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HomeMy WebLinkAboutENGINEERING CALCS - 03-00024 - Brighton Townhomes - 10 New BuildingsDesign Intelligence, LLC ��g�t���r�n� Calculari��ls �fiummary Date: April 16, 2003 Subject: Brighton Townhouses Customer: Kelton Larsen Abstract 35�i-Iq,�I ---------- 7 7 This analysis uses the Design Criteria required by the local jurisdiction and the IBC 2QOQ as the basis for the calculations, Materials: Dimensional Lumber —NDS 1997 design, values Concrete: 2500 psi @ 28 days Reinforcing Steel - #4 and smaller Grade 40 #5 and larger Grade 60 Assumptions: IBC 2000 Foundations designed for Max Brg Pressure of 1500 psf �� � }� ;� C. 0� Design Loads: � �� E�► ��. Roof Live Load (min.) — 20 psf during construction Ground Snow load = 50 psf, 44ro 00 Roof Snow load= 35 psf Snow Load Importance Factor — 1.0 ��'� �� 0 F Snow Exposure Factor — 0.9 ;0'�s.4N A Wind — 90 mph, Exposure B Wind Importance Factor — 1.0 Wind Exposure = B Seisrraic Design Category — D 1 Seismic Use Group - I .6 References. fBC 2000, Truskist MacMillian Design Guides Summary: -1 All beamsues and footing &dzes are noted on the drawings.. Designed Byj Satt Date: r-->d;T,7v' CkTj� /a 3 These calculations and included details are for this location and customer only and not to tae reused m' any manner without the written -consent of Design intelligence, Spauldi� Checked By..__.__..... Date. Design intelligence, LLC 3685 W Hwy 33 Rexburg, Idaho 83440 Design Parameters Snow Load: Snow Loads BRIGHTON TOWNHOUSr REXBURG, IDAHO 35.- psf � Rise Run LReducflon Use Roof Pitch 3 12 0.0 psf 35.0 P-sf Roof Pitch 4 12 D. 0 psf 35.0 psf Roof Pitch 6 12 2.5 psf 32.5 psf Roof Pitch 7 12 3.8 psf 31.2 psf Roof Pitch 8 12 5.1 psfpsf29.9 _ Roof 12: psf 276 psfRoof Pitch 129 4'psf 25 6 psf 10 Simplified- Method- Section 1609.6 Applicable loads are shown in bold letters'. Horizontal Loads End Zone ;Interior Zone Transverse Wall 17.8 'Rpof i WallRoof -6.7 8-.97 � --._ -4.7 119 i >o:i2 74.4 9.9 11.5 7.9 Longitudinal 1 _ 12.8, -6.7 8.5 -41 Vertical Loads End Zone Transverse (Windward Leeward Roof I Roof < 5:12 _154 _8.8 5.12 � -15.4i _ -10.7> 5:12 i 5.6� 8.8 InteriorOve-r-- Zone Winwardhang Windw i a� __ i End Zone Interior bane Roof Roof - - ._ ._ '� -10.7 6.8 , -211.6 -16.91. -10.7 4.81 Longitudinal -15.41 -8.8 � _10. Maximum Horizontal Wall Lo_a__ds___ � Transverse �Zone '1 E 4E < 5:12 9.8 -7.5 5:12 � 12.1 -10.1> 5:12 10.7- -8.11 -- _21.6 � -5.1 -21.6 8.8 7.5 9.11r -6.8 Page 1 -16.9 5.8 -16.9 4 16i2003 Design Intelligence, LLC 3685- W Hwy .33 Rexburg, Idaho 83440 Longitudinal 9.81 BRIGHTON TOWNHOUSE REXBURG, IDAHO -7.5 7.2-5.8, - Component and Cladding Design Wind Pressures - Table 1609.6.2.1(2) Roof Zone ;Aria wall < 5:12- 101 10' -14.6 20 10' -14.2 50 10 -13.7 100], 101 -13.3-1 101 10, -24.4'. 20 10 -21.8 50 10 -18.4 100 101 -15.8 10 10i -36.8 20 10 -30.5 50 10 -22.11 100 10 -F -15.8 ' 5:12 > 5:12 10. -13.3 13.3. -146 M Ufis 101 10 -12.5 -12.1 -282 -25.6 -22.1 -19.5' -28.21 12.', 12.1 10. 13.E 1 12. 12.1 13.2 10 101 10 10 10 10 10 -- -25m6 -22.1- .19.5 13 12.E 12.1 I -12.1 M17 -16.3 -15.3 -14.6 '17 .16.3 .15.3 -14.6 4 10 14.6 -15.8 4 20 13.9 -15.1 ��_r 4 50 13. -14.3 4� 100 , 12.4 -13.61� _� -19.5 1 5 1 14.6 5 20 13.9" -1 8-2T - - �-- 5_ 50 13_ -16.5 � - --- -- 100 12.4. .15.11 - -{- Roof Overhang Component and Ciaddesign-Wi­ nd Pressures - Table 7609.62.1(3)- Zone2'Ar1021, ea < 5:125:12 � > 5:12 -24.7_ 2,20 -20.6 -. .-_. -27.2 -24 -2i 50 -20.1 -27.2. -23: 2; 8-- - 100 19. m27.2 .22 23. 101 -3 4.6 -45-71 -24z7. ___, 31 2011 -27.1 -40.5' -24,.... _! 3 501 -22 -17.3 -3 3.6 __ _ _ � -23 -.31 1001 -10' -28.41 .2 1 1609.6,2.1(4) Height and Exposure Adjustment Coefficient Page 2 4/16/2003 Design Intelligence, LLC 3685 W Hwy 33 Rexburg,, Idaho 83440 BRIGHTEN TOWNHOUSE REXBURG, IDAHO Seismic -- Reference Code -IBC 2000 Values for Ss, S1, Fa and Fv are taken from Code Control CD using Zip Code 1615.12.(1) Fa 1615.1.2(2) Fv i - -- 1615.1 SI Site Class A - Hard Rock� Site Class B - Dense Soil or Site Class C - stiff Soil Site Class D - Soft Soil Site Class 1615.1.2 161511-_2 Soft Rock SMS = FaSs SM1 - FvS1 Design Spectral Resp Accel 1615.1.3 SDS = 2/3*SMS SDI = 2/3*SM'I-- 0.273789 0.088118 1.2 1.32 :�_. _......_.. ..... _-.. �.... .._ :_r,•;!`�,.. °i: �I�i�rti �rYi� :.C. Jx�F�k'6715':°'°. RATA 1 _. 1.7 2.Q3 C D, 0.5108. 0.61296 " 0.674256 0.1644 0.27948. 0.333732' 0.3422361: 0-4106832:-.0.451.752-: 0.1101481 0. 1872516 0.2236 1616.2 Seismic Use GroupI_ 1616.3 Seismic Design Category Group 1 -Non-Essential iTable 1616.3(1) -J D I Table 1616.3(2) D Seismic Response Coefficient � 1 1617.6 (Table 1617.6) R esponse Modification Factor R = g 1616.2 (Table 1604.5)OccuDancv Importance Factor I = � Basic Fundamental Period ; Ct Steel Moment Resisting Frame. Q.035 .Reinforced Concrete Moment Resisting Frame 0.0� -- All Other Building Systems - 0.02 --- Bwlding Height 20 ft Table 161 7 42 Cu = 1.49 Approximate Fundamental Period Ta = Ct*hn^3/4 0.28 52C IRtg ld Bldg -' Site ClassB C D Cs =SDS/(R/1) - 0.0456 0.0570 0.0684 0.0753 Max CsSDII(RII)T � 0.0041 Min Cs = 0.044SDS'I = � 0.0120 Design S eismic Response Coefficient I L=. 0.0052 0.0151 Page 3 0.0181 0.0199 4/1612003 Design Intelligence, LLC 3685 W Hwy 33 Rexburg, Idaho 83440 BRIGHTON TOWNHOUSE REXBURG, IDAHO Sits GI�S�S � � CS 0.0120 1 0.0151-1 1617.4.1 Equiv Lateral Force Method V CSW 1617.5.1 Simplified Approach V = 1.2'(SDS/R)`W Determine Method of Seismic Analysis Light Framing Construction Criteria.. —F C D 0,0181 0.0199 - - 0.0199 W 0.09035 W ..ZdUb.2.1 building stories .2 stories 2308.2.2 Bearing wall floor to floor- —height 9 ft 2308.2.3.1 Average DL 15 psf 2308.2.3.2 Floor Live Loads- 40 psf 2308.2.3.3 Ground Snow Load 50 psf YES YES YES YES YES QUO-z---r-f MHUspeeci 90 Mph YES 2308-2.5 Truss Span I 32 ft YES 1616.6.1 Simplified Analysis Requirements 1. Does Bu€iding meet light frame construction criteria ? 3 2. Is building of any other construction with flexi�b�e diaphragms at every level as defined.''n i section 1602 ? 3 Building may use Sfmplr#led Analysis Method � � am ............ 4/16/2003 YES Design Intelligence, LLC BRIGHTON TOWNHOUSE 3685 W Hwy 33 REXBURG, IDAHO Rexburg, Idaho 83440 Tye Fb psi Fv psi E psi LVL 26001285 19000,00. — — -- -. DFB 2400' ,95, 1900000' — — - ----------- 7 - Beam I 'Window Header Type Fb psi, Fv psi rE psi T'�-- DF 1300 95 1900000 Span ._ - _ _ 6 ft —,— �- - Tributary Area 8 ft Loads i Point Load 0 lbs Snow 0 psf—� ',Uniform Load= 0 Ibs/ft Live Load 40 psf 320 Ibsfft 1. Dead Load 15 psi Moment Live Load Moment 144 0 lb-ft17280 Dead Load Moment-- _—.540 lb -ft _ j 6480 lb -in Section Modulus Required 18.28, in3 Section Width = 3 in, ---- -- Sect±an Depth 9.25 in. ---- -� Section Modulus Provided 42.8 in3 Moment of ineritia Provided = 1 97.9 --___ in4 D.ef I ection __L/__ Live Load = _ � '__ 0.00 _+360 Dead Load - o.01 amine Total = -- --- -- 0.01 in. _. Horizontal Shear --- -- -- - - ,--__ __ i -- L/24 0 0.20 in. 'OK 0.3 din. NOK 71 psi . .. I _... _� — - FV = 95 Si Allowable Reaction _- — — - - - Use 3 X Page 1 13201bs __ _ 9m25 DF __ L 4/16/2003 Design Intelligence, LLC BRIGHTON TOWNHOUSE 3685 VV Hwy 33 REXBURG, IDAHO Rexburg, Ida -ho 83440 Type Fb psi -- Fv psi E psi LVL r 2600 2851 1900000 GLB 24001, 190 1800000 DF � 1300 95: 1900000 Beam, 2 _Second Floor Support Type Fb psi Fv psi" E psi LVL 2600 285 1900000 Span = 12 ft Tributary Area = 16 ft Loads Snow Opsf Live Load 40 psf Dead Load 15 psf Moment Live Load Moment I115201 Ib -ft Dead Load Moment =' 43201Ib-ft 1 1 _ i Point Loadbs ,!Uniform Load O:Ibs/ft � 640 lbs/ft - On, I bs/ft lb-in1382401 51840 1b -in j Section Modulus Required _ - --- - 73.11 in3 - Section Width = _ 3.5 in. Section Depth - 11.875.. in. ---- --- - _- - Section Modulus Provided = 82.3 in3 Moment,.of Inerifla Pr. ................o. .vided = 488.41 in4 Deflection ------ ------------ uveLoaa= � U.U2 in.L/360 0.40 in. Dead Load = 0.12 in. f Total t 0.14 in. L/240 Horizontal Shear fV = 191 psi OK FV = � 285 psi Allowable OK 0.6 i in.'--- React -!on W -'�� . i 5280 r lbs -- .� Use 3.5 X T11e875 jLVL i Page 2 4/16/2003 design Intelligence. LLC 3685 W Hwy 33 Rexburg, Idaho 83,440 BRIGHTON TOWNHOUSE REXBURG, IDAHO � ype rp psi _ Fv psi _ E psi LVL 2600 285 1900000, - GLB 2400 190. 1800000 D F 1300 95 1900000': Beam 3 :Second Floor Support Type Fb psi Fv psi E psi �— DF - 1300 95 1900000 Span = - g ft - Tributary Area = 8 ft Loads Snow Live Load Dead Load Moment 0 psf 40 psf 15 psf Live Load Moment = �1 � De'-a—dL o -ad Moment = 960 Ib-ft Section Modulus Required I T` Section Width = 3.5 in. Section Depth = 11.875. in. Section Modulus Provided = 82.3 in3 Moment of Ineritia Provided = 488.4 'n4 Deflection) Live Load = I 0.0 0 iin. T -L/360 — Dead Load = 0. 0 1 in. Total= 0.02 in. IU240 Horizontal Shear fV_ 64_ 'psi �OK Point Load = 32.49 in3 a 30720 1 1 b -in 11520 ; Ib -in 0.27 0.4 Obs OIbs/ft 320 lbs/ft - — ------- 120 (Ibs/ft rOK in. IOK in. ry= I yb si Allowable -` — —�-- - -- , P — _.._. Reaction = I Use 3,5 X Page 3 OK_ 17601 lbs 875 j DF i 4/16/2003 Design intelligence, LLC 3685 W Hwy 33 Rexburg, Idaho 83440 Foundator ion Design i Allowably Bearing Capacity Snow Load FloorLive Loyd Wall Dead Load Roof Head Load Brick Dead Load Floor Dead Load T F1 -Exterior Bea ring Walls � Proposed, Footing 8 75 lbs/ftWidth 20 in 440 Ibs/ft � Depth 10 in 270 1 bs/ft 400 I Ibs/ft 208 1' lbslft BRIGHTON TOWNHOUSE REXBURG, IDAHO 4/16/2003 RoofLoads —� Floor Loads--­ Wall Load ' -- Stem Wall Load Footing Load Total 2193 11 bs/ft t Reinforcing Requirements Min Reinforcing Factors Footing � - 0.4D2 Stem Wall ; ^ _ Vertical 0.0012 _ j Horizontal 0.002 i Footing Continuous Reinforcing Count ------------------- Stem Waill �- -- --- Continuous Reinforcing Count Vertical - Reinforcing Spacing -_ BearingPressure a Reinforcing Bar 2 f bars 4 bars i��in. n s l 9M i 1316psf 0.2 ire*in psf 1500 35. psf 40 psf 15 psf 15 psf 0 psf 15 psf 4/16/2003 RoofLoads —� Floor Loads--­ Wall Load ' -- Stem Wall Load Footing Load Total 2193 11 bs/ft t Reinforcing Requirements Min Reinforcing Factors Footing � - 0.4D2 Stem Wall ; ^ _ Vertical 0.0012 _ j Horizontal 0.002 i Footing Continuous Reinforcing Count ------------------- Stem Waill �- -- --- Continuous Reinforcing Count Vertical - Reinforcing Spacing -_ BearingPressure a Reinforcing Bar 2 f bars 4 bars i��in. n s l 9M i 1316psf 0.2 ire*in Design Intelligence, LLC 3685 W Hwy 33 Rexburg, Idaho 83440 Foundation Design Allowable Bearin❑ Ceqnrqr-itv Snow Load Roof Floor Live load Wall Dead Load Roof Dead Load— Brick Dead Load Floor Dead Load BRIGHTON TOWNHOUSE REXBURG, IDAHO 1500 psf 35 psf 40 psf 15 psf F2 -Inferior Bearing Walls 4/16/2 v %.P nl-� Max Roof Span O ft ' Max Floor Span 32 ft Proposed F04t111Q v W 1�%o %A %A U I 1U51 I L Stem Wall Load 500'Ibs/ft Footing Load - ----------- 208. Ibs/ft ............ Total g lbs/ft Bearing Pressure = 1115 psf OK Reinforcing Requirements OK Min Reinforcing Factors — -- — Footing 0.002 Stern Wall Vertical 0.0012 Horizontal O.OD2 _ _y Footing - Continuous Reinforcing Count Stem wcl I I Continuous Reinforcing Count Vertical - Reinforcing Spaciraa Reinforcing Bar 2 rs Page 2 5 bars 1 7 in. Design Intelligence, LLC 3685 W Hwy 33 Rexburg, -Idaho 83440 BRIGHTON TOWNHOUSE REXBURG, IDAHO Shear Wall Analysis Upper Level Wind Load Roof Height = � Wall Height= Length of Long Wall Area at Mid Height of Wall = � Wind Force Shear Wall Lei ShearlftI Wall Height 1 144 lbslft Provide 1/2" APA rated sheathing with 8d nails �at6 - ox, at paneledges and 12tv ox.. in the field. Blocking is required. 23 psf 8 ft 9 ft 16 -ft 200 ft^2 F., I I mofm N Seismic Analysis Roof Dead Load Long Wall Length Short Wall Length Seismic Mijitinlip-r = 16 ft � ___ � _I -� 32 ft !Height Lengt � -- Wall Dead Load 9 96 15 6480 lbs Seismic Force @ Mid Height of Wall lbs 1793 Shear Wall Length 32, ft � — -" �- --- Shear per ft in Wall @ Mid Height 56 Ibs/ft OK � -- Provide 112" APA rnfinfi C-hCL-_2#ki with OA nails 'VV allb M 0 ox. at panel edges and 12" ox. in the field. Blocking is required. 7 Page 1 471 612 0 0 3 Design Intelligence; LLC 3685 VV Hwy 3.3 Rexburg_, Idaho 83440 Shear Wall Analysis - BRIGHTON TOWNHOUSE REXBURG, IDAHO Main Level Wind Load = 2 3 Psf Wind Force =--- 1 8096-F]b-s (places force at mid height of lower wall), Shear Wall Length 32- ft Shear/ft in Wall @ Mid Height 253'lbs/ft Provide 1/2" APA rated sheathing with 8d nails at 4" o.c. at panel edges and 1299 ox. in the field. Blocking is required. 4/16/2003