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Home My WebLink AboutENGINEERING CALCS - 03-00019 - Green Gables II - Three 4-Plex BuildingsDesign Intelligence, LLC Engineering Calculations Summary Date: June 3, 2002 O�� Subject: Webb Apartme'nf's, Rexburg, Idaho Customerle, Randy Webb -Abstra'et This analysis uses the Design Ci-iteria required by the local jurisdiction and the 1997 UBC as the 1)asis for the calculations, Materials: Dimensional Lumber - LT G Design Values Used Concrete: 2500 psi @ 2$ days Reinfnrcincy Steel - #4 and smaller Gracie 40, #5 and larger Grade 60 Assumptions0 : UBC 1997 —Foundations designed for Max Brg Pressure of 1500 psf Design Loads: Snow = 35 psf Selsmic = Seisnuc Zone 3 Wind = $0 mph, Exposure C References: Uniform Building Code, 1997 Edition Truskist MacMillian Design Guides Summary0 : All beam sizes and footing sizes are noted an the drawings. 4468° "�o �rF A Ce /310- L., 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. Design Intelligence, LLC 135 East Main, Suite VVEBB APARTMENTS 6!3!02 0 Pale 1 Design Intelligence, LLC WEBB APARTMENTS 135 East Main, Suite A Rexburg, Idaho 83440 Type Fb psi Fv psi E psi LVL 2600 285. 1900000 GLB DF 2400 1300 190, 1800000 9 5T 1900000 Beam 1 Bearing Wall Window Headers At Roof TYpe Fb psi Fv psi E psi LVL 2600 285 1 900000 -' -- -- Snow Live Load n,r% r-% A I ,. -,,,4 Moment 35 psf 0 psf 15 psf Live Load Moment = Dead Load Moment = 11W11 117211b -ft Point Load Uniform Load I 32812.51 lb -in Section Modulus Required 1= 1 18-03, in3 Section Width - 3,5 in_- Sectian Depth 9.25 in.. _ -- . Section Modulus Provided = 49.9. in3 Moment of lneritia Provided = 230.8 in4 Deflecfian --- Live Load Dead Load Total = p 0.04 --------------- Horizontal Shear I - :W% fV FV 145 � psi 327.75 psi in. OK Allowable AM L/360 U240 3.5 140631 lb -in 0.17 0.25 Reaction Page 1 x in. in. O;Ibs 87511 bs/ft 0' lbs/ft 375 lbs/ft 9.25 1 LVL 3125 Ibs 6/3/02 Design Intelligence, LLC 135 East Main, Suite A Rexburg, Idaho 83440 WEBB APARTMENTS Spread Footing Design Values Allowable Soil Bearing Pressure. Min Reinforcing Factor^_. - Concrete Strength �7a 28 days -- Steel Reinforcing (fy) Spread Footing -Deck Support F3 __ Description Load Roof Live Load 0 psf Roof Dead Load 0 psf Third Floor LL 60 psf Third Floor DL 50 psf Second Floor LL 60. psf Decond Floor QL 50 psf Deck DL is 4" concrete Calculated Footing Width -- - - - 1500 psf _ _ --- 0.002 2500 psi 40000 psi �Lvad Length _LLpad V11idth Load 27 1 in. Total Load Use in. Wide X . �I q in. Deep Footing CaIculated Minimum, Reinforcing = Q,6, in*in Rebar Size - ;#4 Area 0.2 in*i- -- -n Use 3 #4 Bars Each Way i i Page 7 6/3/02 17 2 0 17 2 0 17 2 2040 17 2. 1700 17 2- 2040 17 - 2-- 1700 Total Load Use in. Wide X . �I q in. Deep Footing CaIculated Minimum, Reinforcing = Q,6, in*in Rebar Size - ;#4 Area 0.2 in*i- -- -n Use 3 #4 Bars Each Way i i Page 7 6/3/02 Design Intelligence, LLC 135 East Main, Suite. A Rexburg, Idaho 83440 WEBB APARTMENTS �rounaatjon Design ,UBC 1997 Allowable Bearing Capacity Snaw Load Floor Live Load Wall Dead Load Roof Dead Load -Brick Dead Load Roor Dead Load � T Exterior Bearing Walls -Lang Wall and Roof Truss Support' Roof Loads 1050 Ibslft FIoor Lo-a--ds- 0 ]hslft Pall Load 405[lbs/ft Stem Wall Load 500 Ibslft Footing Load 250 lbs/ft Total 2205 lbs/ft Reinforcing Requirements T MinReinfvrcingFactors Footing 0.002 Stem Wall 0.0012 Horizontal 0.002. Footing -� __ .__-- — Continuous Reinforcing Count Bearing Pressure -_ I Q3 f Q� Reinforcing Bar 2 1 bars Stem Wall Continuous Reinforcing Count 5'bars Vertical -_Reinforcing Spacing 17 in. Page 1 in*r.2,in 6/3/02 Design Intelligence, LLC 135 East Main, Suite A Rexburg, Idaho 83440 WEBB APARTMENTS (Foundation Design_ .UBC 1997 Allowable Bearing Capa,city 1 500 psf �- Max Roof Snan = .. R ft - Snow Loyd Floor dive Load Wall Dead Load Roof Dead Load Brick Dead Load Floor Dead Load Exterior Bearing Walls - End Wall Roof Loads Fluor Loads Wall Load Stem Wall load Footing Load Total 200 1 lbs/ft 1320( Ibs/ft 405 lbs/ft 500 lbs/ft 2501lbs/ft 2675 lbs/ft Reinforcing Requirements Mln..Reinforcing Factors Footing - � 0&002'- Stem-Wall Vertical 0-0012 Horizontal 0.002 Footing Continuous Reinforcing Count Stem Wall! Continuous Reinforcing Count Vertical -Reinforcing Spacing j 0 Bearing Pressure 1338 psf K i -ReinforcingBar--- inIn - 2 yrs � -- i oars 1, 7 in. Page 2 i 6/3!02 Design Intelligence, LLC 135 East Main, Suite A Rexburg, Idaho 83440 Foundation Design WEBB APARTMENTS UBC 1997 Allowable Bearing Capacity. 1500 psf Snow Load —35 psf Floor Live Load 120 psf Wall Dead *Load 15 psf Roof Dead Load 15 psf Brick Dead Load 0 psf Floor Dead Load 45 psf Interior -Bearing Walls Max Roof Span = - Max Floor Span ,Waif Height Stem Wall Height Stem Wall Width 6/3/02 oft 32 ft 27 ft 4 ft 0 in. V V C311 L. U OU I 4UO IDSM Stem Wall Load 0Ibs/ft Footing Load 375. lbs/ft ? Total 3420, lbs/ft Bearing Pressure 1 368 psf Reinforcing Requirements Min Rein forcing Factors Footing 0.002 Stem Wall Vertical 0.0012 Horizontal 1 0.002 Footing Continuous Reinforcing: Count Stem Wall, Continuous Reinforcing Count Vertical -Reinforcing Spacing Reinforcing Bar -#4 211167M 0 bars #DIV/Ol i n. im .0.2 in*ire OK Design Intelligence, LLC 135 East Main, Suite A Rexburg, Idaho 83440 WEBB APARTMENTS (Shear Wall Analysis Third Floor_ Wind Load = i Roof Height = i Wall Height= Z Length of Long Wall Area at Mid Height of Wall Wind Force - Shear Wail Length 25.4 psf 10.5 ft - 8 ft - i 16 ft 232 ftA2 4'( ft Shear/ft in Wall �7a Mid Height 144, [bslft Provide -1/2" _APA rated sheathing with 8d nails at 611 o.c, at panel edges and '1z" ox. in the field. Blocking is Required. ___ Seismic Force Mid Height of Wall 3786'lbs ShearWall Length41 Shear per ft in Wail � Mid Height � -- 92 i lbs/ft � (}K - '- - . . ............................. Provide '!!2" APA rated sheathing with 8d nails at 6" o.c. at panel edges and 12" o.c. in the field. Blocking is Required. 6/3/02 Design Intelligence, LLC 135 East Main, Suite A Rexburg,Idaho 83440 WEBB APARTMENTS Shear Wall Analysis -Second Floor Wind Load - Roof Height Wall Height Length of Long Wall Area- at Mid Heightof Wail = Wind Force - Shear Wall Length Shear/ft, in Wall Mid Height 25.4 psf 6 ft 360 ftA2 9144'!bs L 41 ft — - - 223 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. Shear Wall Analysis -First Floor Wind- Load 25.4 psf�— —t Roof Height Wall Height Length of Long Wall Area at Mid Height of Wall Wind Force = 10.5' ft 44 ft 6 ft 520 ft^2 1s2os ibs Shear Wall Length q1`pt —�— Shear/ft in Wall @Mid - Height 322 lbs/ft L Provide '1/21" APA rated sheathing with 8d nails at 410 ox. at panel edges and 12 ox. in the fie] -d. Blocking is Required. T- Page 2 6/3/02 w, �aw4 { ' to A*ve rha� User Mess TJ -Bea rn(T ) 6.02 Serial Number: 7002008118 User, 2 5114/02 10:35,18 Aid Floor Joists 11 7!8" TJ1@/Pro(TM)=150 @ 16" o/c Payee Engine Version, tzi THIS PRODUCT M;:FT-q r)P FYCFGnc rum er.T n��.� Izoluillf CONTROLS FOR THE APPLICATION AND LOADS LISTED Fj] M 2] Pro tic Diagram is nua ll. LOADS: Analysis is for a Joist Member, Primary Load Group - Residential - Living Areas p f : 40.0 Live t 100 % duration, SUPPORTS: Input Bearing vertical Reactions (Ibs)Detail Width Length Li elD eadlU p1l ft[Total 1 Stud wall 3.5018 2.25pt 427 / 128 1 /555 : Rim Board Stud wall ,x.50"2.2511 427 / 1 / 0 / 555 : Rim Board -See TJ SPEC[FIER'S/ BUILDERS GUIDE for detail(s): :Firm Board DESIGN CONTROLS: Shear (lbs) Vertical Reaction (Ibs) Moment (F# -lbs) Lige load Deft (in) Total Load Deft (in) TJPro Maximum Design Control Control 540 -534 14203 Passed (3$%) 540 540 1085 Passed (50%) 2105 2105 3765 Pissed (56%) 0.232 0.390 Passed (L/806) 0.302 0.779 Passed (L/620) 42 30 Passed 12.0 Dead Other I Ply 1 1/4" 0.8E TJ -Strand Rim B rd 1 Ply 1 1/4" 0.8E TJ -Strand Rim Bo rd Location Int. end Span 1 under Floor loading Bearing 2 ander Floor loading MID Span 1 cinder Fluor loading MID Span 1 under Floor loading MID Span 1 under Floor loading Span 1 Deflection Criteria. STANDARD LL: L/48 0,TL: L1240). -Allowable moment was increased for repetitive member usage. -Deflection analysis Is based on composite action with siflgle I �" layer of 19/32 , 1" Kernels (201P Span Rating) & NAILED wood decking. -BrinLu: All compression edges (topnd bottommust be braced t ' " c1c unless detailed otherwise. Propr attachment n�positioning oflateral bracing i required to achieve memberstability. TJ-ProTJ-Pro RATING SYSTEM -Tb TJ -Pro ti nSystem value provides additional fir performance information and i based on LES,ILEA 1 �'f a .��, �rlI(20'7 Rating) dxn T� �ntr�lrir� n i � � �p pp rt d b walls. additional considerations for thisi rating nclud : Ceiling - Mone.structural thedeck has not been performed b the Comparison analysis�f ADDITIONAL ! TE : -IMPORTANT! The nli presentedis utut from software developed � TrJoist p � TJ. TJ warrants the sizing f its products by this software ilk b o m pl lshd in accordance with TJ product designcriteria ndd t � accepted design values. The specific product application, input design load and stated dimensions have been provided b the software user. This output has n a � been reviewed � �",� Associate. -loot all products are readily available. Check with youra lit r TJ technical representative prntatly for product availability. -THIS ANALYSIS FOR TRUS JOIST PRODUCTS ONLY! PRODUCT UB TITUTI J VOIDS -Allowable Stress Design. methodology was used for Building Code NER analyzing the TJ Distribution � product Ilftd .bov, P F E T INFORMATION: Webb Apartments Cop rti-�Fht ID 2001 by T2alS Joist, a Weyerhaeuser Business TjI0 azd 'Ti -Beams` are registered trademarks of Trus joist. e-1 Joist', Prc' and Tj-pro'" are trademarks of Tres foist OPERATOR INFORMATION: Scott Spaulding Design Intelligence 135 East Main Street Rexburg, Idaho 83440 Phone 208-359-1461 PQ o -360-0740 designintel@msn.com a TM A Weytrhaewcr Business TJ-Beam(TM) 6.02 Seriial NuMber: 7002008118 User: 2 5il4/0 10,,35:21 AM Floor joists 11 7/8"' TJ1@/Pro(TM)=150 @ 16" o/c Page Engine Version:,.Z1 THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED Load Group: Primary Load Group 151 7.0011 MaxVertical React ion Tonal Ub ) 555 Max. Vcrtl'Cal React' 1.0irl Live, (Ibs) 427 427 Selected Bearing Length �in) Max. Unbraced Length (�- n ) 32 Loading on all spans, Design Shear (lbs) Max Shear (lbs) Member Reaction (lb Support Reaction ( lbs ) Moment, (Ft -Lbs) Live Leflection .(ire) Total Deflection zri) Loading on all MaxDesign Shear (--`Lbs) Shear (lbs) LDF ;-- 1.00 , Dead + Floor spans, L IF 6 r Reaction (lbs), Support, Reaction (Lbs) Moment (Ft -Lbs) PROJECT INFORMATION0,, Webb Apartments 534 -.534 540 -540 540 540 555 555 210.E 0.232 0.302 0.90 Demi 125 J-2 8 123 125 2001 by Tr 8 joist, a Weyerhaeuser Business TJI1° and 'TJ -Seam ' are registered trademarks of Tr -us Joist. e-1 Joi S t' , Pro' and Tj -r P-rol are trademark5 of Trus joist. r1 l -1,23 -125 125 128 OPERATOR INFORMATION: Scott Spaulding Design fnte)[igence 135 East Main Street Rexburg, Ida h 8344 Phone. 208-359-1461 Fax : 208-359-0740