location of maximum on span 7.500ft Location of maximum on span 0.000 ft Span # where maximum occurs Span # 1 Span # where maximum occurs Span # 1 Maximum Deflection Max Downward L+Lr+S Deflection 0.057 in Ratio = 3,174 Max Upward L+Lr+S Deflection 0.000 in Ratio = 0 <240 Max Downward Total Deflection 0.095 in Ratio = 1896 Max Upward Total Deflection 0.000 in Ratio = 0 <240 Overall Maximum Deflections - Unfactored Loads Load Combination Span Max. =" Defl Location in Span Load Combination Max. W Dell Location in Span Maximum Deflections for Load Combinations - Unfactored Loads -oad Combination Span Max. Downward Defl Location in Span Span Max. Upward Defl Location in Span D Only 1 0.0382 7.575 0.0000 0.000 S Only 1 0.0567 7.575 0.0000 0.000 D+S 1 0.0949 7.575 0.0000 020 Vertical Reactions - Unfactored Support notation: Far left is #1 Values in KIPS .oad Combination Support 1 Support 2 Overall MAXimum Z995 2,995 D Only 1.245 1.245 S Only 1.750 1.750 D+S 2.995 2.995 AL C - A -- L L ENGNEEING, PA Sbucnva12ngineers 7337 Northvlew St. ♦ Boise, Idaho 83704 Phone: 208 321-2656 ♦ Fax: 208 658-8051 email: info@callengineering.com Project: '�C.Xs�l srQ �4 f Project #: 13By: Date: Page: 6 11 too C A L L Call Engineering Project Title: ICCU Rexburg North 7337 Nonhview Engineer: Boise, ID 83704 Protect Descr: ENGINEERING, PA 151 Structural Engineers Wood Beam CODE REFERENCES Calculations per NDS 2005, IBC 2009, CBC 2010, ASCE 7-10 -oad Combination Set: ASCE 7-10 Material Properties Analysis Method : Allowable Stress Design Fb- Tension Load Combination ASCE 7-10 Fb - Compr 0.461: 1 Section used for this span Fc - Prll Wood Species :DF/DF Fc - Perp Wood Grade :24F - V4 Fv Location of maximum on span = 9.500ft Ft Beam Bracing : Beam is Fully Braced against lateral -torsion buckling D 0.1 S 0.175 5.125x12 Span = 19.0 ft Applied Loads 3eam self weight calculated and added to loads E: Modulus of Elasticity Uniform Load : D = 0.10, S = 0.1750 , Tributary Width =1.0 ft DESIGN SUMMARY Ebend-xx laximum Bending Stress Ratio = 0.461: 1 Section used for this span 5.125x12 fb: Actual = 1,271.23psi FB: Allowable = 2,760.00psi Load Combination +D+S+H Location of maximum on span = 9.500ft Span # where maximum occurs = Span # 1 Maximum Deflection ProlectlD: 13142 Vera. 2,400.0 psi E: Modulus of Elasticity Ratio= 1,850.0 psi Ebend-xx 1,800.Oksi 1,650.0 psi Eminbend -xx 930.Oksi 650.0 psi Ebend-yy 1,600.Oksi 265.0 psi Eminbend -yy 830.Oksi 1,100.0 psi Density 32.210pcf v Service loads entered. Load Factors will be applied for calculations. Maximum Shear Stress Ratio Section used for this span fv : Actual Fv : Allowable Load Combination Location of maximum on span Span # where maximum occurs Max Downward L+Lr+S Deflection 0.389 in Ratio= 586 Max Upward L+Lr+S Deflection 0.000 in Ratio= 0 <240 Max Downward Total Deflection 0.641 in Ratio = 355 Max Upward Total Deflection 0.000 in Ratio= 0 <180 tum Deflections - Unfactored Loads MENEM-pair• 0.197 : 1 5.125x12 60.07 psi 304.75 psi +D+S+H = 18.029 ft Span # 1 .uau uumomauon span max. Usti Location in Span Load Combination Max. "+^ DeA Location in Span D+S 1 0.6411 9.569 0.0000 0.000 Maximum Deflections for Load Combinations - Unfactored Loads -oad Combination Span Max. Downward Dell Location in Span Max. Upward Dail Location in Span S unty 1 0.3885 9.569 0.0000 0.000 D+S 1 0.6411 9.569 o0000 0.000 Vertical Reactions • Unfactored Support notation : Far left is #1 Values in KIPS -oad Combination Support 1 Support 2 D Only 1.091 1.081 S Only 1.663 1.663 C A L L Project: I C(- tf ENGINEERING, PA s"u"uml Engineea Project #: 13142 g 7337 Northview St. ♦ Boise, Idaho 83704 y' Phone: 208 321-2656 ♦ Fax: 208 658-8051 Date: Page: p�13 email: info@callengineering.com Sr 15T5 a 1= fJ 5 L> OTS } o t� 7Ss �� -ri �JY or, /w/,v9 a. d I'SG • I�� _ ��ad # k 345 • d = 6fo#ZA''°aIq 4 'r� au Ec ok IeCALL NrENGINEERING, PA Slruelural Engineers 7337 Northvlew St. ♦ Boise, Idaho 83704 Phone: 208 321-2656 ♦ Fax: 208 658-8051 email: lnfo@callenglneering.com QHS(6 ��cUS aao Project: I CUAhud G A.A Project #: I By: Date: page: f I A i� c l 17v " to yA �.... .�-. 1 0 C— ,( R��q a ` o c Id6%Z = 6 3 sib I� _ a o 70 0 I� =Sys Id6%Z = 6 3 sib I� _ a o 70 0 uesign maps summary xeport 21j= Design Maps Summary Report User—Specified Input Report Title ICCU - Rexburg North Mon January 6, 2014 21:30:36 UTC Building Code Reference Document 2012 International Building Code (which utilizes USGS hazard data available in 2008) Site Coordinates 43.840N, 111.78°W Site Soil Classification Site Class C - "Very Dense Soil and Soft Rock" Risk Category I/II/III 2nci so0om LIN rnapquest Page 1 of 2 �___. NOwdalr 0Sugar City LIF on o e"!C rr n Rexburg USGS-Provided Output .Mork % = 0.444 g SMS = 0.533 g SL = 0.157 g Sr„ = 0.258 g Mood% 0 " N O R T N O a. ii,AM E R I,:A:' I 6ag1�d ;�,i Sps = 0.355 g Su[ = 0.172 g 6 MapQuest 5c(�> C For information on how the SS and SI values above have been calculated from probabilistic (risk -targeted) and deterministic ground motions in the direction of maximum horizontal response, please return to the application and select the "2009 NEHRP" building code reference document. MCEaResponse Spectrum Design Response Spectrum _.J0 Period, T (sec) http://geohazards.usgs.gov/designmaps/us/summary.php?template=minimal&latitude=... 116/2014 LZ 0.51 0.36 0.42 9.32 0.42 9.28 0.)4 0.t4 P � 9.30 0.20 H R 0.24 0.1s 0.18 P.1: 012 0.00 0.o6 0.04 0.00 j 0.00 x7.20 0.40 6.60 0.80 1.00 1.20 1.40 1,60 1.90 2,00 0,00 0 Period, T (sec) Design Response Spectrum _.J0 Period, T (sec) http://geohazards.usgs.gov/designmaps/us/summary.php?template=minimal&latitude=... 116/2014 LZ AhL C A L L ENGINEERING, PA Snuttusp! Engineers 7337 Northview St. ♦ Boise, Idaho 83704 Phone: 208 321-2656 ♦ Fax: 208 658-8051 email: info@callengineering.com SQISYY1ic CQ ICU Ia�unJ Project: O z_ (-Ara - N a (l h J Project #: 114 Z By; Date: Page: �- (S ` SP S 1 _ O. 355 1. J = 0 W6Cv�. ��t Pf' (.VNlif V (�OQU4 4�, ASU V = (S wpx (0.-1) o. osa6 W?x (0 'f ) p.o3�3Z. G1Px 171u�7hr xgrii I irn �s p.2 (0,3SS)(Ito)( (A)r,)(o I -U < 0.4 (0.355wpx)(O,�I o, 01rlq l.uP" ` V � o, oaa4 we J (pan 0, 1.25 R orAin arN S4ccl C',4tltutnr( E01 v b.764(��(') - 0,199 of oo _(2v t.I , 2 5 AkL C A L L ENGINEERING, PA Shucturnf Engineers 7337 Northview St. ♦ Boise, Idaho 83704 Phone: 208 321-2656 O Fax: 208 658-8051 email: info@callengineering.com wlr\rk COL ,(U�rk�onI , M&�6� Z IIS mPh �d 0.85 F C GCS 0,16 Project: Ce.kVKAfa jR•)orlii Project #: I ?2 4 Z By: Date: Page:_ L I YhvwFR 3 {ti= 2.0' � - � � / Flak 2n=�•� k = 0.ao 2 an: o, oo2s(n�k.�fkd� II � 2 CA �S4 (�V mar I a a /I S 0 Zs,q [GCI,, O,Ib1 0.� zuru- Z la..5 3 `- -a.3 - 1,7 1 qt - 01,5 • 3.q GC�� 12. 3 `- -a.3 - 1,7 1 qt - 01,5 • 3.q CHAPTER 28 WIND LOADS ON BUILDINGS—MWPRS (ENVELOPE PROCEDURE) Main Wind Force Resisting System – Part 1 I s 5 60 a. Figure 28.4-1 Extemal Pressure Coefficients (GC_.) Enclosed Low-rise Walls & Roofs Load Case A Load Case B Basic Load Cases 300 Project: '= C A L L hrn A ENGINEERING, PA Structural Engineers 7337 Northview St. ♦ Boise, Idaho 83704 Project #: I l4 By; Phone: 208 321-2656 ♦ Fax: 208 658-8051 Date: Page: email: info@callengineering.com Colum -I -%o ASD ti1J"indwa�rr� 2s, Q PrI (I, S ✓ �U .� } Z3.3 P�-f LPA U, to i ` 1 0 ve zonc 0.-4 10.65))/�o•6) = 2G pf; 2a - z 3 M A C A L L ENGINEERING, PA Structural Engineers 7337 Northvlew St. ♦ Boise, Idaho 83704 Phone: 208 321-2656 ♦ Fax: 208 658-8051 email: info@callengineering.com MwFRS - Ntli-41 SoUI-O �i�ec.klar'�- 1ST j / \ a,0) 4 1,67 233 1 110 �I� end = (ISS t(Ia�� + Project: - Vtzh69 Nor -'J) Project #: 1314 2- By; Date: Page: L� M w wi Min w,I IrA d 4 J p�io.:SL yoAti,S � SeiSltlf V') 12 ,25 �` 23pr-� 1 + (q•s' - aopft/) z 0, 0352 SII p(c/) ; 2-F ftp Da Uma = 0. oggx (-411 �(�) - 3S F4 = Ito 91k ` q W,Yirk w (ckt,S. ✓ovV✓1 AL C A L L ENGINEERING, PA Shuctumf Engineers 7337 Northview St. ♦ Boise, Idaho 83704 Phone: 208 321-2656 ♦ Fax: 208 658-8051 email: info@callengineering.com 7B.i Project:9tx�� )q r A (,) Project #: ?142 By; Date: Page: L Q) Win W -+,d I PJA f0.6) ( 2fj2 / - 115 V4 1.z5' / -)1 1 4 1 rY. �7 V v Cfn... I 4 pf + + O.�O� \ "l�) 122 Pl f Fri ol(Z 11.3 1 A- 163 PL� 2 / /1 A A E D6ao,25L Fxk wrll i t rttl 3v1 v �.��%:•' i i4' x ?a fit a o,o3S� (12ab �I 49 �1� � .. w,hal �Oue/eq Dia Unln 0, 6q4� / 1290 64 W = 122 JIAf , (1111 2 1u3 Pts (' d) AhL C A L L Project: ao.x WAG idO(,Lh ENGINEERING, PA Structural Engineers 1 31 Project #: Z By: 7337 Northview St. ♦ Boise, Idaho 83704 Phone: 208 321-2656 ♦ Fax: 208 658-8051 Date: Page: - L 01 email: info@callengineering.com 3' Mtn winA 116 fA t e,lr,)( 20'/2 ) - lol 1?1� I 4- d �P� f P9` (81 q.c + 3' l.�� 3, 23.3 j IS'S� 10o04 21(e PI� 1 � IE 4E Ppw SPL 9L+o,2S�- F%a WraI1J 11.-1 I'M, L/ SniSn, P Wpx = (Z� �5�3-7 20i,s.(`21'r2 l2 + IOlps4 Ib 1523 0302 ( P l Wr�ud 1h-;�:trl Pr7,GF!� xcue,n. aUnlin: O,o4q� �t52;>al.:r UJ3 Ian �1� � 1n.1 w4 C A L L ENGINEERING, PA Structural Engineers 7337 Northview St. ♦ Boise, Idaho 83704 Phone: 208 321-2656 ♦ Fax: 208 658-8051 email: info@callengineering.com Project: V&bUra Nnl.�-1 Project #: 13142 By; Date: Page: I_ O Olin Uiinod 3 t (z%.,j �,��rjfs,s� Mo PAF r ALM - ENGINEERING, PA ,, Srrucmm(Engineers 7337 Northview St. ♦ Boise, Idaho 83704 Phone: 208 321-2656 ♦ Fax: 208 658-8051 email: info@callenglneering.com 15 Project: O-KbW-a )Wf,'v, J Project #: 142', By: Date: Page: `'o 8.2s ruck(17..:� Z24 pL+ 0.2 S L Ez-I 10 wvt I I s 3E') + gopsk j 1J� (o�s�( IJ1"){2✓ 1395 82 (134s ��II) 53 P1� WO)d ou 1w f D;NUm�n= o.aq•q� �13gs (r,.l i 69 �I� ��.lar�,,. W S 2oOT l (I n4 ) 2241 E„ol ) AL CALL ENGINEERING, PA Slrmlural Engineers 7337 Northview St. ♦ Boise, Idaho 83704 Phone: 208 321-2656 ♦ Fax: 208 658-8051 email: info@callengineering.com �b r -+ASS(AY1t! all (rle> ui.cn`t- q Y, Project:— 12e -6m Alae j Project #: 1314? By. Date: Page: _1 11 2'(a.gj J -2 P, pL+o 2SL U = 0, 03 1485 � b.; fJia. UMo) = 0.04 q 7 (ios lbJ) 57 rp)� _q4 FIT i n S(dt CJ1 uv) i 1'i e,� GgOV?irt t4S rl¢ 111 C)V)dl �LCl f CI cv-Grti.. AL C A L L ENGINEERING, PA Sfruc(umf Engineers 7337 Northvlew St. ♦ Bolse, Idaho 83704 Phone: 208 321-2656 ♦ Fax: 208 658-8051 email: info@callengineering.com Project: }%YIAM u �Ilnr..l.l•, Project #: I' I By: Date: Page: L I S vnINFv-5 - En s4- Vvyt 4- D; rc.i;,,, .. WA- In+ IT'qs r1l wt E WA I a� 15 j + 2. 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Phone: 208 321-2656 ♦ Fax: 208 658-8051 Date: Page: 12i email: info@callengineering.com 1 i'l4 roct Sz i j�,-v, i c. f,., UiA, 21.ZS A,o -{ � 1 +� 4 ? 21.'LS 12.3 + 3'� 3.';J + rera pl z � OL+o.,2SL � I,up9 24 ;, .i 2(a,s' * 26 PS4 21,2 j 2 114oF" v' o,o39z 1140 D;cU,,.i�, ' D o��l' (Ilgo P!�1 ` s�;Lf )ovc., 1 AhL C A L L ENGINEERING, PA Structural Engineers 7337 Northvlew St. ♦ Boise, Idaho 83704 Phone: 208 321-2656 ♦ Fax: 208 658-8051 email: info@callenglneering.com Vic 3' q STVII(i all1 lf4 l/2 + k-45, �i'0� 51iSir�� c + Za' Project: - G )LA r, 610 fa -k Project #: 13142 By; Date: Page: 1- IS i11rn I,u�17d 14' 70Psf) U = C), 031 ( 13oN h4) DIG Vn rn o.o4q7 if 1300 el, r 50' (s Plf S N/ 0'!0' \)a 1l,kl f Jv fOJ p'l AL CALL ENGINEERING, PA S(/UCIUYUlEU8IUQQYS 7337 Northvlew St. ♦ Boise, Idaho 83704 Phone: 208 321-2656 ♦ Fax: 208 658-8051 email: info@callengineering.com Project: �C2x.irc+ �'Jol- Project #: �''` By: Date: Page: l G 1H�s.j I0`�)i lz ; ►jsPl )2�n 1,,I,>l C1 JI/ SSJAKAA (AP i,l�iur-i,vv,- 4 % / f �r)4 ( /Y_ \1�q d 1 V� + 7.5'�Z77,l1S�S DL40.75L p',i urJ r Inl well SPIS a❑c 2 �nf (08� 7v .(� l2'/1 + l0 P�� q ,S'� 2411 Pl� V - 0 , o 3 82 ( 2k11 rI! 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Date: Page: LJ?) �nSPecki�� vr�,et /^ S wa t a I end is r.,t,k 41 I } Z 12.34 3.q I + l /'QWF 9L Zo IU qL $fisrniG. 2o�s.{ + 0,2 = 6,IAA ( 110.4 ) - 22U F4 Oi« Vm«x D, OAa4 itu�) - Ila F14 WF 22v_ 191 - ►MFRS - Seismrc - YM FV- j r�„ly AL CALL ,, ENGINEERING, PA Structural Engineers 7337 Northview St. ♦ Boise, Idaho 83704 Phone: 208 321-2656 ♦ Fax: 208 658-8051 email: info@callengineering.com SK'., W.I Ca a�atirnf Nor,41- SOLA -{k j7 recjion Ch=rOA 1UrGtT CN -5 (I) 2(no iL� 'V Project: ReXVl(k dr V) Project #: 1`314 L By: Date: Page: 119 N -�rJiS 2 qU IbS '-' o tR PtaQ �.oU°� �1Qar (wad, A. — - - --� _Via G pra 3 d U I�q + ,goo 416"12 l3 OT 7 3U� �I�. �Ib � 7 4692 Ib) See.. VktAsivIl a,n Olq �" oc 0 S) 14o lbs V : SSpi� 10 tern 1'�; "✓' Sz p�� I1m oAr Is i �1Qar (wad, A. — - - --� _Via G pra 3 d U I�q + ,goo 416"12 l3 OT 7 3U� �I�. �Ib � 7 4692 Ib) See.. 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