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HomeMy WebLinkAboutENGINEERING CALCS (1) - 07-00422 - 648 Wheatland Dr - New SFR4 0700422 Design In 648 Wheatland Dr -Harrison Engineering Cc _ �7i Date.,* August 15, 2007 Subject: Hamson Residence, �Iarvest Heights, Rexburg, Madison Coun Customer: SES Construction ry, iiaan.o This analysis uses the I.��esign Criteria required by the focal jun"sdiction and the IBC 2003 as the b ���zs for ����: calculations. MaterialsO Dimensional Lu r—NDS 1997 design Concrete.- 2500 psi / 28 days ReinforcingSteel - and smaller Grade 40, #5 and lar(yer Grade 60 Assumptions: ..6- -) IBC )00-1 — Foundations desIgned for Max Bra Pressur increased r depth Design Loads: Raaf Libre Lead (I -M -n) — 20 psf during construction GTOund Snow Ioad = 50 psf, Roof Snow Toad— 35 psf Snow load Importance Factor — 1.0 'low Exposure Factor0.9 Wind = 90 mph, Exposure B 'L7Vind Importance Factor — 1.0 Wind Exposure = B Seismic Design Category --- D I Set Grow - I References: IBC 2403 Customer Drawings TrusJoist MacMillian Design Guides Summary: All beam sizes and fooling sizes are naffed on the drawings. SPS These calculatior�s and included details, are for this location and customer only and not to be reused in any manner wz-ithaut the written consent of Design Intelligence. Design Intelligence, LSC 1,,.37' riKsan Dr. RUxbur , Idaho 83440 Design Parameters HARRISON RESIDENCE REXBURG, MADISON COUNTY, IDAHO - ---------- r -------- Snow Load:35 psf Snow Loads 'Rise .Run !Reduction- -Use Roof Pitch 3 12 0.0psf 35.0 Roof Pitch 4 12 0.0psf --35.0 Roof Pitch 6 12 2.5'psf � 32.5 Roof Pitch 7 12 3.8 psf I 31.z Roof Pitch - 8 12 5.1psf 29.9 Roof Pitch 10 12 '- - ----------------------------- - 7.4 psf 27.g Roof Pitch 12 _ 72 - - -. �- 9.4 -Psf 25.6 simplified Method .-- Section 1609.6 Applicable loads are shown in bold letters. HorizontalLoads End Zane _I. -- Transverse Wa I I � Roof < 5:12 12.8'^ 5-012 17.8 � > 512 14.4' Longitudinal 12,g Vertical Loads _ 'End Zone Transverse � �Winidward Roof _ . < 5:12 �._ .--- -15.4 5:12 � -15.4 > 5:12 Longitudinal lnterior Zona � ;Wall .- ---� Roof -41 _2.6 9.9i - --1i.5' ---- 70 - -6.7 Leeward Roof Maximum Horiz ontal Wall Loads Transverse � f 1 E < 5: 12 5:12 > 5:12 t Longitudinal � 4 E 9.8 .7.5 72.1 10.1 10.7 -8.1 9.8. -7.5 psf psf psf psf psf psf psf 8m5:. f Interior ZoneW.nward Overhang Windward[L7e�eward !'End Zone i InterEorZone Roof Roof -- �� mr- -10.7' -6.8 -10.7 -8.1 4.8 -7.5 -7 0.7-6.8 Page 1 - -16,9 �- -16.9 -21.6 -16.9 8/15/2007 Design Intelligence, LLC 1637 Erikson Dr. Rexburg, Idaho 83440 HARRISON RESIDENCE REXBURG, MADISON COUNTY, IDAHO Component and Cladding Design Wind Pressures -Table 16 09.6-2.1(2� --) Roof Zone_ Area < 5:12 5:12 10 10 -14.6.: 90--133, -_ .__ gn 10 -14:�2� � - --------- 1 10 I U -T 50 141 T 1-- ri 100 10 -1343-, -- 0 10 2 1-�- 10 24 4- 10�01 2, 501 -21-8110, 10i 18.4110- - 1 21--T 001 10 15.8 102 L --3,--- ,--- -10'-36.810� -1' 3; 20 10 -30.5L.- 101 3 50 10 -22.1 10. 3 100 10 15.8,1 10' 10 4. 10, 14.6 -15.81 4-- _ - ! 20L 13.9'-15.1 i � > 5:12 13.3 -14.6 13� 131 118 -12.5 12.51 -12.8 12.1 -12.1 -282: 13.31: -17 -25.6 13i__ -16. . 3 -22.1 12.5!' 15.3 -19.5 12 1 14.6 28.2 13.3 -17 .725A6 131. -16.3 22.1 12.5, -15.3 -19.5 12.1 4 50 1------- 1- - 13 14.3! 4. 100 12.4 -13.6, 5.1 101 14.6 -19.5 201 13.18.2 i - 5 -A 50 1316.5 51� 100: 12.41 -15.1 -- � - Roof Overhang Component and clad ding Design Wind Pressures -Table 1609.6-2.1(3) Zone iArea1� � <5.12 I I 5:12 10; > 5-: 12 -21; -27,2 -24.7 2! 20 �20,-- -_ - -27.21 2. 50� 20.1 --_ _ w24 --27.fF. 2 100 -23 -27-2 1 -22.2 - - - 3 10 34.6 � - -- 457j_^_---_ �-_ -24.7 31 21T24 20 -27.1 -40.5 1'17.3 --AL. 50 �33 6 -23' 100 .1, -28 .4 -22.21 1609.6.2.1 (4) H e' ight and Exposure qodju stment Coefficient = 1 8/15/2007 °ps'9n �nter�iyence, LLC � 103 7 �riksOfl DC. HARRISON RESIDENCE R expurc��daho 83440 REXBURGMADISON COUNTY, IDAHO G ��ASSB C D.. 1615.1.2 SMS = FaSs— — 0.988 1.235 1.4,82 124735 1615.1.2 SM1 = FvSl-' 0.5168 , -0.6461 1.0982 1.02714 RespAccell 1615.1.3 SDS 213*SMS i 0.6619ci1 0.82745 0.99294 0.835725 Desiyn Spectral SDl = 2/3*Smi 0.346256 0.43282 0.735794 0.688184 7616.2 Seismic Use Group _ _1616.3 Seismic Design Categ-o _ry GroupI -Non-Essential .Table 1616.3(l), p — -- --- (Table 1616.3(2) _ p Seismic Response Coefficient 1617.6 (Table 1617.6) Resp onse Modification Factor R = 6 1616.2 (Table 1604.5) OccupancyImportance Factor I - ------------- Basic Fundamental Period Ct Steel Moment Resisting Frame'—­­ �, 3 Reinforced Concrete Moment Resisting. Frame 0.031 Max Cs = SDI/(R11)T_= Min Cs = 0.044SDS*l = Page 3 0.0437 0.0368 8/15/2007 Design Intelligence, LLC 103-7 Erikson Dy-. Rexbur,ldaho 83440 Design Seismic Response Site Class CS HARRISON RESIDENCE REXBURG, MADISON COUNTY, IDAHO Coefficient 1617.4.1 Equiv Lateral Force Method 16-17.5.1 Simplified Approach IA B ic D �: 0.0291 0.0364; 0.0437 0.0368 V = CSW ---J0.0368 W V = 1.2*(SDS/R)`W Determine Method of Seismic Analysis 0.16714 i W Light Framing Construction Criteria; 2308.2. 1 Building stones 2 stories YES-- 2308.2.2 Bearing wall floor to floor height 9 ft ---- - -----___ 2308.2.3. 1 Average QL 15 psf 2308.2.3.2 'Floor Live Load.s----. 40 psf 2308.2.3.3 Ground SnowLoad 170 psf 2308.2.4 Wind speed_ _ . _ 90 mph 0 ft 2308.2.5 Truss Span - _._ 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 level as defined in section 1602 ? —T � � Building may use Simplified Analysis Method Page 4 YES YES YES .NO I - YES YES NO YES 8/15/2007 Design Intenigence, LLC 1037 Erikson Dr. Rexburg, Idaho X3440 I.Type.— _.` Fb Psi _ ; Fv psi HARRISON RESIDENCE X URG, MADISON COUNTY, IDAHO E psi 24000 STEEL I � 14400j290000001 fi LVL ' 2600 28,51 1900000 LSL T1700 4001300dift-F_, __ PARALM 2900 290 __ __ 2 00000-1 0, GLB 2400, 190j 1800000' DF 1350 85,16000000— Beam2 'EntryCarrier _ Type Fb psi— _Fv psi 'E psi —` DF 1350 85 1600000/ S.,p- a- n, 9 Tributary Area = 4 Loads Scow . --- _ 35 psf Live Load 0___psf Dead Load 15- -Psf Moment Live Load Moment = Dead Load Momen—t= Section Modulus required ft —+ ; -- -- --Point Load =---� 0` I bs ._Uniform Load,= 140 lbsfft 1418 1 Ib -ft 7 608 1,6_4 � Section Width, ---*- 3 in. Section Depth = ..._ g_25 in. Section Modulus provided Moment of neritia Provided D etection tF� 42.8 in3 197.9 in4 Live Load 0.07 in. IL/360 Dead Load ------------- � Total Horizontal Shear 0-.03 in. 0.09 lin. IU240 0 lbs/ft —. - 60: Ibs%ft 1701Tlb,in - - 7290_ lb -in — - 18.00 1 in3 I 0.30 in. 0.45 i in. OK fV 49 psi 'OK — FV = i 97.75 psi -- Allowable I Reaction = !Use 3 X 9..25 DF =2 900 1 lbs 8/15/2007 DP_sign Int211igence, LLC HARRISON RESIDENCE 1037 Erikson Dr. MADISON Rexbu[g,1dah083440REXBURGCOUNTY, IDAHO Type Fb- P�OOO Fvp44029000-- 000pSTEEL. 1-2 —� - - -- + ---� -- LVL ---------- 2600-w 2851 190--- 0000 LSL 1700 4001 1300000 2900 2901� � �-- �— PARALM---'2000ppp GLB 24001901 1800000 DF1350 851 16000001 �_� 3 -Tr—us—s-- Carrier I ' 9 ft Tributary Area 17 ft - - - - _ _ - - -- Loads��_� _ - Point Load - 0 lbs Snow---------���� _ _ � - i 35 psf _�— 595 lbs/ft Uniform Load �--- Live Load 0 psf Ibs/ft Dead Load 15 psf �- 2551bs/ft Dea Moment = - 72292.51—Jb-:Fn--'­ Live Load Moment --T- 6024 _- Dead Load Moment 2582 lb. -ft- � -- T— l ---- 30983'Ib -in Section Modulus Required = ... ,... .. — � - Section 1Nidth = 5.12.5 in. Section Depth _.-- 9 -_ in, Section =^~� --------------------- Modulus Provided Moment of lneritia Provided Deflection:, Live Load Dead Load Total Horizon#alShear FV 69.2 in3 311.3. in4 0.16 in. L/360 L13110 0.3n. 0.07 in, 0.22s L/240 . 124 psi OK 218.5 psi A I 10 w�a 1b, 11 e Reaction Use j 5.'125 Page 7 Ki iJ OK Led 8/15/2007 design Intelligence, LLC 1037 Erikson fir. RexbuM,ldaho 8344Q Type ' Fb psi Fv psi i HARRISON RESIDENCE REXBURG, MADISON COUNTY, IDAHO E psi situ LVL LSL 24000! 2600' 1700. 14400 285 400 29000000, 1900000 13000 00 PARALM - 2900 290' 2000000 GLB 2400 190. 1800000; DF 1350 85 1600000 Beam 4 Valley Type LVL Fb psi Fv ps�ps 2600 285 1900000 Area 15 ft Tributary Span = — g ft Loalds Snow -. — 53 psf Lice Load 0 psf dead_ Load 15 p Sf Moment _ -- Lige Load Moment = ' 13416'11 b -ft Dead, Load Moment = � 3797.��_� Section Modulus Required s Section Uv,'dih =�-- 5.2 5 in. Section Depth = . ---- 11.875 i Section Modulus Provided = 123.4 in3 Moment of Ineritia Provided = 732.6 !n4 Paint Load = UniformLoad Deflection I 0 lbs — _— 4771 lbs/ft Olbs/ft � 135 1bslft 160987.5 lb -in 45563 'Jb-in 79.44 in3 _L Live Load. = 0.39 1 in. U360 0.50 Dead Load 0.11 in. Total=0.50 in. U240 0.75 Horizontal shear fK 110 psi 'OK FV = � 327.75 psi A llowable�- ,Use � 5.25 Reaction 6 C�]:1 in. 10K in. OK. X 111.875 I LVL 8!15/2007 Design Intelligence, LLC 1 037 Erikson Dr, I Rexburg, Idaho 83440 Type Fb PS -1 1 Fv psi HARRISON RESIDENCE REXBURG; MADISON COUNTY, IDAHO E psi STEEL 24000- 14400 . 2900000,01 LVL2600285— -Y� 1900000 LSL 1700 400'. _ 1300000, PARALM 2900 219011 20000001 GLB I 2400 1901 — 18000001 DF 135051 Romm A 0 &"% %4F Ar%...tl r Loads Snow Live Load Dead Load 35 psf 0- psf 15 DSf .Moment _ _- --- -� .— _— _.. Point Load = Uniform Load Live Load Moment 15975 Ib -ft 1917001Ib-in Dead Load Moment 945, lb -ft � _ � 11340 Ib -in Section Modulus Requi-red'—__ 78.09 . M3 - - - - - - - - - - - - - - - - Section Width = 5.25 in. Section Depth = 11.875 in. -Section Modulus Provid_e'd'_`_ 12.3.4 in3 Moment of Ineritia Provided 732.6 in4 Deflection _ '_ Live Load 0.06 'in. U360 Dead Load = � O.'Ou in, Toial 0.07 in, U2410 Horizontal Shear fV 161 psiOKFV=_�3Z�-7 5 Psi 'Allowable k L I IUse 0.20 in. 03 ino Reaction 5q25 I X 9180'_ -lbs 490; Jbs/ft _ __ _ 0 lbs/ft 210L, lbs/ft I I -- 11-875 M OK LVL 6690 1 lbs 8115/2007 design lnteHigence, LLC 1037 Erikson Dr. Rexburg, ldaho 83440 HARRISON RESIDENCE REXBURG, MADISON COUNTY, IDAHO 'r Ne 'ro 4 PSI I-V Psi 1E psi _� _ _ STEEL 24000.---- -- 14400 29000000 LVL 2600 285' 19000001 LSL 1700400 300000 + - ---— . LM 2900, 290i 2000000... 1 GLB 2400 190'- 18000— 00 DF 1350i- 85i_1600000' Type LVL Roof Carrier �� �_ fl Fb psi Fv psi E psi � --- — --- 2600 285 1900000 Span= - 9 ft _ — _. ---- - � — - Tributary Area 14 ft �— —� —� --� Loads — �—�--� L --.—I _.. �_ Point Load 0: lbs �— i .Snow 35sfpT-- � Uniform Load 490 Ibs/ft Live Load 0 psf �--- , Dead Load 15 _ I _ �_y� 01bs/ft psi 2101, lbs/ft � - Moment T --- Live Load Moment AQA1 lh-f+ _—�—�-.�— Dead Load Moment = Section Modulus Required iT- --'' I -- --------------- =o�j000 , jo-in 21261b -ft 2551511b -in 32.71 1 in3 !Section Width 3.5 in. Section Depth 1 1.875 in. 5ection Modulus Provided 82.3 in3 8 Moment of ineritia Provided = -- � --- 4488.4, in4 uenecrjon i I . ? Live Load = Dead Load .. 0 [Total = Horizontal Shear Fv = 114 psi 327.75 psi 0.03 0.11 in. L/360 ire* in. U240 Allowable Use 3.5 10 0.30 lin. 0.45 in. - OK Keaction = 3150'Ibs x 11m875 LVL Page 10 8M 512007 Design Intelligence, LLC HARRISON RESIDENCE 1037 Erikson Dr. REXBURGMADISON COUNTY, IDAHO Rexburg, ldaho 83440 Type 'Fb psi Fv; SipE psi_- STEEL 24000 14400 290000001. LVLLSL 2600 1700 285'1900000 I— -- PARALM 2900' 400 1300000 - � -- _ -"— 290i 2000000. - - - 240011800000-, GLB-190 D F 135 0 85 1600 00 0 Girder #1 !For Reaction Only Type Fb psi ' Fv psi I E psi j LVL 2600 285 1900000,''- - - -- T- — -_ 18 ft Spani Trbutary Area = _ 5 ft [Loads- ',- ,Point Load Olbs- - 35 PsfUniform Load = 175 Ibs/ft Live Load Q psf i Dead Load 15 psf � 0!Ibs/ft 75Ibs/ft Moment Live Load Moment 7088 Ilb-ft - 85050 Ib -in � Dead Load Moment� 0938,Ib-ft - 36450 Ib -in Section Modulus Required _ Section Width = 35 in. Section Depth = 1' 1 .875' i n Section Modulus Provided'= � $2.3 in3 Moment of frreritia Prouided 488.4 in4 Deflection Live Load D,ead Load Total = Horizontal Shear fV = FV = til 1 107 m7C 0.45 0.19 psi psi in. in. in. OK Allowable USB 46.73 1 in3 L/360-__ 0.60 U240 0.9 Reaction Page 11 OK m OK 2250 lbs 75 ,LVL- j 8/15/2007 Design Intelligence, LLC 1037 Erikson Dr. Rexburg, Idaho 83440 Type Fb psi _Fv psi HARRISON RESIDENCE REXBURG, MADISON COUNTY, IDAHO E psi Loads Moms Live L Dead Section Modulus Required I Point Load 2250 lbs U n'form Load -- s. - - �40 lbs/ft — ---------------- -. i0 lbs/. 60 lbs/ft A y A F+ � - %JaUUUlb-in 't I 22501Ib m zoection Width 3-5 in. Section Depth 7.25 in. Section Modulus Pro Moment of Inertia Providecf = Y- , ---------- Deflection 30.7 in3 111.1 in4 15.871in3 Live Load 0.06 in. L/360 p,�7'in. Dead Load - 0-00 in. � - �� Total - - __ 0.06 in. L/240 0-25 in. Horizontal Sh— ear fV 96 bK FV=_�327.75 psi 'Allowable Use Reaction Pli 3.5 x 7m25 LVL Page 12 162511bs 8/15/2007 Design Intelligence, 10.37 Erikson Dr. LLC HARRISON RESIDENCE REXBURG, MADISON COUNTY. IDAHO Page 13 Design Intelligence, LLC HARRISON RESIDENCE 1037 Erikson Dr. REXBURG, MADISON COUNTY, IDAHO Rexbur,ldaho 83440 Type Fb psi Fv psi 'E psi -- STEEL 24000, 14400 29000000 LVL 26001 285 190000o, LSL 17001 400 1300000 _ �- i PARALM -2900, 290 -2000000: —� GLB 24001. 190 1800000 DF..' 135011 85 1600000 Beam ,9:w" Indow Header Type Fb psi Fv psi E psi 'LVL 2600: 285 1900000 —� Span = —�-- 9 ft Tributary Area = - 19 ft �� -- Loads I _Live LoadMoment = -� __ 6733 lb -ft Dead Load Moment = �. 2886 lb -ft Section .-Modulus Required Secti Width Section Depth =.— —. Section Modulus Provided moment of Ineritia Prvvided - Deflection ' - 3.5 in. 9.25 in. Point Load = ' 0 lbs Uniform Load = ! F���ir+ � � 0 lbs/ft 2851bs/ft 49.9jin3 23() A! FnA 80797.5 lb -in 34628'Ib-in —r 44.39.in3 22 in. 7 a _FL_ L!Vt:� Loaa 0. 1360 0.30 Dead Load - 0.10 in, j - -- Total = n �� + Horizontal Sar he fv 198 psi FV 327.75 psi H. L/Z4U 0.45 Allowable Use 3.5 in. in. 9� 4275: I bs x 9.25 I LVL - - - 8/15/2007 Design Intelligence, LLC 1037 Erikson Dr. Rexburg, Idaho 83440 Type- Fb psi psi -T 7 Fv HARRISON RESIDENCE REXBURG, MADISON COUNTY, IDAHO E psi !--- STEEL 2400-01440029000000t_- _ _�- LVL26001— 285 1900000, LSL 1700, 400, 130000 -� PARALM 2900--71 290 2000000, GLB 735 -- ---- - - 2400 190. 18000001! DF Girder#2 For Reactiong5_ 16-00,00o J Only Type �Fb psi Fv psi�lEP si LV L 2600 285 1900000 Span=ft 34 -_ __ Tributary Area - - 5 ft -L - - - - -�- �----- - Loads _point Loadll-- O,fbs Snow 35 psf _ _ - _ �—. Uniform Load Live Load 0 psf 175 lbs/ft Dead Load15 j �- �— 1 _ 0 1bs/ft psf 75 lbs/ft -- - �--� Moment Live Load Moment 25288 lb -ft 303450 lb -in Dead Load Moment 1 10838 Ib -ft �-- - -- 1 1300501b -in ----------- Section Modulus Required 166.73 in3 -- -- - - - - section Width 3.5 in. - - --- - Section Depth=_11.875 in. Section Modulus -P-- rovided 82.3 in3 Moment of Ineritia-'- NG Provided 488.4, in4 ----------------- 'i --------- Deflecti --------- Live Load 5.67 in. L/360 1.13 in. NG Dead Load = - -- 2.43 in. Total = i 8.10 in. I L/2401.7 in. NG Horizontal Shear fi' - _ � T- 153 psi --- OK FV 327.75 psi Allowable ----------- Reaction = -- use 3.5 x 11.875 LVL Page 15 4250 1 1bs 8115/2007 Design Intelligence, LLC 1037 Erikson Dr. Rexbur Idaho 83440 Type Pb psi psi HARRISON RESIDENCE REXBURG, MADISON COUNTY, IDAHO E psi /.14UUU; 1440-0129000000 LVL_._ 260012851900000', LSL 1700E 4001300000 PARALM 2900 -- 2g0 2000000 1300000 2000000 GLB24040 190 18000001 DF I 135085 16000001' Girder #3 ForReacfion Only q Type Fb psi Fv psi 1E psi [ — LVL 2600 285__1900000 ��_ Span = - - - - - 15 ft _ - . Tributary Area '-=' -- 2 ft --- Loads Point Load Snow 35 Uniform Load Live Load 0 psf � ! _. - --. ._. Dead Load 15-_psf Moment - � — i Live Load Moment. - Dead Load Moment 17906�Ib-ft 844 1 I b -ft 'Section Modulus Required �� Section Width 3:5 in, Section Depth 11 .875 in. Section Modulus Provided 82.3jin3 Moment of lneritia P - 488.4 in4 86-54 � in3 -Deflect-ii Live Load Dead Load = Total Horizontal Shear FV 104 ipsi-- ff 9 AF% psi in. ICS. in. K�l Use L/360 U240 305 214875 lb -in 101251b -in 0.75 Reaction Page 16 'int in. 4250, -lbs —�— 70'fbs/ft _� ------------------------------------ Olbs/ft 30 �bs/ft 1 _ _L_� �a a NG NG OK 11.875 ;LVL 8/15/2007 Design Intelligence, LLC HARRISON RESIDENCE 1037 Erikson Dr. REXBURG, MADISON COUNTY, IDAHO Rexbur , iciano 83440 Type Fb psi 'FV psi E psi STEEL 24000_ ____ 1440029000000� LVL 26002851, 19000001 LSL fi i700 400 1300000 PARALM t 2900 290 2000000. GLB 2400 190)R 1800000 DF 1350 85 1600000 Beam 10 Window Header Loads Moment I _-F - _Live Load Moment = 13380 b -ft Dead Load Moment= 270Jb-ft Section Modulus RequiredI — � — ---- 63-00 in3 ------------ I 9 I i I �- _?Shear Controls Point Load 8500 lbs Uniform Load = 160560 ! lb -in 3240; lb -in Section Width = Section Depth = -Section Modulus Provided Moment of ineritia Provided Deflection Live Load 3.5 i n, 9.25 'in. r—_ - 49.9in3 230.8 1 in4 0.16In Quad0.00 0-00 � in. Total � --- �— _ - - 0.16 in. Horizontal Shear fV -_ 225 psi FV= 1 327.75ipsi Ci7. Allowable im 0,20 L/240 1 0.3 r . - L Reaction = 3.5 Page 17 x V 140 lbs/ft 0, Ibs/ft 60 Ibs/ft G in. 10K in. 9v25 LVL 485011bs 8/15/2007 Design Intelligence, LLC HARRISON RESIDENCE 10.37 Erikson Dr. REXBURG, MADISON COUNTY, IDAHO Rexburg , Idaho 0644U Type Fb psi i Fv psi E psi STEEL 24000, 14400-Z91000000., .LVL 26001 285F19000001 LSL17001 400! 130000101 PARALM 2900 290T 2000000 GLB 2400 190: 1800000 DF 1350 85 1600000 Beam 11 Valley �� - - i � rMin TF Ty,�Fb psi Fv psi E P -s- i.. LVL 2600 285 ` 1900000 _ _ _ `Point Load -�ua�,s -�_ .—,.-i---- �—.� Snow 53 psi-- Live _. _�_ ._�.. Uniform Load k.,PCA PST Dead Load = 15 psf � � i - Moment Live Load Moment = t -9090 Dead Load Moment = ' 2573 F 10907 30 - T- Section Modulus Required � - __- 53.82 in3-- Section Width 3-5,. in. Section Depth 11 .875 in. Fi Section Modulus Provided - 82.3 in3 Moment o Prodded - i i'f Ineritia 4883.4 irn 4 y— Deflection � ___._ � — - ---- - -------�-- --- -- �. .Live Load=0.35_ .... _. -- in. L136D Dead' Load �-- - _- �.-... � - ..�. __ Total - --J "--0.44 lin. U240 Horizontal Shear ' fV 120. ,psi FV - t 327.75 Psi 0.47 IAAowable7 (Reaction Use 3,5 ME= in. in. — -------------- 0 lbs 371Ti Ibslft ' Olbs/ft 1051bs/ft 1070 OK osc i 1 m875 I LVL 3332'!bs 8/15/2007 Design Intelligence, LLC 1037 Erikson Dr. Rexburg, Idaho 83440 HARRISON RESIDENCE REXBURG, MADISON COUNTY, IDAHO ype F b psi. Fv psi_ +E psi .STEEL LVL LSL- PARALM 24000 14400'29000000' 2600 285 190000o! 17001 400-1300000! - 290-01 1 ..290 200000011 Live Load Moment 11340 Ib -ft 136080 Ib -in' Dead Load Moment 4860 lb -ft - � - - - - --+ - 58320: lb -in Section Modulus Required 74.77 in3 --------- section Width 5.25 in. Section Depth 11-875 in, ] Section Modulus Provided = 123.4'in3 --------------- �7! OK Moment of Ineritia Provided = 732.6 in4 - Deflection I -- `-- Live Load = � 0.48 in. U360 0.60 in. pK _ i -_ Dead Load 1 0.20 in. - - - - - - - Total '=' i -- �-- � - _�.-._-� - I_ _ _ 0.68 in. U240 0.9- in, 'OK —{— Horizontal Shear � —T. —� �- _ 87 Psi OK �—�---- A FV= - 327.75 PSI Allowable Reaction �- 3600 Ibis 36 Use 5.25 xI 11m876 LVL Page 19 ^ --7 8/15/20u,f Design Intelligence, 1037 Erikson Dr. LLC HARRISON RESIDENCE REXBURG, MADISON COUNTY. IDAHn Page 20 sig 5�200� Design Intelligence, LLC 1.0137 Erikson Dr. Rexburg, Idaho 83440 ' Type... Fb psi Fv psi HARRISON RESIDENCE REXBURG, MADISON COUNTY, IDAHO 11E psi STEEL 24000'. 14400;29000000' LVL 2600 285 1900000, LSL 2 170& 4001, 1_ �_300000 1 PARALM goo ---- 290i 2000000: i— –� 'VSB 2400 90.; 1800000! DF 1350--__- 85 1600000 � — '"� Beam 13 Garage Door Header — —� TYpe Li Psi ry p—. ._ 'I 2400Span.– –_ _Tributary Area Loads Snow 35 psf Live Load 0. psf Dead Load 1 5 psf ._ ___ Moment I _ - -- __ ��_- S11 E � � GLB psi 190 1800000. Live Load Moment 53076 Ib -ft Dead Load Moment = 1 !: 3000 lb -ft Section Modulus required Section Width = -J 5.125in. Section Depth = --- 1 9N5 in. _ __._ Section Modulus Provided Moment of Ineritia Provided Deflection live Load Dead Load Total Horizontal Shear fV 198 FV = 218.5 0.14 lin. 0.01 lin. 0.15 lin. PSI OK psi 9 Point Load = 18430.5 lbs . . . . . . . .................................. ..... Uniform Load = � 560Ibs/ft 4.8 j f 113 3�66.$�n4 Allowable IUSe 636915 lb -in 3600011b -in 280.38 in3 I rl Ibs/ft1 240 4 lbs/ft 5n125 0.5 lin. Reaction = EA 19.5 OK OK 13215-25 1 bs GLB 8/15/2007 Design Intelligence, LLC 7037 Erikson Dr. Rexburg, Idaho 83440 Type Fb psi Fv psi HARRISON RESIDENCE REXBURG, MADISON COUNTY, IDAHO E psi STEEL 2400-' 0 14400 290000--0-0-- LVL 2600. 285 1900000'LSL _ 1700 _ 400' 1300000!1 PARALM-- 2900--' 290- 200000 0 GLLBB 24001190 1 800000] DF 1350- 85 16000001 —�— Beam 14 -Window _7 - Type DF Fb psi Fv psiEpsi 1350 85 1600000 Span - _" -_-_- - _.. --- 5Tributary Area = qg ft Loadso nt Load - -----------_------------- . .......... Snow 35 psf _ � _ Uniform Load = Live Load 0 psf - - +----- Dead Load 15 psf Moment LEve Load Moment Dead Load Moment -i tion.Modulus Required 1750Ib-ft 750 Clb-ff 9 lbs 560 Ibs/ft 0 lbs/ft 24Q Ibs/ft = 210001b -in � 90001b-iniE-�- 22.22 i in3 I — Section Width—�I- - 4.5 in. Section Depth = � 9.25 in. Section Modulus Provided Moment of Ineritia Provided Deflection —+ - - - Live Load =` 0.02 Dead Load I= 0.01 Total 0.02 in. IP in, - r in. _E 2%C� Horizontal Shear ---� —� __ 72 psi OK --- �� — FV = 87,75 psi Allowable ._. _.._ Reaction y000 lbs --- Use 4.5 X t 9.25 DF Design Intelligence, LLC HARRISON RESIDENCE 1037 Erikson Dr. Rexburq,ldahoREXBURG, MADISON COUNTY, IDAHO 83440 'Type_Fb psi Fv psi 1E psi STEEL24000 29000000, 144,00- LVL j 26001,1 2851 19000001 LSL j 17001, - 400 130000'' PARALM I 29001 2gp , 2000000' GLB_ __ 2400 190, 18000�00' � DF_ 1350 85, 1600000,i Girder #5 For Reaction only Type LVL <i Fb psi Fv psi E psi 2600 Span= - __- -- Tributary Area Loads �� VUU Noment Live Load Moment Dead Load Moment . -T----. -- - --- - I Secfion Modulus Required 274401Ib-ft 7- 1176606 Ib -ft Point Load = Uniform Laad = 32928QIb-in 141120 lb -in 1 80-92 in3 _ _ __� UH IUM 3.5 j n, Section depth - - - -- _— 11-875 in. Section Modulus Provided = - �` _LL_ .... _ ' Moment182.3. in3 of Provided 488.4 in4 Deflection ' - - - -- -- ... ----------- -Live Load = - -- Y 4,17 In. r ���n Dead Load � �` i _� - _. ----�� 7.79 Total -T 5.96 96 —- I Horizontal Shear � fV = .. 202 psi OK FV 327.75 psi LAiiawable Use 0.93 -T-� L/240 1 1.4 Reaction = 3,5 I x film in. a 0: lbs 280 lbs/ft 0), lbs/ft 1 120 Ibs/ft 4 .................. I �� -7 11.575 ILVL 8/15/2007 Design Intelligence, LLC 1037 Erikson Dr. Rexburg, Idaho 83440 Type Fb psi Lv psi HARRISON RESIDENCE REXBURG, MADISON COUNTY, IDAHO psi STEEL 24000 14400 29000000 LVL 2600 285 1900000' LSL 1700 400- 1300000: PARALM ! 2900 �::2900000( 20 ' j GL_ 2400 190 1800000 DF -- _ 1350' - 85' 1600000 Girder #6 For Reaction Only j Type — . i Ftp psi LVL 2600 Span Tributary Area-� Fv psi 285 E psi L 1900000'_ ft ft Moment_ Live Load Moment = Dead Load Moment Section Modulus Required 27440'lb-ft 11760 lb -ft Section Width: 5in. Section Depth -11 875: in. SectivrModulus Provided = Moment of Iner1t1a*____'___ Provided Deflection i Live Load = 4.17 Dead_ Load =1.79 Total 5.96 Horizontal Shear fV = I 202 FV = I 327.75 psi psi in. in. in. m Point Load = Q.Flbs Uniform Load= �. 280 lbs/ft 0 lbs/ft 120 ; I bs/ft = 329280lb-in Ilf-411120EO1b-in � ---------- 180.92 i'in3 - - - 82.3 in3 � - -. N G 488.4 in4—�---�'_T_ — Allowable MKOT1 U240 3.5 0.93 lin. 1.4 lin. Reaction NG NG X I 11.875 1 LVL 5600 1 lbs 8/15/2007 Design Intelligence, LLC HARRISON RESIDENCE �� (mz>urt ur. REXBURG, MADISON COUNTY, IDAHO A U! UdHU 0044U Type �Fb psi Fv psi--. E psi 'STEEL I 2400014400r2g000000 LVL 2600' —7— ' 285 de 50 11900000 LSL 1700 400 1300000 PARALM _T 2900---- 290 2000000 GLB 2400' 190; 1800000 DF 135& 85 1600000 Beam 15 Window HeaderI I Loads -- Snow Live Load Dead Load Moment -_ 35 psf 0 psf 15 psf Live Load Moment �� Dead Load Moment Section Modulus Required Section Width = Section Depth = section Modulus Provided N'lomenfi of lneritia Provided Deflection Live Load Dead Load Total Horizontal -- Shear T_Shear Controls Point Load = 11200 lbs teniform Load = 1 ft)AtZ 0 lbs/ft — - _ _ _ __ 1051 Ibs/ft 1d76slib�ft-_ 328, lb -ft 4. - a� 5.25 f. 9.25 i n. 177187.5 lb -in 3938 lb -in 69.66, in3 74.9 in3 346.3 in4 L/ 0.08 in. 360 1 0.17 0-00 in. -- — — 0.08 in. L/240. 0.25 fV 200 psi OK ='P— FV [327.75si1— P(Allowable Use in. in. i S Reaction 5.25 , x Page 25 9.25 [UK X19 _ 64751 lbs LVL 8/15/2007