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HomeMy WebLinkAboutCALCULATION SUMMARY - 16-00631 - Sawtelle Apts - Storage UnitsDesign Intelligence, LLC Engineering Calculations Summary Date: August 29, 2016 Subject: 146 N I" West, Rexburg, Madison County, Idaho Customer: Leatham This analysis uses the Design Criteria required by the local jurisdiction and the lBC' 2012 as rhe basis Petr the Calculations. Materials: Dimensional Lumber — NDS 2005 design vnlues Concrete: 2500 psi r@i 28 days Reinforcing Steel - H4 and smaller Grade 40, N5 and larger Grade 60 Assumptions: IBC 2012 — Foundations designed for Max Brg Pressure of 1500 psf Design Loads: Roof Live Load (min) -- 20 psf during construct on Ground Snow load' 50 psf, Roof Snow load= 35 psf Snow Load Importance Factor— 10 Snow Exposure Factor-- 1.0 Wind = 90 mph Wind Importance Factor — LO Wind Exposure = B Seismic Design Category — D Seismic Use Group - i References: IBC 2012 Customer Drawings TrusJoist MacMillian Design Guides Summary: All beam sizes and footing sizes are noted on the drawings OF se calculations and included details are for location and customer only and not to be ed in any manner without the written ;ent of Design Intelligence. Design Intelligence, LLC 146 N 1ST WEST 1037 Erikson Dr. REXBURG, IDAHO Rexburg, Idaho 83440 STORAGE 8/2912016 Design Parameters ;ASCE 71 ;.. .Occupancy Category! 11 Snow I ; — - - ._. _.i_. - ..------------- ...._.- -.__.._._.._ ........ ---------- .._._ _ Snow Loads per ASCE 7 -.-..._... _ Fully Partial Sheltered; l Ce -Exposure - Factor -- - ----- _._ 1 Above Freezing Freezing - _� Clot =Thermal Factor_._- i 12 _Heated 11 1 1 Importance Factor (Non Essential) 1 - pg Ground Snow Load (20 psf mm) _ 1._ 50 psf _.. .......... pf - Fiat Roof Snow Load (slope less than 1112) 35 psf I units Vertical (Roof cal per 12 uinits Horizontal) � - 8 Slippery _... _ -Curved_ Non -Slippery Pitch Warm Barrel Pitch Warm Curved Barrel 3112 ...... 9N. .:... 0 87 11. 3112 ..,I 1 - ._.... _..._.. 4/12 0.81 D 81 1 ., .... :. 4/12 1 ..... 1. 1.. .. 5/12 :.. 0.73 ._..:_ ._�.........._ __U3._. .......... 5/12 _....:__ 1 1 1 .. 6/12 0 68 0 68 1 . 6/12 1 1.. 1 ... 7/12 0 63 0 63 1 ... 7/12 -- 1...._. 1;- 1 8/12 0 58_ 0.580.68 -_ 0 58 - 1 ... 8/12 0.95 i 0.95 1 9%12 .... _.._. 0.52 0.52 .._;.__ 1..._.._,.. 9/12 0 85 0.85 1 10112 0A9 0.49 1 _._ ; 10112 ._.-._... . 0.78 0.78 1 11/12 0.42 .I_.- 0,421 11/12. 0.71 0.71. 1._-....... 12112 0 39 0 39 1 - - i 12112 !,... 0.63 0 63 1 G P. Cs Roof Slo a Factor 0.78 ps Sloped Roof Snow Load l' 27 30 psf W Distance from Ridge to.Eave - ! _• 15 ft -_...I lu Length of Roof upwind of the Drift15 ft hd Height of the Drift1 -- _ i.. 45`ft Gamma Density of Snow20.5. __ .. cf p.... _ 1 .. __ 1 . Drift Surcharge Load 24 29 psf L.. Length of Surcharge -• -- 4.7411 ... _....._ .. Unbalanced Uniform Snow Load -Windward Side i ... . 0.0 sf i__._.... ..... : Unbalanced Uniform Snow Load - Leeward Side. ._ _ 50.00'psf _..... Page 1 Desigin'Intelligance, LLC 146 N 1ST WEST 1037 Erikson Dr. REXBURG, IDAHO Rexburg, Idaho 83440 STORAGE 8/2912016 t IFM Page 2 - --------- -.1 - -.. V-1- i - - - . ... ...... . ........ . -7- i B C D - --- ----- 15 -- ------ - -- ---1..._.. .. 1.21.: 1.4. 7 -------- ------- ------ ------- 20 11 ..... .. . .... 1.29: 1'65� .. . ..... ---- - - ----- --------- ....... ....... .... ........... i - ------ - ---- . . ..... ........ .. 11 . ..... ...... -- ------- -- - ----- ----- --- ---- 1.35 1.61: I - ------------------ ........ .... . .... . ...... ---------- 30 ..... ............ 1 1.4 1.66: .. ... .. .. f05 1.45 T*7- 1 .09 1.49 1 74 45 1.12. 1.53 1.78 1.16-- -1.56- 1.81 I 55 1.19 t59* 1.84 1.22j- 1.62- - 1.87, .... . .... . ..... .... -- - ---- - .. . ...... .. ... .. . . .. .. ...... .. .. .... ..................... ..... ..... ...... .. ........... .... .... ... - ..... ...... .......... . . .. Wind Pressures .. . .. .. ..... ........... .... . ............ . ..W1nd Speed orizontalv I I ertca . . .......... . . . Overhang ........ . . . .. .... . ... ...... . ... ... . ... .. ... . 159 J ....... 138 ....... ... .. .... ... ...... 193 . .... .. 90 .... 17.8.15 4 -21.6 loo :n.o' -19.1 .26 .7 06 . . ........ 24.3. -21.1 . . .... .. ....... .. ........ . ..... . . . . . . I -29.4, i 0 .. ... .................... . . .. . -2 31. ... ..... . ....... . ....... ....... ... -32,3j t IFM Page 2 - --------- -.1 - -.. V-1- i - - - . ... ...... . ........ . -7- i Desigil Intelligence, LLC 146 N IST WEST 1037 Erikson Dr. REXBURG, IDAHO Rexburg, Idaho 83440 STORAGE 8129/2016 Seismic ------------ .. .......... Reference -Co--d,e-- IBC 2012 .... . ... ........ Value -s -for -Ss, S1, Fa -and Fv - are taken - ke - n . . ...... ....... ... . ...... .. ..... ......... ... ...... . . .. . ..... . ........ .... m Code Control CD using zip Code ......... . .... ...... . ..... J.—I .. .......... Fv-- ...... . .......... ...... - -------- Ss 0.929 S1 4� . ....... - - - ---- - .. ... ....... 0.278 . ...... ........ . ... ... . ............ - ----------- '61 -'s- -a -A ------ - .. ........ ... Fa Fv Sita a H mirclRock 6. 8 0.8 Site Class B - Dense Soil or Soft Rock-.-----'". ------- 1 Site Class D -Soft Soil 1.17 1.53 ..... ...... .... - Site Class �A D SM'S.= F,aSs 1.1148 1.048 �Sml - FvS 1 ...... ... ...... .. . ... - ....... .. . ..... . .. ----.0.74321. -- I .... I .. ............. ..... 0.2224 0.278 0A 726 0.512 -- - - ----- Design Spectral Resp Accel .. .. ... ;SDS 2!3'SMS O497944i 062243 0.746916 070216 .SDI 213 SMI 0149008 0 - 18kb. 0316642 0,34304 Seismic Design Category . .. ... .... .... .. . .... . .... .. ... ------ . . ....... Risk Category - 11D ........ .... ... ....... .. §e"Ismic Rq��pqiqse Coefficient ...... . . .... --- ------- -- ---------- - - -- --------........ .. ......... . .... . ... ............... . . Response Modification Fac tor ...... ... .. 6.6 (Use 2.0 for Log Structures . .. .......... OccupancKlTpqrtpnce Factor I ... . ......... . ..... Basic Fundamental Period . . ............ .... .......... ........ . . . . . . ........... Steel MaTw!)Resisting Frame -' - ---- '-- ---------- — ........ Reinforced Concrete Moment Resisting Frame 0.03' Alherbold—Ing-Sy-st6m, --- ...... ...... . 0.-62-- 1 . . ..... . ........ . . Building 27ft ; I Cu 1.2' -------- ... - ------ ---- ------ .. . . ........_------ ------ - -- ------- ---- Pp !Approxlmate Fundamen Period - --- - ------ .. ... ........... .... ------ Ta - Ct*hnA3/4 . ......... . -.1 --------- ----- - 0.28 $0�c- ......... . !Rigid Bid% I r..... ........ .... . SiteClass 1B qc D -S I . . ....... .... ...... -0766 0.09W0.1149 0.1080 ----- -------- D Max Cs VVK11T .......... ... .... . 0.0806= 0.10081. 01714 0.1857 Min Cs = 0.044SDS—I-0.0219 ...... .... .. ... ... . ......... - .. ......... --- --------- 0.0274 0.0329 0.0309 . . ...... ...... ...... ...... ..... ... ... ............ 7 ..... ...... .. ........ .... Page 3 Design Intelligence, LLC 146 N 1 ST WEST 1037 Erikson Dr. REXBURG, IDAHO Rexburg, Idaho 83440 STORAGE 8/29/2016 Design Seismic Response Coefficient _. -- . _... . Site Class A C D Cs 0 0786 0 0958 -0.1-1-49 0.1080 -- -- . Equiv Lateral Force Method V = CSW - 0.1080 W SEM plfedApproach V i 2"(SDS/RZ'W 012963,W __ Determine Method of Seismic Analysis _ Light FrammS Construction Criteria Bulldinstories 2 .9 L I stones [YES - Beann_g wall floor to floor height 9 R ---- YES Average DL 15 psf YES Floor Live Loads 40 _. psf YES Ground Snow Load 50.00 psf. "YES Wind speed 90 mph YES Truss Span ; .. 0 - ft ....._....... _. _.. . Simplified Analysis Requirements _,YES 1. Does Building meet light frame construction oriteria ? NO Is 2 building of any other wnstructlon with flexible diaphragms, at everY leveh YES ...._ I....-. �._..._... _ .. _.._; . . Bulldin may use Simplified Analysis Method Page 4 Design Intelligence, LLC 146 N IST WEST 8/29/2016 1D37 Erikson Dr, REXBURG, IDAHO Rexburg, Idaho 83440 STORAGE TYP..e .- Fb psi Fv. psi E_PSI ... !Ply Width..: .__ ..._ STEEL 24000. . 14400 29000000 - _.__i.-._ ._.. _ - _ LVL 2600; 285 1900000; 1.75 -. _ .....-7....., ....... LSL 1700 4001300000 17-5-: I PARALAM 2900 280 2D000OO: 175 ). { GLB 2400 190? 1800000 DF...._ 1350'........180 1600000,, ..-.. 1 5.._..._ --- - . W61 poor Header , I. _.L.. ...... _....... i � - - -...._ Type Fb psi lFv psi �E psi Ply Width _ LVL 2600 285 1900000 1.75 Load 2 - 1Load 3 (Load 4 Pt Load Span = 10 ft Distance Tributary Width = 13 ftLeft Reaction ........ Right Reaction 0lbs i 0lbs __. Loads ....... .. l.._ . Snow 35 psfUniform Load = 455 lbs/ft Live Load 0 sf .._. p_.... ... _ ... O;Ibs/ft _.. Dead Load 15 psf 195,Ibs/ft Moment .... Live Load Moment 5688 Ib ft 88250 lb -in _. Dead Load Moment - 2438 Ib -ft - 29250 Ib -in Point Load Moment 0 ib -ft 1 0 Ib -in ; - ............ ._.-...._ -i.___. - - Section Modulus Required-- 37 50 in3 ..._ _ ............ _ ..._ ......_... ' Section Width :3.5 in. _ ........ _ Section Depth = 9.25 in. ........ ... ......_ i.... Section Modulus Provided = 49 9;in3 _._ , OK .... _._ .._. y. __ Moment of Inentla Provided 230 8 In4 -- Deflection i i . Live Load 0.23 in. L1360 0.33 In. OK F......... . (_....._... T. .__ ead Load D = ! 010 :in. !._. - Total - 0 33 In. _ 1/240 - 0 5 in. _ ..._ ..... OK _ Horizontal Shear .... --- _- ! _.... fv Left.=.. -151 psi ,OK fv Right..._, -.._.151, rpsi ... _ _.. OK ............_.. I_..... FV 285si Allowable .._. WALL ._- -- p._-... _... F -- WALL 1 _ _- !Reaction Left (Reaction Right - US® 2 1.75X9.25 LVL 3250 lbs _. 32501lbs Page 5 Design Intelligence, LLC 146N 1ST WEST 8/2912016 1037 Erikson Dr. REXBURG, IDAHO Rexburg, Idaho 83440 STORAGE ............. _1 Si FV E _ppsi Jpsi Tape.... . .. ... 1 - -- - - ----------... FIX widk�.� .. . .... . ..... STEEL 24000 14400 0 29000000' . .......... . . . LVL 2600 285; 1900000 ... .... ......... ------------- LSL 11700� 1.75. .. ........ ... . ..... ......... PARALAM 2900 290' 2000000. 1-76 . . ......... - ----- - q ..... -- -- is60600 . .---- . ..90 -- DF 1350I. 1801 1600000! T - -- ------------------ - - i------------ ..... ....... - - ------ --- ................... ....... .. ... . .... !Girder Truss For Reactions Only -------- --- ---- - ------- ------------- - ............... type ----iFbpal IFV psi IE psi Ply Width LVL ..2600 285 1900000 175E "Load [Loadl-2 jiLoad 3 jLoad ;Pt Load Spain 16 ft Jbis.-tan- c -e--- 4 ft Left Reaction Right Reaction a 0.lbs Loads Snow_ ri 35 PSf Uniform Load lbs. .. . ........ .... Live Load 0 psf .. .... ..... .. ... 0. lbs/ft ....... ..... .. . - 1 Dead Load 15 psf --- - ---- 66 I -b -s -/ft ... . . ....... Moment . . .. ... . ................ . .......... ...... .... . . Live Load Moment 4480 ,lb-ft53760 lb -in - --- - ---------- ---- = ----- --- --1-920 lb -ft Dead Load Moment23040 16 -in ........... .. . ..... Point Load Moment 0 lb -ft 0 lb -in .. . ............ J SectionModulus Required 29.54-m3i -------- . . .. ....... - ...... . ..... 1.1 . . ... ... ..... ...... .. . . ..... . .. .. ................ ......... ... . .. ..... ................ Section Width $.5 in. .......... . ...... . .... r— ... .. . [on Depth 9.25 in. -- - ------ ------- - --- - ...... . .... .. .......... --- ----- ..... . -- ---- . .. ..... ....... L. --------------- - - §6016-n- Modulus Provided- --------- 49.9 1 in3 IOK -8 -in -4 --- --------- - -- -2-3 ...... ...... Varne n-tof Provided 01 ....... . . . --- -- -- ----- - ------ ----------- Deflection. . - ------ --- ------ - . ................... . ... ........ --- - ---------- - - ............ ...... ... . ....... .............. 01..... v -s Load 0.47 in. ZU360 053 ......... . .... ...... .... ......... . ...... ... IOK . ..... .... ........... ---- - -- --- ---- --- ...... . ... . ........ ... ...... .. ...... ------------ ----- -613�d' Load 0.20 in .............. — ------- .. ....... ............ --- -------- . . . .... ....... ..... . .... .......... ... . ---------- ....... ........... ... ....... . ............ ..... .. ... Total =0.67 in. in. ---------- ------ . . . ................ .. .......... - -------- -- . . ..... .... ............ ........... . ..... . ....... OK ... . ........... .... ..... ...... ..... ..... ... . ..... .............. Horizontal 146ni'ontal Shear ......... . ........ .. .. .......... .. .. .. ....... .... ..... . ... ........ . fV Left- =- - -- ------- 7-4 --- ;-Psi fv Right 74 psi ........ ...... ........ .... ....... . .......... ... lOK . . . ... .............. . . .......... . ... .. .. ... ......... ... . . .. . . . .... . . . ........... 1 285 �psi I All owabie WB2 ------- ........ P4. Reaction Lift ..... .. ....... ........ . .. i n Right Use (2)1.75X9 25 LVL 1600 lbs 1 - 6 - 00 - lbs Page 6 Design Intelligence, LLC 146 N 1ST WEST 8/29/2016 1037 Erikson Dr. REXBURG, IDAHO Rexburg, Idaho 83440 STORAGE Type .. ... .. . ........ fkp ......... . STEEL 24000 14400:29000000i .... .... ... . . . ..... ... ........ .. ........... . .. ..... ....... 'EVE" 2600;285:_1900000 --- --* 1.75 t -1-1 .......... . .. . ........... ---- ­ - ---I----------- - ............... LSL170-0- 4001 .. 13000001 1.75 -AM ------- -- - ------ --- _- ------------------ ----_----- PA R__ AL 29-6-0, 290 2000000 1.75, ......... ..... .. .. . ... . . ....... ..... ... GLB 2400i 190 1800000 -180: . ........... ....... . ....... - ........... .. -------1600000 1.5: ---------- .. ......... ... 4 ----- ---- - - ........ ... . ... Girder Truss For-11--ea-c'-flowis Only ------- ---- ............ . .. Type --- ------ .... Fb psi - - -------- -------- -- I Fv psi ....... ... - - ------ :E psi Ply Width .... ... ...... ....... LVL 2600 285 1900000 1.75 Load1 -1- Load 2 ;Load -3 - Load 4 !Pt, Load Span = 22 ft jD[stance Tributary Width = 4 ftLeft Reaction .. . .... ... Right Reaction 0 lbs . ...... . . . .... .... ..... ..lbs Loads snovv_ 35 p sf . .. .. ........ .. . ... ... ....... .. 'Uni orm Load 140 lbs/ft ... . ..... L'1ve­L'6ad 0 psf . ...... . ... 0 bsK1 Dead Load 15 Psf --- - --- 1- 66 i6sift ......... .... . . ....... ... ... ....... Moment .. .......... . . . . ... ......... ...... . .. ....... . ....... .... .. ......... . Live Load Moment 8470 lb -ft 101640!lb-in "1 ....... . . ............ -b-- -ft 43560.1b -in Dead Load Moment = 3 6 -3 0 . ............. .. . ...... Point Load Moment = 0 lb -ft 0 16 -in .. ........ . ... .... Section Modulus Required 55 85 Section Width = 3.5 in. ...... . . ------ . .. .... ..... 9.25 i Section De th - n-. -j- ... . .... . .... .. . .... . - ------ --- --- ----- --- --- ------ ..... ... .......... . ----------------- -- ------- t ..... ...... Section Modulus Provided �i§'9:10 i -i -a .. .... ......... :NG ... ..... Moment F of i n_i r t i Provided=T ------------- - ....... .... . ..... ...... . . Deflection - -' - ----- - --------- ...... ---- ----- --- ------ --- ------- - ------ T ------- - - Live 1.68 L1360 0.73 in: .... . ........ ............ .. ..... I ;NG - ----- ---- .................. . ........ ............ .. . ... . ........ ... DeadLoad-= : . .. .... ---------- ------- - -- - -------- ---- ------------- ....... .... ...... ....... . 7_ . "2. .. ....... -""in ............ --------------- 2.40 I in. ;NG .... ..... ---------- - --- ..... .. rizontal Shear . . .......... -- ---- ...... ..... .. .. . .. . ............ . .. ....... . ------- ............. N-leff'w __T___ -_ ------ 192 ... .......... ;.Psi �OK fv Riq�!.= psi ... .... . ...... . .. ----- --- iOK ....... . ... ------- - - -------- ------- ----------- - - - - - - - - - - 285_ Allowable ........ .... P11 P6. .... .. Re action Right Use 2) 7.75X9.25 VL 2200 lbs 22 0 0 lbs Page 7 Design Intelligence, LLC 146 N 1ST WEST 8129/2016 1037 Erikson Dr. REXBURG, IDAHO Rexburg, Idaho 83440 STORAGE Type. - Flb psi Fv psr E psr ;Ply Width .. - L.. .;.__. .._ 1._._ _ STEEL 240001 14400 29000000:.__ LVL 2600 285 1900000 1 75 I ' . f..- .- - 1 ...... LSL__ 1700; 400 1300000 1 75 — _ -- _. PARALAM 2900 290, 2000000 1.75: L.._. GLB 1.. 2400 190 1800000,-----..----____..----- DF1350 180 1600000 1 51 _. ..-. W62 Door Header _ r _ Type psi IE psi Ply Width' G1 j. DF 1350 180 1600000 1.5 (Load i 'Load 2 ;Load 3 'Load 4 J :_ pt. Load 1600 .._.._._. ......_� _. -- Span-=-- � 3 ft I. !Distance 2.5 Tributary Width = 13 ft Left Reaction Right Reaction _ I _ 266.6667 lbs 1333.333;Ibs - _ . Loads ! I _.. i .... ......... ' ' Snow 35 -;-Uniform Load 455 lbs/ft Live Load 0 psf0 lbs/ft _.. Dead Load 15 psf' --------------- --I- 195 Ibslft i... i.. Moment... _... Live Load Moment 512 Ib -ft 6142.5 lb -in - - --- - Dead Load Moment 219.Ib-ft 2633 Ib -in _- - - _ Point Load Moment = 666.6667 Ib -ft = 8000 Ib -in _. _. __ ..........._ Section Modulus Required = 12.43 in _ ..... ._. _ _ ;.... Section Width = 3 in. ....... -. _ ion Depth Sect9.25 in - - Section Modulus Provided I 42 6 Ina OK .'. __. - Moment of Inertia Provided = 197.9 -in-4 - i Deflection L...._.__.._-. -------------- !...-. Live Load 6.01 in. U360 0 10 in. SOK - -- _. _ _ _--L_.. ........_..._. Dead Load 00 An. --- - _0 _ .. Total 0 01 in. ;U240 D 15 iin OK .... i - Horizontal Shear.... i I i I I fv Left = 67 --- _ _Psi.. OK fvRight 125 psi .OK _,-------- ------- - _ si Allowable P2. i _.-_.-. P3 f - Reaction Left .... :Reacti..... Use (2) DF 2X11) 1241.667 1 Ibs 2308.333 lbs Page 8 Design Intelligence, LLC 1037 Erikson Dr. Rexburg, Idaho 83440 146 N 1ST WEST REXBURG, IDAHO STORAGE 8/29/2016 F1 !Exterior Bearing Walls i ---. ... - ----- j .- ----- ----- --- - --- .... . . .. --- --- ----- T Allowable Bea(��g Capacity 1500 psf - = j Max Roof 26 ft -Span !_Max Floor Span w 16 ft Snow- boad"",----", i" 35 Height ht= . ...... . ........ ..... . 15 ft Floor Llve Load4 - .. .... -------- _p .40 :Stem Wall H ei gh t 4 ft Wall Dead Load ;15 psf ;Stem Wall Width 8 in. Roof. ........ ... . .... ... . ...... . ........ .. .. .. ... -brick 15 psf ..... ....... .. .. . Dead Load i - %�o -P1 ....... . . 1 F 16 ow Dead L 68 d ..... . ... 15 psf ...... ... .... ................ ---- ------- -- -- --- . ............ ------- . ..... . ......... Proposed Footing - ----------- Roof Loads 650 lbs/ft Width ..... ... 16 1 n Floor Loads440 lbrs/ft ...... . in Wall Load, i 225 lbs/ft __Depth.........10 Stem Wall Load 400 lbs/ft Footing Load 167 Ilbs/ft ... ... .... .... ..... .. . ......... . . .. .... ... ... .. ... ..... ......... ..... . ..... --------- -- ..... .. ............ ... . .. Totali 1882'lbs/ft ........... .. ........ .. ............. ..... ...... ........ ..... . .. . Bearing Pressure 1411 p sf ...... ... .... .......... OK ReinforcingRequirements ... ........ .. ..... . ... . . .. ..... ... .. ...... .. . ........... I ........... .... Min R sinforcing Factors . .......... . . .... -- ---- --- Footin 9 0.002 ....... . . .... ..... ..... Stem Wall Vertical 0.0012 .00 ... ... !Horizontal. -6.6b� .. .. ... .... . ... .......... Reinforcing Bar #4 0.2 in"in ........ -- ---- Foot ..... . .... ...... . ....... . ... .. .............. . . .. . Carithuous Reinforci count .. ... ..... ars ............... - --- ---- ------- --- -- - ----------- ........ . . . ...... .. .. ...... . . . . ........... ........ ... .... I ...... ....... ........... ..... . ...... ---------- ---- .... ... . ---------- --- - ...... . - ------- ------ -1- .. Continuous Reinforcing Count ------------------- .... ...... ------- .. . ............. .. . ........... . . ... ...... 4, bars ----- ---- .. .. . ............ Vertical Rei nf o r ci ng Spacin 9 18 i n. . .... .... .......... ... . .. . . . . . . . . . . j - -.1 .... ...... .. . .... . .. ... ......... . . ........... . . 16X10 CONT. FTG WITH (2) #4 CON - ----- -------- - ------ - ----- ............. . .... .. ---- ------ -- ------ . ............. - ----------- .... .................... I ............. . . . ------ f .....----- - ------- - . . ..... ... .............. . . ............. ..... . -7 . . .... ....... ... . . . .. .. ...... Page 9 Design Intelligence, LLC 1037 Erikson Dr. Rexburg, Idaho 83440 JF2 'Interior 146 N 1ST WEST REXBURG, IDAHO STORAGE 8/29/2016 llowable Bearing Capacit ---- -------- 1500 psf Max --------- ------ Max Floor Span 4 ft Snow Load 35 PSI`Wali Height16 It Floor Lave Load ---------- --------- 40 psf --- ------ ---- Stem Wall Height= 2 ft Wali 156WL6�d 0,66T Load ---- --- -- 15.psf [Stem Wall Width ......... . .. ...... 6 in. Dead -M& -Lo-,a-d------- ------ - .15 7 r bead- i -4 - 0 PSf ----------- ---- i - - - ---- --- — Floor Dead Load ......... . . .... ... ...... ........ ...... --------------- .... ..... . ------- --- - - - ----- --- ----- ........... - - ..... ... . -------- -- ---------- - - -- --------- - ------ ... .... . .....------ ----- JPro p os ed.fP.PPRO Roof Loads 5 ibilft 1'Width 121n Floor Loads 110 lbs/ft De th 8 in.. Wall Load. - Ibs/ft §iemWaiload L 200 Ibs/ft .225 .......... ....... . . Footing Load ....... . . .. 100. lbs/ft r ... ...... . ............... ..... ... .. .. tota-l" ...... . . .......... .. . .. 16sift ..... .. .......... Bearing Pressure 635 OK Reinforcing Requirements .. . . ...... % .... .... .... . .. .... .......... ---- --- ------ ----- FTG WITH (2) #4 CC Page 10 Design Intelligence, LLC 146 N IST WEST 1037 Erikson Drive REXBURG, IDAHO Rexburg, Idaho 83440 STORAGE 1-3 'Spread Footing .... .... ... ... . ...... . .......... ----------- . .......... . - I Allowable Soil Bearing Pressure= . ... ......... . ........... --------- ......... . ................... ... . . .. .. 2000 Min Reinforcing Factor 0.002 ... . . ......... ......... -- ----- Concrete Strength Q 28 d 2500 ........ . . ... .. .... ...... Steel Reinforcing (fy) i 60000 8/2912016 P4. Total Loads 2841.667 lbs - - 0 ft -lb$ .L = Length 2 ft Soil wt 110 PCf 13 = Width 2 ft ,Thickness 1 it A -Soil Depth 2 ft Weight 1480 Ibs .V= i 4321.667,lbs le = M1V 00000" i meDar size 74 m .................. .. ...... Use 3 i ........ . .. I._.._ _ ._..... ....... :24X24XI 2 FTG WITH (3) # 4_pe cllflcation (Based on - ­ - _. - ...... --1 1 Description . . I . - , C-a-pacit . y ... ... ......... ... ...... . ... ...... DF #1 2A .................. . >>> i,DF#1 2x6 7470 DF #1 8X8 DF #1 -10k10 HSs , 3 . x W .4. 4 . . . .... f HSS 4x4.1/4 . . ......... .. . (1) DF #1 2x6 ................... ..... area= #4 CH WAY 1. ... ................ ... . . .... ....... Page 11 0.2: Win 9.00 in. O.C. Design Intelligence, LLC 146 N 1ST WEST 8/29/2016 1037 Erikson Drive REXBURG. IDAHO Rexburg, Idaho 83440 STORAGE (Shear Wall Analvsis - Perforated vvmo Loaa =i 4699.2 70 14 0 0' i ivvL = I oral Roof Height. 10 ft z ntal VerllcWH al` _... V1-1 35 840 =all T ..... !Hori i Required Hold Down Capacity at f ......_ ... _ ... ....... l.._ Roof Heig ht 10ft . OL tal _ ._........ V2.1 - 35' 840 1.49.52 22 14I 0 0 j.., . _...,.. _ Aver; Mainmenl 70 22 r iOH Second ._ _.. Third. 0 0 --- --- .... _._._.,.---------- ...___... Opening Adjustment Factor - Co _ _._... OHfWH - OL/WL 0.3333 0.4000 0.5000 0.6000 0.6667 0.7000 0.8000 0.10. 1.00 0.876i 0.69 0.594 0.53 0.51 0.45, 0.20 1.00 0.884 0.71 0.62 0.56 0.538 0.472 0.30 1 00.. 0.896...... 0:74 0:65, ... 0.40. _ 1.00; 0.908, 0,77 0.686 _0:59. . 0.63 _.._0.57. 0.61 ....0.51 0.551 0.50 1.00 0 92 ............... 0 8 0 722 0.67 ..-- .._._... 0.65 0.59j 0.60 100 0.932 0.83 0.758 0.71 0.694 0.646', 0. 00 1 8 0.80, 0 0 1 00 0 964 0 91 086 2 08 3 8 018 82 0 71 0 90 1.00 98 0 95 926 0 91 0.902 0 87-- 1.00, 1.00 1.00 1.00 1.00, 1.00', 10 H2-1 1-1i..__..._.___..264; 4699.2 70 14 0 0' Required H old Down Capacity at r - -- - - Roof Height. 10 ft _... V1-1 35 840 14952 22 14 3 6.67 ..... ..... i Required Hold Down Capacity at f ......_ ... _ ... ....... Roof Heig ht 10ft . _ ._........ V2.1 - 35' 840 1.49.52 22 14I 0 0 j.., .... (Required Hold Down Capacity at f Page 12 Design Intelligence, LLC 146 N 1ST WEST 1037 Erikson Drive REXBURG, IDAHO Rexburg, Idaho 83440 STORAGE S@ISt1lIC Analysis Seismic Multiplier= 0.12963 -.. f' Roof & Snow Load Area Snow Load --------------- 264 ftA2 27.5_ psf -... Trib Wall Length 11 ft 'HeightLength Dead Load Shear Wall Length 70 ft 14 81 15 .._-- - ._ .__..... .........._..._.-__.._........._..__- ......... _ ....__..__......._... Seismic Force @Mid Height of Wall 2.044_..._+.lb s -- 'Wind Page 13 8/2912016 Design Intelligence, LLC 146 N IST WEST 8/29/2616 1037 Erikson Drive REXBURG, IDAHO Rexburg, Idaho 83440 STORAGE ;Revised 11121/07 - -i ---------- Length of the Wall corner to corner - ft Hei ht -ft.; 9_......__.._.._.._. .._..__ ..._.... — —i.---- -------- Length of all Openings in the wall , ft: na Hain h4 of all nnaninne _ ft I 1 Page 14 0.8333 0.3000 1.00001 0.43 0.4020.36. - _ 0.45 _ --.... 0.422 _.. ......._.... 0.38 0.49 0.462: ........ ...... ..... .... __.... 0.42. 0 63, 0.498; 0.45, 0.57 0.542 0.5 0.63 0.602 0.56 0 69 _ D 666 0.63 0.77 0.746 0.71 9-87 _ 0:854; .....- ...... 0.83r 1.00; 1.00; 1.00 ------------- OLINIL OH[WH.. Cc Regd Wall Distr. �.... !..__ Capacity- Factor 0.3 0.5 0.74 285 0.50 .ndm of thq wall c - � 29R7' the i 1 Page 14 Design Intelligence, LLC 148 N 1ST WEST 8/2912016 1037 Erikson Drive REXBURG, IDAHO Rexburg, Idaho 03440 STORAGE Page 15