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0 FURLONG PARK - BUILDING INSPECTION �V YZ. Lc� �v � J��/z � lf. Super Owwe(ob® dem 90%Larger Label Area • •�••� /// I 5 M EA0 KEEPING YOU ORGANIZED tim lam fmwtiwirs vmft m GET ORGANQED AT SMEAD.COM tltifvW=Cpe&f AWk QUIRK CONSTRUCTION CORP. One Martel Way Georgetown, MA 01833 976-352-4666 TEL 976-352-9666 FAR SUBMITTAL FOR Furlong; Park Salem, MA Product: Metal Shelter-Stamped Engineered Drawings Date Pf Initial Submission: 1113/10 SpeeifirnHaulitem#: 133419-1,05 A-42 $ubeoutractor/Supplier/Manufacturer: Classic Recreation Systems PLEASE MARK BELOW WITH REVIEW &ACTION STAMP,. *We will be constructing the footings to detail D9'° QUIRK CONSTRUCTION CORP. Job# 000372 Submittal# 193419.02 Date; 1113110 Checked by: I4 FLAAINIDSCAPIF r=RCHITE ,TS 13[VIFW l =SPONSE REQUIRED Qf CONTRACTOR iF;5SP 5 C7 u��t�r3l 7z fair % €sESUSlt1ITO ;; 0"C V,°d4i.`"e S,"d rN THE D5"�I N CONCEPT AND cox rG+'rl1a, 47Vvc. ;r of r r ti ,=::,rc �a rn rrs,JT MD AN i�iS�r"tDSc "FS ti i :'s_,9 E r Aa qt A '.p di' """`?CM v� T.7M11Ekd'z' Shlv,LL a^tCi'f ry i+ PROJZCT FI,V+,}db'AND yn tVAntl .VET'AM r+L_AC UR,4 Y "" C'ri RP *GA440 OoNgELAi 7G A'1:W(dT SP AN`s D tlf f9 1�JS.p.),R #JR " 4'K[OLY,Atp>P(1N F SFr?Ptf+t:ht3 T{I5 §YElfvn N A ,w,AA i �h� G{3�# „4�,T^€ 'n�r rcaFY s,!0 5-NS 1`4 AP40 RW;r(NdS PD OTHEF'HYORK EErG e 5t :SCr3h+1 t7;tiP1T s �niu 7a t`S:PAGT+t:TOV58IrYALL DIMEia:3i{INSINTHE FIE'D. CAROL R. N ASSCiQl;Yl:S, INC, a I uiv3.u) `ri:e��,oDsru'�i;ren usz a t>� I �'c LoI,4rIbh G4✓WmY i Vt w ki PF- ARIC-t-tI U r /7-TA L p r-o 02-avr-_a4L-L- P9,'E)14vn e'PA P4/14hc CALCULATIONS FOR Job: FURLONG PARK- 30' x 30' MESA MODEL Address: 20 FRANKLIN ST. (9325) SALEM, MA. 01970 (These calculations apply to the job at this address-only.) Client: CLASSIC RECREATION SYSTEMS Index to Calculations SheetItem 1 BASIS FOR DESIGN 2 - 3 DESIGN LOADS 4 -7 ROOF DECK-INFORMATION 8 - 13 FRAME DESIGN 14 - 17 CONNECTIONS 18-20 FOOTINGS D1 - D10 DETAILS ON EVP 'V. r SCIdrJJB 57: UGTUZ.kL ,, '.5746 t �`v tird7`s�`• JAN 052010. Copyright 12/09 Project Engineer N. WOOCKMAN Job# 1412 -09 i Classic Recreation Systems, INC. 11875 E. Berry Dr. Dewey* Arizona 86327 Phone: (928) 775- 307 Fax: (928)772-0858 BASIS FOR DESIGN Dead Loads Roof1.2 psf Live Loads Roof 40.0 psf, (Snow) Lateral Wind Load 110 mph, Exp. C Seismic Hazard Exposure Group: Seismic Performance Category: C Code Massachusetts State Building Code Specification for the Design of Cold-Formed Steel Structural Members STRESSES OF MATERIALS Concrete Footings fc:= 2500 psi Steel Reinforcing fy,= 40000 psi A-615, Grade 40 Weldable Reinforcing fy= 40000 psi A-706, Grade 40 Roof Deck. fy= 40000 psi A-792, Grade 40 Cold formed Steel fy= 55000 psi A-653, Grade 55 Soil Allow, Soil Bearing: 1500 psf Allow. Let: Bearing:; 150 psf/ft Structural Wide Flange fy= 36000 psiA-36or fy= 50000 psi A-572 J Tube fy= 46000 psi A-500 Pipe fy= 36000 psi A-501 1 ( i PRELIMINARY UNLESSSEALED ON EACH "'SHEE-r OR ON COVERsHEEf Job:, � / u.72.5 Date: � U1 By: K13 UJ Job: No.: 11411-01 3H.: I Classic Recreation Systems, INC. DESIGN WIND LOADS FOR PITCHED FREE ROOFS ASCE 7-6.5.13 Wind Dir7 ection a V, wind speed = 110 mph y=o teo° P"f" P"" Exposure Category = C -Fh B, roof angle = 18.4 h, mean roof height = 11.00 ft Obstructed wind flow? No L (Type Yes or No) MWFRS-Method 2 K,exposure coeff. 0.85 ASCE?6.5.6.6, Table 6-3 Kr;topography factor = 1.00 ASCE76.5.7.2, Figure 6-4 Kd;'directionality factor = 0.85 ASCE7 6.5.4.4; Table 6-4 h„wind factor 1 ASCE?6.5.5, Tattle 6-1 G, gust effect factor = 0.85 ASCE?6.5.6 P = gzGCN = 19.02 (CN)psf 0.00256KZKZTK0V'lwGCN, Eq. 6-25 Roof Wind Direction,y=0°, 180 Angle, 0 Load Case Clear Flow Obstructed Flow CNW CNL CNW CNL. 7.50 A 1.1 -0.3 -1.6 -1 B 0.2 -1.2 -0.9 -1.7 15° A 1.1 -0.4 =1.2 -1 B 0.1 -1.1 -0.6 -1:6 22`.50 A 1:1 0.1 -1.2 -1.2 B 41 -0.8 -0.8 -1:7 30" A 1.3 0.3 -0.7 -0.7 B 41 -0.9 -0.2 -1.1 37.5° A 1.3 0.6 -0.6 -0:8 B -0.2 -0.6 -0.3 -0.9 45" A 1.1 0.9 -0.5 0.5 B -0.3 -0.5 -0.3 0:7 Linearly interpolated coefficients from Figure 6-18B. 18:4 A 1.10 0.17 -1.20 1.09 B 0.01 0.96 -0.69 -1.65 Design Wind Pressures Load Case A: P;windward roof = 20.93 psf P, leeward roof = -3:23 psf Load Case B: P,windward roof = 0.19 psf P, leeward roof = -18,26 psf i E PRELIMINARY UNLESS SEAL/ED ON EACH SHEET OR ON CFO`VERSHEET Job: 32j 7 s Date: ()c) By: AtW Job No,: /Lt I Z-01 SH.-.. Z Classic Recreation Systems, INC.. EARTHQUAKE LATERAL LOAD TO COLUMN Soil Site Class = D Seismic Use Group = t SS = 36,3 % S, = 9.2 % Table 1615:1.2(1) (Fa) SDs. Seismic Use,Group Site Class_ Mapped spectral response acceleration at short periods(Ss) > I I I Iil 0.25 0.50 0.75 1.00 1.25 0.000 A AA A 0.80 0.80 0.80. 0.80 0.80 0.167 B B C B 1.00, 1.00 1.00 1.00 1.00 0.330 C C D C 1.20' 1.20 1.10 1.00 1.00 0.500 D D D D 1.60 1.40 1.20 1.10 too E 2.50 1.70 1.20 0.90 0.90 F Table 1615,1:2(2) (FV) Set, Seismic Use Grcup Site Class Mapped spectral response acceleration at 1-sec periods(Sl) > I it I III 0.10 0.20 0.30 0.40 0.50 0.000 A A A A 0.80 0,80 0.80 0.80 0,80 0.067 B B C B 1.00 1.00 1.00 1.00 1.00 0.133 C C D C 1.70 1.60 1.50 1.40 1.30 0:200 D D D D 2.40, 2.00 1.80 1.60 1.50 E 3.50 3.20 2.80 2A0 - F Fa - 1.510 Interpolated Site Coefficient SMs=Fa SS = 0.548 Maximum spectra/response acceleration at short periods Fv = 2-.400 Interpolated Site Coefficient SM, = FvS1 0..221 Maximum spectral response acceleration at I-sac periods Se5;=2/3 SMS' _ 0;365 5%damped spectral response acceleration at'snort periods Set = 2/3 SMI 0.147 Vo damped spectral response acceleration at 1-sec periods Seismic Design Cat. = C I = I,00 importance factor R:. = 3.50' Response Modification/Coefficient Height = 8.25 ft; Height of Column T= 0.035(hn)0i05, = 0.170s Fundamental Period r = 1.00 ReliabilitylRedundancy Factor V= SDS/[R/11 = O.104 W kips (16-35)- V= 16-35)V= Sot I[(R/I)T] '` 0.247 W kips (16-36) V=0.044 S /'[R/1) = 0.001 W kips (16-37) V=O.5 S,/[RII] _ 0.000 W kips (16-38) V(Controls). 0.104 W kips ,PRELIMINARY UNLESSSEALED ON EACH SHEET OR ON COVER SHEET Job: 9J2S Date: 12-101 �By: ' Job No.: /r/2--09 SH.: Classic Recreation Systems, INC. COMPONENTS AND CLADDING Roof Deck l 1 i 1 24 GAGE, "AFP PANEL" HR36 inch width Fy;yield strength = 40 ksi. F., tensile strength 55 ksi Ix, moment of inertia = 0.1116 in'/ft S,(t), section modulus — 0.1234 in3/t S,(b),section modulus = 0.1156 in'/ft. See Manufacture''Specifications. i r r I i PRELIMINARY UN"LESSSEALED /ON EACH SHEET OR ON COVER SHEET ( i Job: 9�2a 2 /Date:" / Ol BY: AJJU) Job No.: 14M "01 SH:: 4'f Classic Recreation Systems, INC. HR-36 TA4Roof & wall 18-24 Gauge Architectural Panels Featuring ZHICAU 7 &For Twice the Life! Zincalume combines the strength of steel with the corrosion resistance of aluminum for twice the life of zinc coatings: -IR-36 Roof&Wall (Typical Roof Application) 71_/16" Painted side HR-367M1'Roof`&Wall is a through-fastened metal panel with 36"net coverage HR-36TM Roof.&Wallis a 36"Net Cove age r predominantly used in industrial and commercial applications. q Wider coverage means fewer panels to handle and W Gauge Wt. 5+, I+ 5- I 1-. Install, saving time and money: (lbVtfe) (in'Ift) GnIft) On M) (iwitp I C) Long spanning capability:design provides superior 24. 1..20 1234 1 11.1.6 '. .1156 .1141 32 1.53 .1713 .1504 1601 .1544 load.and span capacities,saving money in structural 20' 1165 2229 .1907 ( .2085 1964 18, 2.46- .3264 .2633 1 .3055 1 .2721 support. 118 and 20 gauge are supplied as G-90 galvanized, CI Quick,standard economical trim packages available and can be ordered by number. q Crimp curving available for a unique appearance. 0 24 gauge through 18 gauge panels available with DuraTech"^ 5000(polyvinylidene fluoride)coating system;ZACtiqu&ll.treatment or Zincaiume Plus*. 18;. 20 and 22 gauge panels require longer lead times. O Fberglass panels are available to match the profile of the metal panels. SPAN' 1' wIiviv.aepspanxom Engineered Solutions in Metal Tacoma,WA 804-733-4955, 253-383.4955 FAX 253-272-0791 Fontana,CA 800-272-2466, 909.823-0401 FAX 909-823-2625 Daras,TX 800,527-2503, 214-827.1740 FAX 214.828-1394 HR-36 TM Roof & Wall 18-24 Gauge Architectural Panels Allowable Load(lbs/ft) SPAN(fi.) Gauge Span Conqilion 5 6 7 8 9 10 11 12 /8 54 40 30 1 24 1 19 16 13 U780 78 45 M 19 1 13 9 7 5 24 S f 73 -37 1 -78 92 -1-2 UL 36 73 51 37 28 22 1 18 15 12 TS f 1 92 64 — — o 5 28 23 19 16 11180 92 64 3 2 5 18 13 110 55 i 109 p 76. 55 42 f 33 1 27 1 22 19 U180 t 105 60 i 38 1 25 18 13 1 9 7 22 CIS I 1 107 1. 71 5240 31 75 21 17 1 111 80. 105 1 71 52 40 31 25 21 11 T5 1 128 1 68 65 50 39 32 26 22: 11180 28 88 Gj 48, 34 24 18 14 55 1 14299 72 55 44 35 29 24 11180 133 1 77 48 32 I 22 16 12 9 20 DS f 133 92 68 52 41 33. 27 23 U180 133 92 68 52 41 33 27 23 TS f 166 115 85 65 51 41 34 28 U180 166 115 85 61 43 31 23 18 55 4 2 4 3 11180 184 06 67 7 45 31 23 17 13 18 DS f 195 135 99 76 6Q 48 40 33 U180 I 195 135 99 76 60 48 40 32 -i5f 144 169 124 95 75 1 61 50 42 0180 244 169 124 84 59 43 32 25 Itanvable Span(ft..in) -Top.values based on allowable stress.Bottom values: Allowable Load based on alictwable dellwian of Ul 80: Gan e 5 Condition 10 20 25 30 pso 40 so -Stesel conforms to ASTM A653(Gakanized)o,ASTM an A792(Zincalumerl with 40,000 psi minimum yield, SS t 14-0 9-11 8-10 8-1 7-0 6-3 U1 80 9-11 7.10 7-3 15�10 6-3 5-9 Values are based on the Arrencan Iron Steel Institute T— 13-7 (AISI)-ColdFo�dSteelDe5�nMwual-(1996EdiGon). 24 L)s 9-7 8-7 7-10 6-9 •Tabulated values are for pasn;,e loading only. 07 80 13-3 9-7 8-7 7-10 6-9 6-0 T—--1—5--2 1 o-9 9-7 Ts 8-9 7-7 6-9 SpecArcations subject to change without norce. U180 12-3 9-8 9-0 8-5 7-7 6-9 SS 16-6 11-8 1 70-5. B-3 7-4 U180 10-11 8-8 8-0: 7-7 6-10 6-4 22 DS f 16-0 11-3 1 10-1 9-2 8-0 7.1 U180 14-8 11-3 110-1 9-2 8-0 7-1 TS f 17-10 12-7 11-3 10-3 8-11 8-0 U180 13-6 10-8 9.11 1 9-4 8-6T-10 1 SS -781-0 --1-31-4 11-11 10-10 9-5 '85,-1 Loading Table Legend U780 11-10 9-4 8-8 8-2 7-5 6-11 f-Load limited by flexural bending stress DS f 18-3 12-10 11-6 19-6 9-1 8-2 20 07:80 15-10 12-7 11-6 10-6 9-1 8-2 1 L-Span 14-5 12-10 11-9 10-2 9 S5 TS f 0-5 10-9 10-1 -1 1 Uxxx-Load limited by deflection U180 14-7 11-7 9-2 8-6 Single span 55—TI — F— 22- - 4-5 13-2 11�5 Ul 80 IUZ DS _ 13-2 10-5 st-8 9-1 8-3 7-� Double span 18 DS I f 22-1 15-7 13-11 12-9 11-0 9-10 TS 0180 17L8 14-0 13-0 12-3 11-0 9-10 Triple span TS f 24-8 17-5 15-7 14-3 124 11-0 o T80 16-3 12-11 12-0 11-3 10-3 9-6 AEP SPAN I J-1 i Engineered,Solvtions in Metal Zincalume is a registered trademark of BlueScope Steel Limited.Stasaiscape,Inc.holds exclusive rights to the ZincalumeTradmark within the US, ®ASC Profiles Inc May 2004 Printed in USA Revision 5M (P5765-R} & I SCREW CONNECTIONS2001 Design of Cold-Formed Steel Structural Members d nominal screw diameter dw larger of head or washer diameter,,not larger than 117' pa,. = allowable shear force per screw P„a = nominal shear strength per screw Pa, allowable tension force per screw Pa, = nominal tension strength per screw Pno, _- pull-out per screw P„o„ pull-over per screw t, = thickness of member in contact with the screw head t2. = thickness ofmember not in.contact with the screw head F, tensile strength of member in contact with screw F.2 tensile strength of member not in contact with screw F.S. = 3.0 t, = 0.021 in. Approximate Gauge= 24 F., = 55000 psi, F,= 40000 psi t2= 0.060 in. Approximates Gauge= 16. Fi,2= 58000 psi, FY= 36000 psi Screw No. 12 Shank Diam.,= 0.216 in., Section E4.3.1: Connection Shear governed by Base Metals t2/t, = 2.861244 t2/t, >=2.5; use Equations E4.3.4& E4,3.5 When telt, —1.0 When t2/t,>=2.5 Equation E4.31 = 1655.6 lbs/screw Equation E4.3.4- = 6704 lbs/screw Equation E4.3.2 = 570.4 lbs/screw Equation E4.3.5 = 2022.8 lbs/screw Equation E4,3.3 _ 2022.8 lbs/screw P,,, 670.4 Ibslscrew Pas = 670.4 lbs/screw Shear Cap, of Screw. 625.0 lbs/screw* P,= Pa,/(F.S,) 223.5 lbs/screw *Based on"HILT]"w/F.S. of 3.0 Section 84.4: Tension Equation E4,4.11 636.8 lbs/screw Equation E4.4.2.1 = 536.8 lbs/screw P,,,. _ 538'.8lbs/screw Pa, = 179.6 lbs/screw Allowable Shear _ 223.5 lbs/screw Allowable Tension = 179.6 Itis/screw NOTE Shear Governed By Base Metals NOTE: 1. Minimum spacing of screws shall not be less than 3d 2. Minimum edge distance of screws shall not be less than 3d (May be 1.5d in direction perpendicular to force; when connection is subject to shear in one direction.) 3, The head of the screw or the washer shall have a diameter, dw of not less than 5116 inch; washers shall beat least 0.050 inch thick: 4. Values may,be increased 33%for wind or earthquake ldsds. i PRELIMINARY UNLESSSEALED ON EACH SHEET OR .ON COVER.SHEET Job: vs Date: 1 10 By: Maw Job: No.: SH.: 7 Classic Recreation Systems, INC. .� ,a . S.E.Solution:Envelope Consultants, Inc. Sox +e . } % »aoA N . ,»tea *_Rw; . . � . �� � . � Company S.E. Consultants, Inc. Designer N.WOOCKMAN Job Number ! 1412-09 30'x 30'Mesa Checked By: Joint Coordinates and Temperatures Labe f Detach 1 N1 12.770833 0.743056 12.770833 0 ,, N �f�;ket _. x. ,- 94ip'� r7 a=12:7470 3 ,,„ 5 *� -. �. 12.770833 0:•.AS658 3 N3 -12.770833 0:743056 12 770833 0 x112] 708$3.". 'Oi7 30 lr:Fi , a--12>7 , 833r4e r� mG, a ut r� wr 5 N5 15 0 15 0 g,= tem k8 " .? ,,. i;A . aas 6• h pJ�- x k 7 N715 0 5 0 n :, 9 N9 12 7 0833 -75 12 770833 0 ak „v,,`r >l:pnrr .x cr s. 12177083TIQ1 - 11 N11 -12.770833 75 12.770833 0 =7712 �t .. .A :-2f'- 3447,15_ 13 N13 0 50 0 15 N15 10 0 -15 1 0 16W '`2871528:- 17 7 -6-385416 2871528 6.3854 6 0 q' '°B: '85 8 .16 2`'87 2 tir: t,RN&3854 .>p,+: 5 ,rohs-r k tt1 e 'k 19 19 6.385416' 2871528' ce 6;385416 0 Hot Rolled Steel Section Sets Label Sbape Design Ust Tyne Material Deign B,_.Af-m2I lwfln4l Izz Jin 1 1_Iv id SS6X4 2 Tube Beam A500 46 T plcal 2.23 6,162 11 458 12.594 ', f:t`' 1 a"`1!.a x w y f 1558X6 °3; Tube. . "Bea ` .500. 6 ,T `cal_..4z683,28.236°4318278°53;845': 3 Perimeter HSSIOX4X3.. Tube Beam A500 46 TvDical 4 683 13.881 57.868 36.586 4. =i'I .Ezfeil'sion c S96X4 .ik Ube-' 2.IWi4 eam 500*46 'x iealti, 2,236?SM152..1i1`458 5 Column SS7XM Tube. Column A50' 46 T 'c I 4.683 36.051; 36 051 5 .237 Member Primary Data --- Label I jgint.. K Joint Rotale(d-. Sec` a' Pe-* e' l Desion Ru.. - Cal 1 N11 T N3 45 Coli n Tube column A500 46 ica atx3,.4 ,h N10 -,.1.,-'N2. � "�-xi.:":.s '; ss°:=iCO n� ',rt' r 6,,Of Golun'In,A50[I!tW(6 '•dar" 2'281 2 *MCOL' . 45,x;_. 3 Call N9 N1 45 Colum Tube Column A500_46 Tvvical 5 Main 1 N3 N13 Main Tube Beam A500_46 Typical ir:6'i: .gam 2 ", '}'n'. 3c' .. '>x t4''?s:'NY' ,;"L` `t.,'� . alitsE°ns:,ars'- i§.T ec ".:BEa 'A50046;,"Fuk t.,,.. 7 Main 3 NI N13 MainTube Beam A5o0_46 TvDical TW N, F..`13 n .-mss:�i== ;� :,. ." �"7' Ma::,£ ,,, 4stiuT b �' .''_r,a 'A500?46 "iegPi 9 Mid 1 N16 N19 18.4 Mid Tube Beam A50o 46 TvDical s` =6&am°` v;TV6caIk1 11 Mid 3 NIB N17 18.4 Mid Tube Beam I A50046 TVDigal ,i. 2 ''!`r:1 : W MMWAW 6wr;-„ N1+ . t 1A I .' e f, .(t. .* a 1:T1 be 't:=. :86a:: ,A6OOA9f1�T .`ah 13 ` Per I N3 N1 Perimeter T be Beam A50o 46 T Ical 15 Per 3 N2 N4 Perimeter Tube Beam ASoo_46 Typical A.',-Pb` . g ri,fi; ,°? 3,T„ zGrp 2. Tube -6e P$m`46 `.� i6-" u 7 X1 N3 N7 9 Extensio Tube Beam Ae00_46 voice 1 l "N x2tw .N2 ., 'N x ;,4r 90 ;` Exte s o '"AkTu '. $':B' A500... .T ''ic`If 19 x3 N1 I N5 90 Extension uh Beam A500 46 T cal RISA-3D Version 5.Od [F\..:\...\...\CLA$SIC\2009 JOBS\1412-09_3000 mesM30x30 Mesa.njw.r3dj Page 9 Company S.E. Consultants, Inc. Designer N.WOOCKMAN Job Number: 1412-09 30'x 30' Mesa CheckedBy., Member Area Loads(BLC I : Dead) Joint Joint Joint C Joint 'Direction Distribu ion de s 1 N13 N7 N5 Two Wa -2 :*r .N6i.+vt"�" ' ^�rs, .tY'Y'!,_ i� 'r #s. `Twoi a '+'.L,` 3 N13 N6 I N8 Y TwoWay -2 = "WN13W o . -25 3.�t � v a6 Member Area Loads(BLC 2:Live) Joint of Join _JQW D Direction Distribution Maonitudefoafl 1 N13 N7 N5 I V I Two Way : -40 2 .t..""+"t`N5.� :"$tea t+'�'r.` L`i:�� ¢kk':•Bid."u„.-.5.�, t;`si?s' "a° "= .." f:' un, ;,..:+"_�'"* m�i'a:., r''' _y.:I 13' _ 3 N13 N6 NB w V Two Way -40 iw.e�- tidau n`a N!O W8 i '1'n?zL 3.' ^ ?r-40 g `,}'.r --.• .,�'.. Member Area:Loads(BLG 3 Wind A) Joint A Joint B' Joint C Joint D Direction Distributions 1 N13 N15 N6 V Two Way 20.93 tt ", .i..�+9._ '{jr93 }Tt, 3 N1& N5 N14 V Two Way -20.93 ,s4 t r i3' N=1O � *, ,; r 5 N13 N15 N8 V Two Way 323 5�&�-Yi'=tV71 Member Area Loads(BLC'4: Wind B) Joint - Joif B Jo C Joint D DirectionDistribution Ma ni ud sfl 1 N13 N1.5 : N6 V Two Wa -.19 ?g-2 .3 ,@ rt N6 gv� `1l 5 raj a i y k 3 13 N5 14 Two W -'19 4 NI 34. ..�'�,'' ?NIA .^, , i+ .. .. W,r r :. h . 71w =Wa':*49W ` 18e26t ` N13! N15 N8 V Two Way18.26 Wa Joint Loads and Enforced Displacements(BLC 3 : Wind A) Jint a D t nitudeLk kit la Ldp_" N2 L X 84 2 a1 t OT1 NIM&IM S ' RIj w kit X aka#? w $qi ;Mna: Joint Loads and Enforced Displacements(BLC 4: Wind B) Joint Label L D - Direction M i tl 'k-t hrad k*02/ftl 1 N2 L X 84 Joint Loads and Enforced Displacements(BLC 5:Seismic) , Joint Label L DM Direction Magnitude- inject ^- 1 1 N3' L 2 .3 x-r a2aT� N 3 N2 L Z 3' Basic Load Cases BLG DescriptioXGra., r s rh.Area($�rrface(Plate) ; 1 Dead. DL 1 14 I 1 j 2 9. iW%Iive`; V, 1 RISA-31).Version 5.Od [F\..,.A.,.\CLASSIC\2009 JOBS\1412-09 30x30 mesa\30x30 Mesa.njw.r3d] Page 10 I Company S.E.Consultants, Inc. Designer N.WOOCKMAN Job Number : 1412-09 30'x 30' Mesa Checked By:_ Basic Load Cases(Continued) X a...YGr... Z_(Bra- in nt Point Distrib... . SurEace 3 Wind A 1 011 1 2 1 6 :'^ :DL2p 'a•.e'y#� r}. ".^` 'mj"�y' L{�! T.# .4.t.Y4 iaF� k`'?t 3'+,CRrt P. '�w a > w. . 5 Seismic� t , A4 . `C1Trns.entAre{ tw 7 LC 2 Transient Are None 60. f'e'bx''LD'3'Tran51ef1t Afe:`. .,b; Y1 a =t,. . ?;, j9ew";. „�+ _ . �.:�!'.tu' ri r"_.'- *'^ . •'��+"-`� +ry " fi16D�Y`rte,'s1: `=8-b sav*!s+t:"R.ar 9 LC4Transient Are... None.- 160 , ...., , _ 40+;L'Gz5 T,ranslentAre... ,,.;;, L.4'�:`ND e - }% - . , . ;';;,1' „, '✓ � . .:~w, :m.;,; ,�1 0``r 11 LC 6 Transient Are... None -60 Load Combinations Description Solve ..Della S SS BLC Fact..B CFactor BLC)_a. :..BLC Fit_8-L-C1EgcL.,3LQ Fact BLC FacL..BLC Fac 1 Dead+LiVe Yes I 1 1 2 1 12 E'6'Dead +', i Yes°z,&Az'�on, xf, 3 .6 Dead+Wind B Yes 1 .6 4 1 "3 ' nDead+ 75 l71"ve?+ ;.« Yesi $?,mEt` izk'&,` z'1'i�+.1 '. .2}'o-'75 `. > -.75` 72E-;;OV '`:,"+;, ;fiLe1 ':.i'''.-""a .. n_""" , .*•'x<. 5 Dead+.75(Uve+.:. Yes 1 1 2 .75 4 .75 61: +:SaDead+:7,�Se,sm�c;Pi'e's" t ': « '�"•'-;' r�1� ,J6;, 5` .rx ?t.^ne '�77 7 Uplift 4 1 - N: »..Dead"':._ s .o.a,`"7ou?A"wNwl{ 71,, Envelope Member Section Forces Member:. Sec Axi2lTkl c v She kl le z Shearfkl 1c, I" yy:Mo I =zMomentrk-ftl to r1!4 Coll 1 max 10.348 1 -.139 ( 1 .223 2 0 1 0 1 0 1 _ ,22'=`;3;-'t �4782 max 10,217 1 -:13 1 .22 2 0 1 1.835 2 3.494 2 n. ;3, '.4 4.i-e .1 9- 5 COL 2 1 max 10 585- 4 .139 194 2 0 1 0 0 1 rl a `i4i ,> .. ". 37''` si3"?.. 41$.`x` s ar_: 6 ., 6 '0, t rrt€i= to* I `Y"� 0 € ta: i 2 max 10 454 4 139 1 .19 2 0 1 1 602 2 3 427 3 ,.i(r 4 ' 3 d=:067'. .68 + ,0 `:'_"5 ;fir$ `0 ''' t.;-12 E inl 81 ,-�. 9 Cola 1' max 10.554 4 0 1 .417 3 0. 1 0 1 0 1 40'4 t Vlv „ . A ti >` r S Ns 3 i rrm n3« .-�1. $,,; 6, r„ t .ti.�,_ N� :. .'-a'�, � D,,a,`�"��,. r•ia 1" 2 max 10.422 4 0 1 .417 3 0 1 3,436 3 619 2 LIEs E ' € " a ?3 3. x.2. 9 ? .:.24'1 6f.,a 0 1:s r.iX 13 Col4 1 max 10.347 0 1 .425 2 0 1 0' 1 0 1' +1 ; :?; Vii; : inin C,2:091 H,13 22511 2 I�w°F22 t6'u 0 .. t1h.`� O A 15 2 max 0.216 1' 0 1 4 2 0 3 506 2 1851 2 aS ��i ,."oorTuip' '- '-:.:'HT1 %3 ` `-".=225x' 2.- ' "_'22 `. .6? 17 Main 1. 1 max 14,79 1 1 1.496 1 .036 1 2 .507 6 8 7.969 1 4 f . 889°s 44&-f309iP�s "ka 0Q.. .6 F;=1 569 i•2z: �5r 1 T ', t. ,>2;31 k ,6 19 2` max 5.986 1 1 .856' 3 .019 6 1 .448 6 057 6 3.532 1, ' ={1:088 :.s,3€�1- („ 162-'VK =N3 1 Main 1 max 14.79 1 1 1.565 4 .001 6 1.591 2' .12 6' 5.989 1 0 .�r n, Via: =,k % r :m _ �a.3 x �2 =; 0 � 'Cv�._ _385.,2 x=4.26 23 1 2 max 2 •'`i;,Y`' :Lwa�,U"t ( R 5986 1 -.238 6 .08,6 2 1.46t F 11 a; 2 4.145 ,145 4 ?,w -0r 25 1 Main 3 1 1 max 14.789 1 1.553 4 035 2 -,005 1 .391 2 5.984 *xA " j`f-f-'l R, 4'.s'3 "' .065~y> 13��'�27 2 max 5 999 1 .019 0 1 015 1 004 1 4.074 4965°? x,34 a 1a 7: J ==';088 2*x."- 9.1 « ;2 s . . 1 _':w 28,a 29 Main 4 1 max 14.789 1 ,495 10 1 1.586 2 .001 1 7_.96.9 4 +.7a z. n 'irt. A:885-' 3 2974 31 31 2 Imaxi 5.999 1 32 3 1 .09 12 1 1.46 12 17 12 3.469 1 RISA-3D Version 5.Od [FA...X-A...\CLASSIC\2009 JOBS\1412-09_30x30 mesa\30x30 Mesa.njw.r3d] Page 11 Company S.E.Consultants,Inc. Designer N.WOOCKMAN Job Number: 1412-09 30'x 30' Mesa Checked By: i Envelope Member Section Forces (Continued) Memberr Sec Axi I Shea r c e c rn _ 8'4 337 °1°:384 r O : ,3,1 :,4 p, 5 . '(4 1 00°d ;;E1 tw e„f"50 . � 71 33 Mid 1 1 max 5.582 1 1.061 1 .087 -3-j 0 6 0 1 1 0 1 min 35 2 max 5,582 1 77 3 383 4 0 6 0 1' 0 1 a 3 - 2rLE g.. r ;�; i r 36 , , six*k `min 9 ti , -A 1'5°; qL,= D2 3`.r�?1 ,x ,3j .0-aa 37 -2 1 max 5.582 1 1.199 4 019 6 0 3 0 6 0 4 i !.399 .,,r .086TN:?6'v ix 39 2 max 5.582' 1 -.DB 6 43 4 D_ 3 0 6 0 - r: ,�,3+ _m`n -.5 ._ -1:+2 4� a ,1 ('"; tat 08 0 '{'I' d e 41 Mid 3 1 max 5.582 1 1.078 4 .021 3 .146 .3 ti 0 _ 1 0 1 1.k.o"itI =:696 3. i D6' -#:tg,h3 . ra_' gi °''.s`i »i "3,k n. 6 k_r 3 w3�-.w hl 43 2 max 5.582 1 .271 3 .381 .146 . 3 0 1 0 1 u3atl 'in :6961'*3 1'?145 W1 pif1 09" ;3, 0 .m ` . .s . r ��=;i;1:> } 45' Mid 4 max 5.582 1 1.061 1 .128 3 .085 6+ 0 3 0 1 e3 `l: 'v�Y"!.'00° 'x},ia 3, 40,°"' C i M 'j 0 � AL 4 ' 2 max 5582 418 3 _381 1 085 6 0 3 0 1 t *,. i' x. .847=' 3 ` 1145'x. 31. 13 ig`.g -OD'4i` i,�AUX V =r " aF15c 0.rxS :e . 49 Per 1 1 max 1.649 3 2.488 1 0 11 1 0 6 0 1 0 6 �-`5 �;'�: ��v?.,- ��, .>Er In �9838'�' 1 * `525 % '3��:` ,. D ' :'s � t„� � �Q� 1 ,.t 'a.,a•i ��aw-�"+}*'2n 51 2 max 1.649 3 099 3 0 1 06 0__I_ 0 6 52 ''" -:.wr .ate;.:, :, x92838 . # ^=2'5871, 4 =: ,.'41s' r' 1123? tt0 1;. .OWN"it 0 53 Per 2 max 1.023 3 1 2.798 4 1 0 1 Q02 3' 0 1 0 1 SumIyM minx 9!838;>=`1.. .1881=' W6a. r* 0 "v.;-0,zr0881. a mF0._ F1 0 na ;6� 55 max 1,023 3 1 19 6 0 1 .002 3 0 1 0. 5fi1iMATV1444 # &-Nmin a9838yis1_.x2., "8 It,4 - 07 s1 6 *783 0: #1 3_ x:;03 w* i;T# 57 Per a 1 max: 1.65 3 1 2,523 4 0 1 .115 3' 0 1 0 2 , ,,*3 P-M,898 v1' =:08'. �3; R 0 a:A,% it"ODU t 4A `w "1! ,=' 59 2 max 65 3-1 .535 30 1 3` 1 0 1 0 2 N "601 £ „7.. 0: ?1 .007 .» 0_, r:,13": ,` w0. Sg 61 Per 4 1 max 1.4 3 2.488• 0 1 .068 62 ' .. 1m"3 w';*'? 5 ml' 9!838 514 =805'= 374 F :1 ,",0077 rb 0: s 03. iL1 63 2 max 1.4 3 .834 3 0 1 .088 6 0 1 D 6 min9 8 8'' "1 a 22'56' � ;1 , �1 ?10, .007 ".O CG> 1"W, ;,-A a!e, A 65 X1 1 max .025. 3 0 1 105 3 1 1 1 0 2 073 j} s"U {'",, °a at" §S? �,, l" -- -n.--., n•-fi; ,, . �� r- 0'.m 1 '#`�.."-.�1 - 3�103fa,.14� r 5- .3 15,�, OL, m�'+�3� -3. 67 2 maxi 0 1 0 1 0 6 0 2 0 6 0 2 ADA, : ` Gz vy Alli tax 0 ? : . 4 f 3 .t , a 0_�3"1� , 03 m FX 0' �€.� # s 14m , :aDi am k irg F 69 x2 1 max -.005 6 0 1 -.022 6 0 1 _491 4 0 6 tti"n # 0831': Q - '. .5 a1 ,3`,:4' E= ,Op r2` 3.aa :, x w0 2:€: 71 2 max 0 1 0 1 0 1 0 1 ' 0 1 0 6 4x72 tS 4,. E:.M * y4 Q` a 2 a eTO!r1 s°sftg °i- F 3 4Z a a!d 73 x3 1 max -005 6 0 6 -.022 6 0 2 .491 4 0 2 r741=`` +isy_ a `inl" .P .083 *' 3a0.ya1t3r4k 011 *033 ,6 � 5 2 max 0 6 0 6 0 1: 0 2 0 1 0 2. 31-1�#°'�0` ± L; -"0C:t>2!: zxa<c',W%.,3.'2 aA:�-"uL'.�0 an;61<ry, , 4 j max 0 3 0 1 .105 3 0 1 434 1 0 T ' 1. i,2-'F 145�'s': 3t t* s ` zn .,;x:12 1 79 2 max 1 0 1 0 2 0 1 0 21 0 6 `2A , Envelope Joint Reactions Joint X k Ic Y fkl, Ic Z(k1 Ic MX rk-ftl Ic MY f Ic k 1c, N11 max 457 2 10 348 1 096 1 0 1 0 D 9 2 `5 . ml . 3:mb 8 3 N10 max 419 3 10.585 9 98 1 0 1 0 1 1 0 1 RISA-31)Version 5.0d' (Fa..a„\..,1CLASSICk2009 JOBS11412-09_30x30 mesaWx30 Mesa.njw.r3d] Page 12 Company S.E.Consultants, Inc. Designer N.WOOCKMAN Job Number : 1412.09 30'x 30'Mesa Checked By: Envelope Joint Reactions(Continued) In Y.k _ In Z Fkj In MX fk-ftI�J.n MY fk-ftl In MZ rk-M 5 1 N9 1maxi21 1 3 1 10.554 14 L .169 13 1 0 1 1 0 1 1 1 0 1 l `In W-42, ,78 , ^:c N12'r max -.146 g .!2 k 1 .34M 2.70721'= r`461 0x s41TM0 11.° '...00 r, 1 "o- 9 Totals, 3 0 1t ' ,1 OY kk* m6 : Envelope ASD Steel Code Checks Member Shwe Code Check In Fa k il F b - z- C -z S.. Cot 1 HS57X... .279 8.2.- 4 .009 0 ' 2 19:346 27.6 27.6' 27.6. 1.75 .85 .85 H1-1 2 &!JC OL` ,a HSS7x,. klc LL'` x:220 y -- I e2 2 `009.b :. 9i "6 27'6727'61"' 2 ,. 175,85 las H1-? 3 Col 3 HS$7X.... .221 8.2... 2 .009 0 z 3 19,346 27.6 27.6 27.6 1.75,85 .85 H1-2 Cdi;4"` Hss7X., f yrs,-r.. r280.m 3 g 82.?. 4j:'i009 .0`� ' a:2i 1'9.946:276'".27,6, 27.6"1'76;:$5 - 'SH1`;=1; 5 Main 1 HSsex._ 480 0 4 :072 0 4 16.699 27.6 27.6 27.6 1.... .483 .85 H1-1 1'631'Nlainy? Hssax?.. a d1*5.hn• > "04W'.-08377. ;:2`. 76:699 2,.6, 27=`.6 276 i; ::731 ;'85:H1.1' 7 Main 3 HSS6x... 15 0 1 .08417.. 2 16.699 2 _6 27.6' 27.6 1.... .731 .85 H1-1 Mair]4;r r4W' °4";072"0 <18.6992-,.6.a $' 7 6 1...;1:474,!g5'.H1'=1' 9 Mid 1 HSSsx 830 8 3 1 05812 4 16 539 27 6 27.6 27 6 1 1 Hi-1 °4t.05112..' . 4a- 16:539 6. 27.671 11 Mid 3 HSS6X... 830 6.31•. 1 :054 0 y. 4 16.539 27.6 27.6 27.6 1 1 1 Hi-1 n22_t' .. k:iHSS6X*�„k r���i �a��:830s�F,�,rs22�, x', 6+3... s1, ; 5125 " ''•� `539` .'� ?6x 27.6 111::•n1xL 4„, IRT-11 13 Pert HSS10._ 739 12•• 1 .04424 y 4 4935 27.6 27.6' 27.6 1 .6 1 H2-1 14', 1+P.er2 HS51bR. arrn.d N' 81$ , , .rte 12" .4±.`0452,4. 4`. '°4:93511 7r.8 i27.6u '2 :6<HE 61 C 'r N2_1 15 Per 3 Hss1o..: 739 12..,. 1 .043 0 4 4.935- 27.6 27:6 27.6 1 .6 1 1-12-1 16m> Per.4 'HssJo.. x',,u.= ,aF :739 . ky' ::X12.:Q1a04D24"• ": 1: ,`4:93127M6! 27i6`:f2 , - -1 :i16s1F.'1H2=1! 17 x1 HSS6X.,.' .069 0 1 018"0 z 20.275 27. 27:6 27.6 ,75 .85 .85 H2-1 �1 :HSS6X d 07'4 . ct `0$ 0 0`4'1' :? .025?27.6 i2 '6:111=2r7x6-b'r75'F85:+'$5 19 x3 HSS6X .074 0' 4. :020 0 z 4 22:026 27.6 2 .6: 27 6 1.76 .a5 .85 H2A 2011' ax4 WSSW ,,. rwm x ;Ofi9aEM ��"WK `=.018:0 z'I?;205275:27°6 2V'9' .t27 6 .75 95.51T86 H2`=i. f i i i i i i t RISA-3D Version 5,Od [F:\... ...\-.\CLASSIC\2009 JOBS\1412-09 30x30 mesa\30x30 Mesa.njw.r3d] Page 13 Endplate Connection MAIN BEAM TO COMPRESSION RING v ---_ b'— - Pr +r„-d,/2 d pr Fr,flange force--- M/D-P/2 j' To, bolt tension--Ff.,,I(Nm /2) Td I Sratio I-(d6+1/8)/p y °(3 It' T t] T-�'--.bc all t late thickness- 6'66T"b d, depth of member - 8.0 in mi,, p pF(I+Sce) br,width of member = 6.0 in a, req'd weld size--I,.r,/(21.0.707) tH„ material thickness = 0.188 in Bolt Top And Bottom (Y/N?) = Y Post/Ring width = 7.0 in Postl Ring Connex. (Y/N?) = Y Post/Ring thickness, = 0.375 in Design Loads Gravit Lateral 8, angle above horiz, = 13.240 8,angle above horiz. = 13.240 ° M, moment = 3.532 kip-ft. K moment = 4.145 kip-ft P, axial force = 5.986 kips(C) P,axial force = 5.327 kips (C) v, shear at section = -1.441 kips v, shear at section -1.940 kips Ppre,:force L plate; = 5.497 kips Ppi„e, force plate = 4:741 kips vp,p,e, plate shear = 21774 kips vpl,,,, plate shear = 3.108 kips Bolt Design BOLT DESIGN OK N, Number of bolts 2 a = 2.110 in Bolt Designation; = A307 b' = 1.126 in ds, bolt diameter = 0.625in. Fi, due to gravity = 2.409 kips r,/Q,,,shear capacity = 3:1 kips Ft, due to lateral 3.682 kips r,/Q,tension capacity 6.1 kips, TB, bolt tension 3.682, kips pf, bolt dist.fr. edge = 1.250 in BOLT SPACING OK Endplate Design 318 INCH ENDPLATE DESIGN OK ti,, plate thickness = 0.375 in S.ratio = 0.885 p,tributary width = 6,50' in l) 1.250 F„e, endplate tensile stress = 58 ksi' Fy, 36 ksi a' 1.000 F,b, backer tensile stress, 58 ksi FY: 36 ksi ti,, thickness = 0,197 in NO REINFORCING PLATE REQUIRED Weld Design (E70XX) 1/8 INCH WELD DESIGN REQ'D Weld = 0.125 in fr, due to gravity = 0.613 ksi fr,weld stress-- v + P/ + y f due to latera /,9�3 l = 0.721 ksi � (12M ' a, regdweldsize - 0.049 in l i i PRELIMINARY UNLESSSEALEpyD OC3N. EACH SHI,EET OR ON C /OVER SHEET �/ 1 Job: % �..� Date: 110 10 ! By: f�� Kl Job. No.: ) 'tl Z-0 SH.:. ILI Classic Recreation Systems, INC. CONNECTIONS MID BEAM TO MAIN BEAM Screw x dist.from centroid y dist.from centroid 1 0.375 1 I . 2 0.375 -1 z-axis- x' �^ 3 2.125 1' toward 4 0 0 user 5 0. 0 6 0 a 7 0 0 a 0 0 Design Loads GRAVITY CONTMOLS Loads distributed to both sides of member? (Yes/No) No Gravity Loads Lateral Loads. M,, moment about z = O'kip-ft M,, moment about z = 0 kip•f[ Py;load in y-direction = -3.947 kips Py, load in y-direction = 0.600 kips P„ load in x-direction = kips. P,, load'inx-direction = 0.6 kips X' LOAD IN COMPRESSION Member Check LOWER MAIN BEAM/PLATE OK LOWER MAIN BEAM PLATE ASTM designation A500 ASTM designation = A36 F., ultimate strength 58.0 ksi. F,,, ultimate strength = 58,0 ksi t, member thickness = . 0.188 in t; member thickness 0.125 in Bearing Capacity = 3.27 kips Bearing Capacity = 2.18 kips t Screw Design SCREW DESIGN OK N, number of screws 5 Screw Area = 0.05 inz Screw number, = 14 EA = 0.25 int shank diameter _ 0.250 In Ed' = 7.80 in Shear capacity _ 0.863 kips x(.ips) Ry(kips) R,y(kips) R„(kips) R(kips) Screw My/Ed 2 Mx/Ed2 PJEN PAN ((R+R )2+(R,+R,,,)Z]'"2 1 0.000 0.000 0.000 -0.789 0189 2 0.000 0.000 0.000 -0.789 0.789 3 0.000 0.000 0.000 -0.789 0.789 4 0.000 0.000 0.000 0.000 0.000' 5 0.000 0.000 0.000 0.000 0.000 5 0.000 0.000 0.000 0.000 0.000 7 0.000 0.000 0:000 0.000 0.000 8 0.000 1 0:000 0.000 0.000 O.ODO i i PRELIMINARY UNLESS SEALED ON EACH SHEET OR ON COVER SHEEP I Job: 93 2,5 Date: IP-10I By: IYJPJ Job No.. Jt4lOL'O SH.: Classic. Recreation Systems, INC. Endplate Connection MAIN BEAM TO COLUMN _ a' --1Z(pt+t„)+d,/2. b ----P,+t„ -d,/2 PtFr, flange force— M/D-P(2 TB, bolt tension Fr,,,,/(N„ 12) d 8ratio-- -1 (d,+l/8)/p 0 - b'I T-1J 't;�—b� ----1.orlll' t thickness- 6.66Tsb' d, depth of member = 8.0 in to, plate pF{1+¢a') br,width of member - 6.0 to a, req'd weld size---f ,,,e/(21-0.707) I, material thickness = 0.188 in Bolt Top And Bottom(Y/N?) = `f Post/Ring width = 7.0 in Post/Ring Connex. (Y/N?) = Y Post/Ring thickness = 0.188 in Design Loads Gravity Lateral 0,angle above horiz, 13.240 0, angle above horiz. = 13.240 ° M, moment = 5.989 kip-ft M', moment = 4.265 kip-ft P, axial force 14.790 kips:(Cj P,axial force = -1.774 kips(T) v, shear at section - 1.496kips v, shear at section = -0.065 kips PP,,,,, force i plate 14.740 kips PPw,,, force i plate = -1.742 kips v,,,,,, plate shear = 1.931 kips vp1„e,plate shear = 0.343 kips Bolt Design BOLT DESIGN OK N, Number of bolts = 2 a' _ 2.485 in Bolt Designation = A307 b' 1.313 in dB; bolt diameter = 0.750 in F,,due to gravity' 1.375 kips rdo,, shear capacity = 4.4 kips Fr, due to lateral 7,098 kips r,/Q,tension capacity 8.8 kips TB,'bolt tension = 7,098 kips - pf, bolt dist. fr. edge _ 1.500 in BOLT SPACING OK Endplate Design 318 INCH ENDPLATE DESIGN OK ti,, plate thickness 0.375 in 5 ratio 0,865 p, tributary width 6.50 in a _ 0.463 F„,, endplate-tensile stress = s8 ksi Fy 36 ksi a' = 0.997 F„p, backer tensile stress = 58 ksi Fy_ 36 ksi t,,,, thickness 0.297 in 114 INCH REINFORCING PLATE REQUIRED Weld Design (E70XX) 1!8 INCH WELD DESIGN REQ'D Weld 0.125 in f, due to gravity = 1.038 ksi f,weld stress v p/ 12My f�,due to lateral = 0.741 ksi ( 4 +(/14 +( /I J a, req'd weld size 0.070 in l PRELIMINARY UN'LESSSEALE4D ON EACH SHEET OR ON COCVERSHEET 11{ Job: „ 2-5. Date: 0 By: IU�WJob No.: �F��7,-Q.iSHSH: . L. Classic Recreation Systems, INC. a Endplate Connection PERIMETER BEAM TO COLUMN 0 a'------------12i(pr+t„)+d,1'2 -- b,------------PJ +t„,-dd2 v Ff, flange force--M/D-P/2 TB, bolt tension--Fr n,,.I(N,,,.„/2) tw d i 8 ratio- i (d,+118)lp -� 0--------b,I r�n-1J ` —b, a T�p LG.66Tob' d, depfh of member = 10.0 in tm;�, plate thickness F(1+Su”) bf,width of member = 4.0 in a, req'd weld size--j a /(21-0.707) t., material thickness_ = 0.188 in Bolt Top And Bottom(Y/N?) = Y Postl Ring width = 7.0 in Post/Ring Connex. (Y/N?) = Y Postl Ring thickness = 0.188 in Design Loads Gra vi ` Lateral 0, angle above horiz. = 0.000 " 0, angle above horiz = 0:000 M, moment = 0.000 kip-ft M,moment 0.000 kip-ft P, axial force = -9;838 kips(T) P, axial force -9.273 kips(T) v, shear at section -2.561 kips v, shear at section _ -2.880 kips P.I.I., force 1 plate = -9:838 kips Ppt,,,force 1 plate = -9.273 kips vp,a,,, plate shear -2.561 kips, vpl,t,, plateshear = -2.880 kips Bolt Design BOLT DESIGN OK N, Number of bolts 2 a` 2.485 in Bolt Designation = A307 b' 1.313 in dB, bolt diameter = 0.750 in Ft; due to gravity = 4.91.9 kips. r,/n,,,shear capacity = 4.4 kips Ft, due to lateral = 4.637 kips r,192,tension capacity = 8.8 kips Te, bolt tension 4.919 kips 1 i pr, bolt dist. fr. edge _ 1.500 in BOLT SPACING OK 1 Endplate Design 318 INCH ENDPLATE DESIGN OK tp, plate thickness _ 0.375 in 6 ratio = 0.806, p, tributary width = 4.50 in 0 = 1.507 F„,,endplate tensile stress = 58 ksi FYs 36 ksi . a' = 1.000 F„p, backer tensile.stress = 58 ksi Fy, 36 ksi tm,h; thickness = 0.302 in 114 INCH REINFORCING PLATE REQUIRED ( 1 Weld Design (E70XX) 1/8 INCH WELD DESIGN REQ'D Weld = 0.125 in f, due to gravity = 0.363 ksi f„ weld'stress- (w ' +((P + 12MY�/�2 f, due to lateral = 0.347 ksi 1/A� lA)2.+(12 A) /Il a, req'd weld size. - 0.024 in PRELIMINARY UN.LESSSEALED ON EACH SHEET OR ON COVER SHEET Job: /325 Date: I2, By: ttj Jl) Job No.: f t:” SH.: L Classic Recreation Systems, INC. SPREAD FOOTING W/COLUMN CENTERED IN FOOTING DEAD LOAD MOMENT RESISTANCE AGAINST OVERTURNING SOIL PRESSURE Applied Overturning Moment(uplift) = 0.46 ft-kips Allowable Soil Pressure = 1.500 psf Applied Overturning Moment(gravity). 0.10 ft-kips Increases for Width OR Depth = 0 D.L.of Structure = 1.35 kips Allowable S.P.w/Increases = 1500 L.L.of Structure = 9,24 kips Wind or Seismic(increase)?(YM) n Length of Footing = 3.5 feet S.P.w/33%Increase = NIA psf Width or Footing = 3.5 feet Applied Overturning Moment_= 0.46 ft-kips Thickness of Footing = 18 inches D.L.of Structure = 1,35 kips Dead Load of Fooling 2,7563 kips Footing D.G. = 2.756 kips Volume of Earth on footing: = 0.0 cu.ft Slab on Grade (y or n) N uplift gravity Slab Width Included = 0 ft Total Vert.Load = 4,11 kips 13.35 kips Thickness of Slab = 0 inches. a'= (Mr-OTM)/Uplift Tot V.Load = 1.64 feet 1.73 feel. Dead Load of Slab = 0.00 kips e=112 - e = 0.11 feet 0.02 feet Dead Load of Earth 0.000 kips 1/6 = 0.58 feet 0.58 feet Total D.L. = 4.106kips RESULTANT IN MIDDLE 1/3 D.L.Resisting Moment 7.19:ft-kips. S.P.=P/A+/-MIS Required Factor of Safety = 1.5 DL+WL Soil Pressure = 399.6 psf F.of S.Against:Overturning = 15.6 O.K.. OL+LL Soil Pressure = 11035 psf DEAD LOAD RESISTANCE AGAINST UPLIFT O.K. Applied Uplift.Load-Total Wind = 2.97 kips D.L.of Structure = 1.35 kips FOOTING REINFORCING Volume of Earth in 30 degree Cone = 91 cu.ft. fc" = 2500 psi Dead'Load of Earth 0.910 kips - ty = 40000 psi Dead Load of Footing = 2.76 kips d = 15 inches. Earth'Load included Y 0.910 kips M,Moment = 6.299ft-kips Total Dead Load Resistance = 5-.017 kips Mu,Ultimate Moment=1.7 M = 10.708 ft.-kips. F.of S.Against Uplift. 1.689 Assume a one foot strip O.K. Mu,=1.7 M/Width.of:Footing = 3 060 fl:kips Depth of Footing:Below Grade = 18 inches Beta = 0.85 Phi = 0.85 rho,balanced = 0.031 M = 18.824 28.0 psi= Rn :0.028 ksl rho,Req'd".. - 0.0007 Req'd.As 0.127 sq,.in.I ft. Total As Req'd., = 0.444 sq.in. LENGTH OF FOOTING: 3.5 feet USE: 4 -1F 4. As _ "0.785 sq.1n., WIDTH OF FOOTING:. 3.5 feet THICKNESS.OF FOOTING: 18 Inches REINFORCING: 4-i14 both ways PRELIIM++INARY UNLESS SEALED ON EACH SHEET OR ON COVER SHEET qq� Job: /�3 �j Date: 01 By: IVJA)JobNo_: )t4)'.`0SH.: <G/ Classic Recreation Systems, INC. t } ebbMulttb FOUNDATION DESIGN Caisson Footing Description/Location of Footing: Columns w/D.L.8-W.L. Allowable Soil Bearing 1500 psf Allowable Lateral Bearing 150 psf/ft CHECK LATERAL BEARING CAPACITY CHECK VERTICAL BEARING CAPACITY P h PILL) gravity load = 10.590 kips. d= 4.25x— Allowable brg.at min depth - 1500 psf S3 b Increase for depth?(Y//V) N 234P Allowable brg.w/Increase for depth = 750D psf _ ,4 Sib Allowable brg.value at bottom of pier 1500 psf A,bearing area at bottom of pier 3.142 sq.ft, qs,gravity load sail pressure =- 3371 psf. Load due to wind or seismic?(YIN) N _ SEEEBELOW ADOTIONAL M',momentin column _ 0.46-kl -ft. P,lateral load = M I h 460 lbs Allow:skin friction=(Allow.Big)/6 = 250 psf h,dist.from ground to"P" = 1 ft Skin surface(excluding top 1') 43.982 sq.ft. d,depth of footing 8.00.ft Skin friction = 10.996-kips b,diameter of footing 2.00 ft, 0.K. Allowable lateral bearing. 150 lbs/ft42 IBC,Section 1804.3.1 CHECK UPLIFT CAPACITY" IF APPLICABLE. Structure adversely affected by:... F;total wind uplift load 3.00 kips ...'12"motion @ ground surface? N. Allow.brg..value.at bottom of pier 1500 psf 2`x allowable lat.,brg. _ 300.0.lbslW Allow.skin friction. = 250 psf. S3,allowable lateral:bearing based,. 2400 tbslftA2'. Skin surface(excluding top T) _ 41982 sq.ft. ...on depth of embedment Skin friction _ 10.996-kips. Allowable lat.brg.w/33%increase N/A Ibs/fV2 Remove earth loads from uplift cap.?' = N Dead loadofpier = 3.644 kips A _ 0:224 Dead load of earth 42.256 kips Req'd"d" 0.638:ft. c: aft - Total dead load - 14.640 kips. _ O.K. O.K. DIAMETER.OF PIER = 24.00 in a DEPTH OF CONCRETE FOOTING _ 8.00 ft , CHECK STRESSES OF CONCRETE PIER i f,„compressive strength of concrete. 2500 psi I Moment due:to wind or seismic? 'N S,section modulus of cant:pier - _ 1357 in A3 I.stress.In plain concrete pier=MIS 4.psi.. f„allowable tension=1.6 x(fC)A('/2) - 80 psi, 1 fl;increased dor wind or seismic 107 psi. , t O.K. i PRELIMINARY UNLESSSEALEr) ON EACH SHEET OR ON COVERSHEET' Q Job:. R Z Date: /,u10' By: ntjV) Job No.:. )qI Q.;-01 SH.: ! Classic Recreation Systems, INC. 3 F ACTUAL BOLT SHEAR = J + 6 KIPS _ USE 3/q" DIAMETER ANCIIQR BOLTS ACTUAL BOLT TENSION= a 13KIF5 ALLOWABLE LOADS INCREASE 200% FOR SPECIAL INSPECTION TABLE1911.2 ALLOWABLE SERVICE LOAD ON EMBEDDED BOLTS(pounds) MINIMUM'CONCRETE STRENGTH(psi) BOLT MINIMUM - EDGE- P�=2;500 V�=3;000 . DIAMETER EMBEDMENT DISTANCE SPACING (inches) (inches) [inches) (inches) Tension Shear Tension Shear Tension Shear 114 21/3. II/, 3 200' 500 200 500. 200 500 31, 3 27, 4(/, 500 1,100 500 1,100. 500 1,100 1/, 4 3 6 950 1,250 950 1,256 950 1,250 -4 5 5 1,450'. 1.,600 1,500 1,650: 1,550 1;750 5/e 411,. 33/4 71/i 1,500 2,750 1,500. 2,750' 1,500. 2,750 41/z 67; 711, 2,125 2,950 2,200 - 3,000 2,400 3,050 3/4 5 4'/y 9 . 2,25,0-- 3 250 2,250 3,560 2,250 3,560 5 71/7 9 .2,825 4,275 1 2;950 4;300 3,200 4,400 Tie 6 51/4 1042. 2,550 3,700 2,550. 4,050 2,550 4;050 1 7 6 12 3,050 4,125 3,2 0. 4,500 3,650 5,3D0 14a 8 bat 1,31!z 3,400 4,750 3,400 4;750 3,400 4,750 -lI/4 9 71/3 15 4,000 5,800 4,000 5,800 4,000 5,800 I inch,=25,4mm,I pound per square.inch=0.00689MPa,I pound=4.45 N. a PRELIMINARY UNLESS SEALED ON EACH SHEET OR ON COVER SHEET ) Job: 9 S Date: )2 j0l BY: r1(j Gtr Job No.; / Vl2,,Qj SH 2,0 S.E. CONSULTANTS, INC. 4 NOTE: STRUCTURE(S) SHALL NOT BE MODIFIED OR ALTERED WITHOUT PRIOR WRITTEN PERMISSION FROM CLASSIC RECREATION SYSTEMS, INC. STRUCTURAL CALCULATIONS FOR THIS STRUCTURE DO NOT ALLOW FOR ANY ADDITIONAL LATERAL LOADS FOR �?r ADDED WALLS OR STRUCTURES CONNECTED TO THIS UNIT. .v ,I t a J4 ��y✓fes - a CHA'UR —RUCTURAL 45746 30 Rox�s£ IS E Eao �r� �Sh� 24 GA. HR-36 STEEL ROOF 7"X7"X.375 HSS. COMPRESSION RING SEE DETAIL SEE MID BEAM DETAIL 0 rr) 6"X4"X.120 HSS' MID BEAM 10"X4"X.188 HSS' PERIMETER BEAM SEE MAIN 8X6"X.188 HSS BEAM SECTION MAIN BEAM 7'X7"X;188 HSS COLUMN i SEE COLUMN 6"X4"X.120 HSS DETAIL EXTENSION BEAM SEE FASCIA SECTION i PLAN VIEW 30'X30' MESA MODEL NTS KC i4 . U7 y a p m c cn CJZ [Ti r i 31 0' 24 GA. HR-36 STEEL ROOF 12 4 r- 24 GA. TRIM m 7"X7"X:1:88 HSS:CO.LUMN ELEVATION 30'X3:0' MESA MODEL 7 NTS r J 30' 2'-24^ 25.62, 21-24- N X /FOOTING Lo I 1 o I f co - ^Y � t rat t *cyG� iRlicTURAL { 45146 i� �rOISCEFE��4``Q fFS510HA1 ENS. CENTER OF FOOTING, A-BOLT 8 COLUMN.TYP 5 JAN42010 /\ mN > < x >i r I I LAYOUT PLAN 30'X30' MESA MODEL NTS MAIN BEAM ANGLE wl #10V2" HEX TEKS @±T-0" CIL HIP CAP wt(1)41.4X%" LAP TEK @ EVERY OTHER RIB EA. SIDE ROOF PANEL wl(1.)412XV 1'2 HEX TEK @ EA.VALLEY 4 S"X6"X.188 HSS MAIN BEAM MAIN BEAM SECTION NTS i _ t SCHAt6 RUC i UPAL 45746 �90, RFOISTEO£ �P fSSldNAL.Ebd�ty� JAN 0 5 2010 v�dl� 8"X6"X.188 HSS MAIN BEAM TYP' J If I (2)%"A307 BOLTS TACK WELD TO BACK OF AS BEAM END PLATE TYP LLij (2)%a" NUTS/FW TYP TYP ALL BEAMS /g^ 7'X7'X.375HSS COMPRESSION RING F COMPRESSION RING PLAN SCIp.uB NTS S T RUG TU'.AL (2)%8' NUTS/FW TYP 45746 "" "PcisrnE°Y �m (2)a"A307 BOLTS d 'Fss.w cex`i TACK WELD TO,BACK OF 3%'BEAM END PLATE TYP r JAN o52010 4 s 6"X6"X.188 HSS 7"X7"X.375 HSS MAIN BEAM TYP COMPRESSION RING COMPRESSION RING SECTION. NTS i il r � I Ii O o 0 o l 6"X4"X.120 HSS \ I I O O - II / 6"X4"X.120 HSS MID BEAM I I) MID BEAM Ya" PLATE-WELDED, O O O 0 TO TOP OF BEAM TYP 8"X6"X.188 HSS (5)#14 HEX TEK SCREWS TYP MAIN BEAM MID BEAM PLAN NTS 6"X4"X,.120 HSS y"PLATE w/(5)#14 6"X4"X.120 HSS MID BEAM HEX TEK SCREWS TYP MID BEAM a. 8"X6"X.188 HSS MAIN BEAM CHAUB S FUCit RAL 25746' MID BEAM DETAIL SPON LV ° NTS JAN 052010 �� 0000 C ' SCHAUS Sir'i Il4RAL tib 1`i i�1d 16 GA BENT PLATE TYP '/4; REINFORCING PLATE ���O 10"X4"X.188 HSS WELD TO INSIDE OF COLUMN PERIMETER BEAM TYP (2)%e'A307 BOLTS TACK WELD TO BACK OF -Yg'BEAM END PLATE TYP 1y8" 7" 7"X.188 HSS COLUMN Lul 8"X6"X 188 HSS 6"X4"X.120 HSS MAIN BEAM / EXTENSION BEAM (2)%"A307 BOLTS' TACK'WELD TO BACK OF 1/8" 3/S BEAM END PLATE (2)'%"NUTSfFW { I w PLAN VIEW [ COLUMN CONNECTION DETAIL NTS Sig c TEVcN iV. "-' ySCHAi1B STRUCTURAL 45746 '�Oo TEP4� HR-36 w/(1),#12X1" HEX TEK 9�FFSsl At wl WASHER @ EACH VALLEY 12 (2)se°NUTS(FW —� 4 16 GA BENT PLATE JAN 0 5 2010 1(8.. 1"@ 12" I II I cf) I 8"X6"X.188 HSS I 31., MAIN BEAM 6"X4" .120 HSS 2 A307 BOLTS• .. ( I EXTENSION BEAM 24 GA. TACK WELD TO FASCIA TRIM BACK OF3/8- BEAM END PLATE. /p"X4X,1'88 HSS �4"REINFORCING PERIMETER BEAM. PLATE 7"X7"X.188 HSS I (2)%"A307 BOLTS COLUMN TACK WELD TO BACK OF BEAM END,PLATE TYP I FASCIA SECTION NTS i .V 04�� (� J t ! 7"X7"X,188 HSS COLUMN 1Yz" DIA. A-BOLT HOLE AT CENTER OF COLUMN P'i 8"X8"XY2" BASE PLATE cfiAutHAND HOLE -URAL w/COVER TO CENTER OF STRUCTURE BASE PLATE PLAN VIEW a �POIStFP�'� bP �0`Fssrow rt "�� NTS JAN 0 5 2010 7"X7"X.188 HSS COLUMN HAND HOLE w1 COVER HEX NUT BY CONTRACTOR sirs' PLATE WASHER EXPANSION MAT'L BASE PLATE CONCRETE SLAB N FINISHED GRADE OPTIONAL �, OF SLAB ABC 4 ."4. ' � II A ° ar 3/4"X12" A-36 ALL- I'i I I U 1 I— PSI CONCRETE a THREAD A-BOLT I I— BY CONTRACTOR W/ 8" MIN EMBED' I ° W/ (2) HEX NUTS BY CONTRACTOR EACH WAY AR(12 OC, 3" i SQ. NON-EXPANSIVE, ADJUST FTG. DEPTH FOR UNDISTURBED OR 95% LOCAL FROST CONDITIONS COMPACTED SUBGRADE SPREAD FOOTING DETAIL 30'X30' MESA MODEL NTS o4QU 7"X7"X,188 HSS COLUMN e • 1%" DIA. A-BOLT HOLE AT ` CENTER OF COLUMN. 8"X8"X/2' BASE PLATE G c GTUI AL HAND HOLE G574s wl COVER ITO CENTER OF STRUCTURE QUO,''B'als 1P40 1" FS$�Ha�E�° BASE PLATE PLAN VIEW J,htj A%5 2010 NTS D HOLE w/ COVER — 7"X7"X.188 HSS COLUMN HEX NUT BY CONTRACTOR 3116" PLATE WASHER, EXPANSION MAT'L BASE PLATE Fv FINISHED GRADE OF SLAB' T ' FF 00 a ° a HOOK -I III I I I2494 PSI CONCRETE 3/q."X1.2" A-36 ALL- as . •d BY CONTRACTOR THREAD A-BOLT, I` . W/ 8"MIN EMBED �* p w/(2) HEX NUTS L° a BY CONTRACTOR d ff 9 (6) #(aVERTiCAL REBAR aa�.n_ J I - #3 HORZ REBAR TIES OC)(3) @ TOP 5" I h 3" NON-EXPANSIVE, UNDISTURBED OR 95% ADJUST FTG. DEPTH FOR 2'-0" D.IA: COMPACTED SUBGRADE j LOCAL FROST CONDITIONS CAISSON FOOTING DETAIL 30'X30' MESA MODEL NTS 1(]