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HomeMy WebLinkAboutENGINEERING CALCS - 05-00313 - 1113 Golden Willow Cir - GarageDate: September 12, 2005 Design intelligence, LLC Engineering Calculations Summary Subject,: Les Hill Garage, City of Rexburg, Idaho Customer: Les Hill Abstract OS 003 13 1 1 13 Golden Will ow Circle Hi l 1 Garage This analysis use the Design Criteria required by the lo c al J urisdictifln and the IBC 2 0 03 as the iasis for the calculations. Materials: Dimensional Lumber — NDS 1997 design values Concrete: 2500 psi @ 28 days Reinforcing t l- #4 and smaller Grade 40, #5 and larger C;rade 60 Assumptions: SBC 2043 —Foundations designed for Max Brg Pressure of 1500 psf Design Loads: Roof Lige Load (n -nn) — 20 psf during construction Ground Snow load = 47 psf, Roof Snow lead= 35 psf Snow Load Importance Factor — 1.0 Snow Exposure Factor — 0.9 Wind = 90 mph, Exposure B Wind Importance Factor — 1.0 Wind Exposure = B Seise Design ti — D 1. Se-isnue Use Grow - I References: SBC 200-3 Customer Drawings TrusJoist MacMillian Design guides Summary0 , A11 beam sizes and footing sizes are noted on the drawings. These caleulations and mcluded details are for - this location and customer only .n feused in any manner without the -vvritten consent of Design Intelligence. Design Intelligence, LLC 3685 W Hwy 33 Rexburg, Idaho 83440 Design Parameters Snow Load: Snow Loads � 35 psf LESS HILL REXBURG, IDAHIO Rise Run Reduction Roof Pitch 312 0.0 psf Roof Pitch 4 12 0.0ppsf Roof Pitch _ 6 12 2.5 psf Roof Pitch 7 12 3.8 psf Roof Pitch 8 12 5. 1 psf Roof Pitch 10 12 7.4 psf Roof Pitch 12 12 9.4. psf Wind - Design Speed 90 mph~` rmportance Facfor Exposure g Simplified Method _ Section 1609. 6 j Applicable loads are shown I J_n bold']'etters. T_ Horizontal Loads FEndZcone Transverse -� Interior Zone Roofwall ;Roof use 35.0 psf 35.0 psf 32.5 psf 31.2 psf 29.9 psf 27.6 psf _25.6 psf 12.8 -6.7 8.5;T _4I 5:12 17.8: -4.7 11.9 - - -2.� > 50-12 14.4' 9.� 17.5 7,g Longitudinal � 12.8 -6.� 8.5 al Vertical Loads Transverse tnd Zone Interior Zane Winward Overhang Windward Leeward 'Windward Leeward 'End Zone Interior Zone Roof Roof Roofi 5:'Root -- - - -- - - � 12 -'� 5.4 � -8.8 _-1 Q,7 � . - i -6.8. -21,6 , 16.9 5:12 -15.4 -10.7' -'lf�.7-. _81 -2'1.6 -1f�.g - > s--12 _ 5.6 -8.8 � _ 4.8-- -7.5� - - .5.'I Longitudinal -7 5.4 _ --10.7L- -- -__- -5.8- __T-15.4 -'I 0.l -fi.8 � -21.6 -116m9. I __ Maximum Horizontal Wall Loads 1 Transverse j17 i - Zone � E �4E___ � < 5:12 9.8; 7.5 7.2 5:12 � �- 1 Z.1 1 p_ � 8.8 NNNNW� > 5:12'vmmmmmffi�ID.7� -8.1I 9.1 4 -5.8 -6.8 9/12/2005 Design Intelligence, LLC 3685 W Hwy 33 Rexburg, Idaho 83440 LESS HILL REXBURG, IDAHIO L.ongituainai 9-8- -7.5 7.2 1 -5.8 Component and Cladding Design_ INi_nd Pressures. -Table 1 609.6.2.1 (2) . . . .............. Zone wall Area --' <5:12 512 -10, 101 -14.6 201 10., -1402 50, 10 -13.7 100 10. -13.31 10 101 -24.4 20 10 -21.8 50 101 -183.4 100 101 -15.-8 10 10 -36. 20; 10 -30-5L 50 10 -22.1, 100 10 -15.8 10 10 .101 10 LM 0 ME 1 >5:12, -13.3 13.3 -.13 13 .12-51 12.5' -12.1 12.7. -28 13.3 -25.61 -13i -22.1 12.5 -19.55 12.1 -28.21 13-3--- ,25.6 131 -22.1 12.5 - -19.5 12.1 -14.6 -13.8 -12.8 -12.1 -17 -16.3 -15.3 -14.6 -17 .16-3. 153 -14.6 _.. 4 10 14.6 5.8 -- 4- 20' 13,9 -15.1, 4 _ _13 -14.3 50_ 100' 3 6 -:4 3-4 12-4,� -13.6 -5 10 14.6 -19.5 - - 5 20'' 13.9 -18.2 � - 5 50 13 -16.51, -- _ 51 100 12.4. -15.1 Roof Overhang Component and Cladding Design Wind Pressures - Table 1609.6.2.1(3) .Zone Area < 5:12 5:12 > 5 2 - - 2 10�-27.2 -2407 21 20 -20-6F =27.2 1 24, 2� 50 �20.1 -27.2 23 -2' 1001, -19.8 27.2 -22.2 Are 50 27.2 100 -20.1 1-27 - ±2 10 -19.8 _�7.2 3 10 -34.761 -45.7 -.,3,-- 201 -�27.11 -24.7 31 50 - 0.5, -2�--- 4 17.3 -33.6 3 3 1001 -10 -28 -43-6. .4 --- 22.2 .1609.6.2.1(4) Height and Exposure AdjustmentL Coefficient T- a e . 9 =61 A 9/12,12005 Design Intelligence, LLC 3685 W Hwy 33 Rexburg, Idaho 83440 Seismic Reference Code -IBC 20- 03 1615.1.2.(1)- 1 Fa WO LESS HILL REXBURG, JDAHIO Values for Ss. S 1 Fa and Fv are taken from Code Control CD using dip code . ff 1615.1 Ss 1.235 g�� 1615.1 SI 0.646 g Fa Fv Site Class A -Hard Rock I, Site Class B 018_ 0*8 Dense Soil or Soft Rock Site Class C -Stiff Soil — — � � —�— Site Class D -Soft Soil 1.2 1.7 1.01 1.59 Site Class A IB IC D 1615.1.2 SMS = Fa -Ss 0.988 1.235 1.482 1.24735- 1615.1.2 SM1 FvS10.5168 0.646 1.09,82 1-02714 Design Spectral Resp Accel- --r--� 1615,1.3 RSDS = 2/3*SMS 0_6619& 0-82745T 0,99294 0.835725 SDI 2/3*SMI 0.346256 0.43282 0.735794 0.688184 1616.2 SeismiclUse Group6.3 Seismic Design Category! � Group I -Non-EssentialITable 1616.3(1 ) D Table 1616.3 (2) D Seism -10c Response Coefficient L 1617.6 (Table 1617.6) Response Modification Factor R 6 - `' - -- 1616.2 (Table 1604.5) Occupancy Importance Factor I = � - - - -I F 7 Basic Fundamental Period -, -- Ct Steel Moment Resisting Frame— --- - 0.035 r -�- Reinforced Concrete Moment Resisting Frame 0.03 All Other Building System-- O 0 -- �-- — _- __ 2 Building Height 27 ft Table 1617.4.2 Cu 1�- �- .2 Approximate Fundamental Period - -� - - `� - -� -�- Ta =_ Ct*hn^3/4 = - -- - --028 sec Rigid Bldg�--- C .._- � Site Class `�- +- --- �- i_ _ - - - - -'A 4B C D Cs = SDS/(R/1) I 0.11031 0.1379 - — - ---------------- --, __ F 0-1655 0-1393 Max CS =SDI/ R/I T 04-_ ' T— — U.U205 0.0349, 0.0326 Min Cs = 0.044SDS 0.0437 Design Seismic Response Coefficient Page 3 0&0368 L I 91T 21zQo5 Desig,i Intelligence, LLC - 3685 W Hwy 33 Rexburg, Idaho 83440 Site Class A CS 1 6.1 7-4.1 Equiv Lateral Force Method d 1617.5.1 Simplified Approach LESS HILL REXBURG, IDAHIO 0.0291 0.0364 V-CsUV= V= 1.2*{SDSfR}*UV ,i Determine Method of Seismic Analysis Light Framing Construction Criteria � i- 0.0437 0.0368 0.0368 W 0.16714 W 2308.2.1 Building stories __ _ 1 stories 2308.2.2 Bearing wall floor tofloor height 9 ft 23.08.2.1 1 Average DL-- 1 5 psf 23.08.2.3.2 Floor Live Loads _ _ _ 40 psf 12308-2.3.3 Ground ' Snow Load- -- 47 Psf- 2308-2.4 Wind speed 2308.2 .5 Truss Span 9-0 mph 26 ft 1 61 6.6.1 Simplified Analysis Requirements 1, Does Building meet light frame construction criteria 2.Is buiJding_af any other construction with flexible diaphragms at every level as defined in section16Q2? T —, -- .— .— Building may use Sirnpfified Analysis Method 9MA YES YES YES. YES 'YES YES YES YES YES 9/1 2/2005 Design Intelligence, LLC 3685 W Hwy 33 Rexburg, Idaho 83440 1 LESS HILL REXBURG, JDAHIO ype ro psi ry psi E psi I_ STEEL � 24000 14400 29000000 LVL 2600 285 1900000' LSL 1700 400 130,00001 IPARALM 2900 29012000000iGLB 2400 190, 180—.-. 0000 i DF _ _13001 951 '19000001—,. — Beami 'Garage Door Header ��-- Type Fb psi FV psi i E psi �— LVL 2600 285 1900000 Span -- - -- 16 Tributary Area = 4 Loads-- -- -- --- _.. �_—Poinf Load = �—:— -- -psf35 � � Uniform Load Lige Load p pSfT . a ❑ead load 15 Psf Moment—` Live Load Moment = � 4480 lb -ft � Dead Load Moment _ � 7 92p i lb -ft Section Modulus Requ----" ired - Section Width = 3.5 in. Section Depth =_ � 9-25-1 in. Section Modulus Provide—d='-- Moment of Inerifia Provided = � Deflection Live Load = Dead Load Total = Horizontal Shear WA psi 327.75 1 psi 0.47 lin. 49.9 � in3 230.81 in4 U360 29.54 f in3 0.20 I.in. �! 0.67 in. ;U240 Allowable Use 3.5 53760'lb-in 23040lb-in 0 lbs 140 lbs/ft Olb.s/ft—I 601 bs/ft � 0.53 in. Reaction _ X :' 9.25 LVL 9M 6 -00 - lbs 9/12/2005 Design Intelligence, LLC LESS HILL 3685 W Hwy 33 REXBURG, IDAHIO Rexbur , Type iFb psi Fv psi iE psi STEEL 24000 14400 -- 29000000 LVL 2600 285 1900000. LSL 17001 400 1300000 7 PARALM 1 0290 1 2000000" GLB 2400 190' 1800000 DF 1300;9500000 Beam 2 Window Heade — — � - Type Fb psi Fv psi DF 1300 Span = Tributary Area!--N-- Loads Snow Live Load Dead Load Moment 35 psf 0 psf 15 DSf 4 15 I-- TF 'E psi 95 1900000 ft � � ft Point Load Live Load Moment =-I 1 050 lb -ft Dead Load Moment = 450, lb -ft Section Modulus Required �� Section Width = 3 in. Section Depth - 9.25 in. Section Modulus Provided Moment of Ineritia Provided - -i ------------ - Def� �i --- lection Live Load 0.01 in. Dead Load = 0.00 in. Total = 0.01 in. Harizanial Shear Uniform Load = -.42,8 in3 1 97.19 in4 L/360 Ifs= 81 psi OK FV 109.25 psi Allowable 1 Use I 13.851 in3 12600 lb -in 54001b -in 0.13 0.2 Reaction EI in. in. 0 Ibs 525 Ibs/ft 0 Ibsfft 225 Ibs/ft •0 OK 9.25 IDF 15001Ibs IF% 911212005 Design Intelligence, LLC 3685 W Hwy 33 LESS HILL REXBURG, IDAHIO Kexi)urg, Idaho 83440 Shear Wall Analysis -Wind against long wall Wind Load = — — -- -- — Roof Heights Wall Height = - - -- - - Length of Long Wall J - Area -a t Mid Height of Wall - Wind Force = t Shear .Wall- Length Shear/ft in Wall_ t� Mid Height 22 psf_ _ _ _ - - - ---�— - - Eft 16 ft 45 ft _-- J 630 ft^2 -- -- 1386011bs 52 ft �_ T �— 267_Ib ft Provide 1/2"-- -- _ i APA rated sheathing with 8d nails ils at 4" o@panel edgesand 1211 edges 0-c. in the field. 113 -locking Is required. F_ 4 ­ seismic Analysis i -�--- +-- -� --' �- - - _ _ _ __ _ jSeismic Multiplier T Roof E Long. VV -all Length Short wall Length Wall Dead Load --r-_ Width___ 451ft 26 ft 0.167 I Length (Load l-- Weight Ou 50 24 1 36000 000 1 lbs, __ _ __ _ !(includes snow) _ j Height Length Load 1 6 1 42 Se- -- L- -_. _� -- ismic Force-- _ @ Mid Heiaht of Wnii Shear Wal! Length �-- 52 ft ,Shear per ft ire ht Wall @ Mid Heig--.�.--- 170 I"Ibs/ft C - -- ------------- Provide 1/2" APA rated sheathing 12"9 with gd nails at 4 0' J, C. O.c. in the is requir',ed. i -- - Weight 15 T _-17040 i - — --------- ��. � 8858s— Page 1 @ panel edges 9/12/2005