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Home My WebLink AboutAPP & DOCS - 04-00297 - Jenks Brothers Townhomes - Site PlanCITY OF REXB URG Site Plan Review APPLICATION c � n LASH R-EXBU R-G C,1TY OF General Information AMERICA'S RWILY CONUVALINM Subdivision Name e"K _ kwnho wne s Total Acres A cyvj Intended Land Use (Circle) residential, single - family, ulti -fa , commercial, industrial ", TV -) V 1 \ Property Address (es) c, y 9 (' v Legal Description Lk r j OCR 2 (}.�($ No, 1 �� Existing Zoning (Circle one) LDR, LDR1, LDR2, MDR<jn HDP2, BD, HBD - T\C,\- J� 1 ?9 Owner /Applicant Information Owner of Record Name Address 7 L,L c n �S , Y�v ✓(0 d ,, L4 City State T D Telephone d ob 3 ^ 3 - 71 1 Email r&k-do &t Q yj t Z. he�' Fax doe .- 3?0 yJQ Annlicant Name SCE V Address City State Telephone Email Fax CITY OF REXB URG SUBDIVISION INFORMATION Lot Types Number of Lots Acres Residential Dwelling units per acre (gross /net 2 Commercial Industrial Common (Landscape, Utility, Other) Open Space I Total Site Plan Review APPLICATION understand: 1. This application is subject to acceptance by the City of Rexburg upon determination that the application is complete.. 12. The hearing date is tentative and subject to change with notice. 3. This application is subject to a public hearing before the Rexburg, Planning and Zoning Commission. The application fee is non - refundable All information, statements, attachments, and exhibits included with the application submittal are true to the best of my knowledge_ Date Design Intelligence, LLC Engineering Calculations Summ Date: August 6, 2004 Subject: Jenks Brothers Townhouses Unit 1, Rexburg, Idaho Customer: Jenks Brothers Construction D) � AUG 10 ?ppq CITY OF REXBURG This analysis uses the Design Criteria required by the local jurisdiction and the IBC 2000 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 increased for depth Design Loads: Roof Live Load (min) — 20 psf during construction Ground Snow load = 50 psf, Roof Snow load= 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 Seismic Design Category — D 1 Seismic Use Group - 1 References: IBC 2000 TrusJoist MacMillian Design Guides Summary: All beam sizes and footing sizes are noted on the drawings These calculations and included details are for this location and customer only and not to be reused in any manner without the written consent of Design Intelligence. Designed B ott S auldin , P.E. Checked By: Date: Date: 44 '` OF LftE Da!4ign Intelligence, LLC JENKSBROS. 3OO5VV Hwy 33 UNIT Mexbuno.|doho 83440 rnm/wWm/QP:(Z - Design Parameters Snow Load: 35 Rb,(BURG, psf IDAHO Use Rise IRun Reduction Roof Pitch 4 12 0.0 Roof Pitch 6 12 2.5 Roof Pitch 7 12 3.8 Roof Pitch 12 12 - 9.4 psf 35.0 psf psf 32.5 psf psf 31.2 psf psf 25.6 psf Wind - Design Wind Speed 90 mph Importance Factor 1 Exposure B Simplified Method Section 1609.6 Applicable loads are shown in bold letters. Horizontal Loads Transverse Wall Roof - W - all Roof Longitudinal 12.8 -6.7 8.5 Vertical Loads End Zone Interior Zone Winward Ove_r_h_ang___ Transverse Windward Leeward Win Leeward End Zone in Roof Roof Roof Roof > 5:12 Maximum Horizontal Transverse _55�.6 Wall 1 E =4 Loads 4E 4. +8 -7.5 -5.1 -5.8 8/6/2004 Page I Design Intelligence, LLC JENKS BROS. 8/6/2004 3685 W Hwy 33 UNIT 1 Rexburo. Idaho 83440 TOWNHnUSFS L ongitud inal 9.8 - 7.5 ROBURG,511BAH Component and Claddin Design Wind Pressures - Ta 1609.6.2.1(2) Roof Zone 1 A rea 10 < 5:12 10 -14.6 5:12 ! _ 10 -13.3 - -14.6 > 5:12 13.3 1 201 10 -14.2 10 -1 3 13 -13.8 1 50 10 -13.7 10 -12.5 12.5 -12.8 1 100 10 -13.3 10 -12.1 12.1 -12.1 2 10 10 -24.4 10 -28.2 13.3 -17 2 20 10 -21.8 10 -25.6 13, -16.3 2 50 10 -18.4 10 -22.1 1 - -15.3 2 100 10 -15.8 10 -19.5 12.1 -14.6 3 10 10 -36.8 10 -28.2 13.3 -17 3 20 10 -30.5 10 -25.6 13 -16.3 3 50 10 -22.1 10 -22.1 12.5 -15.3 3 100 10 -15.8 10 -19.5 12.1 -14.6 Wall _ 4 10 14.6 -15.8 _ 4 20 13.9 -15.1 4 50 13 -14.3 4 100 12.4 -13.6 5 10 14.6 -19.5 5 20 13.9 -18.2 _ 5 50 13 -16.5 5 100 12.4 -15.1 Roof Overhang Component and Cladding Design Wind Pressures - Table 1609.6.2.1(3) Zone Area < 5:12 5:12 > 5:12 2 10 -21 -27.2 -24.7 2 20 -20.6 -27.2 -24 2 50 -20.1 -27.2 -23 2 100 -19.8 -27.2 -22.2 3 10 -34.6 -4 5.7 -24.7 3 _ 20 -27.1 -40.5 -24 3 50 -17.3 -33.6 -23 3 100 -10 -28.4 -22.2 1 4 1609.6.2.1(4) Height and Exposure Adjustment Coefficient = - i - - -- i 1 Page 2 Design Intelligence, LLC JENKS8ROS. 8/6/2004 3G85VV Hwy 33 UNIT Raxbunq.|doho 83440 TOWNHOUSES Seismic Reference Code - IBC 2000 �Values for Ss, S1, Fa and Fv are taken 0.606 0.1939 from Code Control CD u sing Zip Code 1615.1 Ss g 1615.1 Sl Fa Fv Site Class A Hard =Rock 0.8 0.8 Site Class B - Dense Soil or Soft Rock 1 1 Site Class C - Stiff Site Class D - Soft Soil 1.7 1.32 2.03 0.7272 0.79992 0.3281 0.39179 1615 .1.2 SMS = FaSs 0.4848 0.606 1615.1.2 SM1 = FvS1 0.1544 0.193 Design Spectral Resp Accel 0.535946 0.262499 1615.1.3 SIDS = 2/3*SMS 0.324816 0.40602 0.487224 SDI = 2/3*SMI 0.103448 0.12931 0.219827 1616.2 Use Group 1616.3 Seismic Design Category Group I - Non-Essential Table 1616.3(l) D Seismic Response Coefficient 6 1617.6 Nble 1617.6) Response Modification Factor R 1616.2 (Table 1604.5) Occupancy Importance Factor I Basic Fundamental Period ct Steel Moment Resisting Frame 0.035 Reinforced Concrete Moment Resisting Frame 6 - 3, , ' - All Other Building Systems��_ Building Height 37 ft ___ 0.02 1.31 Table 1617.4.2 Cu Approximate Fundamental Period 0.0179: 0.0214 0.0236 Min Cs = 0.0143 Page 3 Design Intelligence, LLC JENK3BROS. 8/6/2004 3885VV Hwy 33 UNIT gexh'/m mnhn 8x440 TOWNHOUSES Page 4 REXBURG, IDAHO 0.0179 - 0.0214 0.0236 V = CsW 0.0236 W IV = 1.2 0. 10719 Cs 1617.4.1 Equiv Lateral Force Method 1617.5.1 Simplified Approach Determine Method of Seismic Analysis Light Framing Construction Criteria 2308.2.1 Builc 3 stories 2308.2.2 Bearing wall floor to floor height 9 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 2308.2.4 Wind speed 90 mph 2308.2.5 Truss Span _40 ft YES YES YES YES--- YES YES YES 1616.6.1 Simplified Analysis Requirements 1. Does Building meet light frame construction criteria ? YES 2. Is building of any other construction with flexible diaphragms at every level as defined in section 1602 ? YES ,Building may use Simplified Analysis Method Page 4 Design Intelligence, LLC JENKS BROS. 8/6/2004 3685 W Hwy 33 UNIT 1 RPxhiirn- Idaho 83440 TOWNHOUSES Type Fb psi Fv psi E psi RE XBUR ,IDAHO - - - - LVL GLB D F Beam 1 Type DF 2600 285 19000 00' ' 2400. 190 1800000 13001 95 1900000 CarPort Rafter Fb psi lFv psi E psi 1300 95 1900000 19 ft Area = 1.33 ft 0 Span = Tributary Loads Point Load = Ibs 35 psf 0 psf 15 psf Snow Unifor Load = 46.55 Ibs /ft Live Load 0 Ibs /ft Dead Load 19.95 Ibs /ft Moment Live Load Moment = 2101 lb-ft = 25206.83 lb-in Dead Load Moment = 900 lb-ft = 10803 lb-in Section Modulus Required = 27.70 in3 Se ction Width = 1.5 Section Depth = 11.25 in. in. Section Modulus Provided = 31.6 in3 OK Moment of Ineritia Provided = 178.0 in4 Deflection Live Load = 0.40 — in. --- - ! L /360 in. OK Dead Load = 0.17 in. _0.63 Total = Horizontal Shear 0.58 in. U240 0.95 in. OK _ fv - 6 psi O � i FV - -- - 109.25 - -- — - psi A llowable Use — i 1.5 -- Reaction = - I X 11.25 631.75 DF� I Page 1 Design Intelligence, LLC JENK3BRDS. 8/6/2004 3885VV Hwy 33 UNIT Rexbunq.|daho 83440 TOWNHOUSES Page 2 LVL 2600 285 19000001 GLB 2400 190 18000001 DF 1300 95: 19000001 Beam CarPort Rafter Carrier GLB 2400 190 1800000 __ + L Span = 20 ft Tributary Area 10 ft 0 Loads Point Load lbs Snow 35 psf Dead Load 15 psf Uniform L ad 350 lbs/ft 150 lbs/ft Moment Live Load Moment 17500 lb-ft 210000 lb-in Pead Load Moment 7500 lb-ft 90000 lb-in Section Modulus Required 125.00 in3 Section Width = 5.125 Section Depth = 13.5 in. in. Section Modulus Provided of Ineritia Provided 155.7 1050.8 in3 in4 OK - Moment Deflection Live Load 0.67 L/360 0.67 in. OK Dead Load 0.29 in. Horizontal Shear f V 108 psi 10K psi Allowable FV=_ 218.5 5.125 Reaction x 13.5 +GLB 5000 Ibs Use Page 2 [rewigm Intelligence, LLC JENK@8ROS. 8/6/2004 3885VV Hwy 33 UNIT Rexbum.|doho 83440 TOVVNH01/SFS Type LVL GLB Fb psi 2600 2400 Fv psi 285 190 JE psi 190000 1800000 REXBURG, IDAHO DIF 1300 95 Type -��p p. LVL 2600 285 1900000 SS Lp 7.5 ft Tributary Area 15 ft 0 . Loads Point Load Live Load 40 psf Dead Load 15 psf 600 lbs/ft lbs/ft ----225 Moment Live Load Moment 4219 lb-ft 50625 lb-in Dead Load Moment 1582 ft 18984 lb-in ection Modulus Required 26.77 - in3 Section Width = 1.75 Se Depth = 11.875 in. in. — in3 Modulus Provided 41.1 OK Moment of Ineritia Provided 244.2 in4 Deflection Live Load 0.09 in. L/360 10.25 in. OK Dead Load 0.03 in. Horizontal fv FV Shear 223 285 psi psi OK Allowable Reaction 3093.75�lbs Page 3 Design Intelligence, LLC JENKS BROS. 3685 W Hwy 33 UNIT 1 Rexburq, Idaho 83440 TOWNHOUSES Type Fb psi F v psi E psi REXBUR , IDAHO LVL 2600 285 1900000 GLB - - 2400 190 1800000 _ _ � - - -- - -- -- - -- _- D F 1300 95 1900000 Be am 4 Bearing Wall Window Header Type LVL Span_= Fb psi I Fv psi JE psi 2600 285 1900000 L L 6 ft Area = 15 ft j 0 Tributary Loads Point Load = Ibs Snow _ 35 psf Live Load 0 psf Dead Load 15 psf i Uniform Load = 525 Ibs/ft 0 Ibs /ft 225 Ibs /ft Moment Live Load Moment = 2363 lb-ft = 283 50 lb-in Dead Load Moment = 1013 lb-ft = 12150 lb-in Section Modulus Required = 15.58 in Sect Width = 3 Section Depth = 9.25 in. in. _ Section Modulus Pr ovided = 42.8 in3 OK Moment of Ineritia Provided = 197.9 in4 Deflection Live Load = 0.04 in. U360 0.20 in. OK Dead Load = 0.02 in. Total = 0.06 in. L/240 0.3 in. OK Horizontal Shear f v = 122 � psi iOK I FV = - -- - - - - -- -- — 327.7 !psi -- A llowable Use 3 R eaction = X 9.25 2 250 LV Ibs 8/6/2004 Page 4 Design Intelligence, LLC JENKS BROS. 8/6/2004 3685 W Hwy 33 UNIT 1 Rexburq, Idaho 83440 TOWNHOUSES Foundation Design RE BURG, IDAHO Max Roof Span - 34 ft Max Floor Span - = 30 ft I Wall Height = 18 ft Stem Wall Heigh = 4 ft Stem Wall Width = 8 in. Allowable Bearing Capacity pacity 1 Snow Load 35 p s f Floor Live Load 40 p Wall Dead Load 15 p sf Roof Dead Load 1 15 psf Brick Dead Load 0 psf Floor Dead Load 15 psf Exterior Bearing Walls - F1 Proposed Fo Width 22 - - Depth 10 Roof Loads 850 Ibs /ft in Floor Loads 825 — Ibs /ft in Wall Load 270 Ibs /ft Stem Wall Load 400 Ibs /ft Footing Load 229 Ibs /ft Total 2574 Ibs /ft Bearing Pressure = 1404 i psf OK Reinforcing Requirements Min Reinforcing Factors Footing 0.002 Stem Wall _ Verti 0.0012 #4 0.2 Horizontal 0.002 Reinforcing Bar in *in Footing Continuous Reinforcing g Count 2 bars Stem Wall - - - - Continuous Reinforcing Count j 4 bars Vertical - Reinfor Spacing 18 in. i Page 1 Design Intelligence, LLC JENKS BROS. 8/6/2004 3685 W Hwy 33 UNIT 1 Rexburg, Idaho 83440 TOWNHOUSES Foundatio D Allowable Bearin Ca pacity now Load Fl L ive Load RE ; BURG, ID 1500'psf �- 35 psf 40 psf 15 psf i 15 p 0 psf 15 psf Walls - F2 HO M ax Roof Spa = 0 ft Max Floor Span = 30 ft Wall Height = 18 ft Ste Wall Height = 4 ft Stem Wall Width = 8 in. Wall Dead Loa Roof Dead Loa Brick Dead Load Floor Dead Lo Interior Be aring Proposed Footing 20 10 Roof Loads 0 Ibs /ft W idth in Floor Loads 825 Ibs /ft Depth in Wall Load 270 Ibs /ft Stem Wall Load 400 Ibs /ft Footing Load 208 Ibs /ft Total 1703 Ibs /ft Bearing Pressure = 1022 psf OK Reinforcing Requirements Min Reinforcing Factors Footing 0.002 Stem Wall Vertical 0.0012 #4 � 0.2 — Horizontal 0.002 Reinforcing Bar in *in Footing Continuous Reinforcing Count 2 bars Stem Wall Continuous Count 4 bars Vertical - Reinforcing Spacing 18 in. Page 2 Deign Intelligence, LLC JENKS BROS. 8/6/2004 3685 W Hwy 33 UNIT 1 Rexburg. Idaho 83440 T0VVNH011.gFS . Fo oting D esig n Values n Allowable Soil Bea Pres D REXBURG, I AHO i 1500 psf 0.002 2500 psi 40000 psi -- Min Reinforcing Factor =_ C oncret e Strength @ 28 days Steel Reinforcing= Fo oting - F3 Description Vertical Moment Loads 20000 Ibs L = L ength 4 ft B = Width 4 ft Thickness 1 ft 0 ft-Ibs Weight 2400 Ibs i V = 22400 Ibs e = M/V 0.0000 Qmax = V /BL0 +6e /L) = 1400 psf Qmin = V /BL(1 -6e /L) = 1400 psf Rein_ forcing for Long Direction t Use 4 ft. Wide X 1 2 in. Deep Footing Calculated Minimum Reinforcing = 1.152 in *i Rebar Size = #4 Area = 0.2 in *in Use 6 #4 �- 8.40 in O.C. Reinf for Short D irection Us 4 Calculated Minimum Reinforcing Rebar Size = #4 Use 6 ft. W ide X 12 = 1.152 Area = 0.2 #4 8.40 1 in. Deep Footing in *in 4 in * in. 0. C. Page 1 ~ ' Des�gn Intelligence, LLC JENKSBROS. 8/8/2004 3885VV Hwy 33 UNIT Rexburq, Idaho 83440 TOWNHOUSES Shear Wall Analysis - Second FWOURG� IDAR5�1 Wind Load 22 psf 7 28 ft 20 ft 7 ftA 2 Roof Height = Wall Height = Length of Long Wall Area at Mid Height of Wall Wind Force 9240 lbs 30 Sh_ewrWall Length it Shear/ft in Wall @ Mid Heig�t 308 lbs/ft Provide 1/2" APA rated sheathing with 8d nails at 4" o.d. - ind _12"o.c. at panel edges in the field. Blocking is required. 0.127 Seismic Analysis Seismic Multiplier - Roof - Co — ad lWidth 33 20 ft 30 ft Length 20 Load 24 (includes snow) Weight De 15840 lbs Long Wall Length Short Wall Length Height 18 Length 100 Load 15 Weight Wall Dead Load 13500 lbs - Seismic Force @ Mid Height of Wall 3726 lbs Shear Wall Length 30 ft Shear per ft in Wall @ Mid Height 124 lbs/ft OK Provide 1/2" APA rated sheathing with 8d nails at 4" o.d. at panel edges and 12" o.c. in the field. Blocking is required. Page 1 Der.Wign Intelligence, LLC JENKS BROS. 8/6/2004 3685 W Hwy 33 UNIT 1 Rexburq, Idaho 83440 TOWNHOUSES Shear Wall Analysis - Main F106f XBURG, IDAHO 22 psf 7 ft --- - - - - -- - -- 28 ft 20 ft = 420 ft ^2 Wind Load = Roof Height = Wall Height = _ - - -- - - - - -- _ Length of Long Wall =�_ 1 Area at Mid Height of Wall Wind Force = 9240 Ibs 30 Shear Wall Length ft Shear /ft in Wall @ Mid Height 308 Ibs /ft Provide 1/2" APA rated sheathing with 8d nails at 4" o.d. at panel edges and 12" o.c. in the field. Blocking is required. 0.127 Seismic Analysis Seismic Multiplier = _L Width Roof Dead Load 33 Long Wall Length 20 ft Short Wall Length 30 ft ILength 20 I Load I 24 (includes snow) Weight 15840 Ibs _Height Wall Dead Load 18 Length Load 15 Weight 100 13500 Ibs Seismic Force @ Mid Height of Wall 3726 Ibs Shear Wall Length 30 ft - - Shear per ft in Wall @ Mid Height 124 Ibs /ft OK — -- -- - i Provide 1/2" APA rat sheathing with 8d na ils at 4" o.d. at panel edges and 12" o.c. in the field. Blocking is required. Page 2