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Home My WebLink AboutPROJECT CALCULATIONS - 07-00461 & 462 - Airport Self StorageCUSTOMER := III latter 11 LOCATION .- "Rexburg, IDI PLAN—NUMBER -z_- 'OP -36392" BUILDING .' F1& B1C l D °r D I 1' 1 130 3 suILaiNc DESCRIPTION ROOF PITCH ANGLE F TYPE I� 25 pitch +` .ft 1.193deg Type '_ ''Gable" Ibf " NOW LOAD GROUND SNOW L FIGURE f SNOW EXPOSURE CATEGORY TABLE 1608-3.1 SNOW IMPORTANCE FACTOR TABLE 1604.5 THERMALFACTOR TABLE 1608..2 SNC7V�' EXPOSURE ROOF LIVE LOAD FLAT ROOF SNOW LEAD `LL PAI RTOL or SHELT ED UNBALANCED f LOAD SNOW LOAD USED IN DESIGN WIND VELOCITY WIND EXPOSURE CATEGORY WIND IMPORTANCE FACTQRE IBC 160T 11 BUILDINGHEIGHT BUILDING LENGTH LL HEIGHT TO FLOG -pf snow . is:- ■- '' t . 1.2 Exp "Pagi l" Pf :, .?•Ce•Ct•IS•F'g Pf 34pSf ASCE T-'2, 7 G.1 Punha[anced = 34 p5f PS = 35 psf FIGURE 1608.2 EDGE STRIP WIDTH MAIN WIND FORCE (TABLE 9-6-2.1 11)) WALL HORIZONTAL P E K E ROOF HORIZONTAL SURE WINDWARD VERTI ��L PRESSURE LEEEVVARD VERTICAL PRESSURE ANCHOR INFORMATION EDGE DISTANCE NUMBER rF IINTERIOR ANCHORS pc1-.42a—b d.xmcd 190 1 609_ 90-M, 11" TABLE 1604.5 IW = 0.87 a = 3.333 ft to f = —3,48 psf 309 Pf I- .1pf 1 F `7 00463 Airport Self Storage UG 212107 REVIEWED BY height := -ft + 4 -ire width -ft I r� th 230ft Ir Oft SEISMIC LOAD ANALYSIS PROCEDURE BUILDING FRAME SYSTEM SFISMIC SITL CLASS SEISMIC USE GROtJP BAY WIDTH bay:— 10 -ft L1N SPACINGPspace 5Eft INT. PART[TION PANEL P "yes" INT. LATERAL BRIDGING Bridge 11 nolp EQUIVALENT L TE1�L FORCE LIGHT FRAME WALLS w/ SHEAR PANELS SHORT PERIOD SPECTRAL ACC. 1 SECOND PERIOD SPECTRAL ACC, SPECTRAL RESPONSE ACC, SPECTRAL REPOSE ACC RESPONSE MODIFICATION FACTOR SFIS,M1C1!)ESK%3`N CATEGORY SEISMIC RESPONSE COEFF111CIENT sm� TABLE 1615,1A TABLE 1616.2 FIGURE 1615(1) FIGURE 1615p) Si to= P1 D PI cuss .— UseGrou Ss 0.606 1 : 0,193 EQUATION 16-40 SDS _ 0,531 EQ ON UA D.1 0.261 TABLE 1617.6 Response = 6 TABLE 1616,3 Se1SMjC[).r% = 11D11 SCE 7-02, E . 9,5,.1 CSz, ROOF DEAD LAn PARTITION DEAD LOAD DP 3-Psf ADDITIONAL L FrJ U INAL DEAD LOAD �L O -p t ADDITIONAL TRNS SEI E DEAD LOf, l Dir Opsf STRAPING INFORMATION (IF REQUI E I SAGE OF STRAP n= I 'All TH OF STRAP l' F10 EdgeDistance :— 3 Number of InteriorAnchors1CONCRETESTRENGTH Number_of_..E l ri rAnchors DI 'TER OF ANCHOR Concrete 500 : r n-iger s F!Wg-*-lj ■ BASE SHEAR 'FIND SEISMIC LONGITUDINAL 'dWL = 3417 Ib VES = 9549 lb PA aCr L Ce LONGITUDINAL. S 'l-RANSVERSIE SHEAR WALL LOC" = IL E VIND i LONGITUDINAL I`INTE I VVI I'LONGITUDINAL i E "EMO 1A` N. NEVE r E it JNTEERIOR VVIND / TRANSVERSE 1 ICR SE1 ��°�i 1 / LONGITUDINAL INT I X" R 1 1' 3'R SEISMIC /LONGITUDINAL SEIS I Trya NSVE-- SE: J I.NTERIOR EIWI TRANSVERSE r'lr--XTE IO . I N INFORMATION U L.k gid. LOA CO M B I NAT 100" ' ` 'I J Eq � f � t 4 � +.:ems 1 L �4� � p� 'iJ} F LOAD COMBINATION 2 %/ F0 M U 'L '46-14) LOAD 'COMBINATION 2 [FORMULA -4-6-�11` J. LOAD C'u"MiBINATION,(F 0 i.R;, V -Au L A 5, LOAD 0M 1 ,"A T l0 4RMH o L `6-16) 185 plf PurlirQ LOA -1C) 'NOMBINA'TION 5 'FORMULA 15-1 —94 plf { rCMBINATION 'F0RiM.3U`LA 16-18) PSSIPV'- OF PRESSLURE 0Ib Pi if ETX 149 lb MIEMBER SIZES 812 lb PURLIN (R-PXNFL) lntNSS= - uriin4 = 1088 l P RLI 'SS) IntE _ PURUN (SS w/BRIO'GING) 947 lb RLIl (WIND, MID, �f , ELU. Jnt E URLIN (VVIND, MID 23 l PURLIN 'W[ND, MID,SSW {,. P kO'- PRESSURE PURL" I (W2!�JL..� ?"-ND, ' 4 . �E a. sem_ r 6 rFt L. 1 i � H y l �")VI � � N 16 F P -33 FOURL.1 1 e/ it ' y ; a `j� f a ....1" t�Y Si �i r a 16 p d -crud T PuL'ANSVERSE Vy�7 —854 Ib VET = 415b Pane.lCheckL ZZ��ok If Pane]CheckT = Fl ?l PanelCheck = wok' :E ShearWLI = 21 lb ShearwLX = 165 fb Shearval — 531b Shearvax = 3701h ShearEu = 99 Ib ShearELX = 991b ShearETi = 14 lb SheaCETX = 991b 1 2 d—i F 3 T--'Y— PIift kI — 434 lb U0ftWLX pu d irl l 185 plf PurlirQ —67 plf Perlin — —94 plf 1 2 d—i F 3 T--'Y— PIift kI — 434 lb U0ftWLX 2561b UP] lftvffi = 3551b UPI'iftwTX 293 lb UP"ftELI 62 ib UPliftHX 152 ib u Iift T1 0Ib Pi if ETX 149 lb WPurlin — 163 plf Purl -M4 218 p If WPurlin5 189 plf Ro of P ressu re P— 35 p f WE: ebP = 7 Flange pR WebpSS = 7 Flange WebPssa = 7 WebNp = 7 WebNss = 7 WEbNSSB = / VVb L-7 'INSSE WebNSSBE = FlangepsSB = Flne Flan F l n .B F1nRE Flan e SSE — Fl a"eE _ 2 S RE (IF REQUIRFO LL NGIS N L TPANSVERSE Straps _ 0 StraPsr = 0 E) l 'iETR Drnntr'LI 0375in Di rn terWL _ 0.375 in Di ter�VF[ = 0.375 in D*netervffx _ 0.375 inn DiameterELI = 0.375in Di net rELX = 0.3751n i rmnt rETI — y 375 in Diam t rET � 0,375 in END IETJI., pudin 925 1 b Purlh4 — 271 -lb Pu rl n ` —3371b POM = ft -Ib P"Pufiine = —411 lb 'ntP _ purhr1b = —3521b I tP Purl'ln3 = 812 lb 0.290 lntNSS= - uriin4 = 1088 l 0290 IntE _ Purl« T- 947 lb 0.473 Jnt E PurlM -� 23 l E V kO'- PRESSURE GAS E 1 E ELD Ug P 16 F P -33 GaugepSS= 16 FypSS 33 u eNR 18 FYNR 33 uN 18 FyNSS 33 u eN S B 18 FYNSSB 33 u" MISE_ 18 FYNRE 33 GaugefqssE 18 FYNSSE_33 Gc"f�a etq• E 18 F V N S S -B E LENGTH Len th Len gth VVLX 2 i n L nth T, =2 in LnthX =2 1n LengthELI = 2 in LengthELX = 2 in Length ET! = 2 i n Len gthETX =din ?�KIT Purlini 1ftfib PurJln w — 843 ft" I Purjin _ —1176t.lb Purhn — 2031 ft -lb Purlh4 — 271 -lb POM = 2368 ft. I b POM = ft -Ib oofPruri = —16 psf N 'ntP _ 0,813 I tP = 0,813 IntNR 0.290 lntNSS= 0"340 J.nt1 0290 IntE _ 0.404 " SE _ 0.473 Jnt E = 0.404 6/8/2007 STUBF��OST HEADERS LOADS I I T E 1 . '..0 M LOAD BI AT ION 1 (FORMU"I.-A 16-13) LOAD COMBINATION F LOAL) 0'D �M1N A T ice�� 2 �� 1", S f �y7� 1F � ] � 9 T �� 4rFi .1 -� � �y k oaf 1 i ]"+4'J O M B NA ' O (FORMULA ORMU6, L — ' 4 � LOADMI NATION 2 "FORMULA 16-14) LOAD MISI NATIO 3 (FORWLA 16 �OMBINATION 4 (FORImULA kr LOAD OMJ NATION C( e t`6-17' LOAD COMBINATION 6 IFORilolULA L MEMBERMFMBER SIZES, STUB S" EATERS SMALLS POSTE INTERIOR- COLUMNS �jS LOADS I I T E 1 . '..0 M LOAD BI AT ION 1 (FORMU"I.-A 16-13) LOAD COMBINATION F LOAL) -wi� ��'� � I � I F '�a� 0 A [-) R �7 J L,,l' L 4 1`6-4 F 1 LOAD ,.� f LOAD -'C"%J0M3l NATIO 4 LOAD (*2`0 MBI NA -1-f ON 4 (FORM Ul'�,A 6-1 "'%) LOA} M B f NATION 5 LOAD COMBINATION ' (FORMULA 16-17) LOS vt aya. S i ..� 10 f JAMBS AND JAMB SUPPORTS �jS LOADS LOAD COMBINATION 2 (FORMULA 0 A [-) l B I NAT110N 3 F 0 R M HULA 1 T f LOAD -'C"%J0M3l NATIO 4 (FORMULA LOA} M B f NATION 5 I FORMLr 16-1-7) LOS vt aya. S i ..� 10 t ; 1 l.. R iamb — 120 plf -AMB J a b hk = INok NIEMBER IZES M T �++ t CL LARGE ENL WALL HEADER CHECK p dr REATIO H1 925 lb RH —337 Cb H —411 lb .Hb — —ab RH3 812lb H4 _ 1 088 lb RH5 947 l bH AXIAL I O I Pel _ 18501b P12 — 100Ib PJ,975 1b P14 ' 1850 Ib PJ _ 2137 lb P1 377 Jb WE Web, 3,5 PJamb lb PjarnU 487 +b PjamV = 925 lb PJambS 1 1 89 Ib 'Jamb — 309 �b VVebj FIanH _ . F[angeHS FLANGE Flangej EJbheck o, FInj E eat r_ h c "' ElVV Deader O.K. if MOMENT MHS = 4625, ft -Ib MHS = —1 687 ff,lb MH2ea = —2056 ft -lb Heb = —1761 ft -lb MHS = 4062 ff,ib H4 — 5437 ft.Jb MH5 = 4736 ft - lb GAG E Gauciew = 14 GaugeHS 1 YIELD FyHS 33 L J CTIO I n tH _ 0.992 IntHS = 0.880 A IN RAS 1 I 0 Gauger s 16 Intl 0,738 MJarnb2 `93 ft. lb MJ;amb3 =93 ft-' MJamb4 = 46 ft. lb NA NA -ACTIONW Gaugej = 18 Info = 0.000 SIDE WALL COLUMNS G I IST WE B ij DES Webs, 3.5 3 L. hil B I I ;L A T Ji 0 N F 0 �`}y�, I .` s 7 'Ji � l.J s.� a� 3 6 .` 13 L 0 . ...+F 0 A ti FES . ; M � � l it �* •� � 4 ;I = 15 = 1 C-3 G 3 0 N rJaugeC2 . a-... ti 0,867 pa .d r' OA M B I NAT 10 N 5 FO P,.,M, I—A it 6 _ f LOAD COMBINATION 616--`181 % I I� -1 I I Z E 01' UMN. M'D 'Lr,,;- IF 5 & 6) SIDE WALL COLUMN, MI (LC: 2 & 3%% :IDL WAII-1 COLUMN, MID LC SW CORNER COL L: 13 VV CORNER LUMLC I 2 & 3) SVV (`WORNER COLUMN 'LC: 4) END WALL COLU NS. P:N "D --':_0 DS L I NAT I t'41 'FORIML UL 16-14 ) LOAD MINA ION (FORMULA L 1-6-14) LOM -0 VOMBINATION'2 (FORMULA 16AIA" LOAD r%-ZOMBINATION 3 (FORW.J16-A 16-454 L MINIATI N 3 (FOR1,01ULA 16-151 #fi LOAD (-`CMBINATION 4 ('CiRMULA '6-'1'6) I.... I� B I I ` � �5 �ry7 �� s i� 16-17) LOA *C`OM:...1NA-'FII 60 4i�� 1 S��r �.61—� � ti MFM SIZES 'END 111VALL COLUMN, MID %tLC: 1, 5 & 6) END A"AL COLUMN, MID 2 & 3) E N D VVA L ILCOLUMN, M I D (LI -C, 4) E N D VV A L AL C 0 L Ul,�,vl N i E N D (L Z-1 GS 1 D2 SIB` NAIL. GIRT IN MID ZONE a_ EDS VVA LG%IR 1 � E -ND -r -Z-'-" y, 11-:3 1 R T I N MD 7.0NE DIRT INS , ME-MBER J ��{ALL G I IST WE B WGSe Webs, 3.5 (HID) — 3.5 1Nebs3 = 3.5 Webcl = 3.5 UVebC2 = 3.5 4 ;I = 15 = 1 C-3 G 3 0 N rJaugeC2 . a-... ti 0,867 pa .d / IAL L P 1 ]b pSUvs = 487 1b Psw4 — 925 lb PSW5 = 1 189 1b Psm = 309 1b WE B WGSe Webs, 3.5 Webg2 — 3.5 1Nebs3 = 3.5 Webcl = 3.5 UVebC2 = 3.5 WebC3 = 15 A �. L LOAD P E I 925 Ib PEW2i50 I NA PEWS = 487 lb NA P E4 ` 925 I NA PAWS = 1189 Eb PEVV6 = 3091b V1E$ 1NebEl — 3.5 LJiVIFORMLOAD wGS = 47 plf WGSe = 56 plf wGE = 56 plf WGEe = 68 plf FLANGE 85 plf Flanges, = 1.5 Flange,K 85 plf Flange,S3_ 1. IWJn, 1. F1 1 ■ AJC G 1,5 Flan eC3 1.5 UNIFORM; LOAD y NA WEw2 = 85 plf WEW2e = 103plf wEw3 = 85 plf wEW3e = 103 plf wFVV4 = 43 plf wEW4e = 51 plf NA anti = FLANGE, 1tIb Flan E j = 1. Flan E — 1, FI n aero = 1.5 Flan le 1, PSS = 234Ib RGSe = 2791b RGE = 278 fb RGEe = 338 Ib FLANGE FlangeGS 1.75 FlangeGS, 1-75 FInE 1.75 4 S I D;7-", WAL L M 0 M! N S F -- ffi m 0 M. LE 6 NA MEW2i 1tIb FRACTION Gaups., — 18 Int — 0.170 GaugeS2— 18 Int =: 0.067 Gauge,S3 18 anti = 0®127 , I = 1 Intel 0.170 rJaugeC2 1 Int s 0,867 GaugeC3 8 Intc3 0,723 m 0 M. LE 6 NA MEW2i 1tIb MID MEW2e 891 ft -Ib END MLW3 816ft-lb MID MEVV3e=891ft-lb END E4 408ft-lb MID t EW4 _ 4 ft-a'b END NA NA oAGE 10 N u P 1 Ind — 0.197 GaugeE2 18 111tE2 0.903 uE _ 18 1ntE3 0,569 uEj = 18 IrItEle_ 0.979 uE. i 18 IntL — 0.607 ,i 0 M EE NT MGS1 5 8 5 f t- l b GSe 697 ft- Ib MGE — 211 f0b MGEe = 211 t•Ib A GaugeGS_ 18 lntGs_ 0.653 Gaugec3se 18 l n t , 0,778 u eGE = 18 ntE = O,236 6/8/2007 END CLOSET COLUMNS r LOADS AX ji jI � J a+� P r PE1 = 925 Ike A N A /3 (F 0 R yy_ 9 LA F 5j ti LOAD BIN TIO (FORMULA 16-1 ) L 0 A D 0 M 8 1 N A T 10 N" 4 1; F 0,R.Ny6-!j L A -116 - 16 r LOAD MBINATI (FORULA f LOA MINATI N 6 'FORMULA 1 B f E- M B E R S IE END CLOSET031— ""OV"DER. (LSF, 11 e� END CLOSET ABOVE HPE-AE3 2 & 3) END CLOSET OVE HE.A DER, L:4) END CLOSET BEHIND END CLO%Q.;ET BEHIND JAMB PE = 50 Ib PEc3 = 4871b PEC4 = 925 b PEC5 925 1`b PECs 451b WEB WebEC 1` . Webrc2 = 3.5 bE = 3.5 Web EWC I = 3.5 Vtile%EWC2 = 3.5 SND CLOSET BEHIND ,;'Ak4B` b NUMBER F COLUMNS USED FOR END WALL CLOSETS STUDS U[) S I DE VIS A"iSTUD I }QED F'k I C? ti] . '�J MIME- , SIZE SIDE WALL STUD (MID) , ESE �. e L 1 � �.N 5 FouNDATIoWfNFaRMATEoN INTERIOR GDLI..IMN REACTIONS EXTERIOR COLUMN REACTIONS tud : 18 Of to d e 22 pif VLB b to e — . 1UNIFORM LOAD NA VVEC2 89 Of WEc3 = 89 Of WEG4 = 45 plf F N FIn'EI-115 Flange7 %-f EC2— 1 FlangeEC3 1.5 H angeE 7+ l � 1.5 FfangeEWc2 = 1.5 MOMENT T, NA MEC2_ 15 ft -lb MEc3 15 f#- Ib ME04 = 8f# -Ib NA C, -d h GaugeEc = 1 Gauge = 1 au ' 1. uE1 1 GaugeEwc2 = 18 GaugeEWC3 ` 18 ColumnNumberEvuC = � M 0,�v- L' -�� N 1 4 ft -1b FLANGE Fl n gest, d Flan, eStude F\'A. i P down interior 1850 1b ALLOWABLE BEARING PRESSURE B earingPressure =- 1500 psf SLAB THICKNESS Slab —5 in PAID ' I DTH Pad — "pa" in PAD DEPTH p363!D2@—b—c—d.xmcd P2dD = 11n211 n AG autud _ 0 Gaugestude UPLIFT UPLIFT Pup -int = 3341b PuP_ext = 226 Ib Int- =OL138 JrtEC 2100 IntE _ 0.110 fn#EwC1 _ 0,315 PntEwc2 0.125 INEWC3_ 0.236 ,ITL I� Fnttud — 0,266 Houde 0,327