Loading...
The URL can be used to link to this page
Your browser does not support the video tag.
Home
My WebLink
About
MULT DOCS - 06-00487 - Pinnacle Security - Storage Sheds
Design Intellige Engineerin,gy Calcula Date: September 5, 2006 Pinnacle Security Storage Sheds Subjects. Pinnacle Security Small Shed, Rexburg, Madison County, Idaho C`Aistomero. Pinnacle Security Ab'.��w a t This analysis uses the Design Criteria regLiired bv the local jLirisdi*ction, arid the IBC 2003. as the basis for the calculations. Materials: f i ellsion l Lumber —NDS 1 9design valties Concrete- 2500 psi Oa 28 days e nf rein Steel - #4 and smaller Grade 4 � and laiger Grade Assumptions,: IBC 2-003 —Foundations designed for Max Bxg Pressuue of l 500 psf incr-ea5ed for depth Design Loads: Roof Live f.,o d 1-nin-20 psf during construction Grotind Sn w load _ 47 psf, Roof Snow load= 35 psf Snow Load Importance Factor — 1.0 Snow Exposure. Factor — 0.9 Wind -- 90 mph, Exposure Wind Tinportancc Factor — 1.0 Find Exposure — Selsil-k Desi n Cateorory — D 1. e l t-nic Use Group - I References: IBS' 200-'� CL.I.-'aOn-1cr Drawings . Y uu sJ oist 1 Mi liar Design Guides Summary: .111 beam sues and footinar sizes are notedon the drawilics. Desigticd Date: r7 jScottjd Spaul��ILng, P.E. ioNA,, �A Thee calculations and included details are for this location nd customer only. and not to be reused n v inann er � ° ithout the ritte n cojisent of Desioii Intelligence. Owckecl B1,: Date: Design IntelligenVgLE SECURITY SMALL SHED REXBURG, MADISON COUNTY, IDAHO 1037 Erikson Dr, Rexburg,ldaho 83440 Design Parameters Snow Load: Snow Loads Rise Run Roof Pitch 3 12 Roof Pitch 4 12 Roof Pitch 6 1 2 Prwnf Pilch i t7 .35 p'% Reduction 0.0 Roof Pitch ..8 1'2 5.1 Roof Pitch 1�J 12..- 7.4 Roof Pitch 12 12 9-4 Wind Design Wind Speed Importance Factor Exposure 90 mph 1 B Simplified Method Section 1609.6 Applicable loads are shown i bold letters. � t in Horizontal Loads End Zone Interior Zone Transverse Wall Roof Wall Roof < 5:12 12.8..., -6.7 8- --.5 -4; __ 5:12 17.8 -4.7 11.91 -2.6! > 5:12 14.4 9.9 11.5; 7.9 Longitudinal 12.8 -6.7 8.51 -4 Vertical Loads' psf - - -- psf psf psf psf pst psf -Use 35.0 35.0 32.5 31.2 29.9 ,27.6 25.6 Roof Simplified Method Section 1609.6 Applicable loads are shown i bold letters. � t in Horizontal Loads End Zone Interior Zone Transverse Wall Roof Wall Roof < 5:12 12.8..., -6.7 8- --.5 -4; __ 5:12 17.8 -4.7 11.91 -2.6! > 5:12 14.4 9.9 11.5; 7.9 Longitudinal 12.8 -6.7 8.51 -4 Vertical Loads' Winward Overhang End Zone interior Zone 1 E 4E 4- <5:12 � 9.8., -7.5 7-21 �5.8 5:12 8.81 -7.5 > 5-12 T 10.7 -8.1 9.11 68 Longitudinal 9.8 -7.5 7.2i' -5.8 Page 1 -21.6 -16.9 -21.6----. -16.91 .51 -21.6 -16.91 9/5/2006 j End Zone p Interior Zone Transverse Windward Leeward Winclward Leeward Roof Roof Roof Roof -- 5:12 -15.4 10.7 .1 0.7 -8.1 > x:'12 5-6 --- -8..8 - .� _4.8 ----- �7.5 Longitudinal -15.41 -8.8 -10.7 -6.8 Maximum Horizontal Wall Loads Transverse _F zone _ -.�_ �._� Winward Overhang End Zone interior Zone 1 E 4E 4- <5:12 � 9.8., -7.5 7-21 �5.8 5:12 8.81 -7.5 > 5-12 T 10.7 -8.1 9.11 68 Longitudinal 9.8 -7.5 7.2i' -5.8 Page 1 -21.6 -16.9 -21.6----. -16.91 .51 -21.6 -16.91 9/5/2006 Design lntelhgenvsLE SECURITY SMALL SHED REXBURG, MADISON COUNTY, IDAHO 1037 Erikson Dr. Rexburg, Idaho 83440 Component and Cladding) Design Wind Pressu" res' - -Table 1609.6.2.1(2) T Roof Area < 5-012 -� -�5:12 >-5:12 '- 10 10 -14.61 10 -13.3 13.3 Zone -14.6 __ 1 � 20 10 -14.2 10 -13 13 -13,8 1 50 10 -13.7' 10 12.5. 12.5 -12.8 100 10 -13.3; - 3% 10 -12.1 12.1 -12.1 - 2 10 10 -24 101 4,-28.2 '13.3 17 2i 20. ---10, -2-1.8!' 101 -25.6 13 -16.3 t 2 50- 10 -18.41 10 -22.1 12.5 -15.3 til 100 10 -15.8-.--- -19,5 `12.1 '14.6 3 - 1-0-i 10 -36.81 10 -28.2. 13.3 -17 3 201 10 -30.5 10 -25 13 -16.3 3 ----- 50 101 -22.1 - 10 -22. 12.5 -15.3 31 100 101 15.8 19.5 2.1 14.6 :Wall 41 1-0- 14.613.9 15.8 i --- -1 4 20 4 507 13 -1-4. 3 -�--_. - 4 1001 12.4 -13.6 51 10 14.61. -19.5 5 20 13.9--�...---...._ =1 8.2 5. 50. 131 16 5 5 100. 12.4 -15.1 - � i T. Roof Overhang Component and Cladding Design Wind Pressures -Table 1609.6.2,1(3) Zone Area < 5:12 5:12 > 5:12 -- 21 10 -2 1-- -27 2 -24.7 2 20 -20.6 -27 ,2 ---- -24 21 501 -20.1 -27 2 -23 2 100 -19.8 _27 2 -22.2; 31 10 -34.6 -45.7 -24.7 31 20 -27.1, U 40.5 M243, -17.3 -33.6 -23' 31 10� -10 -28 4 -222 1609.6-2.1 (4) Height and Exposure Adjustment Coefficient -, - Page 2 9/5/2006 Design Intelligen SLE SECURITY SMALL SHED REXBURG, MADISON COUNTY, IDAHO 1037 Erikson Dr. Rexburg, Idaho 83440 Seismic Reference Code -IBC 2003 161512.(1) Fa 1615.1.2(2) Fv 1615.1 Ss 1615.1 S] Site Class A - Hard Rack Val.ues for Ss, S 1, Fa and Fv are taken 'from Code Control CD using Zip Code 1.235 g -- 0.646 g Fa Fv 0.8 0.8 Site class B -Dense Soil or Soft Rock Site Class C -Stiff Soil 1.2 1.7 Site Class D -Soft Soil _ "' 1.01 1:.59. Site Class 1615.1.2 1615.1.2 SIVIS = FaSs SM1 FvS1 Design Spectral Resp Acrel 16 1 5# 17.3- SDS = 213*5MS 0.661 96 O.82745 0.99294 0.835725 SDI =X13*SMI 0.346256 0.43282- 0.735794 0.688184 1616.2 Seismic lyse Group.. 16'16.3 Seismic Design Category' Group I - Non -Essential :Table 1616.30 ) D Table 1616-3(2) D Seismic Response Coefficient -. -. --- . 1617.6jable 1617-6) Response Modification Factor R = 6 1616.2 (Table 1604.5) Occupancy Importance Factor 1= 1 -�. Basic Fundamental Period .. _~� — _ -- - ----------- ct Steel Moment M-f2t)itiLing Frame Reinforced Concrete Moment Resisting Frame A1.1 Other Building Systems Building Height Approximate Fundamental Period u �� Ta = Ct*hn^314 = 0.28 sec Site Class Cs SDS/,(RII) Max CS =SDI/(R/I)T Min Cs = 0.044SDS`I 0 0.11031 0.0164. ----0.0291 Rigid Bldg 13 G D 0,13791 0-1655 0-1393 0,0205 0.0349 0.0326 0,0364 0.0437 Page 3 A11WO6.4 9/5/2006 Design Intelligenp4rj[l,4CLE SECURITY SMALL SHED REXBURG, MADISON COUNTY, IDAHO I U�1 triKson Dr. Rexburg, Idaho 83440 Design Seismic Response Coefficient Site Class A CS, 0.0291 1617.4.1 Equiv Lateral Force Method V'= CSW = ' 1 �� 7.5. 1 Simpiffled ApproachV = 1.2*(SDS/M*VV � i 0 1 671 4 VV 1 Determine Method of Seismic Analysis Light Framing Construction Criteria. .2308-2.1 Building storles 2308.2.2 Bearing wall floor to —" floor hei 2308.2.3.1 Average DL 2308.2.3.2 Floor Live Loads 23Q8.2.3.3 Grund Scow Laa�d -- - 2308.2.4 Wind speed ' 2308�.2-5 Truss- Span_- ht stories ft psf psf __.. psf mph ft 10113.0.1 Simplified Analysis Requirements � � 7—T I. Does Building meet light frame construction criteria ? 2- -Is building of any other construction with flexible diaphragms at every level as defined in section 1 602 Building may use Simplified AnalIysisMethod Am YES YES YES YES YES YES YES YES''""' YES 9/5/2006 Design Intelligence, LLC THELIN RESIDENCE 1037 Erikson Dr. ISLAND PARK Rexburg, Idaho 83440, FREMONT COUNTY, IDAHO Type Fb psi Fv psi E psi STEEL 24000 14400r29000000 LVL 2600! 2851 1900000' LSL 1700 400, 2901I13000001 PARALM 2900 - 2000000_ GLB i 2400' 19800000 DF _ _ 1300 95' 19000001 Beam. 1 Garage Door � — Type Fb psi jFv psi JE~psi_ DF 1300 9 6 ...1900000 Span 4 1Q.- ft ��— Tributary Area = 4 ft Loads i r Point Lo -'-ad Snow 5 psf Unrform Load Live Load 0psf Dead Load 15 psf I -R -A I&M I IVI I L Live Load Moment = 1750 fib_ ft -- 21000!lb-in DeadMoment-750 lb -ft '9000 lb -in Section Mod�rlus Re6 — --- --- --. _23. 08 M3 5e�tian Width - 3 in. section Depth = 7.25 in. q Section Modulus Provided moment of Ineritia Provided Deflection Live Load 0.1-7, Dead Load - � 0,07 Total 0_25 Horizontal Shear I n in. In. fV 69 1 psi OK L/360 U240. 0.33 10K in. - - 'OK in.__ OK FV = � - — -— 109.25 psi Allowable Reaction= 10001Ibs Use � - 3 x 7.25 'DF - ! -- si5izoos Design Intelligence, LLC 1037 Erikson Dr. Rexb_urg, Idaho 8344Q Foundation Design THELIN RESIDENCE ISLAND PARK FREMONT COUNTY. IDAHO Allowable Bearing Capacity Snow Load Floor Live Load -- -- -- Wail Dead Load i Roof Dead Load BrickDead Load Floor -Dead Load Exterior Searing Walls - Fi Road Loads Floor Loads Wall Load '. Stem Waft Load Footing Load Tota! 2000 psf Max Roof Span 0 psf i 15 psf Proposed Footing _300 lbsift Width Olbslft � Depth 1804 lbs/ft 100 lbs/ft 100-lbs/ft 680 lbs/ft Bearing Pressure = lKeinforcing Requirements M'in Reinforcing Factors - -� Footing 0.002 .._. Stern Wall f _ Vertical 0.00121 Horizontal 0.002 _ Reir-nforcing Bar Footing Continuous Reinforcing Count Stem Wall, Continuous Reinforcing Count Vertical -Reinforcing Spacing Page 6 1 bars prilm, 12 ft 0 ft 12ft 1 f 8 in. 680 psf �' �}:2. in1n AIN 9/5/2006 Design Intelligence, LLC 1037 Erikson Dr. Rexburg, Idaho 83440 THELIN RESIDENCE ISLAND PARK FREMONT COUNTY. IDAHO near wail Analysis - do ff Wind Again, Wind LoadL�� Roof Height = - Wall Height = T Length of Long Wall_ Area at Mid Height of Wall = � Wind Force = 22 i PSf aft 12! ft 16 ft 144,' ftA2 3168 Ibs Smear Wall Length..._ _.��� C) ft .;.— ____ --- Shearlft in 1NaH @Mid Height 2fi4 lbs/ft Provide 1/211 APA rated sheathing with 8d nails at 4" v.c. and '!2" a.c, in, the field, Stocking is required. Seismic Analysis panel edges Weiaht��_e__—. . 67201 lbs �Height jLength 'Load Waif Dead load 12 Seismic Farce @ M10d Height of Wall Shear per ft in Wall (r-3) Mid Height Provide 'lIZ" APA rated sheathing with 8d nails at 4" o.c. nopanePri ges . and 12" a.c. in the field. Blocking is required. - �---.__ -� — 75 1964 Ibs Page 7 W 9/5/2006 Design Intelligence, LLC Engineering Calculations Summ(Ily .Date; September 5,, 2a06 Subject -v Pinnacle Security Lar, d, R Xb g, Madison County, Idaho Customers i11naciC Abstract This analysis uses the Design C ri, t -or i* a required by the local juri sdi cti on and the IBC 2 00 3 as the bass dor the calculations. Materials: Dimensional Lumber — NDS 1997 si 11 Willi Concrete- 5 psi @ 28 days Rein -forcing Steel - #4 and smaller Assumptions: 1130 2003) — Foundations desIgned for Max.Brg Pressure of l in fog depth Design Loads: Roof Lige Load (gin) �- f lLir.ing nstRiC i t GroundSnow loped ' 47 s , Roof Snolead_ 35 psf Snow Load Importance Factor -- 1.0 Snow Exposure Factor — 0.9 Wind Impoi anFactor — 1.0 Wind Exposure Seismic sio n Category — D 1 ism Use j. u References: IBC 200-1 Customer Drawings rTr_ usJ i t MacMflfian Design Guldes Summary. All bemi sizes andt'n sizesare e wt _ n the drawin oNN, c,,ov 4� 00-1 IN vu 0 SPS f(7 fa Z, These calculations and 1'ncluded details are for r tbi . location andc us tom r offly and not to be reused ' itt n consent ofDi n Lit ll 1 . Design Intelligence, LLC 1037 Erikson Dr. Rexburg, Idaho 83440 Design Parameters PINNACLE SECURITY LARGE , S REXBURG, IDAHO Snow Load: --'- 35 psf Snow Loads i --'� - � -� r�r�e Run -__ ..._.. _ --- -. Use Reduction Roof Pitch I..-.�--- _ _ � 3 19 __ -- - - - _i _ --0.� _ psf 35.0 psf Roof Pitch4- - 12-- - - 0. 0 psf 35. oRoof Pitch 6 psf 12 n_1 psf -32,5 'P 8- - sf Roof Pitch i . 7 .12 3.. psf31.2 1 psf Roof Pitch 8..._._ _ ----r. __ 12 5.�I 'psf 29,9 Roof Pitch 10 psf Roof Pitch 12 12 7.4 - psf 27.6 psf 12 9.4Psf 25.6 psf Wind Design Wind Spee Importance Factor Exposure _ ..__. Simplified Method Applicable loads ars Horizontal Loads' Eng Transverse �. Waji Roof Wall _[.Roof -6 512 17.8 > .9 5:92 '14.4 9.9 17.5 Longitudinal 12.8 -6.7 8,5 Vertical Loads --;-End Zone I Interior- Zone �.__ Transverse Wind --w- ard Leeward�Vlfindward -Leeward_--_ __7 Re �: � �oof ____ _� _ Roof Roof Roof -15,41 �8,81 ____5 1 2 -15.4 -10.7 > 5:'I2 5.6 -8.8� Longitudinal _ I _ ---� 5.4 Maximum Horizont'a-W Wall Loads Transverse - � - -- _� ___ 1E .4E -7.5 5��2 � -_ 12.1, -70.1 > 54-12 10.7;- _ 7841 Longitudinal;9.8 - 7.5 Zone lN'inward Qverhan' g ^ ' EndaneZlnter�or Zone _g - -.16,9 21.6 .21.6; -16.9 -6. 21 .61 16.91 4r 8 -7.5 -6-.8 Page 1 9/5/2006 Design Intelligence, LLC 1 037 Erikson Dr. Rexburg, Idaho 83440 PINNACLE SECURITY LARGE SHED REXBURG, IDAHO Component and Clad-dingbes-ign V1�ind Pressures - Table 1609-6.2.1(2) Roof cone Area <5:12 � 5:72_J__ > 5:12 1010�14---------------- 6 10 -13 .3 13.3 Z�� 10 14.2' _ 10 _ 13 _ 13 5 0 10j. 137 10 -12.5 -- - - z - 100--__ 10 13.31 10 -12.1 12.1 -- j 10_5 M24 � --24.4 10i -F7 28 2 13.3 2 20 10 -2 1.8 1012 -- ---2 5.6 13 10�._18.4_ 12.5 2 100. 101 -15&8 1p;-- -19.5 12. 7 3 10 10 --36-8110. .28.2 1,3.3= 3 zit 10, -30.5 10. - -_25.6 13! 3 501- _ _ - -- - 101-22 1 r -- 10 -22.1 12.5 3, 100 - - - �� -158, - 0i_ _ _19.5 12.1- -- Wall -1-- � .�--- 4 10 14.64 -14.6 -13.8 -12.8 -12.1 -17 -16.3 -15.3 -14.6 -17 -16.3 1 -15.3 -14.6 4 4. 100 5 0 14 13 -.3 -. - 12.4 -13.6+---_--��- __ 5 101, 14.6. -1 9.5.- 5 20. 13.9 _7 8.2;_.__.._ 1 �5- 50. 13 -16.� �-- 51 100 12.4 15.1 Roof Overhang Component and Cladding Des- ign Wind Pressures - Table 1609.6.2.7(3) Zone Area a 5:12 �--- 5:12 ' Z 10 -� 21-i 1 -27.? 2 20jL_ -2 0.6f _ � -27 2 - -- -2 50,-20.1T� T -27 2?-- z 100 -19.8 � -27.2 - 3 10, ' -34.6 -4571,3 - 20 -27.1 -40.5 _. 3 501 -17.3 _. fi ----- 3 100 � -33 -10 -- 1 6 - - - -28.4-- 1609,.6-2.1(4) Height and Exposure Adjustment Coeffi ent =~�_ Page 2 C > 5'12 -24.7 -241 -231 22.2 -24.7 24 23� 22.2 9/5/2006 w N Design Intelligence, LLC PINNACLE SECURITY 1037 Erikson Dr. LARGE SHED Rexburg, Idaho 83440 REXBURG, IDAHO Seismic P I Reference Code -IBC 2003 'Values for SS, S1, Fa and Fv are taken from.. -Code Control CD using Zip Code— 7 1615,1.2.(1) Fa � --- T — 1615,1,2(2) Fv 1615.1Ss 1 235 g 1615.1_ �_SI O.646 g ---- -- i - Site Class A -Hard Rock Fa Fv ,. rSite Class B -Dense Soil or Soft Rock 0- 8 0 8 �iiFeC71as_sC -SfiffSoil- � 12 1.7 Site' Class D -Soft Soil 1.01 1.59 Site_Class — —A C D 16151.2 SMS FaSs 0.9881: --1.2351 1.482 1-24735 1615.1.2 ismi = Fv'si 0.5168 0.646 140982 1,02714 Design Spectral Resp Accel {-- 1615.1.3 ISDS=2/3*SMS 0,66196 0-82745 0.99294 0.835725L— SDI = 2/3'SMI 0.346256.! 0.43282, 0.735794 0.688184 1616�— .2 Seismic Use Group '1616.3 Seismic Design Category Group I. -Non -Essential _:Table 1616.3(1) D . . ....................................iTable 1616.3(2) �-7, D Seismic Response Coefficient ent 1617.6 (Table 1617.6) Response Modification Factor R = 6 1616.2 (Table 1604.5) n Importance Factor I = � Min Cs = 0.044 SDS I _— — –_� 0.0291 V. U 004 9M -.0-9437 0.0368 915/2006 Design Intelligence, LLC 1037 Erikson Dr, Rexburg, Idaho 83440 Design Seismic Response CQe#ficient Site Class CS 1.617.4.1 Equiv Lateral Force' Method 1.617.5.1 Simplified Approach PINNACLE SECURITY LARGE SHED REXBURG, IDAHO A 0.02911 W _W V=1. *S[S /R). *VV Determi.ne -Method of Seismic Aralysis T-- 0.0368 W 0.16714W i_ T . _ � �---------- . _ . __; a�-�.- —; _----... _.— Light Framing Construction Criteria 2308.2.1 Building stories------ - — .._ 1 stories BYES 2308.2.2 Bearing wall floor to float height 9 ft YES a -- - if 2308.2.3,1 Average DL _ � _ _ 15psf I YES 2308.2.3.2 Fioor Live, Loads 40 psf YES 2308.2.3.3 Ground Snow Load 47psf YES 2308-2.4 Wind speed 90 mph YES 2308.2.5 Truss Span 30 ft YES 1616.6.1 Simplified Analysis Requirements' 1. Does Building meet light frame construction criteria ? ���� 2.. Is building of any other construction with flexible diaphragms at every i y j as defined in section 1,602 ?��� Building may use Simplified Analysis Method P29e, 4 YES YES:: 915/2006 Design Intelligence, LLC 1037 Erikson Dr, Rexburg, Idaho 83440 Type Fb psi Fv psi STEEL LVL LSL PINNACLE SECURITY LARGE SHED I REXBURG, IDAHO E psi - — - 24000 14400, 29000000. 2600j 285 1900000,. 1700 1300000400)0 �' PARALM 2900 290 2000000" GLB2400 ...... 190 1800000i DF 1300 --- 951 1gp0000,' Beam 'i _,Roof Carrier - GLB Alternate Type - Tb psi Fv psi E Psi GLB 9Ar)n I A Onnr%nrN �- Span Tributai Load s Snow Live Loa Dead Lo Moment Live Loa+ Dead Lo, Section Modulus Required vviam = 6.75 in. Section Depth = 22.5 in. Section Modulus Provide -d—=- Moment of Ineritia Provided Deflection .__.� -- ---. Live_Load - D.8� Ued(J Load 0.36 in - 569.5 in3 6407.2 in4 -------------- 0 Ibs F 525 lbs/ft 0. lbs/ft __I .. 225 Ibs/ft 750 lb -in 750 lb -in . 421.88; in3 oval 1.19 din. L/240 t 1.5 --iii .Horizontal Shear � �_— — �- � —.—� __._ - - - - ---------- fv psi pK — -- — - _ FV - � - 218.5 i osl Allowable Reaction = _ -� _ _ 11250 lbs T J Use 6m75 . - I x 22.5 GLB 9M 9/5/2006 FftQ Design Intelligence, LLC PINNACLE SECURITY 1037 Erikson Dr. LARGE SHED Rexburg, Idaho 83440 REXBURG, IDAHO Type FbpFv psi iE psi � i STEEL 24000 - �-� 14400 —_I, 29000 000 -ii LVL 2600 285.. 1900000' LSL 1700 400 1300000 PARALM 290* --0-' 290. 2000000� GLB 2400 190`180000 1 DF 1300, 951. 1900000— Live Load Moment 59063 lb ft 708750 Ab -in Ib Ib Dead Load Moment 25313 lb -ft 3037in Section Modulus Required — --� --------- 42.191 in3 section Width . .................. I.-- - -r ---�_ in. Section DerPth-in- 13.2 - — Section-' Modulus Provided 1 Jin3 58. OK Momentof Ineritia Provided--='-- -' _. _-350.01 in4 Deflection Live Load= 0.94 in - L/360 1.00 _lin. OK Dead Load -� - - 0.40 in. — �— � — Total 1.35 1 _.. Horizontal Shear fV 1278�Lsi FV 16560 psi in. L/240 15 _in. OK OK Allowable Reaction Use W12x45 STEEL Page 6 112501lbs 9/5/2006 Design Intelligence, LLC 1037 Erikson Dr. Rexburg, Idaho 83440 Foundation Design PINNACLE SECURITY LARGE SHED REXBURG, IDAHO L Allowable Bearin Capacit 20001psf, 9 Y _ Max Roof Span = 30 ft Snow Load - a _ Max Floor Span = p ft 35 psf Wall, Height � - - 17 ft Floor Lige Load 44 psf --� -- Stern Wall HeightWall Dead �.aad - _4 ft _. _ 15 pSf Stern, Wail Width = Roof Dead Load $ ��- � 5 psi --_ _ ---� - _ I F.—_ Brick Dead Load' rloar Dead Loa'_d'__'_'_"__ --�- d psf15 psf Exterior Bearing Wall -q - F'I Proposed Footing Footing RoofLoads - 750 lbs/ft Width r�j�o'r Loads" �] Ibslft—�_.�---- _ _ _ __ . 14 in - �� Depth — 10 in Waft Load _ � ___.._—.� 255' Ibslft Stem Wali Load .` 400 lbs/ft Footing Load_�.1.46 lbs/ft 1551 lbs/ft,Bearing Pressure Reinforcing Requirements' j I Min Reinforcing Factors � T'' Footing 0.002. Stem Wail Vertical Horizontal 0.0012, 0.002 - 'Reinforcinq Bar �aoting Contirruous Reinforcing Cont Stem)�(a�ff Cont'nuous_Reinforcing Count " VerfiC21 - Reinforcing Spacing _...,._ Page 7 11 bars E .0-2 in*in Em 9/5/2006 Lintel Reinforced Concrete Lintel -Strength Design -Lintel LI Door Header Geometry Span I -Tributary Width .Wall Height Above 0 Ulfiimate Load Factors . _. D, L 1,4 (Flexure ----� _ L L �_ _ _ 1.7 A -- -.� -.Shear Loads ;Base 18 fk Lintel bead Load 1 08 lbs/ft 1.7 ft Wall Dead Load 35 psi 3 ft Uniform Dead Load 15 psf Uniform Live Load PST Design 151-21 49 21, 0 oral af unitorm Load 655.2 1 lbs/ft ..� � - __._. +D No Archi,ng. Action Design Moment ���=ir;� ----f —�- Materiai Reactibn .t-,-uricreie titrength @ 28 days 1 500 psi Reinforcin--g --.._.Steel Yield 60000 psi Area of Reinforcing Steel 0.93 in"2 Width of Lintel 7.625 in r Depth_of Lintel - --- - 15-625 in Bottom Cover 2.5 ire - - Depth to Reinforcing ---- 1 3. 1 25 in. a = Asfyl.85fcb _ ___..- 5.7396 in Mr Phi*Asf (d -a/ y 2) Z8fi12ft-Ibs -Cracking Moment _= frlg --- fr Ig yt Cracking Moment- = 6.076 ft -lbs I_Minimum Moment Capacity = 1 .3*C racking Check Shear Capacity ^�� 5678Tbs_ __ __. �� E = I 57000Sgrt(fm) 2207601 psi =A3/121---„-,- bh 2423.92 in^4 Use (3) #5 in Lintel 7 - Psi, (UBC 2108.,2.3.10.2) Moment (UBC 2108.2-3.10.2-) T_ I VIII J_Z X537' !bs Shear Reinfori in Check Deflection 4 T — Deflection Z-- 5wL^4/38EI Deifection = p.2gg2"in U600 0.36 -in Required 9M OK - - Mason Design Dead Load: 85 psf 19 Snow Masonry wall 35- osf ,pr)nf DL ributary Length of Ra"..' 7. 5 ft - �— ------------- Unsu orted Walt Height (hi ----j____ __ 1&5 ft Masony Block Width fp 1500 psi ______ I8 ire. Use Type M Mortar h f/t 24.75 OK Masonry Unit Radius of Gyration 15, psf Use Modulus of Gyration of 2.59 in h'!r=76 Keanforcing Steel ��^.�.�. Space Reinforcing J 32 in. Reinforcing Bar Area' .2 ��„2Q Total -Reinforcing - Min. Horizontal Reinforcing Min. Vertical Reinforcing - '7 0.512 in^2 0.1792 in^2 0.3328 in^2 MWU-IUS Of Elasticity 1 125000 1 psi mov, Shear fll�4dulus_(G) 45 psi 0000 P� G Anchor Bolts DFameter Use#4 �^---j Use (2) #4� Anchor Bolt Embedmenfi = Shear Cone Area (Ap) --= - Allowable Tenslion Load A-1howable Shear Load --j- ------------------ ..0,5 in 4 in. YY 7 mA 2 --t=O. - 5ApSQRT(Pm') Bv -- 350-(f'm*Ab)AJ/4 9m 973 Ibs 1450, lbs Allowable Stresses Compressive Stress -'Wall Masonry Wali o ra Flexural Compressiwe Stress Fb = D.33fm Shear Stress ��T 'FFv-- 3.0*SQRT(f m) moa psi 495p si -T psi Flexural Design '—�---�� . . ......... ----f--——�Wind�--— Loads�—_JSeismic 22. psf Q.164I-� . DesignMoments 19166 in -Ib --.fi------118011 in -lb — __� I _ ___---:Roof Length Roof DL+p,y5'Snow ----�— -- —, . 15 ft 23.75 nsf d 4 -.In (reinforcing in center of wall) b 32in(width being analyzed) rng -=—Es/EmT_ 25.8' J fS 24000 si k J=1 -k/3 --j = -- Wind ' _. -� — fb = [M/(bd^2)1(2/jk)bbf = - -- 4UIRD. i-\el-murcing 0.23�in^2fft Min Horizontal Reinfarcing =__ --. Miry Vertical Reinforcing Seismic fb = [M/(bd^2)](2/Jk) fb-=�--- Required Reinforcing7 Min HorizontalReinforcin --- 9 Min Vertical Reinforcing 244. PSI r—— 0.1792.3:3:28 in^2 :8 in^20 /ft 0.14,in^2 R bg (Includes wall and Roof) pK n 32 in. Use #4 @ 32" 2 324'9 Use () --- 4-- #4 O.CE! 150 p OK 0.37'1-n A 2 @ 32 0- 1 792'In A 2 Use #4 9 3211 O.C. A in 2 Use (2) #4 @ 3z" 0. C. page 1 0 Shear "ails Allowable r v 34 psi Shear Load 817 lbs/ft Shear Wall Capacity 32641bs/ft Bearing stress Allowable Fbr= 0.26f'm Fbr Actual fbr=__—_��fbr = 7 Combined_ 'Com----"L--- pressive Stresses fa Des-ign Moment fb fa/Fa + fblFb 0,56 Masonry Wall UBC 1997 2 107-3.8) 19 - -- - 39T* psr (beam seats) 4, psi OK I-- ---- - J--. Page 11 . WA T3-Beamo 5.20 Serial uMber' 70030074,1 User: 9/5/200 9-124-.51 Aft! Roof rafters 11 7/8" TJI@ 110 @ 24" o/c Pale 1 EngineVersion.- 6.20.1 IS THIRIPPr) r) H r'-- -r •J.... ,nuc i J UK txGtEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED ,A Member Slope: 11,52 Rao# SCvpe'1142 Elm M :[ : e onjis Product ja' rn : LOADS: ual:F Analysis is f r 3 J I t Member. Primary Load Group - Snow (W), 35.0 Li ve at 115 % duration, SUPPORTS: Input Width I Stud wall 3.50 Stud W21.1 3.50„ E3earing Vertical Reactions (Ibs) Length Lire/Dead/ pa ift/Total 3.50 it 525 / 226 / 0 751 3.501T 525 / 226 / 0 751 15.0 Dead Detail R1 - B)ocking R1: Blacking ,See TJ SPECiFlER'S ! BUILDERS GUIDE for detail(s)- R1: Blocking Other I Ply 11 7/811 TJl +110 1 MY 11 718 ” TJ.10 11 DESIGN CONTROLS: Maximum Design Control Control Location Shear (lbs) Vertical React730 -722 1794 Passed (40%) Rt. end Span I under Snow loading React' �fbs} 730 730 1553 Pissed (47%) Bearing 2 under Snow loading Moment (Ft -Lbs) 2 of"' 5 1 2661 3467 Passed {77%} MID Span 1 under Snow Roa Live Load Defi (in) 0.335 0_732 Passed (L/524) MID Span1 under Snow loading ing Total Laid Deft (in) 0.479 0.976 Passed (L/367) MiD Span I under Snow loading `deflection Criteria: STANDARD {LL:L124Q,TL, L/18Q}. -Bracing(Lu): All compression edges (top and bottom) must be braced at 2' 1D" o!c unless detailed otherwise. Proper attachment and lateral bracing is required to achieve member stability_ positioning of -design assumes adequate continuous lateral support of the cvmpressian edge. ADDITIONAL NOTES: -IMPORTANT! The analysis presented' Is OutPut frOm Software developed by be accomplished �r accordance with T r Trus,foist(TJ). TJ warrants thesizing f r product �ir� rrtr� �.r�d cod td d � � products � ���, software will and stated b re provided sign values. The p �ifrprodu t b the software u - r. This output has not eI tion, input design loads, -Not SII productr readilyavailable. h� �� reviewed k� � T�Associate. with your sup l i r or TJ technical r� reg TF! I IL i 1= TiL� JOIST PRODUCTS� nttifor productavailability. ONLY! PRODUCTU B TITUT il.bl tr Designt>��I�Building ION VOIDSTHIS ANALYSIS. used for u ildin Code UBC analyzing the TJ . �r��ut�� product listed .inirn u cut lengtength)h) Pr PROJECT IF RM TI N: Pinnacle Security Large Shed Rexburg, Idaho CQPYI�ighL 0 2005 by Trus Joist, a Weyerhaeuser 8u8ina., TJzC" and TJ -Seamy ars registered trademark fTrus join e - 1 30 i tw, , Pro `"' and TJ- Pro' are � a4J _ � t OPERATOR INFORMATION: Scott Spaulding Design intelligence, LLC 1037 Erkson Drive Rexburg, ID 83440 Phone _ 208-359,1461 Fax 208-359-0740 designintelg msn.com D Roof Rafters Mir WOL user:z sisizooseza,sznnn' 5 1"I //ZS" I J1(9 110 @ 2411 O/C Page Engine Verslon:b.Zo,6 THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED Load Group: Primary r,Cao group Ma,x- tVertical Reaction Total Max. Vertical Reaction Liv Selected Bearing Length (to) Max. . TT d Length (ill), Loads rig on all spans, Y nF Shear at SUpport (Ih ) Max Shear at Support (lbs) Member Reaction lbs) Support Reaction U ) OrRerlt (Ft -Lbs) Loading n all spans, ?EDF Shear atpo rt1 Max Shear at Support (lbs) Member R� cti n Ub Support Reaction ( Ib Moment � F't - L ) Live Deflection (in) Total Deflection (in) PROJECT INFORMATION: Pinnacle Security Large Shed Rexburg, Idaho 14r 7_0011 (1h) 7 lbs ) .5.() 0..90 1.15 if 34 220 226 730 751 Dal 722 730 Copyright 0 00-5 by Trus joists a e erhaeu �z sLLSmess TJ10 and TJ-ae me are register, �rad�m�x}�� �f Trus joist. - 1 7 `" , T - F}r, TM are trademarks Of Trus of �t Dead -217 -220 220 226 + 1.0 Floor + 1.0 Snow -722 -73,0 730 7SI 661 0.335 0.479 OPERATOR INFORMATION; Scott Spaulding Design Intelligence, LLC 1 037 Erikson Drive Rexburg, ID 83440 Phone : 208-359-1461 Fax 0 -359-074 0 design intel@msn.com Section709.4.1, n .1; PARAPETS Entire building 0 with minimum of class Broot 1W covering No openings v � � / within 5ft.forgroups R & U 10ft. for all Minimum * Solid 2 by framing member e 1 Hour fire resistive Protection Entire b0ding �vfih minimum of classs. 'B' roof cover -- - 1 Hour protection Minimum 5ft. groups R & U occupancies Minimum 1 Uft. for other's Roof/Ceiling Framing Parallel to Wall: X 1 Hour'ro#ectivn for tine span and supp_p'rfln'g membe Roofl ei 1. ing- gaming No openin groups f� Perpendicu 36 others 1' 9 qh Hour fire -resistive exterior wall I Githin 5ft. for 10ft. for all others '"'I . i far to Wall 1 Hour fire -resistive exterior wall ; . VA r a 5.2 Mko.