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Home My WebLink AboutMULT DOCS - 08-00088 - Upper Valley Industries - Fabrication & Storage Bldg(Ao � I 000 -j q,�- � L Ko , �1 i � / j �a \�l E�C�1� \� 1 l� I �SgC(Yi b� L( � I � LJ� of 1 G & S Structural Engineers 1600 John Adams Parkway Suite 200 Idaho Falls, ID 83401 Telephone: (208) 523 -6918 E -mail: gs @gsengineers.net Fax: (208) 523 -6922 DESIGN CRITERIA Project: Upper Valley Industries - Warehouse (Project #08005) Location: Rexburg, Idaho Building Code: 2006 International Building Code (IBC) Design Loads: Roof: Snow Load (SL): 35 PSF (Importance factor = 1.0) Dead Load (DL): 15 PSF Collateral Load (CL) 5 PSF Floor: 6" & 4" Concrete slab on grade Soil: Assumed soil type: clay, sandy clay, silty clay, clayey silt, silt and sandy silt Allowable soil pressure: 1500 ' PSF (Per IBC Table 1804.2) Design soil pressure: 1500 PSF Wind: 90 -mph 3- second gust Exposure C Importance factor: 1.0 Seismic: Ss = 60.6% g Sys = .531 g S1 = 19.3% g Sol =.261 g Site class D Design Category D Importance factor 1.0 Sheet 1.1 G & S Structural Engineers JOB TITLE Upper Valley Industries - Warehouse 1600 John Adams Pkwy., Suite 200 Idaho Falls, ID 83401 JOB NO. 08004 SHEET NO. CALCULATED BY M. Andrus DATE 1/31/08 CHECKED BY M. Andrus DATE CODE SUMMARY Code: International Building Code 2006 Live Loads: Roof 0 to 200 sf. 20 psf 200 to 600 sf: 24 - 0.02Area, but not less than 12 psf over 600 sf: 12 psf Floor N/A Stairs & Exitways N/A Balcony N/A Mechanical N/A Partitions N/A Dead Loads: Floor slab on grade Roof 15.0 psf Roof Snow Loads: Design Roof Snow load = 35.0 psf Flat Roof Snow Load Pf = 35.0 psf Snow Exposure Factor Ce = 1.00 Importance Factor I = 1.00 Thermal Factor Ct = 1.00 Ground Snow Load Pg = 50.0 psf Rain on Snow Surcharge = 0.0 psf Sloped -roof Factor Cs = 1.00 Wind Design Data: Basic Wind speed 90 mph Mean Roof Ht (h) 20.0 ft Building Category H Importance Factor 1.00 Exposure Category C Enclosure Classif. Enclosed Building Internal pressure Coef. +/ -0.18 Directionality (Kd) 0.85 Earthquake Design Data Occupancy Category: = II Importance Factor I = 1.00 Mapped spectral response Ss = 60.60 %g accelerations S1 = 19.30 %g Site Class = D Spectral Response Coef. Sds = 0.531 Sd 1 = 0.261 Seismic Design Category = D Basic Structural System = Moment - resisting Frame Systems Seismic Resisting System = Ordinary steel moment frames Design Base Shear V = 0.152W Seismic Response Coef. Cs = 0.152 Response Modification Factor R = 3.5 Analysis Procedure = Equivalent Lateral -Force Analysis www.struware.com 2/ ■ �exr)urg, mano Date and Time: 1/31/2008 11:46:29 AM MCE Ground Motion - Conterminous 48 States Zip Code - 83440 Central Latitude = 43.763462 Central Longitude = - 111.609017 Period MCE Sa (sec) ( %g) 0.2 060.6 MCE Value of Ss, Site Class B 1.0 019.3 MCE Value of S1, Site Class B Spectral Parameters for Site Class D 0.2 079.4 Sa = FaSs, Fa = 1.31 1.0 039.2 Sa = FvS 1, Fv = 2.03 2.� G & S Structural Engineers JOB TITLE Upper Valley Industries - Warehouse 1600 John Adams Pkwy., Suite 200 Projection height Idaho Falls, ID 83401 JOB NO. 08004 SHEET NO. Exposure of roof CALCULATED BY M. Andrus DATE 1/31/08 Terrain CHECKED BY M. Andrus DATE VII. Snow Loads: Roof slope = 9.5 deg Horiz. eave to ridge dist (W) = 50.0 ft Roof length parallel to ridge (L) = 210.7 ft Type of Roof Ground Snow Load Importance Category Importance Factor Thermal Factor Exposure Factor Hip or gable Pg = 50.0 psf II I = 1.0 Ct = 1.00 Ce = 1.0 Pf= 0.7 *Ce *Ct *I *Pg = 35.0 psf Pf min = 0.0 psf Flat Roof Snow Load Pf = Rain on Snow Surcharge = Unobstructed Slippery Surface (per Section 7.4) _ Sloped -roof Factor Cs = Design Roof Snow Load (Ps) = Building Official Minimum = 35.0 psf 0.0 psf no 1.00 35.0 psf ( "balanced" snow load) NOTE: Alternate spans of continuous beams and other areas shall be loaded with half the 35.0 psf design roof snow load so as to produce the greatest possible effect - see code. Unbalanced Snow Loads - for Hip & Gable roofs only Larger of 2.38 degrees or 701W + 0.5 = 2.4 deg Unbalanced snow loads must be applied Windward snow load = 10.5 psf = 03Ps Leeward snow load from ridge to 19'= 59.3 psf = My / JS + Ps Leeward snow load from 19' to the eave = 35.0 psf = Ps Leeward Snow Drifts -from adiacent higher roof Upper roof length Exposure Factor, Ce 194.0 ft Projection height h = 9.0 ft Exposure of roof s = Terrain Adjacent structure factor Fully Partially Sheltered A y = n/a 1.1 1.3 B 0.9 1.0 1.2 C Drift height 0.9 1.0 1.1 D 21.71 ft 0.8 0.9 1.0 Above treeline 0.7 0.8 n/a Alaska -no trees 1 0.7 0.8 n/a 35.0 psf ( "balanced" snow load) NOTE: Alternate spans of continuous beams and other areas shall be loaded with half the 35.0 psf design roof snow load so as to produce the greatest possible effect - see code. Unbalanced Snow Loads - for Hip & Gable roofs only Larger of 2.38 degrees or 701W + 0.5 = 2.4 deg Unbalanced snow loads must be applied Windward snow load = 10.5 psf = 03Ps Leeward snow load from ridge to 19'= 59.3 psf = My / JS + Ps Leeward snow load from 19' to the eave = 35.0 psf = Ps Leeward Snow Drifts -from adiacent higher roof Upper roof length lu = 194.0 ft Projection height h = 9.0 ft Building separation s = 0.0 ft Adjacent structure factor #VALUE! #VALUE! 1.00 Snow density y = 20.5 pcf Balanced snow height hb = 1.71 ft he = 7.29 ft hc/hb >02 = 4.3 Therefore, design for drift Drift height hd = 5.43 ft Drift width w = 21.71 ft Surcharge load: pd = g *hd = 111.3 psf Windward Snow Drifts - Against walls, parapets, etc more than 15' long Building roof length In = Projection height h = Snow density y = 20.5 pcf Balanced snow height hb = 1.71 ft he = #VALUE! #VALUE! #VALUE! #VALUE! Drift height hd = #VALUE! Drift width w = #VALUE! Surcharge load: pd = g *hd = #VALUE! Z, (.0 • Project Project No. OB005 � �11C Designed By Date l- -ZO-0e, FUtls*� � � �' ' — �� 2 / �/ Z �'�� t� J �- 23 , v � (s. _x, . Pte, r•c, �.� Z G✓ �iym -s Y`/ �...n,�C.l`. �u[u.vn.ft3 '�`�� lLn�tr.f` (�c.fur+nN � 7� V -V G2 1 t ± v7 Y', �� y - Vy 3 4mi 2 (& 8 °( G &S Structural Engineers Sheet 3.1 Project No. s jr1U" Date f — ZO -OB Designed BY f A A,p A-C-r- Y C S v = /0.! " / z "X 7 =0" x 7 =v C� �!� -Jl/ z ��, 2 � - , (,� �(x /5� �- 2.5 (Ir�� z Z t 3 �•Ls1 l5'v�8�� x = 7. s� � wit-,�� -V = -�a,v = , �� /sue t z•s( „��xZ� ��,�7)�� -v�� Z 2,z "� ier5 lR - AO x 2 Y - 2 ,,," raid - x , yep y t- Tamil - /,"i -/ O� ' " .h�F�f2 °' �lo •y�BS�� LaD y /. $(s //� `�' Z.'�'� f�Lrfh�J1�'I G &S Structural Engineers Sheet 3.3 Company G & S Structural Engineers January 30, 2008 Designer Mark Andrus Job Number : 08005 Upper Valley Industries - Warehouse Checked By: Loads DL Po k) Vx (k) Vz (k) Mx (k -ft) Mz (k -ft Overburden (ps LL 49.1 1.864 1.3WL 7.03 .799 49.923 .19 12.022 1.384 100 +P f- - +Vx f +Vz 2 11 + Mx +Mz +Over .326 A n r r+ - .. Soil Bearin Description Categories and Factors ASCE 2.4.1 -1 1DL ASCE 2.4.1 -2 1 DL +1 LL Fo oting Flexure Design (Bottom Bars) Gross Allow.(psf) 1500 1500 Max Bearing (psf) Max/Allowable Ratio !14 5.43�(A 317 77.4985 Description Categories and Factors A +1.7LL Mu -XX (k -ft) Z Dir As (in 2 ) Mu -ZZ (k -ft) X Dir As (in 2 ) +1.275LL +1.275WL 38.925 29.194 1.072 66.564 1.864 1.3WL 7.03 .799 49.923 .19 12.022 1.384 1 LL+1 EL 1 EL 25.838. 706 44.185 .326 1.221 7.03 .19 12.022 .326 Note: Overburden and footing self weight are included in the DL load case. Footin_g Shear Check Two Way (Punching) Vc: 212.85 k One Way (X Dir. Cut) Vc 69.3 k One Way (Z Dir. Cut) Vc: 69.3 k Description Categories and Factors Punching X Dir. Cut Z Dir. Cut Vu(k) Vu /,OVc Vu(k) Vu /O>Vc Vu(k) Vu/ c iVc ACI9 -1 DL +1.7LL ACI9 -2 DL +1.275LL +1.275WL 100.026 .627 24.53 .472 35.585 .685 ACI9 -3 L +1.3WL j!1;j.2DL+1LL+1EL k 75.02 .47 18.066 18.397 .354 26.689 4.43 .513 IBC 16 -5 IBC 16 -6 +1 EL .113 66.396 .416 .085 6.427 16.283 .313 23.621 .124 .454 .9DL 18.066 .113 4.43 .085 6.427 .124 Note: Overburden and footing self weight are included in the DL load case. Pedestal Design Shear Check Results (Envelope): Shear Along X Direction Vc: 44.2 k Vs: 18.307 k Vu: 0 k Vu /0 Vn: 0 Shear Along Z Direction Vc: 47.7 k Vs: 39.512 k Vu: 0 k 05:.75 Vu /0 Vn: 0 Pedestal Ties: #3 @ 10 in Bending Check Results (Envelope): Unity Check:.136 Phi :.7 Parme Beta:.65 Pu :99.157 k Mux :0 k -ft Muz: : 0 k -ft Pn :1040.86 k Mnx : NA Mnz: : NA Mnox: NA Mnoz : NA Pedestal Bars: 12 #5 % Steel:.719 Compression Development Length Pedestal Bars (Envelope): Lreq.: 15 in Lpro.: 6.875 in Lreq. /Lpro.: 2.182 RISAFoot Version 2.Oa [Untitled.rft] Page 2 3 .5 Project Project No. ... 45?54V-5 — Date 0-0,9 Designed By � J i Z W 0, � e- -: -- - 2 X 2LO"Y Z147 G&S Structural Engineers Sheet 2" to , � e f Project �� /�; -: T 4 1tg! Project No. Date Designe By -� 17- "X v - & ° —00'" Fray► 7 p- Gp li r � •, x z 2, v !'+- &ev 0 10" 41 s�L°G �tJ, ,ftg 17 - " y 2 4 , ^x 4 — _/, & t " D G &S Structural Engineers Sheet -3 • '1 Company G & S Structural Engineers January 30, 2008 Designer Mark Andrus Job Number : 08005 Upper Valley Industries - Warehouse Checked By: Sketch X .75 ft B Length :3.5 ft eX :0 in Ln :1500 psf Steel fy :60 ksi Width :3.5 ft eZ : 0 in w :145 pcf Ln :.0018 Thickness :12 in pX :12 in ® 3.5 ft C Details F- G rq D V) r. 14 N C 101 X Dir. Steel: .98 in (5,#4) Z Dir. Steel: .98 in (5 #4) Bottom Rebar Plan 8.75 in 8.75 in Z X c p M Footing Elevation 3 @10 in c .rq N rl C 24 in Pedestal Rebar Plan Geometry, Materials and Criteria Length :3.5 ft eX :0 in Gross Allow. Bearing :1500 psf Steel fy :60 ksi Width :3.5 ft eZ : 0 in Concrete Weight :145 pcf Minimum Steel :.0018 Thickness :12 in pX :12 in Concrete f :2.5 ksi Maximum Steel :.0075 Height :36 in pZ :24 in Design Code : ACI 318 -02 Footing Top Bar Cover :3.5 in Overturning Safety Factor :1.5 Phi for Flexure :0.9 Footing Bottom Bar Cover :3.5 in Coefficient of Friction :0.3 Phi for Shear :0.75 Pedestal Longitudinal Bar Cover :1.5 in Passive Resistance of Soil : 0 k Phi for Bearing :0.65 RISAFoot Version 2.Oa [Untitled.rft] Page 1 3.5 ft Company G & S Structural Engineers January 30, 2008 Designer Mark Andrus Job Number: 08005 Upper Valley Industries - Warehouse Checked By: Loads P (k) Vx (k) Vz (k) Mx (k -ft) Mz (k -ft) Overburden (psf) DL 1.2 1 1 1 1 1 100 LL 10.1 +P --- +Vx � +Vz ('A +Mx +Mz +Over r.. .a ... 11 1111 A D D C D C A D Soil Bearing r)cer^rinfinn (:atannriPS and Factors Gross Allow.(osf) Max Bearina ( Max/Allowable Ratio Footinq Flexure Design (Bottom Bars) n,...,.- :s:.... r`.. +-....rice. 4 Cyr• +nrc Mn -XX [L -ffl 7 nir As (in M i -77 (k -ft) X Dir As (in ) AC19 -1 1.4131-+1.71-1- 1.928 .052 5.355 .145 ACI 9-2 1.05DL +1.275LL +1.275WL 1.446 .039 4.016 .109 ACI 9 -3 .9DL +1.3WL .352 .009 .979 .026 IBC 16 -5 1.2131-+1 LL +1 EL 1.281 .035 3.559 .096 IBC 16 -6 .9DL +1 EL .352 .009 .979 .026 Note: Overburden and footing self weight are included in the DL load case. Footing Shear Check Two Way (Punching) Vc: 173.25 k One Way (X Dir. Cut) Vc 34.65 k One Way (Z Dir. Cut) Vc: 34.65 k Punching X Dir. Cut Z Dir. Cut r nf+ mnrice nnrl Gnr^fnr¢ \h A-) VI1 / o;Vr. Vu(k) Vu /oSVC Vu(k) Vu /QSVC ACI 9-1 1.4DL +1.7LL 15.108 .116 .428 .016 3.855 .148 ACI 9-2 1.05DL +1.275LL +1.275WL 11.331 .087 .321 .012 2.892 .111 ACI 9 -3 .9DL +1.3WL 2.761 .021 .078 .003 .705 .027 IBC 16 -5 1.2DL +1 LL +1 EL 10.042 .077 .285 .011 2.563 .099 IBC 16 -6 .9DL +1 EL 2.761 .021 .078 .003 .705 .027 Note: Overburden and footing self weight are included in the DL load case. Pedestal Design Shear Check Results (Envelope): Shear Along X Direction Vc: 23.55 k Vs: 13.005 k Vu: 0 k Vu /0 Vn: 0 i, :.75 Shear Along Z Direction Vc: 26.175 k Vs: 28.909 k Vu: 0 k Vuh/D Vn: 0 Pedestal Ties: #3 @ 10 in Bending Check Results (Envelope): Unity Check:.047 Phi :.7 Parme Beta:.65 Pu :19.72 k Mux : 0 k -ft Muz: :0 k -ft Pn :603.237 k Mnx : NA Mnz: : NA Mnox: NA Mnoz : NA Pedestal Bars: 8 #5 % Steel:.852 Compression Development Length Pedestal Bars (Envelope): Lreq.: 15 in Lpro.: 6.875 in Lreq. /Lpro.: 2.182 RISAFoot Version 2.Oa [Untitled.rft] Page 2 Project Project No. Date I— U-06 Designed By r X = 2, 1 � 1 A1 b 2 , 7 CO1'lCrY G !n k • l rr�i?'/ .�t'�'�. / n r G &S Structural Engineers Sheet 3<< Company G & S Structural Engineers January 30, 2008 Designer Mark Andrus Job Number : 08005 Upper Valley Industries - Warehouse Checked By: Sketch mx D C 4 ft 0 I] D 1C 4 ft 8.2 in Z 8.2 in X Dir. Steel: 1.18 in (6,#4) Z Dir. Steel: 1.18 in (6 #4) Bottom Rebar Plan D N y r. ® Footing Elevation @10 in A N C 24 in �t 12 #5 q N w . ri Pedestal Rebar Plan Geometry, Materials and Criteria Length :4 ft eX :0 in Gross Allow. Bearing :1500 psf Steel fy :60 ksi Width :4 ft eZ :0 in Concrete Weight :145 pcf Minimum Steel :.0018 Thickness :12 in pX :24 in Concrete f :2.5 ksi Maximum Steel :.0075 Height :36 in pZ :24 in Design Code : ACI 318 -02 Footing Top Bar Cover :3.5 in Overturning Safety Factor :1.5 Phi for Flexure :0.9 Footing Bottom Bar Cover :3.5 in Coefficient of Friction :0.3 Phi for Shear :0.75 Pedestal Longitudinal Bar Cover :1.5 in Passive Resistance of Soil :0 k Phi for Bearing :0.65 RISAFoot Version 2.Oa [Untitied.rft] Page 1 3.1) Company G & S Structural Engineers January 30, 2008 Designer Mark Andrus Job Number : 08005 Upper Valley Industries - Warehouse Checked By: Loads P (k) Vx (k) Vz (k) Mx (k -ft) Mz (k -ft) Overburden (psf) DL 1.4 1 1 1 1 1 100 LL I 15 +P +Vx +-- +V (" +Mx +Mz +Over A D D C D C A D Soil Bearing Description Categories and Factors Gross Allow.(psf) Max Bearing (psf) Max/Allowable Ratio ASCE 2.4.1 -1 1131- 1500 416.25 A .277 ASCE 2.4.1 -2 1 DL +1 LL 1500 1353.75 (A) .902 Footing Flexure Design (Bottom Bars) Description Cateaories and Factors Mu -XX (k-ft) Z Dir As (in 2 ) Mu -ZZ (k -ft) X Dir As (in 2 ) ACI 9-1 1.4DL +1.7LL 4.353 .118 4.353 .118 ACI 9-2 1.05DL +1.275LL +1.275WL 3.265 .088 3.265 .088 ACI 9 -3 .9DL +1.3WL .749 .02 .749 .02 IBC 16 -5 1.2DL +1 LL +1 EL 2.874 .078 2.874 .078 IBC 16 -6 .9DL +1 EL .749 .02 .749 .02 Note: Overburden and footing self weight are included in the DL load case. Footing Shear Check Two Way (Punching) Vc: 212.85 k One Way (X Dir. Cut) Vc 39.6 k One Way (Z Dir. Cut) Vc: 39.6 k Punching X Dir. Cut Z Dir. Cut Description Cateaories and Factors Vu(k) Vu/ cjVc Vu(k) VuA - -sVc Vu(k) Vu/ (- ACI 9-1 1.4DL +1.7LL 19.104 .12 2.721 .092 2.721 .092 ACI 9-2 1.05DL +1.275LL +1.275WL 14.328 .09 2.04 .069 2.04 .069 ACI 9 -3 .9DL +1.3WL 3.288 .021 .468 .016 .468 .016 IBC 16 -5 1.2DL +1 LL +1 EL 12.613 .079 1.796 .06 1.796 .06 IBC 16 -6 .9DL +1 EL 3.288 .021 .468 .016 .468 .016 Note: Overburden and footing self weight are included in the DL load case. Pedestal Desian Shear Check Results (Envelope): Shear Along X Direction Vc: 52.35 k Vs: 28.909 k Vu: 0 k Vuh -? Vn: 0 :.75 Shear Along Z Direction Vc: 52.35 k Vs: 28.909 k Vu: 0 k Vu/s) Vn: 0 Pedestal Ties: #3 @ 10 in Bending Check Results (Envelope): Unity Check:.036 Phi :.7 Parme Beta:.65 Pu :29.2 k Mux :0 k -ft Muz: :0 k -ft Pn :1149.66 k Mnx : NA Mnz: :NA Mnox: NA Mnoz : NA Pedestal Bars: 12 #5 % Steel:.639 Compression Development Length Pedestal Bars (Envelope): Lreq.: 15 in Lpro.: 6.875 in Lreq. /Lpro.: 2.182 RISAFoot Version 2.Oa [Untitled.rft] Page 2 3.IZ Project_ ,, Project No. �Gn� Date Designed By SIG`` ;•,'a S r� ✓� /ir�irrfurh n -- / 4 <rA E c y/-3 e°4J= " v rz� (9 - wd5 "r�- �3 Sheet 2.:,,E G &S Structural Engineers Company G & S Structural Engineers January 30, 2008 Designer Mark Andrus Checked B Job Number : 08005 Upper Valley Industries - Warehouse Y Sketch �x 44 z Q C 4 ft 0 0 8.2 in z w �] 4 ft 8.2 in X Dir. Steel: 1.18 in (6,#4) Z Dir. Steel: 1.18 in (6 #4) Bottom Rebar Plan a N .-1 C ZI r. ® Footing Elevation @10 in d N 14 C 24 in q 8 #5 LO Pedestal Rebar Plan Geometry, Materials and Criteria Length :4 ft eX :0 in Gross Allow. Bearing :1500 psf Steel Minimum Steel 0 ksi :. 0018 :. Width :4 ft eZ : 0 in Concrete Weight :145 pcf Concrete f :2.5 ksi Maximum Steel :.0075 Thickness :12 in pX :12 in Height :36 in pZ :24 in Design Code : ACI 318 -02 Footing Top Bar Cover :3.5 in Overturning Safety Factor :1.5 Phi for Flexure Phi for Shear :0.9 :0.75 Footing Bottom Bar Cover :3.5 in Coefficient of Friction :0.3 Passive Resistance of Soil : 0 k Phi for Bearing :0.65 Pedestal Longitudinal Bar Cover :1.5 in Page 1 RISAFoot Version 2.Oa [Untitled.rft] Company G & S Structural Engineers January 30, 2008 Designer Mark Andrus Job Number : 08005 Upper Valley Industries - Warehouse Checked By: Loads DL LL Soil Bearing Ratio Footin_q Flexure Design (Bottom Bars) Description Categories and Factors Mu -XX (k -ft) Z Dir As (in 2 ) Mu -ZZ (k -ft) X Dir As (in 2 ) ACI 9 -1 1.4DL +1.7LL 4.089 .111 9.201 .25 ACI 9-2 1.05DL +1.275LL +1.275WL 3.067 .083 6.901 .187 ACI 9 -3 .9DL +1.3WL .73 .02 1.643 .044 IBC 16 -5 1.2DL +1 LL +1 EL 2.711 .073 6.1 .165 IBC 16 -6 .9DL +1 EL .73 .02 1.643 .044 Note: Overburden and footing self weight are included in the DL load case. Footing Shear Check Two Way (Punching) Vc: 173.25 k One Way (X Dir. Cut) Vc 39.6 k One Way (Z Dir. Cut) Vc: 39.6 k Punching X Dir. Cut Z Dir. Cut Description Categories and Factors Vu(k) Vu / )zVc Vu(k) Vu /pVc Vu(k) Vu/ CWC ACI 9-1 1.4DL +1.7LL 23.443 .18 2.556 .086 6.645 .224 ACI 9-2 1.05DL +1.275LL +1.275WL 17.582 .135 1.917 .065 4.984 .168 ACI 9 -3 .9DL +1.3WL 4.185 .032 .456 .015 1.186 .04 IBC 16 -5 1.2DL +1 LL +1 EL 15.541 .12 1.694 .057 4.405 .148 IBC 16 -6 .9DL +1 EL 4.185 .032 .456 .015 1.186 .04 Note: Overburden and footing self weight are included in the DL load case. Pedestal Design Shear Check Results (Envelope): Shear Along X Direction Vc: 23.56 k Vs: 13.005 k Vu: 0 k Vu /0 Vn: 0 �5):.75 Shear Along Z Direction Vc: 26.175 k Vs: 28.909 k Vu: 0 k Vu /0 Vn: 0 Pedestal Ties: #3 @ 10 in Bending Check Results (Envelope): Unity Check:.064 Phi :.7 Parme Beta:.65 Pu :27.16 k Mux :0 k -ft Muz: :0 k -ft Pn :603.237 k Mnx : NA Mnz: : NA Mnox: NA Mnoz : NA Pedestal Bars: 8 #5 % Steel:.852 Compression Development Length Pedestal Bars (Envelope): Lreq.: 15 in Lpro.: 6.875 in Lreq. /Lpro.: 2.182 RISAFoot Version 2.Oa [Untitled.rft] Page 2 3, / +P +Vx r-- +Vz +Mx +Mz +Over 11 1111 A D D C D C A D Project Project No. �SJZj Date Designed By � r,P, ta. � � :►, f � 't< �1� �`n,�. ; y =v i� � 1 � v t� AP�.a�l � c., -�r� ��.r j /'�•v�',,"' --� �..� � Z Z � U � • � w/ 3 - � �� Lam-, 5 J �l6 nr.A «.& 6" 0--ae.rrrne. U.) --kl w/ ``` e l b 11 . tre,4, aTp— 9 - -f= V&fz Aw,►z . G &S Structural Engineers Sheet 3. / 6 Mark Andrus, PE Title 08005 -Upper Valley Indust.- Warehous Page: G &S Structural Engineers Job # : 08005 Dsgnr: Mark Date: JAN 31,2008 Idaho Falls, Idaho Description.... 208 - 523 -6918 G &S Structural Eng ineers This Wall in File: c:lp rogram files\rp2005 \general projects.r Retain Pro 2005 , 23- June -2006, (c) 1969 -2006 www.retainpro.com /support for latest release Restrained Retaining Wall Design Code: IBC 2003 Registration # : RP- 1143245 2005022 Criteria Retained Height = 6.58 ft Wall height above soil = 0.67 ft Total Wall Height = 7.25 ft Top Support Height = 2.00 ft Slope Behind Wal = 0.00 : Height of Soil over Toe = 24.00 in Water height over heel = 0.0 ft Wind on Stem = 0.0 psf Soil Data Allow Soil Bearing = 1,500.0 psf Equivalent Fluid Pressure Method Heel Active Pressure = 60.0 psf /ft Toe Active Pressure = 40.0 psf /ft Passive Pressure = 250.0 psf /ft Soil Density = 110.00 pd Footingl]Soil Frictior = 0.450 Soil height to ignore for passive pressure = 0.00 in Footing Strengths & Dimensions Toe Width = 0.67 ft Heel Width = 1.33 Total Footing Width = 2.00 Footing Thickness = 11.00 in Key Width = 0.00 in Key Depth = 0.00 in Key Distance from Toe = 0.00 ft fc = 2,500 psi Fy = 60,000 psi Footing Concrete Density = 150.00 pcf Min. As % = 0.0018 Cover @ Top = 2.00 in @ Btm.= 3.00 in Vertical component of active lateral soil pressure options: USED for Soil Pressure. USED for Sliding Resistance. USED for Overturning Resistance. Surcharge Loads Uniform Lateral Load Applied to Stem WJ Adjacent Footing Load Surcharge Over Heel = 75.0 psf Lateral Load = 0.0 #/ft Adjacent Footing Load = 0.0 Ibs >>>Used To Resist Sliding & Overturning ...Height to Top = 0.00 It Footing Width = 0.00 ft Surcharge Over Toe = 0.0 psf .,,Height to Bottorr = 0.00 ft Eccentricity = 0.00 in Used for Sliding & Overturning Wall to Ftg CL Dist = 0.00 ft Axial Load Applied to Stem Footing Type Line Load Base Above /Below Soil = 0.0 ft Axial Dead Load = 0.0 Ibs at Back of Wall Axial Live Load = 0.0 Ibs Poisson's Ratio = 0.300 Axial Load Eccentricity = 0.0 in Eart h Pressure Seismic Load Kh Soil Density Multiplier = 0.200 g Added seismic per unit area = 0.0 psf F / W Weight Multiplier = 0.000 g Added seismic per unit area = 0.0 psf Stem Weight Seismic Load Design Summary Concrete Stem Construction Total Bearing Load = 1,794 Ibs Thickness = 8.00 in Fy = 60,000 psi ...resultant ecc. = 2.49 in Wall Weight = 100.0 psf fc = 2,500 psi Soil Pressure @ Toe = 1,455 psf OK Stem is FREE to rotate at top of footing Soil Pressure @ Heel = 339 psf OK Allowable = 1,500 psf Mmax Between Soil Pressure Less Than Allowable @ Top Support Top & Base @ B as e of Wall ACI Factored @ Toe = 1,745 psf Stem OK Stem OK Stem OK ACI Factored @ Heel = 407 psf Design Height Above Ftg = 2.00 ft 0.00 ft 0.00 ft Footing Shear @ Toe = 8.1 psi OK Rebar Size = # 4 # 4 # 4 Footing Shear @ Heel = 5.2 psi OK Rebar Spacing = 18.00 in 18.00 in 18.00 in Allowable = 75.0 psi Rebar Placed at = Center Center Center Reaction at Top = 1,842.9 Ibs Rebar Depth 'd' = 4.00 in 4.00 in 4.00 in Reaction at Bottom = 778.3 Ibs Design Data Sliding Stability Ratio = 2.55 OK fb /FB + fa /Fa = 0.966 0.000 0.000 Sliding Calcs (Yertical Component Used) Mu .... Actual = 2,227.6 ft-# 0.0 ft-# 0.0 ft-# Lateral Sliding Force = less 100% Passive Force= - 778.3 Ibs 1,063.4 Ibs Mn * Phi..... Allowable = 2,305.6 ft-# 2,305.6 ft-# 2,305.6 ft-# less 100% Friction Force= - 921.5 Ibs Shear Force @ this height = 1,640.5 Ibs 565.71bs Added Force Req'd = 0.0 Ibs OK Shear..... Actual = 34.18 psi 11.79 psi ....for 1.5 : 1 Stability = 0.0 Ibs OK Shear..... Allowable = 75.00 psi 85.00 psi Load Factors Rebar Lap Required = 18.72 in 18.72 in Building Code IBC 2003 Hooked embedment into footing (w/ stress level reduction) - - 6.00 in Dead Load 1.200 Other Acceptable Sizes & Spacings: Live Load 1.600 Toe: None Spec'd -or- Not req'd, Mu < S * Fr Earth, H 1.600 Heel: None Spec'd -or- Not req'd, Mu < S * Fr Wind, W 1.600 Key: No key defined -or- No key defined Seismic, E 1.000 3, 11 Mark Andrus, PE Title 08005 -Upper Valley Indust. - Warehous Page: G &S Structural Engineers Job # 08005 Dsgnr: Mark Date: JAN 31,2008 Idaho Falls, Idaho Description.... 208 - 523 -6918 G &S Structural Engineers This Wall in File: c:Iprogram files1rp20051general projects.r Retain Pro 2005 , 23- June -2006, (c) 1989 -2006 www.retainpro.com /support for latest release Restrained Retaining Wall Design Code: IBC 2003 Registration # : RP- 1143245 2005022 Footing Design Results oe eel Factored Pressure = 1,745 407 psf Mu': Upward = 355 124 ft-# Mu': Downward = 95 378 ft-# Mu: Design = 260 255 ft-# Actual 1 -Way Shear = 8.10 5.21 psi Allow 1 -Way Shear = 75.00 75.00 psi Summary of Forces on Footing : Slab is NOT resisting sliding, stem is PINNED at footing Forces acting on footing for overturning, sliding, & soil pressure Lateral Distance Moment Vertical Lateral Distance Moment Overturning Moments... Ibs ft ft-# Resisting Moments... Ibs Ibs It ft-# Stem Shear @ Top of Footing = -353.6 0.92 -324.1 Heel Active Pressure = -424.8 0.45 -190.8 Surcharge Over Heel = 50.0 1.67 83.3 Sliding Force = 778.3 Adjacent Footing Load = Overturning Moment = -514.9 Axial Dead Load on Stem = Footing Stability Ratio 597.97 Soil Over Toe 146.7 0.33 48.9 Surcharge Over Toe Net Moment Used For Soil Pressure Calculations 371.7 ft-# Stem Weight = 725.3 1.00 725.3 Soil Over Heel = 482.8 1.67 804.6 Footing Weight = 275.0 1.00 275.0 Total Vertical Force = 1,793.9lbs Resisting Moment = 1,937.1 DESIGNER NOTES: !3,16 8." Concrete w/ #4 @ 18." 8." 8." f 3.1,1 7r Pp= 1063.4# 778.33# IV sf 1454.6psf 3 2 C.) O ` I 1 .,o T -,TT� II 1 I Q 11 .0 or � N N N N N 1 N A A N - N � 1 N t- i i o _ N 0 N D a N O a c � o PI ,•� N w o N ., 1� N M Z � a w 0 a a 0 x U -3. Z) •�— .9- .BT�.0- ,OZ ,EZ�„0 -.OZ H�„9 -,BT� 8! HSFRGN— .o- .Zi —a91 _ 3 � r U if 911 11: - I I x n L WO W �� e Hill 6 q � @ �8�� tl # ## ro a e r1 Y s 4g11 M g . 4 1 10 4 pg ¢ A Rig ME 11 lytw z z 0 Z Q 4 N .+ '03 .[ 03 n ry + e + r y-- �� L R •oS _ 33 s g w E� O • O W Q p Y > Y OW hl I n +� oao L I I I nt o -gig eo c g e oam � E 9 O o: I I AI T EE ] + + .1 .•� zo By � Y Z O O U Z W � Gtt = Y ; NNN cmu (tln AB 1CN) N10N31 LY a 3 e + + LE ~ o ° cdm M10 van F 7 - 2 b 4 FIR 'a eo i I ^ K Y a Y O a m N V O W m j C 9 FT+� ��' of ' f ' M1 e. ` e 7 V O a N L � O O Y O a d v c c ° dN OY�i V Y 6 if 911 11: - I I x n L WO W �� e Hill 6 q � @ �8�� tl # ## ro a e r1 Y s 4g11 M g . 4 1 10 4 pg ¢ A Rig ME 11 lytw z z 0 Z Q 4 N .+ N 900)9a G0o)d8 '-I lom u a ztox N u Q O U O 0 U I k U N O 1 r ° x u N N k u i a N N K U 1 2i - a U 0 a a O N - N 0 Y 0 j G 0 oe� 0 N..o m c� z w w 0 a 0 a� N a H a a 90o)d8 900)93 I n i U p e e 9 9 m m 0 C \ � O N m N N U � D .lo c woe 0 u x x m x E 4 4 4 4 Y C yy ..qq jj yyO C O E 6 6 E M weEe o > m �p g 4 q q q q 0 q 4 4 N g o A m q q a U V U U U U O o e 4 ; 1;. 0 z x 4 O U M q h N Y O m m G omnin mmm 4 1 1 1 1 a O O O O w C N N N N N N O c m m m m m m o m m m m m m F e w N S O m i N N N N N N u m o o m m m m N i N m m F O o O 0 O U 0 . c m s m m m m n n 4 m I N N O 4 0 0 0 0 a a x x x x x Oa V m m U lu 41 a 0 0 b N N O N b m N N m N A O N el N Rj M r n i I 0 o O E m i c w.. q 0 0 m O 1 I oat n s 200X9 � a J ZZJfQ m O O � OSOM a C., q` 1 Om D.. N U S J j ZZ�fO 04 4 c KOM it 600X93 OM 4 I 1 11 1 7 tZZIJ9 N 0 r r � 1 1 Y 1 I I 1 1 ' ' uZT:)9 OSOZU 1 1 i O 1 � :ll w H a w w a N O O e H F U W W O a U W Ysl Y I I Pal EOOX9Z I ZOOX90 ° o a 0 x 1 � O - r c � C m 0 Ci i I I I I Cv r I I . I e ' Pay i I � r Date: 1/25/2008 Reactions Package Time: 7:44:49 AM ' Page: 30 of 62 Wall: 4, Frame at: 0/6/0 Frame IDA" Post & Beam Frame Type:Post & Beam Q Q � Values shown are resisting forces of the foundation. Reactions - Unfactorea !And Me Type X -Loc Gridl -Grid2 Base Plate W x L (in.) Base Plate Thickness (in.) Anchor Rod Qty/Diam. (in.) Column Base Elev. Frame %-rubs 1MLIUUo Exterior Column 0 /0 /0 1 -J 8x10 0.375 2-0.750 100' -4" Interior Column 8/6/0 1-G 8x10 0.375 2 - 0.750 100' -4" Interior Column 31/6/0 1 -E 8x10 0.375 2-0.750 100' -4" Exterior Column 40/0/0 1 -D 8x10 0.375 2 - 0.750 100' -4" Load Type Desc. Hx Hz Vy Hx Hz I Vvy Hx Hz Vy I Hx Hz V D Frm 0.0 - - 0.7 0.7 - - 0.0 - CG Frm - - - - 5 - 0.5 - - - - L Frm - -0.0 - - 3.4 3.4 - - -0.0 - ASL^ Frm - -0.8 - - 2.7 - 2.7 - -0.8 - ^ASL Frm 0.8 - - 0.6 0.6 - - 0.8 S Frm - - -0.0 - - 9 - 5.9 - -0.0 - SD Frm - -0.0 - 4.2 4.2 - - -0.0 - USl* Frm - - -0.6 - - 3.2 - 6.9 - -0.1 - *USl FTM - -0.1 - - 6.9 - 3.2 - -0.6 - Wl> Frm -0.4 - -0.1 - 0.7 -2.5 0.7 -2.1 -0.6 - -0.1 - <W1 Frm 0.6 - -0.1 - -0.6 -2.1 -0.6 -2.5 0.4 - -0.1 - W2> Frm -0.7 - -0.1 - - -1.6 - -1.1 -0.3 - -0.1 - <W2 Frm 0.3 - -0.1 - I.1 -1.6 0.7 - -0.1 Cu Frm - - - - - - E> Frm -0.0 - - 0.0 - 0.0 - -0.0 - EG+ Frm - - - - 0.1 - 0.1 - - <E Frm 0.0 - - -0.0 - -0.0 - 0.0 - EG- Frm - - -0.1 - -0.1 - WPAI Brc 0.4 -0.9 -0.6 - -2.7 - -2.4 -0.4 -0.7 -0.5 - WPD1 Brc 0.4 - 1.0 - - -2.6 - -2.0 -0.4 - 1.2 - WPA2 Brc 0.2 -2.0 -1.4 - -1.7 - -1.4 -02 -1.9 -1.4 - WPD2 Brc 0.2 - 0.1 - - -1.6 - -1.0 -0.2 - 0.4 - WPB1 Brc 0.4 -0.7 -0.4 - - -2.2 - -2.9 -0.5 -0.9 -0.8 - WPCl Brc 0.4 - 1.1 - -2.2 - -2.4 -0.4 - 1.2 - WPB2 Brc 0.2 -1.9 -1.2 - - -1.3 - -2.0 -0.2 -2.0 -1.6 - WPC2 Brc 0.2 - 0.3 - -1.2 - -1.4 -0.2 - 0.3 - EB> Brc 0.0 -0.8 -0.6 - - -0.0 -0.8 -0.6 - <EB Brc - 0.6 0.0 -0.0 - 0.6 1 - Frame Reactions - Factored Load Cases at Frame Cross Section:1 Note: All reactions based on 2nd order structural anal sis usin the Direct Anal sis Method X -Loc 0/0/0 8/610 1 1 /6/0 1 40/0/0 VPC File: 4091 Upper Valley Industries.VPC VPC Version: 6.Oe 1 2- Date: 1/25/2008 Reactions Package Time: 7:44:49 AM ' Page: 32 of 62 i Grid 74 D +CG +L +WPC2 0.1 M- Load 0.2 -.,.. Load - 2.8 - -- Uplift Load 2.7 -0.1 - 0.3 Mom ccw Load 75 D + CG + S + WPC2 0.1 - 0.2 Case - 4.7 (Hz) Case 4.6 -0.1 - 0.3 ( -Mzz) Case 76 D + CG+ E> + EG++ EB> 0.0 -0.5 -0.4 0.0 1.3 k 0.0 1.3 -0.0 -0.5 -0.4 k ) 77 D + CG + E> + EG++ EB> -0.0 -0.2 -0.1 1 -1 0.0 1.3 - 0.0 1.3 -0.0 -0.2 -0.1 1.4 53 78 D + CG + <E + EG++ EB> 0.0 -0.5 -0.4 -0.0 1.3 - -0.0 1.3 -0.0 -0.5 -0.4 0.7 10 79 D+ CG + <E + EG++ EB> 0.0 -0.2 -0.1 -0.0 1.3 31/6/0 -0.0 1.3 0.0 -0.2 -0.1 0.6 11 80 D + CU + D + EG -+ EB> 0.0 -0.5 -0.4 7 0.0 0.3 - 0.0 0.3 -0.0 -0.5 -0.4 0.7 13 81 D + CU + F> + EG- + EB> -0.0 -0.2 -0.1 69 0.0 0.3 - 0.0 0.3 -0.0 -0.2 -0.1 82 D + CU + <E + EG- + EB> 0.0 -0.5 -0.4 -0.0 0.3 -0.0 0.3 -0.0 -0.5 -0.4 83 D + CU+ <E + EG -+ EB> 0.0 -0.2 -0.1 -0.0 0.3 - -0.0 0.3 0.0 -0.2 -0.1 84 D+CG+S+E>+EG++EB> 0.0 -0.4 -0.3 0.0 2.2 - 0.0 2.2 -0.0 -0.4 -0.3 - 85 D+CG+S +E>+EG++EB> -0.0 -0.2 -0.1 0.0 2.2 - 0.0 2.2 -0.0 -0.2 -0.1 - 86 D+CG+S+<E+EG++EB> 0.0 -0.4 -0.3 -0.0 2.2 - -0.0 2.2 -0.0 -0.4 -0.3 - 87 D+CG+S+<E +EG++EB> 0.0 -0.2 -0.1 -0.0 22 - -0.0 2.2 0.0 -02 -0.1 - 88 D +CG + EB> +EG+ 0.0 -1.4 -1.0 - - 1.3 - 1.3 -0.0 -1.4 -0.9 - 89 D +CU + EB> +EG- 0.0 -1.4 -1.0 - - 0.3 - - 0.3 -0.0 -1.4 -1.0 - 90 D+CG +S +EB> +EG+ 0.0 -1.0 -0.7 - 2.2 - 2.2 -0.0 -1.0 -0.7 - 91 D+CG +Ej+EG+ + <EB -0.0 - 0.5 0.0 1.3 - 0.0 1.3 -0.0 - 0.5 - 92 D + CG+ F> + EG++ <EB -0.0 - 0.2 0.0 1.3 0.0 1.3 -0.0 0.2 - 93 D + CG + <E + EG++ <EB 0.0 - 0.5 -0.0 1.3 -0.0 1.3 0.0 0.5 - 94 D + CG+ <E + EG++ <EB 0.0 - 0.2 -0.0 1.3 -0.0 1.3 0.0 - 0.2 - 95 D + CU+ E> + EG- + <EB -0.0 - 0.5 - 0.0 0.3 - 0.0 0.3 -0.0 - 0.5 - 96 D + CU + E> + EG- + <EB -0.0 - 0.2 0.0 0.3 - 0.0 0.3 -0.0 - 0.2 - 97 D + CU + <E + EG- + <EB 0.0 - 0.5 - -0.0 0.3 - -0.0 0.3 0.0 0.5 - 98 D +CU + <E +EG - +<EB 0.0 - 0.2 - -0.0 0.3 - -0.0 0.3 0.0 - 0.2 - 99 D+CG+S +E>+EG++<EB -0.0 - 0.4 0.0 2.1 - 0.0 2.1 -0.0 - 0.4 - 100 D+CG+S +E>+EG++<EB -0.0 - 0.2 0.0 2.1 - 0.0 2.1 -0.0 02 - 101 D+CG+S+<E +EG++<EB 0.0 - 0.4 -0.0 2.1 -0.0 2.1 0.0 - 0.4 - 102 D+CG+S+<E+EG++<EB 0.0 - 0.2 -0.0 2.1 - -0.0 2.1 0.0 - 02 - 103 D +CG + <EB +EG+ - 1.1 1.2 - - 1.2 - 1.1 104 D+CU+ <EB +EG- - - 1.1 - 0.3 - 0.3 - - 1.1 - 105 D + CG + S + <EB + EG+ 0.9 2.1 - 2.1 0.9 Marimum Combined Reactions Summary with Factored Loads - Framing Note: riu X-Loc i Grid Wbs vu 41M Hrz left -uci Load ..-.1a Hrz Right M- Load - ,.emu. Hrz In -.,.. Load -... -. - Hrz Out - - - - - Load - -- Uplift Load Vrt Down Load Mom cw Load Mom ccw Load ( -Hx) Case (Hx) Case ( -Hz) Case (Hz) Case ( -Vy) Case (Vy) Case ( -Mzz) Case (Mzz) Case (k ) (k k k k k ) (in -k) (in -k 0/0/0 1 -1 0.7 12 0.6 11 2.0 52 - 1.4 53 1.2 64 - - 8/6/0 1-G - - - - 0.6 11 0.7 10 2.2 45 11.3 7 - 31/6/0 1 -E - - - - 0.6 11 0.7 10 2.5 61 11.3 7 - 40/0/0 1 1 -D 0.6 1 10 0.7 13 2.0 68 - - 1.6 69 1.3 48 - - Bracin X -Loc I Grid Description 0/0/0 1 Diagonal bracing at base is attached to column. Reactions ARE included with frame reactions. 40/0/0 1 -D Diagonal bracing at base is attached to column. Reactions ARE included with frame reactions. VPC File: 4091 Upper Valley Industries.VPC VPC Version: 6.Oe 3.. Z-(.-, P, 4 Upper Valley Industries UPPER VALLEY Fabrication & storage Bldg 0 wwm�-Ww REXBURG, IDAHO STRUCTURAL DESIGN CALCULATIONS FOR THE WAREHOUSE BUILDING LOCATED IN REXBURG, IDAHO Prepared For: Sundberg & Associates Architects Idaho Falls, Idaho Desi.qned by: Mark D. Andrus, PE Project #08005 TABLE OF CONTENTS DESCRIPTION General Design Criteria Design Load Calculations Foundation Design PAGE 1.1 2.1-2.7 3.1-3.57 !JD G & S Structural Engineers 1600 John Adams Parkway Suite 200 Idaho Falls, ID 83401 Telephone: (208) 523-6918 E-mail: gs@gsengineers.net Fax: (208) 523-6922 G & S Structural Engineers 1600 John Adams Pkwy., Suite 200 Idah Fa11 ID JOB TITLE Upper Valley Industries -Warehouse o s, 83401 JOB NO. 08004 SHEET NO. CALCULATED BY M. Andrus DATE 1/31/08 CHECKED BY M. Andrus DATE www.straware.com ode Search I. Code: International Building Code 2006 II. Occupancy: Occupancy Group = B Business III. Type of Construction: Fire Rating: Roof = 0.0 hr Floor = 0.0 hr IV. Live Loads: Roof angle (0) 2.00/12 9.5 deg Roof 0 to 200 sf: 20 psf 200 to 600 sf. 24 - 0.02Area, but not less than 12 psf over 600 sf. 12 psf Floor N/A Stairs & Exitways N/A Balcony N/A Mechanical N/A Partitions N/A V. Wind Loads : ASCE 7 - 05 Importance Factor 1.00 Basic Wind speed 90 mph Directionality (Kd) 0.85 Mean Roof Ht (h) 20.0 ft Parapet ht above grd 0.0 ft Exposure Category C Enclosure Classif. Enclosed Building Internal pressure +/ -0.18 Building length (L) 210.7 ft Least width (B) 100.0 ft Kh case 1 0.902 Kh case 2 0.902 Topoeraphic Factor (Kzt) Topography Flat Hill Height (I) 80.0 ft Half I-Ell Length (Lh) 100.0 ft Actual H/Lh = 0.80 Use H/Lh = 0.50 Modified Lh = 160.0 ft From top of crest: a= 50.0 ft Bldg up /down wind? downwind H/Lh= 0.50 K 0.000 x/Lh = 0.31 K = 0.792 z/Lh = 0.13 K = 1.000 At Mean Roof Ht: Kzt = (I +K,K _,) ^2 = 1.000 z M, .Odd W � f 2D RIDGE or 313 AXIS 'I>r#METRICAL, HILL. z Z + G & S Structural Engineers 1600 John Adams Pkwy., Suite 200 JOB TITLE Upper Valley Industries - Warehouse Idaho Fa11S,1D 83401 JOB NO. 08004 SHEET NO. CALCULATED BY M. Andrus DATE 1/31/08 CHECKED BY M. Andrus DATE V. Wind Loads - MWFRS h 560' (Low -rise Buildings) Enclosed /partially enclosed only .4 t , r Zoirrz:It5 "' nr 5 IMMDOFC tm:; PUMFE" iQ ULU. Transverse Direction Kz = Kh = 0.90 (case 1) Base pressure (qh) = 15.9 psf GCpi = +/ -0.18 Torsional loads are 25% of zones 1 - 4. 6 See code for loading diagram Vjk 9JLELYG �� 5 utvar�as t:car UL X-il ~ Longitudinal Direction Edge Strip (a) 8.0 ft End Zone (2a) 16.0 ft Zone 2 length = 50.0 ft YY MU OUr Pre55Ure5 ID571 1 Transverse Direction Longitudinal Direction Surface Perpendicular 0 = 9.5 deg GCpf w / -GCpi w / +GCpi Parallel 0 = Odeg GCpf w / -GCpi w / +GCpi 1 0.44 0.62 0.26 0.40 0.58 0.22 2 -0.69 -0.51 -0.87 -0.69 -0.51 -0.87 3 -0.40 -0.22 -0.58 -0.37 -0.19 -0.55 4 -0.33 -0.15 -0.51 -0.29 -0.11 -0.47 5 -0.45 -0.27 -0.63 -0.45 -0.27 -0.63 6 -0.45 -0.27 -0.63 -0.45 -0.27 -0.63 IE 0.67 0.85 0.49 0.61 0.79 0.43 2E -1.07 -0.89 -1.25 -1.07 -0.89 -1.25 3E -0.58 -0.40 -0.76 -0.53 -0.35 -0.71 4E -0.49 -0.31 -0.67 -0.43 -0.25 -0.61 YY MU OUr Pre55Ure5 ID571 1 9.8 4.1 9.2 3.5 2 -8.1 -13.8 -8.1 -13.8 3 -3.5 -9.3 -3.0 -8.7 4 -2.4 -8.1 -1.7 -7.5 5 -4.3 -10.0 -4.3 -10.0 6 -4.3 -10.0 -4.3 -10.0 lE 13.5 7.7 12.6 6.8 2E -14.1 -19.9 -14.1 -19.9 3E -6.3 -12.0 -5.6 -11.3 4E -5.0 -10.7 -4.0 -9.7 Windward roof overhangs: 10.8 psf (upward) add to windward roof pressure Parapet Windward parapet: 0.0 psf (GCpn = +1.5) Leeward parapet: 0.0 psf (GCpn = -1.0) Horizontal MWFRS Simple Diaphragm Pressures (Ds Transverse direction (normal to L) Interior Zone: Wall 12.2 psf Roof End Zone: Wall Roof Longitudinal directio Interior Zone: Wall End Zone: Wall -4.6 psf 18.4 psf -7.8 psf n (parallel to L) 11.0 psf 16.5 psf 'RallDWA VID - VERiTA1!Ta "? wih0 WARD F..00& LEPwARD F.�F IM- F.TICAL T A f S rF HL.E VAT 101 T ME 2 2� 3 G & S Structural Engineers JOB TITLE Upper Valley Industries - Warehouse 1600 John Adams Pkwy., Suite 200 Idaho Falls, ID 83401 JOB NO. 08004 SHEET NO. CALCULATED BY M. Andrus DATE 1/31/08 CHECKED BY M. Andrus DATE VI. Seismic Loads: ASCE 7- 0 Occupancy Category: II Importance Factor (I) : 1.00 Site Class: D Ss (0.2 sec) = 60.60 %g S1 (1.0 sec) = 19.30 %g Fa= 1.315 Fv = 2.028 hftp:/egint.cr.usgs.qov/eg-men/html/lookup-2002-interp-06.html Sms = 0.797 Sds = 0.531 Design Category = Sml = 0.391 Shc = 0.261 Design Category = Seismic Design Category = D Number of Stories: 1 Structure Type: Not applicable Horizontal Struct Irregularities:No plan Irregularity Vertical Structural Irregularities:No vertical Irregularity Flexible Diaphragms: Yes Building System: Moment - resisting Frame Systems Seismic resisting system: Ordinary steel moment frames System Building Height Limit: System not permitted for this seismic design category (see code footnote) Actual Building Height (hn) =20.0 ft See ASCE7 Section 12.2.5.4 for exceptions and other system limitations DESIGN COEFFICIENTS AND FACTORS Response Modification Factor (R) = 3.5 System Over - Strength Factor (92o) = 2.5 Deflection Amplification Factor (Cd) = 3 Sds = 0.531 Shc = 0.261 p = redundancy coefficient Seismic Load Effect (E) = p QE +/- 0.2S D = P QE +/- 0.106D Q = horizontal seismic force Special Seismic Load Effect (E) = S2o Q +/- 0.2S D = 2.5 QE +/- 0.106D D = dead load PERMITTED ANALYTICAL PROCEDURES Index Force Analysis (Seismic Category A only) Method Not Permitted Simplified Analysis Use Equivalent Lateral Force Analysis Equivalent Lateral -Force Analysis - Permitted Building period coef. (C = 0.020 Cu = 1.44 Approx fundamental period (Ta) = CA, X = 0.189 sec x= 0.75 Tmax = CuTa = 0.272 User calculated fundamental period (T) = 0 sec Use T = 0.189 Long Period Transition Period (TL) = ASCE7map= 6 Seismic response coef. (Cs) = SdsI /R = 0.152 need not exceed Cs = Sd1 I/RT= 0.394 but not less than Cs = 0.010 USE Cs = 0.152 Design Base Shear V = 0.152W Model & Seismic Response Analysis - Permitted (see code for procedure) ALLOWABLE STORY DRIFT Structure Type: All other structures Allowable story drift = 0.020hsx where hsx is the story height below level x am Z' y • G & S Structural Engineers JOB TITLE Upper Valley Industries - Warehouse 1600 John Adams Pkwy., Suite 200 Idaho Falls, ID 83401 JOB NO. 08004 SHEET NO. CALCULATED BY M. Andrus DATE 1/31/08 CHECKED BY M. Andrus DATE VII. Snow Loads : Roof slope = 9.5 deg Horiz. eave to ridge dist (W) = 50.0 ft Roof length parallel to ridge (L) = 210.7 ft Type of Roof Ground Snow Load Importance Category Importance Factor Thermal Factor Exposure Factor Hip or gable Pg = 50.0 psf = II I = 1.0 Ct = 1.00 Ce = 1.0 Pf= 0.7 *Ce *Ct *I *Pg = 35.0 psf Pf min = 0.0 psf Flat Roof Snow Load Pf = Rain on Snow Surcharge = Unobstructed Slippery Surface (per Section 7.4) _ Sloped -roof Factor Cs = 35.0 psf 0.0 psf no 1.00 Design Roof Snow Load (Ps) = 35.0 psf ( "balanced" snow load) NOTE: Alternate spans of continuous beams and other areas shall be loaded with half the Building Official Minimum = 35.0 psf design roof snow load so as to produce the greatest possible effect - see code. Unbalanced Snow Loads - for Hip & Gable roofs only Larger of 2.38 degrees or 70/W + 0.5 = 2.4 deg Unbalanced snow loads must be applied Windward snow load = 10.5 psf = 03Ps Leeward snow load from ridge to 19'= 59.3 psf = My / CIS + Ps Leeward snow load from 19' to the eave = 35.0 psf = Ps Leeward Snow Drifts -from adjacent higher roo Exposure Factor, Ce Upper roof length lu = 95.0 ft Projection height Exposure of roof 4.0 ft Terrain s = Fully Partially Sheltered A 1.00 n/a 1.1 1.3 B hb = 0.9 1.0 1.2 C hc/hb >0.2 = 1.3 0.9 1.0 1.1 D Drift height 0.8 0.9 1.0 Above treeline 6.00 ft 0.7 0.8 n/a Alaska -no trees 0.7 0.8 n/a Design Roof Snow Load (Ps) = 35.0 psf ( "balanced" snow load) NOTE: Alternate spans of continuous beams and other areas shall be loaded with half the Building Official Minimum = 35.0 psf design roof snow load so as to produce the greatest possible effect - see code. Unbalanced Snow Loads - for Hip & Gable roofs only Larger of 2.38 degrees or 70/W + 0.5 = 2.4 deg Unbalanced snow loads must be applied Windward snow load = 10.5 psf = 03Ps Leeward snow load from ridge to 19'= 59.3 psf = My / CIS + Ps Leeward snow load from 19' to the eave = 35.0 psf = Ps Leeward Snow Drifts -from adjacent higher roo hd = Upper roof length lu = 95.0 ft Projection height h = 4.0 ft Building separation s = 0.0 ft Adjacent structure factor 25.0 ft 1.00 Snow density y = 20.5 pcf Balanced snow height hb = 1.71 ft hb = he = 2.29 ft hc/hb >0.2 = 1.3 Therefore, design for drift Drift height hd = 2.29 ft Drift width w = 18.34 ft Surcharge load: pd = g *hd = 47.0 psf Windward Snow Drifts - Against walls, parapets, etc more than 15' lon Building roof length In = 25.0 ft Projection height h = 6.0 ft Snow density y = 20.5 pcf Balanced snow height hb = 1.71 R he = 4.29 ft hc/hb >0.2 = 2.5 Therefore, design for drift Drift height hd = 1.50 ft Drift width w = 6.00 ft Surcharge load: pd = g *hd = 30.7 psf - L _I I W ' J Project p� - f/� f` /' t :; - �?J; 1 1 n, ject No. 09500 Date 1- 3y - 0�3 Designed By �21s' 1'C U17�G1�G�'7 G�B�� AIA Y y , Z _V Y&rl-4 i �rz -.4- 16� 9 4 11 1-1 ') T� .4�rn�g To 717 = 7'- �l �riv�ri� /Ga I sr /Z n 5� S�7vtc -may �'G Z 2 lir�,vE (►r h a�e� i 5� re r�o��_ 2€� ®fct� 7) - CGSiaFi /° (L�rt t mss /Sl G &S Structural Engineers Sheet ' -, 7 Company G & S Structural Engineers January 30, 2008 Designer Mark Andrus Job Number : 08005 Upper Valley Industries - Warehouse Checked By: Sketch 2.167 ft X A B w. M co Z ®I c 7 ft 0 7 ft 8.56 in X Dir. Steel: 1.96 in (10, #4) Z Dir. Steel: 1.96 in (10 #4) Bottom Rebar Plan q ri V 32 in 1� X 12 #5 L0 Pedestal Rebar Plan Geometrv. Materials and Criteria c N Length :7 ft eX : 0 in Gross Allow. 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