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HomeMy WebLinkAboutMaster Calculation Premier Portable Buildingsp"m PREMIER POR, ARI P Rim nwn.,; 170 MPH EXPOSURE C MASTER CALCULAT�IONS 16' Max. Width x 60' Max. Length 2020 Florida Building Code RECEIVED OCT 0.4 2021 St. Lucie County Permitting DESCRIPTION SHEET# DESIGN LOADS I "A" DIMENSION 2 C& C.............................................................................................................. 3-10 MWFRS 11 COMPSTUD ..................................................................................... 12-15 T1-11 SHEAR WALLS .................................................................................... 16 LPSHEAR WALLS ......................................................................................... 17 SHEARSTRAPPING ...................................................................................... 18 SIDEWALLSTUD .............................................................................. 19 PRESCRIPTIVE SHEATHING REQUIREMENTS ..................................... 20-21 VAIV N 6is jr M-0 ) % STATE OF 441 S, A 1% PE SEALS COVER PAGE PLUS 21 PAGES. I FILE COnw-v,, 10 � v�e�v fm Nm �ueum�� nmrrauacomumn arnaaaaa cn DESIGN LOADS FLOOR: 50 P.S.F. LIVE LOAD 4 P.S.F. DEAD LOAD ROOF: 20 P.S.F. 7 P.S.F. WALL: 3 P.S.F. LOFT: 40 4 WIND: 170 EXPOSURE C CATEGORY I FACTORS: 0.9 1.15 1.25 1.6 FLOOR SIZES 8.00 FEET 10.00 FEET 11.25 FEET 12.00 FEET 14.00 FEET 16.00 FEET WALL HEIGHT: 6.50 FEET WALL O.C. 24 IN ROOF O.C. 24 IN FLOOR O.C. 16 IN LIVE LOAD DEAD LOAD DEAD LOAD LIVE LOAD DEAD LOAD M.P.H. D.L. PERMANENT REPETITIVE L.L. ROOF @ 7 DAYS WIND & SEISMIC 1 DAY = 96IN WIDE = 120IN WIDE = 135IN WIDE = 144IN WIDE = 168IN WIDE = 192IN . WIDE ROOF TYPE: GABLE ROOFS 7' < e <_ 200 OR OR OR 16 IN 1 xMav maim vn,�.muup-ro noml]n tws]]bv �u00LY9YP�]IroT SUBJECT MATTER: COMPUTES DIMENSION "a" FROM A.S.C.E.7-16 FOR BOTH WALLS and ROOF PITCH W 16.00 BUILDING WIDTH L 40.00 BUILDING LENGTH H 6.50 WALL HEIGHT ROOF 4.50 RISE PITCH 12 RUN 8 20.5560 ANGLE OF PLANE OF ROOF h 9.50 EAVE HEIGHT/MEAN ROOF HEIGHT a= 1.60 10% OF LEAST HORIZONTAL DIMENSION a= 3.80 0.4h a= 1.60 SMALLER OF ABOVE 2 BUT NOT LESS THAN EITHER OF THE 2 CALCULATIONS BELOW a= 0.64 4% OF THE LEAST HORIZONTAL DIMENSION a= 3.00 FEET a= ANSWER IN FEET r--Q ---ice f al.,,,tit1t}\ Fig.30.3-1 Intertek This document meets or exceeds the RequirarnenY:f th_ Sts!e o; Flrsrida Manufactured Building Rulas & Regulaih Const. Type: VS Occupancy. Utility Allowed Floors:1 Fire Rating Ext. Walls: 0 Wind Velocity. 160 (Vuil) Plan # Deluxe U61ity-20 Floor Load: 125 psf Approval Date: 01/0912021 I i i fLa i I L L. _._._ .. ..._ f't..ki Fig.30.3-2A r, U 1 ail 2 Fig.30.3-2B-D 2 .i.tft, d- �a.0 ea se:n4stru a�uh�crdoLGq<_'n s ee.eeei•. na rrw:w onwm:vy, ,ua.nrmici re.Raa�on.wsa rue 7sNM14 cmwro-m Rh�W CE46uP SUBJECT MATTER: COMPUTES A.S.C.E.7-16 WIND LOADS ON BOTH WALLS and GABLE ROOFS 7° < 6 _< 20° WIND LOAD: 170 M.P.H. For 3 Second Gust CATEGORY: I TABLE 1.5-1 PAGE 4 EXPOSURE: C 26.7.3 OVERHANG: NO ENCLOSURE CLASSIFICATION: ENCLOSED HEIGHT ABOVE GROUND 9.50 q = Velocity pressure evaluated at height 7" above ground in Ibs/ft2 = 0.00256 V = Velocity in miles per hour squared Kz = Velocity pressure exposure coefficient at height "z" above ground Kzt = Topographic factor Kd = Wind directionality factor LF = Load Factor q = .00256 (Kz)(Kzt)(Kd)( Vi2 Kz = 0.85 TABLE 26.10-1 Kzt = 1.00 26.8.2 Kd = 0.85 TABLE 26.6-1 q = 47.35 V = 170.00 WALLS GCp AREA = 24 INCHES O.C. SPAN IN FEET = 6.50 EFFECTIVE WIND AREA = THE LARGER OF EQUATION # 1 SPAN TIMES O.C. SPACING EQUATION #2 SPAN TIMES SPAN/3 intertek This document meets or exceeds the Requirementaf the State of Florida Manufactured Building Rules & Regutatic Const. Type: VH Occupancy Utility Allowed Floors:1 Fire Rating Ext. Walls: 0 Wind Velocity. 160 (Wlt) Plan # Deluxe Udllty-20 Floor Load: 125 psi Approval Date: 01/092021 13.00 Sq. FEET 14.08 Sq. FEET LARGER AREA CONTROLS EFFECTIVE WIND AREA = "A' = 14.08 3 nmv.mr..mnoo Pont. as+1L' -30 amlr.b>_i}bs ..vm.umro+nvrmi anmauav iaa intertek This document meets or exceeds ih-,, Reauirememlef the Stafe ofFlored.:, Afanufaatured 5uifding Rules & Recutatir: Const. Type: VB Occupancy. Utility Allowed Floors:1 Fire Rating Ext. Walls: 0 Wind Vebdty. 160 (Vulp Plan 0 Deluxe Utility-20 Floor Load:125 psf Approval Date: 01/092021 AREA MULTIPLYING COEFFICIENTS For Walls of Components & Cladding Figure 30.3-1 Page 335 GCp Minus Zone # 5 = -1.35 GCp Minus Zone # 4 = -1.07 Plus Zones # 4 & # 5 = 0.97 GCp, Plus 0.18 GCp, Minus -0.18 Pw = PRESSURE IN LBS/SQ.FT. Zones # 4 & # 5 Wall Pw= q[(GCp)-(GCp,)] -72.3 p.s.f. ZONE # 5 for WALLS -55.3 p.s.f. ZONE # 5 for WALLS -59.4 p.s.f. ZONE # 4 for WALLS -42.3 p.s.f. ZONE # 4 for WALLS 37.6 p.s.f. ZONES # 4 & # 5 for WALLS 54.6 p.s.f. ZONES # 4 & # 5 for WALLS M rrmveuor,�aww ��o.uav-a intertek 1 8 WIDE BUILDING ROOF GCg AREA 24 INCES O.0 SPAN IN FEET = 4.00 EFFECTIVE WIND AREA = THE LARGER OF EQUATION ## 1 SPAN TIMES O.C. SPACING EQUATION # 2 SPAN TIMES SPAN/3 This document ineets or exceeds the Requiremenfr_+f the State of Florida Manufactured Building Rules & Regulatie Const. Type: VS Occupancy: UOlity Allowed Floors: 1 Fire Raling FxL Walls:0 Wind Veloclty: 160 (Vult) Plan # Deluxe Ll ility-20 Floor Load:125 psf Approval Date: 01MM21 LARGE R AREA CONTROLS EFFECTIVE WIND AREA = AREA MULTIPLYING COEFFICIENTS For Roof of Components & Cladding Refer to Fig 30.3-2A-D pages 336-339 GCp Minus Zone # 1 = GCp Minus Zone # 2e = GCp Minus Zone # 2n = GCp Minus Zone # 2r = GCp Minus Zone # 3e = GCp Minus Zone # 3r = GCp Plus Zones ALL = GCpI Plus GCpI Minus Pr = Pressure In Lbs/Sq.Ft. Roof 8.00 Sq. FEET 5.33 Sq. FEET 8.00 -2.00 I I 0.6h I -2.00 t-----� I O -3.00 PLAN -3.00 -3.00 -3.60 0.98 Fig.30.3-2A 0.18 -0.18 -103.2 p.s.f. ZONE # 1 ROOF -86.2 p.s.f. ZONE # 1 ROOF -103.2 p.s.f. ZONE # 2e ROOF -86.2 p.s.f. ZONE # 2e ROOF -150.6 p.s.f. ZONE # 2n ROOF -133.5 p.s.f. ZONE # 2n ROOF -150.6 p.s.f. ZONE # 2r ROOF -133.5 p.s.f. ZONE # 2r ROOF -150.6 p.s.f. ZONE # 3e ROOF -133.5 p.s.f. ZONE # 3e ROOF -179.0 p.s.f. ZONE # 3r ROOF -161.9 p.s.f. ZONE # 3r ROOF 38.0 p.s.f. ZONE # 1 # 2 # 3 ROOF 55.1 p.s.f. ZONE # 1 # 2 # 3 ROOF 01 ® IG (90 e le i i 1 1 1 t I i 1 I I 1 i I 1 ofo1n I I t I t I 11©A I ► i I I t ! I I 1 -11r I I —L__.L 1 1 PLAN Fig.30.3-2B-D 5 ipenaapF w.ao �'CUYaIXq ITGK+9 ' �a.mua-xo nm�ia+x��a �uanoa. omiaon G[WJO�StlP 10 WIDE BUILDING ROOF GCg AREA 24 INCES O.0 SPAN IN FEET = 5.00 EFFECTIVE WIND AREA = THE LARGER OF EQUATION # 1 SPAN TIMES O.C. SPACING 10.00 Sq. FEET EQUATION # 2 SPAN TIMES SPAN/3 8.33 Sq. FEET LARGER AREA CONTROLS AREA MULTIPLYING COEFFICIENTS EFFECTIVE WIND AREA = 10.00 AREA MULTIPLYING COEFFICIENTS 0.611� _ For Roof of a Q t t Components & Cladding Refer Q'-h ; r — to Fig 30.3-2A-D ; o pages 336-339 qi0' ! �OiO x Q ' , 1 06 GCp Minus Zone # 1 = -2.00 GCp Minus Zone # 2e = -2.00 , ; L _ _ — — GCp Minus Zone # 2n = -3.00 3 ' GCp Minus Zone # 2r = -3.00 PLAN GCp Minus Zone # 3e = -3.00 GCp Minus Zone # 3r = -3,60 GCp Plus Zones ALL = 1.01 Fig.30.3-2A GCpi Plus 0.18 GCp; Minus _Q.1 i I I I I 1 1 Pr= Pressure In Lbs/Sq.Ft. Roof -103.2 p.s.f. ZONE,# 1 ROOF -86.2 p.s.f. ZONE # 1 ROOF -103.2 p.s.f. ZONE # 2e ROOF -86.2 p.s.f. ZONE # 2e ROOF -150.6 p.s.f. ZONE # 2n ROOF -133.5 p.s.f. ZONE # 2n ROOF -150.6 p.s.f. ZONE # 2r ROOF -133.5 p.s.f. ZONE # 2r ROOF -150.6 p.s.f. ZONE # 3e ROOF -133.5 p.s.f. ZONE # 3e ROOF -179.0 p.s.f. ZONE # 3r ROOF -161.9 p.s.f. ZONE # 3r ROOF 39.1 p.s.f. ZONE # 1 # 2 # 3 ROOF 56.2 p.s.f. ZONE # 1 # 2 # 3 ROOF I, #` . I t r__r t I I I 01 I (D I ! ) t I Qt t t 0 I(D I I 1 I I I 1 I i I I I t I I I PLAN Fig.30.3-2B-D 1.1 vtwWk, .r=.j �=T1R v8 D;ti>•ry'1Rd1 M R1vp Ed NYh 0 rm vemgr. irorvw vwr �wm�ra rba U'sLOH 1}yY n mvwcmnwsn mnaaown suv intertek 11.25 WIDE BUILDING ROOF GCg AREA 24 INCHES OC SPAN IN FEET = 5.63 EFFECTIVE WIND AREA = THE LARGER OF EQUATION # 1 SPAN TIMES O.C. SPACING EQUATION # 2 SPAN TIMES SPAN/3 This document meets or exceeds the Requiremenief the State of Fladda Manufactured Suitdinq Rules & Regulatin Const. Type: VB occupancy. Utility Allowed Floors: I Fire Rating Ext. Wells: 0 Wind VelocIty. 160 (VuiO Plan tt Deluxe Utility-20 Floor Load: 125 pst Approval Date: 01/062021 AREA CONTROLS AREA MULTIPLYING COEFFICIENTS EFFECTIVE WIND AREA = AREA MULTIPLYING COEFFICIENTS For Roof of Components & Cladding Refer to Fig 30.3-2A-D pages 336-339 GCp Minus Zone # 1 = GCp Minus Zone # 2e = GCp Minus Zone # 2n = GCp Minus Zone # 2r = GCp Minus Zone # 3e = GCp Minus Zone # 3r = GCp Plus Zones ALL = GCpI Plus GCpI Minus 11.25 Sq. FEET 10.55 Sq. FEET LARGER 11.25 0� 3 0 0 r• r--- ---t , 3 — 03h t t r t ) r OiOO� O i0Oi0 0.6h -2.00 0.6h' -2.00 i L-----� -3.00 z -3.00 PLAN -3.00 -3.51 1.02 Fig.30.3-2A 0.18 ..ra a , ' Pr= Pressure In Lbs/Sq.Ft. Roof -103.2 p.s.f. ZONE # 1 ROOF -86.2 p.s.f. ZONE # 1 ROOF -103.2 p.s.f. ZONE # 2e ROOF -86.2 p.s.f. ZONE # 2e ROOF -150.6 p.s.f. ZONE # 2n ROOF -133.5 p.s.f. ZONE # 2n ROOF -150.6 p.s.f. ZONE # 2r ROOF -133.5 p.s.f. ZONE # 2r ROOF -150.6 p.s.f. ZONE # 3e ROOF -133.5 p.s.f. ZONE # 3e ROOF -174.6 p.s.f. ZONE # 3r ROOF -157.6 p.s.f. ZONE # 3r ROOF 39.7 p.s.f. ZONE # 1 # 2 # 3 ROOF 56.7 p.s.f. ZONE # 1 # 2 # 3 ROOF © fl 100 Q a -r---t--r--r 1 I i t 1 ! I t I Q I I 1 i I (D I' t I I 1 i :rl I 1 0 1 1 i'e I 1 I 1 1 { I t I t t I 'mac a ?P S ® He FLAN Fig.30.3-2B-D 7 WE.NtlR1Ya�p iRIA 12 WIDE BUILDING ROOF GCg AREA 24 INCHES OC SPAN IN FEET = 6.00 EFFECTIVE WIND AREA = THE LARGER OF EQUATION # 1 SPAN TIMES O.C. SPACING EQUATION # 2 SPAN TIMES SPAN/3 AREA CONTROLS AREA MULTIPLYING COEFFICIENTS EFFECTIVE WIND AREA = AREA MULTIPLYING COEFFICIENTS For Roof of Oti Components & 02h= Cladding Refer to Fig 30.3-2A-D pages 336-339 12.00 Sq. FEET 12.00 Sq. FEET LARGER 12.00 0.611 0 z ,— 01 ( lc 1 ' 0.6 GCP Minus Zone # 1 = -2.0 0.6h' GCP Minus Zone # 2e = -2.0 GCP Minus Zone # 2n = -3.0 OO a GCP Minus Zone # 2r = -3.0 PLAN GCP Minus Zone # 3e = -3.00 GCP Minus Zone # 3r = -3.46 GCP Plus Zones ALL = 1.02 Fig.30.3-2A GCPi Plus 0.18 GCPi Minus -0.18 _ 1_aa a �,.a,,,_ M Pr = Pressure In Lbs/Sq.Ft. Roof -103.2 p.s.f. ZONE # 1 ROOF -86.2 p.s.f. ZONE # 1 ROOF -103.2 p.s.f. ZONE # 2e ROOF -86.2 p.s.f. ZONE # 2e ROOF -150.6 p.s.f. ZONE # 2n ROOF -133.5 p.s.f. ZONE # 2n ROOF -150.6 p.s.f. ZONE # 2r ROOF -133.5 p.s.f. ZONE # 2r ROOF -150.6 p.s.f. ZONE # 3e ROOF M -133.5 p.s.f. ZONE # 3e ROOF -172.2 p.s.f. ZONE # 3r ROOF -155.2 p.s.f. ZONE # 3r ROOF 40.0 p.s.f. ZONE # 1 # 2 # 3 ROOF 57.1 p.s.f. ZONE # 1 # 2 # 3 ROOF ©T 0 1 I I t I t ! I 1 1 P ! I 0I I 1 I (D t I 1 ! i I I 1 (D 1 l(S) i ! I 1 t ! 1 I i i I I 101 46 PLAN Fig.30.3-213-D 8 ianvemar: trot+w P RMUdy-P aaOt Ur�elnaYll•29 Pot�mae.amnon tNOm; 6tlJ intertek., This dccurr ant ireets or eseeeds fire RequlrerenL-r tFe .Pate at Fiurida Alranuiaalured Building Rules & Regulatio Censt. Type: V8 Occupancy,. Utility Allowed Floors:l Fire Rating F.xL Walls: 0 Wind ve"odty. 160 (Vult) Plan # Deluxe Utility-20 _ Floor Load: 125 psf ' Approval Date: 0110942021 14 WIDE BUILDING ROOF GCg AREA 24 INCHES OC SPAN IN FEET. = 7.00 EFFECTIVE WIND AREA = THE LARGER OF EQUATION # 1 SP�4N TIMES O.C. SPACING EQUATION # 2 SPAN TIMES SPAN/3 ! AREA CONTROLS AREA MULTIPLYING COEFFICIENTS EFFECTIVE WIND AREA = AREA MULTIPLYING COEFFICIENTS For Roof of Components & Cladding Refer to Fig 30.3-2A-D pages 336-339 GCp Minus Zone # 1 = GCp Minus Zone # 2e = GCp Minus Zone # 2n = GCp Minus Zone # 2r = GCp Minus Zone # 3e = GCp Minus Zone # 3r = GCp Plus Zones ALL = GCpi Plus GCp; Minus 14.00 Sq. FEET 16.33 Sq. FEET LARGER 16.33 ;o 1 O _�- r 0.2h 164� - { l I I s i I 0.6h -1.94 I " 0.6h 1 l -1.94 L - - - - -- i -2.53 -2.53 PLAN' -2.53 -3.01 1.08 Fig.30.3-2A 0.18 a a a a -0.1 E } --f-- �-- - f�'-�- -°---� Pr = Pressure In Lbs/Sq.Ft. Roof -100.4 p.s.f. ZONE # 1 ROOF -83.3 p.s.f. ZONE # 1 ROOF -100.4 p.s.f. ZONE # 2e ROOF -83.3 p.s.f. ZONE # 2e ROOF -128.3 p.s.f. ZONE # 2n ROOF -111.2 p.s.f. ZONE # 2n ROOF -128.3 p.s.f. ZONE # 2r ROOF -111.2 p.s.f. ZONE # 2r ROOF -128.3 p.s.f. ZONE # 3e ROOF -111.2 p.s.f. ZONE # 3e ROOF -150.9 p.s.f. ZONE # 3r ROOF -133.9 p.s.f. ZONE # 3r ROOF 42.8 p.s.f. ZONE # 1 # 2 # 3 ROOF 59.8 p.s.f. ZONE # 1 # 2 # 3 ROOF Fig.30.3-28-0 0 ram, psi reaa<Rm,�a muv.arr rronn eas m uay.m Rop'LYPlnia:l2bC µperYRlr OynROn 1§�YeWi6tlP tntertek 16 WIDE BUILDING ROOF GCg AREA 24 INCHES OC SPAN IN FEET = 8.00 EQUATION # 1 SPAN TIMES O.C. SPACING EQUATION # 2 SPAN TIMES SPAN/3 This document meets or exceeds the Requirementef the State of Florida Ala n ufacfured Building Rules & Regulatio. Const. Type: VB Occupancy: Utility Mowed Floors:1 Fire Rating Ext. Walls: 0 Wind Velocity: 160 Mull) Plan # Deluxe UWity-20 Floor Load:125 psf Approval Date: 01/09/2021 AREA CONTROLS AREA MULTIPLYING COEFFICIENTS EFFECTIVE WIND AREA = AREA MULTIPLYING COEFFICIENTS For Roof of Components & Cladding Refer to Fig 30.3-2A-D pages 336-339 GCp Minus Zone # 1 = GCp Minus Zone # 2e = GCp Minus Zone # 2n = GCp Minus Zone # 2r = GCp Minus Zone # 3e = GCp Minus Zone # 3r = GCp Plus Zones ALL = GCp; Plus GCp; Minus Pr = Pressure In Lbs/Sq.Ft. Roof 16.00 Sq. FEET 21.33 Sq. FEET LARGER 21.33 0 CJ 1 1 c t l l I 0� O i0i0 I I 1 0.6h -1.94 1 0.60 i -1.94 i L — — — — —- i + — , -2.53 PLAN -2.53 -3.01 1.08 Fig.30.3-2A 0.18 a a a -0.1E j� -� jt— }t Q I x Ir 0 r r a t -100.4 p.s.f. ZONE # 1 ROOF -83.3 p.s.f. ZONE # 1 ROOF -100.4 p.s.f. ZONE # 2e ROOF -83.3 p.s.f. ZONE # 2e ROOF -128.3 p.s.f. ZONE # 2n ROOF -111.2 p.s.f. ZONE # 2n ROOF -128.3 p.s.f. ZONE # 2r ROOF -111.2 p.s.f. ZONE # 2r ROOF -128.3 p.s.f. ZONE # 3e ROOF -111.2 p.s.f. ZONE # 3e ROOF -150.9 p.s.f. ZONE # 3r ROOF -133.9 p.s.f. ZONE # 3r ROOF 42.8 p.s.f. ZONE # 1 # 2 # 3 ROOF 59.8 p.s.f. ZONE # 1 # 2 # 3 ROOF Fig.30.3-213-D 10 NMtek, ' J:nsrorttsm Y,erc eae.:am 4nff T,{Y: vB 0¢Cmy UCI, SUBJECT MATTER: COMPUTES A.S.C.E.7-16 WIND LOADS ON BOTH WALLS and ROOF FOR METHOD 2 MWFRS Nii 6YP IRW, WIND LOAD: 170 M.P.H. For 3 Second Gust CATEGORY: I TABLE 1.5-1 PAGE 4 EXPOSURE: C 26.7.3 OVERHANG: NO ENCLOSURE CLASSI FI CATI O N: ENCLOSED HEIGHT ABOVE GROUND 9.50 Ps = (1\)(Kzr)(i )(Ps30) A = Adjustment factor for building height and exposure from FIG. 28.5-1 K..t = Topographic factor I = Importance factor Ps3o = Simplified design wind pressure for exposure B, at h = 30 ft, and for 1= 1.0, from Fig. 28.5-1 A = 1.21 HEIGHT AND EXPOSURE ADJUSTMENT FACTOR K=t = 1.00 26.8.2 LF = 0.60 LOAD FACTOR (2.4.1) A = 20.56 ROOF SLOPE COMPUTED PRESSURES BUILDING SURFACE LOAD CASE 1 LOAD C,�,,��--�� A 40.5 NAI''a`r` D 27.2 NA ( �` i tO ! ! 4.6 NA a I E -33.5 0.0C s F -24.5 0.0C G -23.3 0.0C H -18.7 0.0C 's EOH -47.6 NA GOH -37.6 NA 11 AmiaNDlr DVI VIET SUBJECT MATTER: SECTION ANALYSIS USE: AND STUD SPACING COMPOSITE WALL 43.40 (psfl LIVE LOAD 3.00 (psfl DEAD LOAD LOAD CONDITIONS 24.00 INCHESO.C. w: 7.7326 LL+DL (pli) 6.250 WALL HEIGHT w': 7.2326 LL ONLY (pli) L: 72.000 INCHES TOTAL STUD LENGTH E: 1400000 MODULUS OF ELASTICITY DF: 1.60 LOAD DURATION FACTOR W: 556.74 TOTAL EQUIV. UNIFORM LL + DL (Ibs) W: 520.74 TOTAL EQUIV. UNIFORM LL ONLY (Ibs) PLYWOOD DATA GRADE: APA RATED SHEATHING EXT FINISH: UNSANDED PANEL STRESS DIRECTION: PERPENDICULAR SPECIES GROUP: 1 NOMINAL THICKNESS: 0.37500 AREA (TABLE 1 or 2 OF PDS) 0.79900 EFFECTIVE THICKNESS: 0.27800 EFFECTIVE PLYWOOD WIDTH: 25.71429 N=Ep/Ew * OC MOMENT OF INERTIA: 0.00200 E x 1,000,000: 1.50000 JOIST DATA ---------------- ---------------- SPECIES: SPF GRADE: *2 WIDTH: 1.50 tntertek.. DEPTH: 3.50 A=(bd)= 5.250 Fb: 1006 S=(bd^2)/6= 3.063 E x 1,000,000: 1.40 1=(bdA3)/12= 5.359 TT1is dccurnent rnncts or exceeds the FV: 135.00 V=(W `L)/2 278.372 RequiremenW the State o1 riarida aisnufacturext Building Rules & Regufatfo Const. Type:V8 Occupancy. Utility waved Floors: I Flre Rating Ed. Walls: 0 Wind Velocity. 160 (Volt) Plan 9 Deluxe Utility-20 Floor Load:125 psf Approval Date: 01/0912021 12 r WNW. #n M k e.�n�.a`rmot<,a sme<sv Ibn1 iryJ V2 Al�a+b�brn / ideflUp FA 1HSJ NW V.trf .1TJNW1 Pnn..Oe u3y. W TJvusu» moe PART A d Ad y AyA2 10-0 PLYWOOD 1.7121 3.6875 6.3135 1.4610 3.6547 0.0020 JOIST 5.2500 1.7500 9.1875 0.4765 1.1919 5.3594 ------------------------------------------------------- TOTALS 6.9621 15.5010 4.8466 5.3614 10.2080 NEUTRAL AXIS= (Ad)/A= 2.2265 lxx= AyA2+lo-o= 10.2080 Sxx= lxx/NA= 4.5848 R1 278.37 REACTION (pounds) R2 278.37 REACTION (pounds) Mmax 5010.70 MOMENT(max) SECTION, REQUIRED: = Mmax/(Fb'DF)= 3.112 < 4.585 OK ------------------------------------------------------------------------- DEFLECTION, POINT: (Dp) 5 w LA4/384 E 1 = 0.08 INCH OK ALLOWABLE = U120 0.60 INCH ------------------------------------------------------------------------ SHEAR: fV = (3"/(2'A'B) 79.53 P.S.I. ALLOWABLE Fv = 216.00 P.S.I. intertek ihls doctrmw7f meets cr cxce--ds the „"z*qL irem-_enfaf the SiaYe of Ffarida `:: mciur ed Building Rules & Regutatio. Const. Type: VB Occupancy. Utility Allowed Floors: I Fire Rating 6tt. Walls: 0 Wind Velocity. 160 (Volt) Plan # Deluxe Utility-20 Floor Load: 125 psi Approval Date: 0110912021 OK 13 �m+veee. �na�m ca,*. cnu�w-m revu+uni�r�r kwwnm.oin�tan F1tna90A1; 6tlP SUBJECT MATTER: COMPOSITE WALL SECTION ANALYSIS USE: 43.40 (ps1 LIVE LOAD AND 3.00 (psfl DEAD LOAD STUD SPACING 16.00 INCHESO.C. LOAD CONDITIONS w: 5.1550 LL+DL (pli) 6.250 WALL HEIGHT w': 4.8217 LL ONLY (pli) L: 72.000 INCHES TOTAL STUD LENGTH E: 1400000 MODULUS OF ELASTICITY DF: 1.60 LOAD DURATION FACTOR W: 371.16 TOTAL EQUIV. UNIFORM LL + DL (Ibs) W: 347.16 TOTAL EQUIV. UNIFORM LL ONLY (Ibs) PLYWOOD DATA GRADE: APA RATED SHEATHING EXT FINISH: UNSANDED PANEL STRESS DIRECTION: PERPENDICULAR SPECIES GROUP: 1 NOMINAL THICKNESS: 0.37500 AREA (TABLE 1 or 2 OF PDS) 0.79900 EFFECTIVE THICKNESS: 0.27800 EFFECTIVE PLYWOOD WIDTH: 17.14286 N=Ep/Ew * OC MOMENT OF INERTIA: 0.00200 E x 1,000,000: 1.50000 JOIST DATA SPECIES: SPF GRADE: *2 WIDTH: 1.50 DEPTH: 3.50 A=(bd)= 5.250 F b: 1006 S=(bd"2)/6= 3.063 E x 1,000,000: 1.40 1=(bdA3)/12= 5.359 Fv: 135.00 V=(W"L)/2 185.582 14 +teetcc. 0.�nt Teti aB '•. amDM.L4Rt feowaf femct �iTJ (✓� ibvue u.a:frm µ�m'409cOV4INS Pea fx? PART A d Ad y Ay"2 lo-o ------------------------------------------------------- PLYWOOD 1.1414 3.6875 4.2090 1.5915 2.8910 0.0020 JOIST 5.2500 1.7500 9.1\875 0.3460 0.6286 5.3594 ------------------------------------------------------ TOTALS 6.3914 13.3965 3.5196 5.3614 8.8810 NEUTRAL AXIS= (Ad)/A= 2.0960 Ixx= Ay"2+Io-o= 8.8810 Sxx= Ixx/NA= 4.2371 R1 185.58 REACTION (pounds) R2 185.58 REACTION (pounds) Mmax 3340.47 MOMENT(max) ------------------------------------------------------- SECTION, REQUIRED: = Mmax/(Fb'DF)= 2.075 < 4.237 OK DEFLECTION, POINT: (Dp) 5 w L"4/384 E I = 0.06 INCH OK ALLOWABLE = U120 0.60 INCH ------------------------------------------------------------------------ SH EAR: fv = (3'V)/(2'A'B) 53.02 P.S.I. ALLOWABLE Fv = 216.00 P.S.I. OK 15 vpamF#,.az, m,v,ucr.+roaw vma. o.u®-a �ortxatnmima zoaaamienx yacaa¢ua SUBJECT MATTER CALCULATES SHEARWALL LENGTHS BASED WITH USE OF 5/8 Ti--?' FASTENED WITH 8D COMMON NAILS AT 6" IN FIELD AND 3" AT EDGES BUILDING HEIGHT 6.5 FEET W: MWFRS ZONE °A' 40.5 POUNDS PER SO. FOOT PLY VALUE SHEAR 740.00 POUNDS PER FOOT MIN SHEARWALL REQUIRED (h/3.5) 1.86 FEET MAX DIAPHRAGM RATIO 311 AVAILABLE ENDWALL SHEARWALL LENGTH BUILDING WIDTHS 8.00 10.00 11.25 12.00 LESS W OPENING 8 10 11.25 12 LESS 3' OPENING 5 7 8.25 9 LESS 6' OPENING 2 4 5.25 6 LESS 9' OPENING NIA NIA 2.25 3 MAX. LENGTH OF BUILDING ALLOWED BY DIAPHRAGM RATIO BUILDING WIDTHS 8.00 10.00 11.25 12.00 0.00 ASPECT RATIO = WIDTH x ASPECT RATIO 24 30 33.75 36 0 PLYWOOD PLACED ON FXTFRIL)R OF BUILDING (PLY SHEAR VALUE)' MAX. LENGTH OF MAX BUILDING (AVAILABLE ENDWALL) BUILDINGALLOWED LENGTH BY SHEAR WALL 8.00' BUILDING W OPENING 5920 89.90 FEET 24.00 FEET 8.00' BUILDING 3' OPENING 3700 56.19 FEET 24.00 FEET 8.00' BUILDING 6' OPENING 1480 22.48 FEET 22.48 FEET 8.00' BUILDING 9' OPENING 0 0.00 FEET 0.00 FEET 10.00' BUILDING W OPENING 7400 112.38 FEET 30.00 FEET 10.00' BUILDING 3' OPENING 5180 78.66 FEET 30.00 FEET 10.00' BUILDING 6' OPENING 2960 44.95 FEET 30.00 FEET 10.00' BUILDING 9' OPENING 0 0.00 FEET 0.00 FEET 11:25' BUILDING 0"OPENING 8325 126.43 FEET 33.75 FEET 11.25' BUILDING 3' OPENING 6105 92.71 FEET 33.75 FEET 11.25' BUILDING 6' OPENING 3885 69.00 FEET 33.75 FEET 11.25' BUILDING 9' OPENING 1665 25.29 FEET 25.29 FEET 12.00' BUILDING 0' OPENING 8880 134.85 FEET 36.00 FEET 12.00' BUILDING 3' OPENING 6660 101.14 FEET 36.00 FEET 12.00' BUILDING 6' OPENING 4440 67.43 FEET 36.00 FEET 12.00' BUILDING 9' OPENING 2220 33.71 FEET 33.71 FEET 16 ft ok �4 v �aa.o¢n raa o o"em uv-m"n . vrr•v u•u,n vsn umwaoarmn,ma reezaaet suv SUBJECT MATTER: CALCULATES SHEARWALL LENGTHS BASED WITH USE OF 318 LP SIAARTSIDE FASTENED WITH 8D COMMON NAILS AT 6' IN FIELD AND 3" AT BUILDING HEIGHT.. 6.5 FEET W: MWFRS ZONE "A" 40.5 POUNDS PER SQ. FOOT PLY VALUE SHEAR 336.00 POUNDS PER FOOT MIN SHEARWALL REQUIRED (h/3.5) 1.86 FEET MAX DIAPHRAGM RATIO 3 /1 AVAILABLE ENDWALL SHEARWALL LENGTH BUILDING WIDTHS S.00 10.00 11.25 12.00 LESS 0' OPENING 8 10 11.25 12 LESS 3' OPENING 5 7 8.25 9 LESS 6' OPENING 2 4 5.25 6 LESS W OPENING N/A N/A 225 3 MAX. LENGTH OF BUILDING ALLOWED BY DIAPHRAGM RATIO BUILDING WIDTHS 8.00 10.00 11.25 12.00 ASPECT RATIO = WIDTH XASPECT RATIO 24 30 33.75 36 PLYWOOD PLACED ON EXTERIOR OF BUILDING (PLY SHEAR VALUE)' MAX. LENGTH OF MAX BUILDING (AVAILABLEENDWALL) BUILDING ALLOWED LENGTH BY SHEAR WALL 8.00' BUILDING O' OPENING 2688 40.82 FEET 24.00 FEET 8.00' BUILDING 3' OPENING 1680 25.51 FEET 24.00 FEET 8.00' BUILDING 6' OPENING 672 10.21 FEET 10.21 FEET 8.00' BUILDING 9' OPENING 0 0.00 FEET 0.00 FEET 10.00' BUILDING 0' OPENING 3360 51.03 FEET 30.00 FEET 10.00' BUILDING 3' OPENING 2352 35.72 FEET 30.00 FEET 10.00' BUILDING W OPENING 1344 20.41 FEET 20.41 FEET 10.00' BUILDING 9' OPENING 0 0.00 FEET 0.00 FEET 11.25' BUILDING 0' OPENING 3780 57.40 FEET 33.75 FEET 11.25' BUILDING 3' OPENING 2772 42.10 FEET 33.75 FEET 11.26'BUILDIN6 6'OPENING 1764 26.79FEET 26.79FEET 11.26' BUILDING 9' OPENING 756 11.48 FEET 11.48 FEET 12.00' BUILDING 0' OPENING 4032 61.23 FEET 36.00 FEET 12.00' BUILDING 3' OPENING 3024 45.92 FEET 36.00 FEET 12.00' BUILDING 6' OPENING 2016 30.62 FEET 30.62 FEET 12.00' BUILDING 9' OPENING 1008 15.31 FEET 15.31 FEET 17 f iXeAct MaK�"�.rr�r.�rarnxam coarrs..a wuv��irom'wwa von. m.ax:-m ruau.aaximm Hc,rnoaram,c�a wm+aarcs,P SUBJECT MATTER: CALCULATES SHEARWALL LENGTHS BASED WITH USE OF 7116" OSB PANEL W/ 8d NAILS AT 6' O.G. IN THE FIELD AND 3" O.C. AT EDGES BUILDING HEIGHT 6.5 FEET W: M WFRS ZONE "A' 40.5 POUNDS PER SQ. FOOT PLY VALUE SHEAR 630.00 POUNDS PER FOOT MIN SHEARWALL REQUIRED (h/3.5) 1.86 FEET MAX DIAPHRAGM RATIO 3 /1 AVAILABLE ENDWALL SHEARWALL LENGTH BUILDING WIDTHS 8.00 10.00 11.25 12.00' LESS O' OPENING 8 10 11.25 12 LESS 3' OPENING 5 7 825 9 LESS 6'OPENING 2 4 5.25 6 LESS 9' OPENING N/A N/A 2.25 3 MAX. LENGTH OF BUILDING ALLOWED BY DIAPHRAGM RATIO BUILDING WIDTHS 8.00 10.00 1125 12.00 ASPECT RATIO= WIDTH x ASPECT RATIO 24 30 33.75 36 PLYWOOD PLACED ON EXTERIOR OF BUILDING (PLY SHEAR VALUE) " MAX. LENGTH OF MAX BUILDING (AVAILABLEENDWALL) BUILDINGALLOWED LENGTH BY SHEAR WALL 8.00' BUILDING O' OPENING 5040 76.54 FEET 24.00 FEET 8.00' BUILDING 3' OPENING 3150 47.84 FEET 24.00 FEET 8.00' BUILDING 6' OPENING 1260 19A3 FEET 19.13 FEET 8.00' BUILDING 9' OPENING 0 0.00 FEET 0.00 FEET 10.00' BUILDING W OPENING 6300 95.67 FEET 30.00 FEET fO.OU' BUILDING 3' OPENING 4410 66.97 FEET 30.00 FEET 10.00' BUILDING W OPENING 2520 38.27 FEET 30.00 FEET 10.00' BUILDING 9' OPENING 0 0.00 FEET 0.00 FEET 11.25' BUILDING O' OPENING 708T5 107.63 FEET 33.75 FEET 11.25' BUILDING 3' OPENING 5197.5 78.93 FEET 33.75 FEET 11.25' BUILDING W OPENING 3307.5 50.23 FEET 33.75 FEET 11.25' BUILDING 9' OPENING 1417.5 21.53 FEET 21.53 FEET 12.00' BUILDING O' OPENING 7560 114.81 FEET 36.00 FEET 12 00' BUILDING 3' OPENING 5670 86.11 FEET 36.00 FEET 12.00' BUILDING 6' OPENING 3780 1 57.40 FEET 36.00 FEET 12.00' BUILDING 9' OPENING 1890 28.70 FEET 28.70 FEET 18 I rml i.m:�2 NRNIialSLYC rae�.amr+mr+s wo•. m. uiv-a iY.�mJORff SY+'� 170 mph Exposire C L^Ind Loads Sidewall Stud W = -273 oif L= 93 in Ke= 1 DL= 60 plf d = 3.5 in le = 93 in LL = 170 pif t = 1.5 in le/d = 26.57 < 50 OK Cd = 1.25 Spacing = 24 in Cf(Fc) = 1.15 Cf(Fb) = 1.5 Fb psi Ft psi Fv psi Fcl psi Fc psi E psi Ervin psi #2 SPF 875 450 135 425 1150 1400000 510000 Qty A (inA2) S (in A3) 1 (in A4) Pb psi F'c psi Searing Capacity 1 5.23 3.06 5.36 1887 1653 2232 Axial Compression Axial city FcE psi ac Cp F'c psi fC psi fC/F'c Capacity 1 594 0.36 0.33 541 158 0.29 OK 2840 Ibs Lateral Bending (C&C) W = 41.05 psf Qty M (in-lbs) F'c psi fb psi fb/F'c 1 7397 2415 2415 1.00 OK Combined Stresses Max Load Max Span Qty Axial Lateral Combined (Ibs) (in.) 1 0.29 0.67 1.00 827 44 19 Coal TryrYB .ala�aafi � . 2018 Wood Frame Construction Manual Prescriptive Sheathing Requirements. �aa°R.aro: ,rorvw nmru.�im�'air1°cr wn.mmn svv Table 3.11 Wall Sheathing and Cladding Attachment ExposureRequirements for Wind Loads Wind Speed 3+second gust 90 95 100 105 110 115 1Z0 130 140 150 160 170 120 195 (mph) See Figure 1.1 STRUCTURAL SHEATHING E F F F F G F F F F i F F F F F F G F F G G G F t C G C Sheathing Location' Stud Spacing (inches, C.C.) Maximum Nail Spacing for 8d Common Nails or 10d Sox Nails (inches. o.c.)° ` 12 6 6 6 6 12 6 12 6 12 6 12 6 12 6 12 6 12 6 I2 6 6 12 612 Interior ZoneIE 16 5 1121 12 6 11221 1 6 111221 6 12 6 12 6 12 6 12 6 12 6 12 6 112 6 12 6 111221 6 6 6 6 24 6 12 6 12 6 12 6 12 fi 12 6 12 6 12 6 12 6 12 6 6 6 fi 5 6 5 fi 6 fi 12 6 12 6 12 6 12 6 12 6 12 6 12 5 12 6 12 6 12 6 12 6 12 6 12 6 12 6 6 Perimeter Edge Zone 16 6 1 12 1121 6 112 12 6 12 6 12 6 12 6 12 6 12 6 12 6 12 6 1 12 6 6 6 6 6 6 6 6 24 6 6 6 12 6 12 6 12 6 12 6 12 6 6 6 fi 6 6 6 6 6 6 6 6 d d BOARD SHEATHING or LAP SIDING Sheathing Size Rafter/Trus-Spacing (Inches, o,c) Minimum Number of 8d Common Nails or 10d Box Nails Per Support 1x6 or Ix8 Sheathing 12-24 2 2 2 2 2 2 ? 2 2 2 2 2 2 2 WO or Larger Sheathing 12-24 3 3 3 3 3 3 3 3 3 3 3 3 3 3 E Nail spacing at panel edges (in,) F Nail spacing at intermediate supports in the panel field (in.) 1 For wall sheathing within 4 feet of the corners, the 4 foot edge zone attachment requirements shall be used. 2 Tabulated nail spacing assumes sheathing attached to stud framing members with 0.4Z S G c0.49. For exterior panel siding, galvanized box nails shall be permitted to be substituted for common nails. 20 L-,aCcrt.0 of � r.: rc of ndY ni�l�✓aaatr��(f. VB ironmilm,i�', fYr PYw, Fat Wale Pu�e�W uG'%N� n.2, LLsle,all'.pd pOS1 HtMO WpSYP 2018 Wood Frame Construction Manual Prescriptive Sheathing Requirements. Table 3.13A Wall Sheathing Requirements for Wind Loads ExDosure Wind Speed 3•secondgust )mph) 90 95 100 IDS 110 115 120 130 140 150 160 170 180 195 (see Figure 3-2) WOOD STRUCTURAL PANEO (St,,moth A—) PPrnenaicn 1r to SuunnttO Stud Spacing Minimum Panel Span Rating° (inches, o.c.) (Minimum Nominal Pane( Thickness, In, Z4/IJ 241n 24/0 24/0 24/0 2,110 2410 24/0 24/0 t4/0 2410 24,10 24117 24/Ili 12.24 (3/8) Will{s/8) 13/8) t3/3) f3/8) (318) (t./81 (318 3/81 13/$ (318) {7/16} l712ia) WOOD STRUCTURAL PANED 5trenRth Axis' perpendicular to Supports) Stud Spacing Minimum Panel Span RatingY (Inches, o,c.) (Minimum Nominal Panel Thickness, In.) 241n 2410 24/0 2410 2410 24/0 24/0 24/0 2,110 2410 24/0 2410 2411u 2�/76 12.24 13/81 13J81 (3191 (WR1 [I/Al,I3/A) r3/R1 131A) 11181 13191 13181 13/81 171161 17116) WOOD STRUCTURAL PANEL, (4trnnnlh Auic Par IW to Snnnntisi Stud Spacing Minimum Panel Span Ratingks I (inches, o,c,) (Minimum Nominal Panel Thickness, In.) 2410 2.ip 2410 24/0 24/0 24/0 24/0 24/0 21/0 241LI 24/0 24/16 26116 32116 12 (318) (318) 13191 13/8) (310 1318) (3/8) (318) (3/8) 1318) (318) 7/161 (7/161 (151321 2410 24/0 24/0 24/0 24/0 2410 2410 24/16 32/16 32/16 32/16 40120 40120 40/20 16 (3/8) 13/8) 13/8) (318) (3/8) 1318) 13/8) (7116) (15/32) (15/32) (15/321 119/321 (19132) 119/32) 24/0 24/0 24116 32/16 32/16 32/16 40/20 40/20 40120 40/20 48/24 48124 48124 241 (318) (318) (7116) (15/32) (15/32) (15132) (19/321 (19/32) (19/321 119/32) 123132) (23132) (23/32) 1 Strength axis is defined as the axis parallel to the 'ace and back orientation of the flakes or the grain (veneer), which is generally the long panel direction, unless otherwise marked. 2 Sheathing shall he plywood with 4 or mare plies or 058. 3 Tabulated values assume a two -span continuous condition. 4 Minimim PS I or PS 2 panel span rating. Minimum nominal panel thickness for a given span rating is shown in parentheses. 5 Minimum panel span rating is based on calculation without use of increased values of cross -panel strength associated with Structural I sheathing. For Structural I sheathing, a smaller required span rating and smaller nominal panel thickness may be determined by calculations that account for inoeased cross -panel strength. 21