The URL can be used to link to this page

Home My WebLink AboutPROJECT ENGINEERING - 05-00026 - 90 S Hidden Valley Rd - Additionmv mejmw' -�N -um low 9' Wi a r J b Vp e� T Z) aL3 Kw Sys U'Ty Ut -3 fax 9`7 4- 510 2 X (801)974 0 Project Name HIrrlit"I.,aer Client I or Des,*'n Loft I Contact Person Scott Stubbs Project Location: Subdivision/Lot Lot #1 Hidden 12/3012004 Date Opened alley 12,13012004 Finish Date JW -N Provet Size 1,500 sq ft Basement & One Level Seismic Design Category D 1 Seismic Response Modeoeff 6 Basic NoVind Speed (3 Second) 90 mph C Exposure 40 psf Roof SnowLead Roof�:at� -"' Load 15 psf 71y Floor L"ve Load4D psf �:. ��u�r Dead Load 12 psf Site Class Allowabie Soil Bearing Pressure Job Type Residence ED ' D'2 B A INA A U U- rV N ES L `4 Ly As County Madison OVEM N.OTE: THIS SHEET MUST BE WET STAMPED, INITIALED AND DATED ON LIME GREEN PAPER TO BE VALID FOR OBTAINING A BUILDING PER1\41T. ANY CHANGES IN DESIGN CRITERIA, STRUCTURAL DETAILS) MEMBER SPANS, OR LOADING MUST BE REV1EWED AND APPROVED IN WRITING BY KCtM,',PCA--1 IEC PRIOR TO CONS -1 -RUCTION OR THESE CALCULATIONS AND PROFESSIONAL ENGINEERS STAMP ARE VOID. REGISTERING (REUSE) OF THESE CALCULATIONS, DESIGN, OR ASSOCIATED PLANS IS PROHI BITFD. imp"'1400, r u Kimly Project Type Engineertng 0 C +r, 771T )VIEC J'lid 0 wwnmmrvi;'. rmna THIS ENGINEERING VA�.ID FOR A SINGLE STR UC A URE AT'iH<'. LOCATION N(i�ED ABOVE ONLY-@ •k Single 11 7/8" EC10 450-1:.9 DF JobName: Address: City, State, QIP: a Customer - Code . t mer -Code report: ICC ESR Pendlng) BO, 1-3/4" LL 410 lbs DL 123 Ib General pada Version: Member Type: Number of Spans: Left Cantilever-. Right Cantilever: .� BC CALCO 9 DESIGN REPORT - UZ,, � 5 7 1 File Borne: Description Specifier: Designer: company: mise: Thursday, December 30.. 2004 20:52 BC CLC Project 1 Total of Horizontal Design Spans = 20-06-00 Load Summary US Imperial {I} Description Loaf Type 1 Standard Load U nf_ Area sip: Cc Spacing: 11t Repetitive: Yes Construction Type: Glued Disclosure The completeness and accuracy of the input must be verified by anyone who would rely on the output a evidence of sultabifity for rti ui r application, The output above is bayed upon huiidi code -accepted design properties 2nd aralysis methods. Installation f E301SE engineered wood products must be in accordance with the current Installation Guide and the ppli bl building codes - To obtain an In t it tion Guide cr if you have any questions, please call (800)232-0788 before beginning product installation. CALL - , BC FRAME , BCI @, 3C RIM BOARDTm, BC O'SE3 RIM BOARD fi11, ]Sr_ GLUL -1111, VER - .I PLUS(D, VERSA- TSI TM VERSA -,BTU L, ALLJOISTOP, and J S Tkfi are trademarks of Boise Cascade Corporation, Page I of 1 Controls Summary Control Type Value Pos. Moment 2732 ft -lbs End Reaction 529 ib Total Lod Defl. L/%-383 (0.642f Live Lod Defl. L i' Max Dtl. 0.1342„ Span / Depth 20.7 Ref, Start .eft 00-00-0 61,1-31411 J,141 LL 410 ib CSL 123 Ib End Type Value OCS Dur. 20 -06 -CO Live 40 p f 12" 100% Dead 12 psf 121r 90% % Allowable 72.9% 51.6% .% 96.4% 64.2% n/a Duration 100% 100 Notes Design assts User specified (U360) Total load deflection criteria. Design meets User specified L/ Live load deflection criteria. Design meets arbitrary (1") Maximum load deflection criteria. Minimum hearing length for BO i 1-3/4". Minimum be2ring length for B1 is 1-3/4". Load Case 1 Span L i I - Internal 1 - Right Entered/Displayed Horizontal Span Length(s) = Clear Span + 112 rrtin_ end hearing + 112 intermediate bearing W BC CALC� 9 DESIGN REPORT - US Thursday, December 30, good 20:52 801SIE 0 Single 11 ?I8" 13CI@ 450-1.9 DF File Name: BC CALC Project : J41 Jab Name: Description: Add re�s: Specifier, Ci#y, State, dip: ; Designer: Customer, Company: Code reports: [CC ESR (Pending) Misc: E301 1-/4rw LL 440 I b DL 132 lbs data Version: Member Type.- Number ype..,umb r ofSpans: Left Cantifevec Right Cantilever- Slope- O ntil v r - lope: Spacing. Repetitive: Construction US Imperial 1 601 Yes Type: Glued Disclosure The completeness and accuracy of the input. rust be Ver -fieri b . nyon who ou Id rely on the output a evidence of suitability for a particulrar application. The output above is based upon building code -accepted design properties and analysts methods. Instailation BOISE it wood products rust he in accordance with Che current Installation Guide and the applicable buildin codes. To obtain an I n tallcation Guide or If you have any questions, please call �800)232-0788 before beginning product installation. BC CALCI SC FRAME_ 10D; E3C RIM BOARD TIJ _ B OSB RIM BOARD -'"]BOISE GL! J LA " r VERSA -LEWD, VERSA-RIMO, VERSA -1I1' PL, VE RSA-STRAN D T11 , E RSA- 3 ' U L ®, LJ I T and Tr 1 are 'trademarks or' Eloise Cascade Corporafion. gage 1 of 1 Total of Horizontal Dela Spans = 16-06-00 i a ; H 1 , 1 -pr LL 440 lbs DL 132 lbs Load Summary ID Description Load Type Ref. Start End Type Value S [fur. I Standard Load Unf. Ar02 Left -00_00 16-06-00 Live 40 psf 161T 100% Dead 12 p f 16" % Controls Summary Control Type Value % Allowable Duration Load Case Span Loration Pos. Moment 2359 ft -lbs 63.0% 100% 1 1 - Internal Neg. Moment -0 ft -1# n/ % 1 - Right End Reaction 567 lbs 55.3% 100% 1 1 - L t Total Load D fl. L/548 (0,362" 65.8% � 1 Live Load Defl . L/712 (0.278") 67.4% Span Depth 16.7 n Notes Design meets User specified (L.1360) Total Coad deflection criteria_ Design meets User specified U Live load deflection criteria. Design meets arbitrary (1") maximum load deflection criteria. Minimum bearing length dor 130 i -3/4'4 . i�imurn bearing length for 131 is 1- / 'T M Entered/Displayed Horizontal l Span Length(s) = Clear Span + 112 rein, end bearing + 1 intermediate bearing HIRRUNGER RES CLIENT: DESIGN LOFT INC DATE: Dec -04 BY: KCM REXBURG, IDAHO FLOOD, L -ROOF LOAD L= IPSF DL= 1 PSS' LL = 40 PSF = 40 PSF TL = 52 PSF TLPSF ROOF BEANIS SIMPLE SPAN STICK BEAM OR HEADER LOCATION: T'YPI(aL i tEAI)FI2 - DURATION INCREASE D = BEAM SPAN TRIBUTARY LOADING TOTAL LOAD (TL) LIVE LOAD (LL) _ JOIST SPAN (i) _ JOIST CANT (c) _ tivTL = TL* [(l+c)**2/2*i] _ wLL— 1,L*[(I+c)**.1/2*11 BEAM LOADING TOTAL LOAD (wTL) - LIVE LEAD (wLL) TOTAL UNIFORM LOADING MAXIMUM MOMENT AM SIZE DEPTH (d)est- = WIDTH (b)est. CF =(I / 1 /9 = (CF= 1 IF d < 12} Ar T .F 4 .. 993 723 Lm S PS T FT PLL PIF 20 PLF L wTL = SUMUL) wLL = 5UM(LL,) M wT STICK 9 IN. ,%.0 �IN. 1.00 N (1 10 13 PLF 723 PL -t LBS 1662 L B S i T LBS ti BEAMS �! DOUG FIR L - /l 24F -V4: LSE DF LVL LVL.- Fb 825 PSI DF/DF 21400 PSI 2,6.00 PSI Fv 95 :PSI 1 S I 285 PSI F� _ 625 PS I 650 PSI 750 PSI E — 1.60E+06 PSI t. i 6 PSI 1.80E -i-06 PSI TIER DOUG FTR1: AST -NI. 992 STEEL — 1} 350 PSI DF/DF Fb Fv 8_5 PSI Fv20�000 PSI Fc J / 15 PSI E- ; 90E+(/ PSI E 1.70E+06 PSI ROOF BEANIS SIMPLE SPAN STICK BEAM OR HEADER LOCATION: T'YPI(aL i tEAI)FI2 - DURATION INCREASE D = BEAM SPAN TRIBUTARY LOADING TOTAL LOAD (TL) LIVE LOAD (LL) _ JOIST SPAN (i) _ JOIST CANT (c) _ tivTL = TL* [(l+c)**2/2*i] _ wLL— 1,L*[(I+c)**.1/2*11 BEAM LOADING TOTAL LOAD (wTL) - LIVE LEAD (wLL) TOTAL UNIFORM LOADING MAXIMUM MOMENT AM SIZE DEPTH (d)est- = WIDTH (b)est. CF =(I / 1 /9 = (CF= 1 IF d < 12} Ar T .F 4 .. 993 723 Lm S PS T FT PLL PIF 20 PLF L wTL = SUMUL) wLL = 5UM(LL,) M wT STICK 9 IN. ,%.0 �IN. 1.00 N (1 10 13 PLF 723 PL -t LBS 1662 L B S i T LBS ti BEAMS �! HIRRLINGER RES .'-qwwwl� REXBURG, IDAHO Sreq 3)3.9 0 f N /- 7 IN(2) lreq(TL') 27, 74 IN(4) s 4 e2.78 I Ir q l�L IN(4) 1 19-7-86 14 BRGreq = USE lK 61011191mam-mim 2 - 2 X 10 (S) SIMPLE SPAN LVL BEAM 01.2 HEADER LOCATION: WIDE HEADFP. 2 URA,TION INCREASE D' 1. I AM SPAN 6.2 FF TRIBUTARY LOADING TOTAL LOAD (TQ _ LIVE LOAD (LT.) .SIT SPAN �(1 JOIST CANT (c) A TL = TU [ I+ :` 1.j = w LL = LL -'l [(I +c) * *2/2 *1 BEAM LOADING TOTAL LOAD wTL = LIVE LO N+ L L — TOTAL UNIFORM LOADING Ft I r or rw DD PS 40 PF 2-0 FT 993 PLF LF tiv'TL = SUM(TL) wLL = SUM(LL) IAF 0 l-oF 723 PLF 1.26 REACTION = ATL --L2 3142 LBS v LL*L.'2. _ 2240 LB S MAXIMUM MOMENT Mmax w'TL*L"2/8 41870 FT LBS BEAM SIZE DEPTH t. WIDTH (West. CF _ 1/ SCF -- I IF d < 12) r sreq Ir TL Ir (L zz BRGreq USE 10.90 IN(2) 19.54 NQ) A 3 3.3 IN (2) I4) S-- 52.6 INQ) 64-57 k7 IN(4) 1 250.0 I4 IN. SAFETY I TOR = 2.69 2 i -3/4"x 9 -1/2 IN. LVL (S) � SIMPLE SPLVL BEAM OR HEADER LOCATION: i' -'I "NA LL B AY RB _ . .�f DURATION I C I ASE (D.) I AM SPAN = o. 'T SEAMS 2 HIRRLINGER RES REXBURG, IDAHO BEAMS 3 TRIBUTARY LOADING TOTAL LOAD TL LIVE. LOAD (LL) JOIST SPAN 1 JOIST CAST = A TL. i TL* [(I+c)**2/2*11 wLL =LLa T BEAM LOADING TOTAL LQAD ,(wTL) LIVE LOAD (wLL) _ ROOF 55 0 �. 693 4 11 () 0 TOTAL UNIFORM LOADING �N,;TL SUM(TL) i LL SUM(LL) RTI iTL = LLL MAXIMUM MOMENT BEAM SIZE DEPTH (d)est WIDTH (b)est. CF= (I21d)^119 = (CF = 1 IF d < 12) Areq — Sreq Ireq(TL.) = Ireq(LL) = BRGreq USE Morax PSF PSS FT FT PLF PLF PLF LF 713 PLF 504 PLF `74 2 LBS 645 LB S wTL*LA2/8 = 920822 FT LBS 14.68 IN(2) 39.E-2 IN(3) A = 33.3 IN(2) 206.27 IN(4) S = 52.6 IN(3) 218.71 IN(4) 1 = 250.0 IN(4) 3 IAV. SAFETY FACTOR = 1.14 1-3/4"x 9 -1/2 IN. LVL (S) I SIMPLE SPAN AM OR HEADER LOCATION: END LL 1 1 _.,A. I� RM -10 RB - 3$w DURATION INCIZEASE (D) L15 BEAM SPAN 8.0 FT i TRIBUTARY LOAI]ING ROOF TOTAL LOAD (TL.) = 5-5 PSF LIVE LOAD (LL) _ 40 PSF .ialST SPAN (1) - I{).0 FT .IQIST CANT (c) 2_[) FT 4vTL = TL* [(l+c)**2/2*1] , 396 PLF wLL = LL*[(I+c)°1 =212*i] - ";288 PLF BEAM LOADING TOTAL LOAD (%vTL) = 20 PLF LIVE LOAD (ivLL) A 0 PLF TOTAL UNIFORM LOADING wTL IJM TL 416 PL xvLL SUM(LL) _'2'l 8 8 P L F REACTION = ivTL--= 1664 LBS HIRRLINGER RES NIAXIMUM NIOMENT STICK BEAM DEF-rH (d)est- _ WIDTH (b)est. CF = (12/d)AI/19 _ Areq = Sreq = Ireq(TL) = Ireq(LL) BRGreq _ USE .1%ow- REXBURG, IDAHO � v L L * ^ I J. LBS M wT * L /8 - 3,328 FT LBS 11 5 IN - -8 I. 3.0 IN. , 1.00 (CF = 1 IF d < 12) 01 17.49 IN(2) INQ) 42_09 IN(3) A = 3.75 IN(2) 59.90 IN(4) s63.28 I�(3) 62.21 IN(4) 1= 355.96 IN(4) 3 IN. SAFETY FACTOR = 1.5U 2 - 2 X 12 (S) SIMPLE SPAN BEAM OR HEADER - DURATION INCREASE (D) 1.1_ BENM SPA = 1- . FT TRIBUTARY LOADING ROOF TOTAL LOAD (TL) = 55 PSF LIVE LOAD (.LL) = 40 PSS JOIST SPAN (l) - 10.0 FT JOIST CANT {c} — 2.0 FT wTL = TL* [0+c}**212*1] = 396 PLF tivLL = LL*[(I+c)*x`212*1] = 2$8 PLF BEAM LOADING TOTAL LOAD (wTL) '?() PLF LIVE LOAD (ivLL) = (} PLF TOTAI. UNIFORM LOADING wTL = StJMUL) _ 416 PLF wLL = SUM(LL) = 288 PLF ,ACTION wTL*L2 32r?4 LBS wLL±I 211 '620 32 L MAXIMUM MOMENT Mor ax = NN TL Ll' = 12493 FT LBS LVL BEAM DEPTH (d)est. WID'T'H (b)est. CF = (121d)^119 Areq Sreq = Iz-eq(TL) _ Ireq(LL) B RCrt-eq == USE SCF = 1 IF d < 12) A -- 41.6 IN(2) S= 82.3 IN(3) I = 490.0 IN(4) 3 1-3/4"x 11 -7/3 IN. LVL ('S) GLU-LAM BEAM WIDTH (b.)est- = .12 5 IN. CF:-- (12/d)AI/9 = 1.00 (C F — I IF d < 120) Areq = 2, w 2W.I IN(2) ti BEAMS 4 1 -8 I. 1- , 13. 01 N(/)) x.14 INQ) r')'* IN(4) 402. 18 IN(4) SCF = 1 IF d < 12) A -- 41.6 IN(2) S= 82.3 IN(3) I = 490.0 IN(4) 3 1-3/4"x 11 -7/3 IN. LVL ('S) GLU-LAM BEAM WIDTH (b.)est- = .12 5 IN. CF:-- (12/d)AI/9 = 1.00 (C F — I IF d < 120) Areq = 2, w 2W.I IN(2) ti BEAMS 4 HIRRLINGER RES S req tr (TL) 1reqL) BRGreq; USE REXBURG, IDAHO 54-32 IN(3) A— -)3,.81 IN(2) 387.8 1N S = 94-17 IN(3) 402.18 IN(4) 1= 494.40 IN(4) 3 IN. FACTOR OF SAFETY = 1.23 5. 125 IN. X 10.5 IN. GLB m mom ---- SIMPLE SPAN BEAM OR HEADER LOCATION: S.JDE GARACT& RB-$' DGRATION INCREASE (D) = 1.I5 IN. BEAM SPAN = 1[).5 FT TRIB UTARY LOADING ROOF (CF— I TOTAL LOAD (TL) = 35 PSF LIVE LOAD (LL) _ 40 PSF JOIST SPAN (I) = 4.(} FT JOIST CANT (c) — ?.{) FT tivTL = TL*[(l+c)**?IZ*i] = 248 PLF wL.L= LL* [(I+c)*x212*i1 = 180 PLF BEAM LOADING TOTAL LOAD (wTL) - 60 PLF LIVE LOAD (wLL) - 0 PLF TOTAL UNIFORM LOADING- °TL — SUM(TL) = 309 PLF wLL = SUM(LL) — 1$0 PLF REACTION — wTL*L2 1614 B ALL.*L = L. MAX11MUM FOMENT m _ wTL L / STICK BEAD DEPTH (d)est. _ 11.25 IN. WIDTH Mest. - 3.0 IN. CF = (12/d)A_I/g 1.00 (CF— I Areq = 18.21 IN(" d2) req = 53_60 IN(3} Ireq(TL) = I00.12 IN(4) Ireq(LL) — 87.91 IN(4) BRGreq = 3 IN. USE 2 - 2 X LVL BEAM DEPTH (d)est. WIDTH Nest. CF = (121d)^X19 = Areq Sreq Ireq(TL) — Ireq{L.L} _ BRGreq USE GLU-L.—kM 9 -1/2 IN. .t- TN, 6.33 1 N (2) 1701 1 88-99 I-) 78.14 IN(4) IF d <I2) 4,238 Fr LBS 3.75 1 N (2) 63.28 IN(3) 35-65-96 I.N(4) SAFETY FSO. 12 (S) (CF = 1 IF d < 12) = . = 5 D, 2.6 2.05 ( � IN. SAFETY FACTOR2 1=3/411 ix 9 —1/2 IN. LVL = 1.18 2.81 BEAMS 5 HIRRLINGER RES REXBURG, IDAHO " BEAMS 6 WIDTH (b)est. CF = (12/d)AI/9 Areq S req Ireq(TL) Ireq(LL) = BRGreq IJSE 1.00 11 (CF = I IF d c 12) 10-33 IN(2) IN . . T 8.42 IN(3) A 37D -0 IN(2) $8.99 IN(4) S-- 75.00 IhT(3) 8.14 IN(4) I = 450.00 lN(4) 3 IN. FACTOR OF SAFETY = 3.G3 3.125 IN. X 12.0 IN. GLB SIMPLE SP OR HEADED R DURATION INCE I J 1. BEAM SPAN 16,5 FT TRIBUTARY LOADING ROOF TOTAL LOAD JL) y 55 PS F LIVE LOAD (LL) = 40 PSF JOIST SPAN 1) 4.0 F-' JOIST CANT = 1 wTL T L* [(I+c) * -"21/2* Fj = 248 PLS` wLL LL* [(I+c) *' , 2/2*11 180 PLF BEAM LOADING 'I'0TAL LOAD (wTL) = LIVE LOAD (w LL) _ 60 PLF 0 PLF TOTAL UNIFORM LOADING iv' I"L = SUM(TL) = 308 PLF wLL = SUM(LL) = 180 PLF REACTION wTL = 2537 LBS LL*L2 = t485 LBS AIMS .FOMENT M - ATL --' L /8 = 10j465 L. LVL BEAM DEPITH (d)est. WIDTH (b)est. CF - (12/d)AI/9 = Area = 5req Ireq(TL) Ireq(LL) _ BRGreq T USE SCF = 1 IF d < 12) = 41.6 N(2) s 82.:1) f N(3) 1 490. 0 I N (4) SAFETY F.T :=- 1.42 1--3/4"x 1.1 -7/BIN. LVL (S) GLU-LAM BEAM 11 - I N } 1 4 IN . . 10-32 3-12-5- 1N 2. 1) 42.00 IN(3) 345.33 IN(4) --3 -2-f IN(4) IN(2) IN. SCF = 1 IF d < 12) = 41.6 N(2) s 82.:1) f N(3) 1 490. 0 I N (4) SAFETY F.T :=- 1.42 1--3/4"x 1.1 -7/BIN. LVL (S) GLU-LAM BEAM IEP (d.)est. = 12.0 . WIDTH Nest. =--- 3-12-5- IN. = I - 1.00 F I IF d < 12 Area I7. IN(2) Sreq 45-50 IN( ' 3) A 37-50 IN(2) TrgTL - 345- I) - '7. INQ) I req(L L) 3 03. 2 I N -4 0- IN(4) BRGi,eq— 3 IN. FACTOR F 1.30 USE 3.0125 IN. X 12.D IN. GLB i HIRRLINGcl3 RES REXBURG, IDAHO BEAMS 7 FLOOR BEAMS SIMPLE SPAN STICK BEAM OR HEADER LOCATION: "IYYtCAL HERDER FB- I DURATION INCREASE (D) = 1.00 BEAUS SPAN = 4.6 TRIBUTARY LOADING FLOOR TOTAL LOAD (TL) = -52 LIVE LOAD LL ._ JOIN SPAN (1) JOIST CANT (c) ATL .= L [ 1+**11 A LL = LL * [ I + 1 BEAM LOADING TOTAL L ATL LIVE LOAD (wLL) TOT -,,U UMFORM LOADING 40 2, b 832 640 FT F P F FT 1--T F PLF PLF PLF tiuTL - SUM(TL) — 852 PLF vvLL = SUM(LL) G=NU PLF REACTION _ wTL*L2 = MAXIMUM MOMENT BEAM SIZE DEPTH (d)est. _ WIDTH (b)est. = CF - (12/CI)AI/9 - (CF - 1 IF d < 12) Areq Sreq = Ireq(TL) Ireq{LL} _ B RGreq 61.E 20.57 3.78 ?3.32 26,2 3 1960 A L 2 = 14`7`2 Morax = *L IN(2) LBS LBS ,: - FT LB S IN(3) A. = 27.75 IN(2) IN(4) S = 4 2. 7 8 -IN(3) IN(4) I = 197.56 IN(4) IN. SAFETY FACTOR = 1.31 USE 2 - 2 X 10 (S) tc cin cl� Tw� A-1 U-) --� C) 73 cz cl� CD CD co UL 0 Lu = Ln LIJ cn CIO < co cc Tw� A-1 U-) --� C) 73 cz HIRRUNGER RES__, Date and Timed. 1/2004 "7.F.44,22 PM MCE Parameters -Conterminous 48 States Zip Code - 83440 Central Latitude = 43.763462 Central Longitude = -111.609017 rJ MCE MAP VALUES &moo Short Period Map Value - Ss = 60.61/o g 1.0 sec Period Map Value - S1 = 19.3% g RESIDENTIAL DESIGN INFORMATION �a _ �, �, Short Period Map Value - Ss = 60.6% g Soil Factor for Site Class D - Fa = 1.31 Residential Site Value = 2/3 x Fa x Ss = 53.2% Residential Seismic Design Category = D1 "00 f �4k M � T ® S.. tom,•,,. �Y� r TrYa ns�l�rs� a= a 41 • .d Zo Jr. ipm—Eftuv� ,( W,i lwmb� 1> "Emp HIRRLINGER RES CLIENT: DESIGN LOFT INCI. DATE: Dec -04 BY: KCI REXBURG, IDAHO LATERAL RESISTING SYSTEM: PLYWOOD SHEAR «:ELLS AND ROOF DlAP.B-R.A-.GM WIND LOADING sECoND GUST WIND SPEEDS Vas 2003 IBC ROOF HEIGHT 90 MPH WALL FREIGHT SEE ATTACHED HAND CALCULATION' .. L. L.TIO ' FRONT TO K P(WALL) P(RUOF)horiz. EXPOSURE= ROOF L PE - OF ANGLE I= SIDE TO SIDE 2 1. 00 PS F ROOF P(WALL) 0.00 F F I FF rl * - FRONT TO BACK DIRECTION ZONE L-ill "A" TOTAL T C T U , ITEM LEFT ROOF NVALLS RIGHT ROOF WALLS DE=PTH OIR WIND WIDTH HEIGHT LOAD 18.9 FF 10.0 FT m .0 1 22.62 0 1.0 -2"1.90 PSF 0.00 PSF LEFT RIGHT ZONE SIDE SIDE TT. (FT) SF 1 IIs) (lbw 6.0 0.00 0 0 7'.i 1.00485) 1 485- -I 8.0 0. 4,0 21.00 72 2772 ROOF SHEAR 4 7623 ROO.F DtAPtIRAGM SHEARS LEFT LOAD 4851 LBS RIGHT LOAD = 2''7? LBS LENGTH LEFT LENGTHRIGHT . SHEAR FORCE — SHEAR LOAD/SHEAR LENGTH DIAPHRAGM HEAR LEFT DIAPHRAGM SHEAF. RIGHT SHEAR WALL LOADS ti 8 FT SIDE = 124 PLF SIDE = 73 PLF LEFT L - 1 LBS LENGTH LEFT = � FT RIGHT LOAD - LBS LENGTH RIGHT 3 6 F SHEAR FORCE SHEAR L/E GYTH NVALL SHEAR LEFF SID 178 PLF WALL SH RIGHT SIDE 77 PLF LEFT TO RIGHT DIRECTION ZONE SIDE ITEM BACK ROOF \VALLS DEPTH 0JR WIND WIDTH HEIGHT LVAD (FT) BACK FRONT SIDE SIDE (lbs) I : 0 2683 ZONE TOTAL 1 Q 2683 0 WIND — � HIRRLINGER RES REXBURG, IDAHO WALLS 21.90 2738 2738 ROOF SHEAR ?683 X738 5420- ROOF DIAPHRAGM SHEARS BACK. LOAD = 2683 LBS LENGTH BACK 56 FT FRONT LOAD = 2738 IBS LENGTH FRONT = 66 F -F SHENR FORCE _ SHEAF. LOAD/SHEAR LENGTH DIAPHRAGM SHEkR BACK DIAPHRAGM SHEAR FRONT SHEAR W,-AiLL LOADS BACK LOAD - 2683 ABs FRONT LOAD = 27FRONT8 LBS SIDE = 41 PLF SIDE = 41 PLF LENGTH BACK LENGTH FONT _ SHEAR FORCE = SHEAR LOAD/SHEAR LENGTH WALL SHEAR BACK WALL SHEAR FRONT 9 FT j-9 FT SIDE = 93 PLF SIDE = 144 PLF WIND - 0 JOB; FHE RUNTG �- R � . RG, JDAHO CLIENT, DESIGN TaOf +' INC. DATE: Dec -04 FLOOR LOAD, L = F � PSS= ROOF LOAD, DL _ PS F LL = -40 P F LL 40 PS F TL = 52 PSF TL 55 PSF AI LOWAEtLE S OIL B FA RI.NLGPSS SURF, 1 .500 Ps F L 0 C.XT0 N D E.D LOAD LIVE LOAD 11 TOTAL Lo F FOOTING f7 -j i T ffGS I T RIOR BEAR I - WALL ROOF WIDTI-.' FT S PAN FT 0 C LOAD PSF 15 PLF LOAD PSF _ � ��.F 1 s y � )LF ! I 9 FLOOR WIDT11 SPAN LOAD LOAD � i L106 PLF FFFT PS F PSF 1300 PF 18 rs 12 216 PLF Ca-) 40_ 720 P1,F 936 PLF 0-7 FT W 1LL I o WIDTH HEIGHT LOAD 17 FT PLF ri :0 170 PLF , I70 PLF USE AS FOUNDATION USE: "AII I' ,IUM ThUCK HEI IIT LOAD FOOTEN-G IN. Fl, PCS i 0 0 150 0 Pl,F I xC ON T I .386 PLFIL- 720 PL F, 1.106 P LF CONT EXTER[OR ROOF FTGS BEARENG WALL wi T1 SPAN FT LOAD FF LOAD PF 1 X 20 9 15 = 300 PLF 0 40_ 800 PLF ; 110c) PLI; a FLOOR WT DTH .PIS '� AD LOAD 2.038 PLF � I- r FT PS F P F 1,500 ps F ] x C i 1 0 ILF' (4 = 360 PLS469 = 14 FT NVALL WIDTIH HEIGHT LOAD FI' FT PLF 1A, T " ' PLF '27 PLF USEAS FOUNDATION- -- LTTE-. 11NI UM THICK 0GHT LOAD -S%CO. . FOOT'I'NC-iiN" FT PcF ALF 2 FLF 1160 PLE SPOT I . FFEWOPROD F FT (�TL F LOADS W I IST I1 FT S PAN FT LOAD F F LOAD P AT STAIRS @ 15 675 LBS 1800 LBS 24:75 LBS FLOOR WIDTIH S Pik IN LOAD LOAD LBS FT FT Ips F P F 11500 PS I- N Q 0�, 12 0 LBS 0� _ 0 LBS 0 LBS = 1. Fr COLUMN HEIGHT LOAD FT PIF 1.32 F = 120 LBS 1.2",0 L3' FOUINDNflON USE. AREA HEIGHT HT L AD IN. FT PCF 1 ;95LBSIF 1. oo LB ?,.595 LIQ