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FRANKLIN ST - BUILDING INSPECTION .� �Or<<lm..pn IS L/•nr Q � The Commonwealth of Massachusetts le !, .1, Department of Public Safety "'-+�'y .\Iassachn5Ctt5 State Building Code(780 CMR)Seventh Edition i/(�e �� i/ City of Salem Buildin Permit A lication for any Building other than a 1- or ami (This Section For Official Use Only) Building Permit Numbec Date Applied: o)1r O- Building Inspector: SECTION 1:LOCATION (Please indicate Block B and Lot M for locations for which a street address is not available) �./- / % 7/1-1 moo., k No.and Street Cite /Tom,❑ 1 Zi,F Code - Name of ruildinl,(if applicable) SECTION 2:PROPOSED WORK ' If New Construction check here >r check all that apply in the two rows below Existing Building❑ Repair❑ Alteration ❑ Addition❑ Demolition ❑ (Please fill out and submit Appendix 1) Change of Use ❑ Change of Occupancy Cl Other,;Specify: _54. Are building plans and/or construction documents being supplied as part of this permit application? Yes No ❑ Is an Independent Structural Engineering Peer Review required? Yes 1 ' No ❑ Brief Description of Proposed Work; SECTION 3:COMPLETE THIS SECTION IF EXISTING BUILDING UNDERGOING RENOVATION,ADDITION,OR CHANGE IN USE OR OCCUPANCY Check here if an Existing Building Evaluation is enclosed (See 780 CMR 3402.0) ❑ Existing Use Group(s): Proposed Use Group(s): r Existing Hazard Index 780 CMR 34: Proposed Hazard Index 780 CMR 34: SECTION 4:BUILDING HEIGHT AND AREA -�xde Existing Proposed No.of Floors/Stories(include basement levels)&Area Per Floor(sq.ft.) D Total Area(sq.ft.)and Total Height(ft.) U �� SECTION 5:USE GROUP(Check as applicable) A: Assembly A-1 ❑ A-2r ❑ A-2nc❑ A-3 ❑ A-4❑ A-5❑ B: Business ❑ F: Facto F-1 ❑ F2❑ E: Educational ❑ - H: Hi h Hazard H-1 ❑ • .�/;H-2❑ H-3 ❑ H-4❑ H-5❑ 1: Institutional 1-1 ❑ 1-2 ❑ 1-3❑ I-4 ❑ , M: Mercantile❑ R: Residential R-10 R-2❑ R-3❑ R-4❑ S: Storage S-1 ❑ S-2 ❑ U: Utility❑ Special Use❑and please describe below: Special Use: SECTION 6:CONSTRUCTION TYPE(Check as applicable) IA ❑ IB ❑ IIA ❑ If B IIIA ❑ IIIB ❑ IV ❑ 1 VA ❑ VB ❑ SECTION 7:SITE INFORMATION (refer to 780 CMR 111.0 for details on each item) Water Supply: Flood Zone Information: Sewage Disposal: Trench Permit: Debris Removal: Public❑ Check if uinside Flood Zone❑ Indicate municipal ❑ A trench will not be Licensed Disposal Site❑ Private❑ or indentifv Zane: 'or on site>cstem ❑ required ❑or trench or spccilt': hc; �. _. ��ane — permit is enclosed ❑ Railroad right-of-way: Hazards to Air Navigation: \I:\ I li,ttm, Cone... pion Itv,io„ I'rn, Xut :\pplicab e.t� I:Strndure within airport approach area.' Is their ien emc cum ,( Icted.' ur( nnsent h, Rudd enclosed ❑ Yee❑ or.Now' Yes Cl \o ❑ SECTION 8:CONTENT OF CERTIFICATE OF OCCUPANCY Edition of Code:I)ocs the building;contain an S L' Grker SI: Tcpe ul Consinldiun: Occupant Load per I:loor: Sprinkler vstcm.': Special Stipulations: SECTION 9: PROPERTY OWNER AUTHORIZATION Name and Ad/dres.,s Property Owner L Name(Print) Nu.and Street City/Town Zip Property Owner Contact Information: r Title Telephone No. (business) Telephone No. (cell) e-mail address If applicable, the property owner hereby authorizes Name Street Address City/Town State Zip to act on the pro pert%owner's behalf, in all matters relative to work authorized by this building permit application. SECTION 10:CONSTRUCTION CONTROL(Please fill out Appendix 2) (If building is less than 35,(W cu it.of enclosed s pace and/or not under Construction Control then check here O and skip Section 10 t) 10.1 Registered Professional Responsible for Construction Control ,T� ys>y6 Nine(Registrant) Telephones No. e-mail ad Registration Number AZ/ — AOW AM~ — Street Address - Citty//TTown State Zip Discipline Expiration Date 10.2 General Contractor 'r Ic CompanyName: .7� /� I--- S L /�/ r�+cc/ /7?��r. i177 Name of Person Respr nsibl for Construction License No. and Type if Applicable Street Address City/Town State Zip Telephone No.(business) Telephone No. (cell) e-mail address SECTION 11:WORKERS'COMPENSATION INSURANCE AFFIDAVIT(M.G.L.c.152.§ 2506)) A Workers'Compensation Insurance Affidavit from the MA Department of Industrial Accidents must be completed and submitted with this application. Failure to provide this affidavit will result in the denial of the issuance of the building permit. Is a signed Affidavit submitted with this application? Yes O No 13 SECTION 12:CONSTRUCTION COSTS AND PERMIT FEE Item Estimated Costs: (Labor Total Construction Cost(from Item 6) _$ and Materials) 1. Building $ Building Permit Fee=Total Construction Cost x_(Insert here 2. Electrical $ appropriate municipal factor)_$ 3. Plumbing s Note:Minimum fee=$ (contact municipality) 4. Mechanical (HVAC) $ �� / /���`` 5. Mechanical (Other) $ Enclose check payable to V 6.Total Cost 8 (contact municipality)and write check number here SECTION 13:SI URE OF BUILDING PERMIT APPLICANT By entering my name below, I hereby attest Linder the pains and penalties of perjury that all of the information contained in this application is true and accurate to the best of my know le e and nclerstanding. 14 _3��. y e s o Please print and>il;n name Ti Ie Telephone No. Date 1001ze O/fr3� titreet :address Citt-/ToL%n State Zip .Municipal Inspector to fill out this section upon application approval: �` v Nam Da e ��i 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 Sheet Item 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 � N4gscy` s� > E W. SCHAUB T UCTURAL 45746 '090 gEOISTEPEa fFas/ONRI EM�� JAN 0 5 201(l Copyright 12 /09 Project Engineer N. WOOCKMAN Job# 1412 - 09 Classic Recreation Systems, INC. 11875 E. Berry Dr. Dewey Arizona 86327 Phone: (928) 775-3307 Fax: (928) 772-0858 f BASIS FOR DESIGN Dead Loads Roof 1.2 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. Lat. Bearing: 150 psf/ft Structural Wide Flange fy= 36000 psi A-36 or fy= 50000 psi A-572 Tube fy= 46000 psi A-500 Pipe fy= 36000 psi A-501 PRELIMINARY UNLESSSEALED ON� EACH''S\H�EET OR ON COVERSHEET Job: / JZ5 Date: VC! By: k3tj Job No.: 14!� 2-Ol SH.: Classic Recreation Systems, INC. i a :P DESIGN WIND LOADS FOR PITCHED FREE ROOFS ASCE 7- 6.5.13 Wind Direction V, wind speed = 110 mph y=0 , 180' PWW PLW Exposure Category = C 0, roof angle = 18.4 ° h 0 h, mean roof height = 11.00 ft j A4 Obstructed wind flow? = No L (Type Yes or No) MWFRS-Method 2 K, exposure coeff. = 0.85 ASCE7 6.5.6.6, Table 6-3 K., topography factor 1.00 ASCE7 6.5.7.2, Figure 6-4 Kd, directionality factor 0.85 ASCE7 6.5.4.4, Table 6-4 1 wind factor = 1 ASCE7 6.5.5, Table 6-1 G. gust effect factor = 0.85 ASCE7 6.5.8 P = gzGCN = 19.02 (CN) psf 0.00256KZKZTKoV21wGCN, Eq. 6-25 Roof Wind Direction, y= 00, 180, Angle, 0 Load Case Clear Flow Obstructed Flow CNW CNL C'NW C'NL 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 -0.1 -0.8 -0.8 -1.7 300 ' A 1.3 0.3 -0.7 -0.7 B -0.1 -0.9 -0.2 -1.1 37.5° A 1.3 0.6 -0.6 -0.6 B -0.2 -0.6 -0.3 -0.9 450 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 PRELIMINARY UNLESS SEALED ON EACH SHEET OR ON C1 OVERSgHEET Job: 93") /s Date: o By: AU UJ Job No.: ! & '"� ,t SH.: Classic Recreation Systems, INC. .r f EARTHQUAKE LATERAL LOAD TO COLUMN Soil Site Class = D Seismic Use Group = I SS = 36.3 % St = 9.2 % Table 1615.1.2(1) (Fa) SoS Seismic Use Grou Site Class Mapped spectral response acceleration at short periods(Ss) > I 11 I III 0.25 0.50 0.75 1.00 125 0.000 A A A 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 1.00 E 2.50 1.70 1.20 0.90 0.90 F Table 1615.1.2(2) (Fv) Sol Seismic Use Group Site Class Mapped spectral response acceleration at 1-sec periods(S1) > I 11 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 1.00 100 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 2.40 - F Fa = 1.510 Interpolated Site Coefficient SMs = Fa SS = 0.548 Maximum spectral response acceleration at short periods Fv = 2.400 Interpolated Site Coefficient SM1 = Fv S1 = 0.221 Maximum spectral response acceleration at 1-sec periods SoS = 2/3 SMS = 0.365 5% damped spectral response acceleration at short periods So, = 2/3 SM1 = 0.147 5% damped spectral response acceleration at 1-sec periods Seismic Design Cat. = C I = 1.00 Importance Factor R = 3.50 Response Modification Coefficient Height = 8.25 ft Height of Column T = 0.035 (hn)e'75 = 0.170 s Fundamental Period r = 1.00 Reliability/Redundancy Factor V= SpS/[R/1] = 0.104 W kips (16-35) V= Sot I[(R/I)T] = 0.247 W kips (16-36) V= 0.044 S1 I[R/1] = 0.001 W kips (16-37) V= 0.5 S1 /[R/I] = 0.000 W kips (16-38) V(Controls) = 0.104 W kips PRELIMINARY UNLESSSEALEryDF ON EACH SHEET OR ON COVER SHEET g Job: 9SIS Date: /Qf U 1q By: N[aV Job No.: ` )2-O g/ SH.: �? Classic Recreation Systems, INC . COMPONENTS AND CLADDING Roof Deck 24 GAGE, "AEP PANEL" HR36 inch width FY, yield strength = 40 ksi F, tensile strength = 55 ksi I„ moment of inertia = 0.1116 in°/ft S,(t), section modulus = 0.1234 in3/ft S,(b), section modulus = 0.1156 in3/ft See Manufacture's Specifications. d„ PRELIMINARY UNLESSSEALED ON EACH SHEET OR ON COVER SHEET Job: 21S ' Date: /�9, /O1G By: 1IJU) Job No.: J41112�-yj SH.: ®F' Classic Recreation Systems, INC. ®3 TMRoof & Wall 18-24 Gauge Architectural Panels Featuring ZinCaIU6 el'or Twice the Life! Zincalume combines the strength of steel with the mm, corrosion resistance of aluminum for twice the life of zinc coatings. HR-36 Roof &Wall (Typical Roof Application) 1'/2" 7'116" Painted side p� Y � 9 -36Tm Roof&Wall is a through-fastened metal panel with 36"net coverage. HR-36T"' Roof&Wall is 36"Net Coverage predominantly used in industrial and commercial applications. ❑ Wider coverage means fewer panels to handle and Gauge Wt. S+ I+ S- (- install, saving time and money. (Ibs/ft') (in,/ft) (in'/ft) (in'/ft) (in'/ft) 24 1.20 .1234 I .1116 .1156 .1141 ❑ Lang spanning capability:design provides superior 22 1.53 .1711 .1504 .1601 .1544 load and span capacities, saving money in structural 20* 1.85 .2229 1 .1907 .2085 .1964 18* 2.46 .3264 .2633 .3055 .2721 support. *18 and 20 gauge are supplied as G-90 galvanized. ❑ Quick, standard economical trim packages available and can be ordered by number. ❑ Crimp curving available for a unique appearance. ❑ 24 gauge through 18 gauge panels available with DuraTechTMS000 (polyvinylidene fluoride)coating system, ZACtique ll treatment or Zincalume Plus*. 18, 20 and 22 gauge panels require longer lead times. ❑ Fiberglass panels are available to match the profile of the metal panels. hN,aCITA�� J 1 Y www.aepspan.com Engineered Solutions in Metal Tacoma,WA 800-733-4955, 253-383-4955 FAX 253-272-0791 Fontana,CA 800-272-2466, 909-823-0401 FAX 909-823-2625 Dallas,TX 800-527-2503, 214-827-1740 FAX 214-828-1394 y -N%.- TM Roof & Wall 18-24 Gauge Architectural Panels Allowable Load (lbs/ft') SPAN (ft.) Gauge Span I Condition � ' S 6 7 8 9 10 11 12 SS t 78 54 40 ' 30 1 24 1 19 1 16 13 _ U780 1 78 _ 45 ! 28 _19 1 13 9 7 I 5 -- --- - -- --- --.------ 24 DS f 73 51 ! 37 I 28 i� -� 18 �I. 15 12 U180 ;. 73 51 1 37 28 22 1 18 1 15 12 TS f ! 92 64 1 47 36 i26 23 19 16 U180 92 64 I 47 35 25 18 13 10 SS 109 76 55 1 42 i i 33 27 22 19 I U180 105 60 1 38 25 18 13 9 7 1 22 DS f 102 71 52 40 31 25 21 17 j U180 1022 71 - 52 40 31 25 21 _ 17 TS f 128 88 j 65 50 39 32 26 22 U180 I 128 88 65 48 34 24 18 14 SS 142 99 72 S5 44 35 29 24 U180 1 133 77_ 48 32 22 16 —12 9 J 20 DS f 133 92 68 52 41 1 33 227 23 V180 133 92 68 1 52 41 33 27 23 TS f 166 115 85 65 51 41 34 28 U180 166 115 85 61 43 31 23 18 SS 208 145 006 81 64 52 43 36 U180 184 106 67 45 31 23 17 13 18 DS f 1 195 135 99 76 60 48 40 33 V180 195 135 99 76 60 48 40 32_j TS f 244 669 124 95 75 61 50 42 1 U180 244 169 124 84 59 43 32 25 Allowable Span (ft,in) •Top values based on allowable stress.Bottom values Allowable Load (psf) based on allowable deflection of VI80. GaugetSa Condition 10 20 25 30 40 50 •Steel conforms to ASTM A653(Galvanized)or ASTM 14-0 9-11 8-10 8-1 7-0 6-3 A792(Zincalumev)with 40,000 psi minimum yield. Ul80 9-11 7-10 7-3 6-10 6-3 5-9 •Values are based on the American Iron Steel Institute 24 f t3-7 97 87 7-10 6-9 6-0 (AISO"Cold Formed Steel Design Manual"(1996 Edition). Tabulated value are for positive loading only. U780 13-3 9-7 8-7 7-10 6-9 6-0 f 15-2 10-9 9-7 8-9 7-7 6-9 U180 12-3 9-8 9-0 8-5 7-7 6-9 Specifications subject to change without notim. SS f 16-6 11-8 10-5 9-6 8-3 7-4 U180 10-11 8-8 8-0 7-7 6-10 6-4 22 DS f 16-0 11-3 10-1 9-2 870 7-1 U180 14-8 11-3 10-1 9-2- 8-0 7-1 TS f 77-10 12-7 11-3 10-3 8-11 8-0 U180 13-6 10-8 9-11 9-4 8-6 7-10 SS 18-10 13-4 I1-11 70-70 9-5 g-5 Loading Table Legend U180 71-10 9-4 8-8 8-2 7-5 f-Load limited by flexural bending stress 8-2 IDS f 18-3 12-10 11-6 10-6 9-1 8-2 20 U180 15-10 12-7 11-6 10-6 9-1 8-2 L-Span TS f 20-5 14-5 12- 00 I 11-9 10-2 9-1 Lsxxx-Load limited by deflection V180 14-7 11-7 10-9 10-1 9- 8 6 DSg p SS 22-10 16-1 14-5 I 13-2 11-5 10-2 Single span 18 U780 13-1 10-5 9- 1 9-1 8-3 7 8 Double span —"--I--�_I DS f 22-1 75-7 13-17 12-9 11-0 9-10 TS U780 17-8 14-0 13-0 12-3 11-0 9-10 Triple span , TS f 24-8 17-5 i5-7 14-3 12A 11-0 U180 16-3 12-11 12-0 11-3 10-3 9-6 A E P SPAN Engineered Solutions in Metal Zincalume"is a registered trademark of BlueScope Steel Limited.Steeiscape,Inc.holds exclusive rights to the ZincalumOTrademark within the U.S. 0 ASC Profiles Inc. May 2004 Printed in USA Revision 5M (PSI65-R) li/ a L SCREW CONNECTIONS 2001 Design of Cold-Formed Steel Structural Members d = nominal screw diameter dw = larger of head or washer diameter, not larger than 1/2" Pas = allowable shear force per screw Pas = nominal shear strength per screw Pat = allowable tension force per screw Pn, = nominal tension strength per screw Pna, = pull-out per screw Pn.� = pull-over per screw t, = thickness of member in contact with the screw head 112 = thickness of member not in contact with the screw head Fu, = 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, Fy = 40000 psi t2 = 0.060 in. Approximate Gauge= 16 Fu2 = 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 t2/t, <= 1.0 When t2/t, >=2.5 Equation E4.3.1 = 1655.6 Ibs/screw Equation E4.3.4 = 670.4 Ibs/screw Equation E4.3.2 = 670.4 Ibs/screw Equation E4.3.5 = 2022.8 Ibs/screw Equation E4.3.3 = 2022.8 Ibs/screw Pis = 670.4 Ibs/screw Pns = 670.4 Ibs/screw Shear Cap. of Screw = 625.0 Ibs/screw' Pas= Pn,/(F.S.) = 223.5 Ibs/screw 'Based on "HILTI"w/ F.S. of 3.0 Section E4.4: Tension Equation E4.4.1.1 = 636.8 Ibs/screw Equation E4.4.2.1 = 538.8 Ibs/screw P , = 538.8 Ibs/screw Pat = 179.6lbs/screw Allowable Shear = 223.5 Ibs/screw Allowable Tension = 179.6 Ibslscrew 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 be at least 0.050 inch thick. 4. Values may be increased 33% for wind or earthquake loads. PRELIMINARY UNLESSSEALED ON EACH SHEET OR ON COVERSHEET �J Job: 9s25 Date: /2 () By: " a Job No.: )2-4)1 SH.: Classic Recreation Systems, INC . 1, Solution:Envelope S.E. Consultants, Inc. 30' x 30' Mesa N. WOOCKMAN 1412-09 30x30 Mesa.njw.r3d 1 Company S.E. Consultants, Inc. - r Designer N.WOOCKMAN Job Number : 1412-09 30' x 30' Mesa Checked By: Joint Coordinates and Temperatures Label X Y ft Z ft Tern F Detach From DiaDhraa... 1 N1 12.770833 0.743056 12.770833 0 2 12;77083 0.'743056 r 17,77 838=_A t ,.0 r 3 N3 -12 770833 0.743056 i 12.770833 0 ==12.770833-1 ,�Aqd; 43056 u - =.12zZ70833' t. - 0 Ir. 5 N5 15 0 15 0 : t . N H 15 . a , _ 7 N7 15 0 15 0 ST ,- 9 N9 12.770833 7 5 12 770833 0 x10 N,10"= .: r12:770833=u : ? 7:5 ti: '"1277088 Milo, -aac,^.^ At kt 11 N11 12.7701133 7 5 12.770833 0 12=„ „e, 5aN12 �_12:77b833 . 7.5.. =12,F70833 6 'r, ,„ 13 N13 0 5 0 0 Ox' �� 0 , " kR ». 154 15 N15 0 0 15 0 36�.=Tr N16'y mmm 6:38541:'6*: k 2871528 '; '1 .,6.385416,� €t 17 N17 -6.385416 2 871528 -6.385416 0 18=. : ' 6 385416 ;.i 6 94-, .=` : 0: 19 N19 6.385416 2.871528 1 6.385416 0 Hot Rolled Steel Section Sets Label Sha a Desi n Lis T e Material Desi n R... A in2 I in4 lu in4 J in4 1 Mid HSS6X4X2 Tube Beam A500 46 T ical 2.236 6.162 11.458 12.594 2 , m1 5 Maln ° � m HSS8X6X3 Tube ",1Beam A5D0f4' ` icalj 4.683 28' 35 43.827 53 895 3 Perimeter HSS10X4X3 Tube Beam A500 46 T ical 4.683 13 88111157.868 36.586 4 :' .Extensoor HB56X4X2;=,z T." =Tube Beam =A500'46 T"' idal:° 2.236:6:.162 r91.458` 12'S94 5 1 Column I HSS7X7X3 I Tube I Column A500 461 Typical 14.683 36.051 36.051 56.237 Member Primary Data Label I Joint J Joint K Jo nt Rotate d... Section/Sh a Desi n is Tvoe Ma erial Desi n Ru 1 Col 1 N11 N3 1 1 45 Column Tube Column A5oo_46 T ical 2 . -- _'-• C0�2 =� , N107 "`N2._ =#, _.45. r •Column '' Tube' 1Colurrin As014s ..T icalr, 3 Col N9 N1 45 Column Tube Column A5oo 46 Typical `m..u„ ^� � ; ;; �- �,,, Ott. ' ' _. . .r„`::.TUbes:.'COIUmn A50n 46 �,T lcal:''• "t ,=fir, _ �Co14: .mM k+ . a N12 N4 , „ : „,= 45. •.Column 5 Main 1 N3 N13 Main Tube Beam A500 46 Typical fi.,.. = `tV13.n F' t. ?;t u ;' -Tube.` eam500 4fi 1=T`' icaL` 65:> fVlaina N2 7 Main 3 N1 N13 Main Tube Beam A500 46 T Ical N4� Main=`- TUb6gR� Beam.'A5©og46. UT llicall ,. . . _ 9 Mid 1 N16 N19 184 Mid Tube Beam A500 46 T ical 10,== Mid.2 ` -N49=, 1 N18 18:4= t "' "'Mid. ,1 `^ Ttabe{ fBeam A5604s L 11 Mid 3 N18 N17 18.4 Mid Tube Beam A500 46 TvDical �.a 12 •=R, - -Mir-4 N1Z, N16 1 -_a r '18'.4' �• Midi Tube Beam _ = T" ical:. 13 Per 1 N3 N1 Perimeter Tube Beam A500 46 T ical 14 a Per 2-, z °.N1 . W =r rF w' i Penrnetert.! _=Tube; : ,Beam ASoo_as .T' ical 15 Per 3 N2 N4 Perimeter Tube Beam A5oo 4s Typical 16ss " P.er4` ' _." N4='2 51 31E —w-'W" � � � Permeter Tube `#Beam„A506 gs• -', icaN 17 x1 N3 N7 90 Extension Tube Beam A500 46 Tvnical 18 _x2 r N2 `-' !N6=; R=' G„90 = Extension ' Tube ' Beam a5o0446 rT "lcal 19 x3 N1 N5 90 Extension Tube Beam A5oo 46 T ical a1 Utz Extension&< y Tube .Beam : 4 ical 1 a A5oo„46 RISA-3D Version S.Od [FA...\...\...\CLASSIC\2009 JOBS\1412-09_30x30 mesa\30x30 Mesa.njw.r3d] Page 9 > 1 Company i S.E. Consultants, Inc. Designer N.WOOCKMAN Job Number : 1412-09 30' x 30' Mesa Checked By: Member Area Loads (BLC I : Dead) Joint A Joint B Joint C Joint D Direction Distribution Magnitudelpsfl 1 N13 N7 N5 Y Two Way -2 2a, . .,N13 a w>u= N5: .._ _, _. ai € Y TwoWa t n kf tl.2 WIPWP :,_, 3 N13 N6 N8 Y Two Way -2 A' N13 [ W : NT= ° '-, � Y4 Two Wa Member Area Loads (BLC 2 : Live) Joint A Joint B Joint C Joint D Direction Distribution Ma nitude s 1 N13 N7 N5 V Two Wa -40 2 N13"r N5 3 N6 A" VA Two Wa iz= Alm - A " 3 N13 I N6 N8 V I Two Way -40 : _ : .,. . ._ r0t ,% ,= r' ' woWa --q ,N8n.,.r "Member Area Loads (BLC 3 : Wind A) Join A Joint B Joint C Joint D Direction Distribution Maonitude[DSfl 1 N13 N15 N6 V Two Way -20.93 ,fit N5 R"-2'0.93>. Ta 3 N13 N5 N14 V Two Way -20.93 xN7t.', 357 '_V r'bi "'Tuvo Wa €s u'r,l.PR"'3.23 a 5 N13 N15 N8 V Two Way 3.23 6 =per N13 N7, NB,= n ,. € =:VJ °`,.Two Wa 'J '° 3.23n[_ Member Area Loads (BLC 4 : Wind B) JointA Joint B Joint C Joint D Direction Distribution MaanituderDSfl 1 1 N13 N15 N6 V Two Way -.19 AN 2V.Q" h}N1''8"1bl,xn : R €W ��IN5 .WR .: TwoWa 3 N13 N5 N14 V Two Way -.19 4rta:�P�'N13a ,, YW:N�g r ,� rN7, a M V Two Wa 5 N13 N15 N8 V Two Way 18.26 �44r "' °N13 , ,, " N7',..: . : t",NWfvn t r mk:w _.. . :: r�'_V_ ,"-Two Wa ' " 1I 18.26.E i a„ Joint Loads and Enforced Displacements (BLC 3 : Wind A) oin La el L D M Direction Ma nitude k k-ft in rad k's^2/f 1 N2 L X -.84 �t.,.�� r �2 , �'2 _�.dw, .t�}`I'+ '..-.w ..:ria. x,r.,�En; L` .ca .�,�''#t r+_R a:'YRm*r X''. µu ,. „.: ..�c,:-,- ;-"1^`�i 84 1- Joint Loads and Enforced Displacements (BLC 4 : Wind B) Joint Label L D M Direction Ma nitude k k-ft in rad k*SA 2/ft 1 N2 L X -.84 ra t m. '� ••# N I'w#` � ..m i`4+usi' .. €ar-`i s.[ram L,;,,,,«:l.,"y.d ` ,ace, .,w;q .X :k Joint Loads and Enforced Displacements (BLC 5 : Seismic) Joint Label L D M Direction Ma nitude k k-ft ad k's^2/ft 1 N3 L �^ Z .3 w. .,� E9[l...a� �{ 5` '['.:„,3'h',w.,k " 4a ..�a... xEaa M. g:F `t'31 5:tL� R N �R 'a,c�.+@ �`e'wv�',�'v.'.'a'�, 3 N2 L Z .3 [_; Z 3 L � +k ., r � . �as�. r Basic Load Cases BLC De cri tion Category X Gra. . Y G Z Gra. . of Point Distrib...Area ... Surface Plate 1 Dead DL 1 4 ;P rk s 5:.7-0-aa=..' c xS` RISA-31)Version 5.0d. IF:\...\...\...\CLASSIC\2009 JOBS\1412-09_3000 mesa\30x30 Mesa.njw.r3d] Page 10 � � Company S.E. Consultants, Inc. Designer N.WQQCKK8A0 Job Number 1412`09 3O' u3O` Mesa Checked ByBask Load Cases (Continued) : � BLQ Descaption Category X Gra...YGr... Z ra.. Joint Point Distrib...Area(... Surface(Plate) 5 Seismic EL 4 Load Combinations DescriDtion Solve PDelta SRSSBLCFact...BLC Factor BLC Fact...BLC Fact...BLC Fact..BLC Fact...BLC Fact..BLC Fact... 41 Envelope Member Section Forces A48- ,24,1 IRMER Q�' `T,1`1� '94`CUM K- - R|SAr3D Version 50d [Fi' ...VCLASS|C\2009JO8S\1412-O0 3Ux30nnusa\3UX30yWesa. vv.r3dl Peoe11 ~`'' Company S.E. Consultants, Inc. Designer N.WOOCKMAN Job Number : 1412-09 30'x 30' Mesa Checked By: Envelope Member Section Forces (Continued) Member Sec Axialfkl Ic v Shear k Ic z Sh ark Ic Tor ue k... Ic v-v Mom. Ic z-z Moment -f Ic 32 , sw r [ u min ':498,: 3. .=1:384u: .,1 `0 1.; . . .015 F: a1 *".004 :.1. , 1.502 33 1 Mid 1 I 1 maxI 5.582 1 1.061 1 .087 3 1 0 6 0 1 0 1 3` 35 1 2 max 5.582 1 .077 3 .383 4 1 0 6 0 1 0 1 36 . . mIn" .699 L3 37 Mid 2 1 1 max 5.582 1 1.199 4 -.019 6 1 0 3 0 6 0 4 38R 085 39 2 max 5.582 1 -.06 6 .43 4 1 0 3 0 6 0 4 40" ..-: ,a , , mIn -.554-n ',3. -1294 4. 41 Mid 3 1 max 5.582 1 1.078 4 1 .021 3 .146 3 0 1 0 1 42.. min' ..f6 6 3 h.062 .3 ., =_-359 4'; _y .004 m. 1, r..0 °.,- .1 .f_ ,,.r0 43 1 1 2 Imax 5.582 1 .271 3 .381 1 1 .146 3 0 1 0 1 0" ;, 45 Mid 4 W 1 max 5.582 1 1.061 1 128 3 .085 6 0 3 0 1 ,. ., min, :847= '.3 ="384 2 . '=353_ 1"a -.004 1 0_..w_ .1 , w... 0.. t. ..ns 1:,:7 47 2 max 5.582 1 .418 3 .381 1 .085 6 0 3 0 1 ,.-min ' 847:= =3, ` 1�145 „1 -fir_=139 '31 ..004; s1 0 1 _'+a0", � •,,s3'"! 49 Per 1 1 max 1.649 3 2.488 1 0 1 0 6 0 1 0 6 r53 .Q ,r,' 11n .O r . 2 max 1.649 3 .099 3 0 1 0 6 0 1 0 6 'min.':°_9.838 €1 =2.587�` 4 - 0, 1' 112 3r 0 :r 1 Q� . 2 Per 2 1 max 1.023 3 2.798 4 0 1 .002 3 0 1 0 1 , a � ,,s 7. s min,K-983 1 188 s 8 1 *; 1 p 1 8 6 0 1 n Q xa 2 max3 19 6 0 1 002 3 0 1 0 1 min E-1 =2.88 4 , ' .0. :1; ,.088 n 161 „ 0 Per 3 1 max3 2.523 4 0 1 .115 3 0 1 0 2 „ .. min ,1 =.08§ y. 3,,, 0 w r59 2 max3 .535 3 0 1 .115 3 0 1 0 2 min. :a1,2=2.561' 7', -"-70�r, 1 t -.007- r1 0 -s:u 1 r„J[ On,.`. .:: 6`"61 Per 4 1 max3 2.488 1 0 1 .088 6 0 1 0 6 min! -9838,:: ,z. 6805 r,3 "00 s .007- '4 =- 1 , .__... 63 1 2 Imax 1.4 3 .834 3 0 1 .088 6 0 1 0 6 f % k>a ;[,, mIn r 9.838;a'::,1 2.561==; 1 ?.. 0" 1' oao-f 4 0.,••s 1, 0= r [R1 1 65 1 x1 1 Imax .025 3 0 1 .105 3 0 12 .434 1 1 0 2 „ -01 MiWlh%".073 ^ - 1fi- 1 ,a -0:6 '% k ' " ,3s 67 2 max 0 1 0 1 0 6 0 2 0 6 0 2 `%� xs min F, arcQ+.x, z{# ,awQ u':;'t 69 x2 1 max -.005 6 0 1 -.022 6 0 1 .491 4 0 6 70 - ..,. min ; '"4 0'r"1 w1 ;tom=.35 4 x=Q kZ2, 031.[.; 6 3 ,_.;,,tx0 :Ea' P2rE 71 2 max 0 1 0 1 0 1 0 1 0 1 0 6 L'7 x3 1 max -.005 6 0 6 -.022 6 0 2 .491 4 0 2 mui ', .083':.`q� :��.px 1�2 '[35 L 4:_,, 0 2 max 0 6 0 6 0 1 0 2 0 1 0 2 s ..N x4 1 max 025 3 0 1 .105 3 0 1 .434 1 0 1fi;k 4 k st # r. t 1.Q'rP 6�" s1 = 3 s min 073 1 2 max 0 1 0 1 0 2 0 1 0 2 0 6 1qw,,es Sys w 3., hlln :"*,*, Q'.'":X �6. ;,,�Q.��' " . 6.5..`' Q -:, a.1 ..ra" Q,. ;2, _,�'Q.!�kat' 1 K", Envelope Joint Reactions Joint X Rl Ic Y k Ic Z[kj Ic MX k-ft Ic MY k-ft1 c MZ k-ft Ic 1 N11 1 max 457 2 3q 9 0 1 0 1 0 1 2u r s�tz ,. 'min ' 098 11. *.. 141FP2.122a' 3 -.0 _ .21818 1 6° .s ° p =ash*rt,1 0 "[1P .,;.,FO. :1 3 N10 max .419 3 10.585 4 .098 1 0 1 0 1 0 1 RISA-31)Version 5.Od [FA...\...\...\CLASSIC\2009 JOBS\1412-09 3Ox30 mesa\30x3O 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) Joint X k Ic Y k Ic Z k Ic MX k-ft Ic MY k-ft Ic. MZ k-f Ic 5 N9 max 421 3 10.554 4 .169 3 0 1 0 1 1 0 1 7 m N 12 max 46 2 10.347 1 .177 4 0 1 0 1 0 1 8 ."mIn "6!- 0 9 Totals max 168 3 41391 1 0 1 � ,mm e ..:0=e .. 6n^'4.719_ .=3, . 84 6. r`.,. ..,., 10, m Envelope ASD Steel Code Checks Member Sha a Code Check Loc... Ic She...Lo...... Ic Fa rksil Ft ...Fb - ...Fb z-z...Cb Cmv Cmz AS... 1 Col 1 HSS7x... .279 9.2... 4 1.009 0 W 2 19.346 27.6 27.6 27.6 1.75 .85 .85 H1-1 2_ ,. :C.OL 2 Hss k . t - �:220 P r e 2 ,2n 009 O z 3 19:346.27.6 27:6' '27.6 1xY5 .85'LL85 H1-2. 3 Col 3 HSS7X... 221 82-. 2 .009 0 z 3 19.346 27.6 27.6 27.6 1.75 .85 .85 H1-2 4 - `='Co14 Hsszc ..:.... x280': ]' az..;4. :009"Oa.z'2, 19:346'27.6"27.&' 27.6�1`75'85 �85H,1-1, 5 Main 1 HSSax... .480 0 4 .072 0 4 16.699 27.6 27.6 27.6 1.... .483 .85 H1-1 6 "'Main`2 HssaX :Ir t ! 415 . a-k ,0§�ti11 �08317=. 1,16:699:'27.6'' 27�6 n27:6'1: .731 85 7 Main 3 Hssax... 415 0 1 .08417 2 16.699 27.6 27.6 27.6 1.... .731 .g5 H1-1 '•Main4Hss8x= . ,= ; _ "> ",=t,480 kr'.F" "a ,.0.= 4x°072 0 A116.699_'276 27.6 27.6E7__ ;474 85H1-a' 9 Mid 1 HS86X... .830 6.3... 1 .05812.. 4 16.539 27.6 27.6 27.6 1 1 1 H1-1 10 M d 2 6.3.T! :`051 12' 4'=16.539 27.6 ;27.6*� 27.6 11 Mid 3 HSS6X... .830 s.3... 1 .054 0 4 16.539 27.6 27.6 27.6 1 1 1 H1-1 'd2 63,. 1 6451z. ' �1 16.539;27,.6 1 7-EY 13 Per 1 HSS1o... .739 12.... 1 .04424 4 4.935 27.6 27.6 27.6 1 .6 1 Hz-1 14 a.P.e'r 2 = Hss1:0 m 3N w .818 z : ,. 12 s F 4' 045 24 ' ° `4 4:935:'27.6 4 27.6'.. 27.6 H2-1;,1 15 Per 3 HSS10... .739 12.... 1 .043 0 4 4.935 27.6 27.6 27.6 1 .6 1 H2-1 16= =°Per4 ` HSS104. F r=. we ;.•739 , ft,.s Ei12 :.:1# ,10402a.. ;1<°'4.93Sn27.6 27.6': 27:6 M1'. ,'6 1`iH21? 17 x1 HSSSX... 069 0 1 .018 0 z 1 20.275 27.6 27.6 27.6 1.75 .85 .85 H2-1 18 . : c2 ^HSSsxt= a,b.ur .074 °$_az"-., ... '0 4:'. 020 0' z '4;=22:026 27.6"27:6.,` 27.6 t 5 .85 :85<H21 19 x3 HSSSX... .074 1 0 14 .020 0 Iz 4 22.026 27.6 27.6 27.6 1.75 .85 .85 H2-1 .069` _. ,` .0�1 w18 O,: z '1^20 2 5:27.6 27.6 °27.6*1 75 .85.:85 H2-1; RISA-3D Version 5.Od [FA...1...\...\CLASSIC\2009 JOBS\1412-09_30x30 mesa\30x3O Mesa.njw.r3d] Page 13 Endplate Connection MAIN BEAM TO COMPRESSION RING •e• ------ a' ------------------------1.25(pf+tw)+d,/2 - ' b'.•• -------------------------p f +t w-d n/2 F Ff, flange force-------M/D-P/2 TB, bolt tension-------Ff M/(Nm /2) `•i I 5 ratio------------------1-(d, +1/8)/p22 p rr / 1l : br ;' a' -----------------------1 or 1 Q ------- - 6.66Tab' d, depth of member = 8.0 in tmin plate thickness pF,(1+Sa') bf, width of member 6.0 in a, req'd weld size---- f -/(21 0.707) t„ 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 Gravity Lateral 0, angle above horiz. = 13.240 0, angle above horiz. = 13.240 ° M, moment = 3.532 kip-ft M, 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 Pp„,„ force 1 plate = 5.497 kips Ppi,le, force � plate = 4.741 kips up,,t,, plate shear = 2.774 kips vpi,le, 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 da, bolt diameter = 0.625 in Ff, due to gravity = 2.409 kips rn/Q,,shear capacity 3.1 kips Ff, 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 3/8 INCH ENDPLATE DESIGN OK tp, plate thickness = 0.375 in 5 ratio = 0.885 p, tributary width = 6.50 in p = 1.250 F,,, endplate tensile stress = 58 ksi Fy= 36 ksi a' = 1.000 Fib, backer tensile stress = 58 ksi Fy= 36 ksi tin, thickness = 0.197 in NO REINFORCING PLATE REQUIRED Weld Design (E70XX) 118 INCH WELD DESIGN REQ'D Weld �= 0.125 in fr, due to gravity = 0.613 ksi ( 1' 12M- f„ due to lateral = 0.721 ksi f„weld stress--------- v + P + Y l/A/ ��A) I a, req'd weld size = 0.049 in PRELIMINARY UNLESS SEALED ON EACH SHEET OR ON COVERSHEET Job: �325 Date: j2 0 t By: #J� 9) Job No.: )t' l Z-0 SH.: 14 Classic Recreation Systems, INC. CONNECTIONS MID BEAM TO MAIN BEAM y ;,;i Screw x dist.from centroid y dist.from centroid 1 0.375 1 + !! 2 0.375 -1 z-axis x ;; 3 2.125 1 toward 4 0 0 user 5 0 0 6 0 0 7 0 0 g 0 0 Design Loads GRAVITYCONTROLS Loads distributed to both sides of member? (Yes/No) No Gravity Loads Lateral Loads Mz, moment about z = 0 kip-ft M, moment about z = 0 kip-ft Py, load in y-direction = -3.947 kips Py, load in y-direction = 0.600 kips Px, load in x-direction = kips Px, load in x-direction = 0.6 kips R 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 Screw Design SCREW DESIGN OK N, number of screws = 5 Screw Area = 0.05 in Screw number = 14 EA = 0.25 in shank diameter = 0.250 in Ede = 7.80 in Shear capacity = 0.863 kips R (kips) Ry(kips) R,y(kips) R.(kips) R(kips) Screw M /Ed2 Mx/Ed2 PJEN P /EN [(R +R )2+(Rx+R ,)2)1/2 1 0.000 0.000 0.000 -0.789 0.789 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 6 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 0.000 PRELIMINARY UNLESS SEALED ON EACH SHEET OR ON COVERSHEET Job: 43 25 Date: �02./09 By: NJW Job No.: )4I S-0 SH.: Classic Recreation Systems, INC . Endplate Connection MAIN BEAM TO COLUMN a'-------------------------1.25(pf+r„)+da/2 b'------------------------p f +t. -de/2 Tb, Ft, flange force-------MID-P/2 TB, bolt tension -------F N 2 `••j i 8ratio------------------1-( , 18lp r 11-------------------------bLY'Tn-1J — a' -------------------------lor 1 Q ton, plate thickness-- 6.66Ta6' II d, depth of member 8.0 in pF,(1+8a') bf, width of member 6.0 in a, req'd weld size-----I,Ag/(21-0.707) to material thickness = 0.188 in Bolt Top And Bottom (YIN?) = Y 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 (C) P, axial force = -1.774 kips(T) v, shear at section = 1.496 kips v, shear at section = -0.065 kips Pp„t„ force 1 plate = 14.740 kips Ppiate, force 1 plate = -1.742 kips vpl,te, plate shear = 1.931 kips vpi„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 Ff, due to gravity = 1.375 kips rn/Q,, shear capacity = 4.4 kips Ff, due to lateral = 7.098 kips r,1Q,tension capacity = 8.8 kips TB, bolt tension = 7.098 kips pf, bolt dist. fr. edge = 1.500 in BOLT SPACING OK Endplate Design 3/8 INCH ENDPLATE DESIGN OK tp, plate thickness = 0,376 in S ratio = 0,865 p, tributary width = 6.50 in p = 0.463 Fpe, endplate tensile stress = 58 ksi Fy= 36 ksi a' = 0.997 F b, backer tensile stress = 58 ksi Fy= 36 ksi t,a;,,, thickness = 0.297 in 1/4 INCH REINFORCING PLATE REQUIRED Weld Design (E70XX) 1/8 INCH WELD DESIGN REQ'D Weld = 0.125 in fr, due to gravity = 1.038 ksi I 1 l + 12M- �A) l /1 J fr, due to lateral = 0.741 ksi fr, weld stress -------- v + P r Y _ \/AJ a, req'd weld size - 0.070 in PRELIMINARY UNLESSSEALEryD ON EACH SHEET OR ON COVERSgHEET Job: 9J 6e � Date: 01 By: "j Job No.: JtjjZrO f SH.: Classic Recreation Systems, INC . T 4f Endplate Connection PERIMETER BEAM TO COLUMN —e a' ------------------------1.25(pf+tw)+d,/2 b' ------------------------P f +tw -d,/2 Pl Ff, flange force--------MID-P/2 TB, bolt tension -------FJ I(N.,/2) tw d 8 ratio-------------------.1-(d, +1/8)/P a' r,112 b '/ 1 lor— t late thickness-- 6.66Ta6' d, depth of member = 10.0 in m° p pF(1+Sce) bf,width of member = 4.0 in a, req'd weld size-----f,,_/(21.0.707) t. material thickness = 0.188 in Bolt Top And Bottom (YIN?) = Y 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. = 0.000 ° 0, angle above horiz. = 0.000 ° K moment = 0.000 kip-ft K 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 Ppiale, force � plate = -9.838 kips Ppiale, force , plate = -9.273 kips Vplale, plate shear = -2.561 kips Vplale, plate shear = -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 Ff, due to gravity = 4.919 kips r /Q,,, shear capacity = 4.4 kips Ff, due to lateral = 4.637 kips rp/Q,tension capacity = 8.8 kips TB, bolt tension = 4.919 kips pf, bolt dist. fr. edge = 1.500 in BOLT SPACING OK Endplate Design 3/8 INCH ENDPLATE DESIGN OK tp, plate thickness = 0.375 in 8 ratio = 0.806 p, tributary width = 4.50 in R = 1.507 F e, endplate tensile stress = 58 ksi Fy= 36 ksi a' = 1.000 Fib, backer tensile stress = 58 ksi Fy= 36 ksi tmin, thickness = 0.302 in 114 INCH REINFORCING PLATE REQUIRED Weld Design (E70XX) 118 INCH WELD DESIGN REQ'D Weld = 0.125 in ff, due to gravity = 0.363 ksi 12M— 1 ff, due to lateral = 0.347 ksi ff, weld stress--------- v 1 +/P/A +r Y / l � l 1 a, req'd weld size = 0.024 in PRELIMINARY UNLESSSEALED rs2ON EACH `SHEET OR ON COVERSHEET Job: / �2,'�„) Date: v F By. ki JU) Job No.: f q ) 1.70 SH.: Classic Recreation Systems, INC . SPREAD FOOTING WI COLUMN CENTERED IN FOOTING - .DEAD LOAD MOMENT RESISTANCE AGAINST OVERTURNING SOIL PRESSURE Applied Overturning Moment(uplift) = 0.46 ft-kips Allowable Soil Pressure = 1500 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)?(Y/N) n - Length of Footing = 3.5 feet S.P.w/33%Increase = N/A psf Width of 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.L. = 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 e'= (Mr-OTM)/Uplift Tot V.Load = 1.64 feet 1.73 feet Dead Load of Slab = 0.00 kips e=1/2 - 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. = 4.106 kips 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. DL+LL Soil Pressure = 1103.5 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 = 9.1 cu.ft. fc = 2500 psi Dead Load of Earth = 0.910 kips fy = 40000 psi Dead Load of Footing = 2.76 kips d = 15 inches Earth Load included Y = 0,910 kips M,Moment = 6.299 ft.-kips Total Dead Load Resistance = 5.017 kips Mu,Ultimate Moment=1.7 M = 10.708 ft.-kips r F.of S.Against Uplift = 1.689 Assume a one foot strip O.K. Mu,=1.7 M/Width of Footing = 3.060 ft.-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 ksi rho,Req'd. = 0.0007 Req'd.As = 0.127 sq.in./ft. Total As Req'd. = 0.444 sq,in. LENGTH OF FOOTING: 3.5 feet USE: 4 -# 4 As = 0.785 sq.in. WIDTH OF FOOTING: 3.5 feet THICKNESS OF FOOTING: 18 inches REINFORCING: 4 -#4 both ways PRELIMYNARY UNLESS SEALED ON EACH SHEET OR ON COVER SHEET q Job: 93 2 S Date: 2 V1 By: llf J i)Job No.: )t4 j T-W SH.: Classic Recreation Systems, INC. Sfuk,Wr XLS r 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 P(t.l.),gravity load = 10.590 kips d= 4.25 x— Allowable brg.at min.depth = 1500 psf S3 b Increase for depth?(YIN) N 2.34 P Allowable brg.w/Increase for depth = 1500 psf A= Allowable brg.value at bottom of pier = 1500 psf Slb _ A,bearing area at bottom of pier — 3.142 sq.ft. qs,gravity load soil pressure = 3371 psf. Load due to wind or seismic?(Y/N) N SEE BELOW ADDITIONAL M,moment in column = 0.46 kip-ft P,lateral load = M/h = 460 Ibs Allow.skin friction=(Allow. Brg.)/6 = 250 psf h,dist.from ground to T" = 1 ft Skin surface(excluding top 1') = 43.982 sq.ft. d,depth of footing = 8.00 ft Skin friction = 10.996 kips to,diameter of footing = 2.00 ft O.K. Allowable lateral bearing = 150 Ibs/ft"2 IBC,Section 1804.3.1 CHECK UPLIFT CAPACITY.IF APPLICABLE Structure adversely affected by... F,total wind uplift load = 3.00 kips ...'/z"motion @ ground surface? N Allow.brg.value at bottom of pier = 1500 psf 2 x allowable lat. brg. = 300.0 Ibs/ft"2 Allow.skin friction = 250 psf S3,allowable lateral bearing based... = 2400 Ibs/ft"2 Skin surface(excluding top 1') = 43.982 sq.ft. ...on depth of embedment Skin friction = 10.996 kips Allowable lat.brg.w/33%increase = N/A Ibs/W2 Remove earth loads from uplift cap.? = N Dead load of pier = 3.644 kips A = 0.224 Dead load of earth = 42.256 kips Req'd"d'= 0.638 ft < 8 ft Total dead load = 14.640 kips O.K. O.K. DIAMETER OF PIER = 24.00 in DEPTH OF CONCRETE FOOTING = 8.00 ft CHECK STRESSES OF CONCRETE PIER f,, compressive strength of concrete = 2500 psi Moment due to wind or seismic? N S,section modulus of conc. pier = 1357 in^3 f,stress in plain concrete pier=M/S = 4 psi. ft, allowable tension=1.6 x(fc)"('/z) = 80 psi. ft,increased for wind or seismic = 107 psi. O.K. PRELIMINARY UNLESSSEALEryD ON EACH SHEET OR ON COVER SHEET J Q Job: � Z.S Date: 12)09 By: A.3� Job No.: jq.`0 !c� SH.: I i Classic Recreation Systems, INC . ACTUAL BOLT SHEAR = y Fr KIPS USE 3/4" DIAMETER ANCHOR BOLTS ACTUAL BOLT TENSION= oS I SKIPS ALLOWABLE LOADS INCREASE 200% FOR SPECIAL INSPECTION TABLE 1911.2 ALLOWABLE SERVICE LOAD ON EMBEDDED BOLTS(pounds) MINIMUM CONCRETE STRENGTH(psi) r BOLT MINIMUM EDGE V� 2,500 V 3,000 - V� 4,060 DIAMETER EMBEDMENT DISTANCE SPACING (inches) (inches) (inches) (inches) Tension Shear Tension Shear Tension Shear 114 21/2 11/z 3 200 50D 200 500 200 500 3/E 3 21/n 4112 500 1,100 500 1,100 500 1,100 y 4 3 6 950 1,250 950 1,250 950 1,250 4 5 5 1,450 1,600 1,500 1,650 1,550 1,750 5/ 4Vi 33/4 71/z 1,500 2,750 1,500 2,750 1,500 2,750 a 4112 61/4 7112 2.125 2,950 2,200 3,000 2,400 3,050 3/4. 5 44z 9 2 3 250 2,250 3,560 2,250 3,560 5 7% 9 2,825 4,275 2,950 4,300 3,200 4,400 �/a 6 51/4 101/2 2,550 3,700 2,550 4,050 2,550 4,050 1 7 6 12 3,050 4,125 3,250 4,500 3,650 5,300 11/s 8 63/4 131/2 3,400 4,750 3,400 4,750 3,400 4,750 1114 9 71/Z 15 4,000 5,800 4,000 5,800 4,000 5,800 For 81: 1 inch=25.4 mm, I pound per square inch=0.00689 MPa,1 pound=4.45 N. PRELIMINARY UNLESS SEALED ON EACH SHEET OR ON COVER SHEET Job: 9 aj ?S Date: / JU9 By: A6�ftJ Job No.: 1 Y)P,-0j SH.: 2,0 S.E. CONSULTANTS, INC. NOTE: STRUCTURE(S) SHALL NOT BE MODIFIED OR ALTERED WITHOUT PRIOR WRITTEN PERMISSION FROM CLASSIC RECREATION_ 000� SYSTEMS, INC. STRUCTURAL CALCULATIONS FOR THIS STRUCTURE DO NOT ALLOW FOR ANY ADDITIONAL LATERAL LOADS FOR ss I ADDED WALLS OR STRUCTURES CONNECTED TO THIS UNIT. Sq o CyGJ, ` SCHAUB TRUCTURAL 30' 45746 990o qto/ Tf Ea ESP F,qEO qp� 24 GA. HR-36 STEEL ROOF 7"X7"X.375 HSS COMPRESSION RING SEE MID SEE DETAIL BEAM DETAIL 0 r� 6"X4"X.120 HSS MID BEAM IU'X4"X.188 HSS PERIMETER BEAM 8"X6"X.188 HSS SEE MAIN MAIN BEAM BEAM SECTION 7"X7"X.188 HSS COLUMN SEE COLUMN 6"X4"X.120 HSS EXTENSION BEAM DETAIL SEE FASCIA SECTION PLAN VIEW 30'X30' MESA MODEL NTS t � � a b 30' 24 GA. HR-36 STEEL ROOF 12 24 GA. TRIM coy*. z � vG7Dj� i 7"X7"X.188 HSS COLUMN °q n 'rfy aSn�. 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VALLEY 4 8"X6"X.188 HSS MAIN BEAM MAIN BEAM SECTION NTS 8"X6"X.188 HSS MAIN BEAM TYP V/ (2)%8' A307 BOLTS TACK WELD TO BACK OF 3/g BEAM END PLATE TYP 417"X7"X.375HSS %e" NUTS/FW TYP TYP ALL BEAMS 1/8" COMPRESSION RING M 404 VENW. pg�N^A SCHAUB COMPRESSION RING PLAN �^ STRUCTURAL NTS 45746 /STERN e (2)%" NUTS/FW TYP fss/OpAI EMS (2)%"A307 BOLTS 12 TACK WELD TO BACK OF 1AN o 5 2�1�J 4 316"BEAM END PLATE TYP 8"X6"X.188 HSS 7"X7"X.375 HSS MAIN BEAM TYP COMPRESSION RING COMPRESSION RING SECTION NTS V � ' � \ II � � 0 III 6"X4°X.120 HSS MID BEAM II O II / MID BEAM HSS I %e' PLATE WELDED O O O O TO TOP OF BEAM TYP 8"X6"X.188 HSS (5)#14 HEX TEK SCREWS TYP MAIN BEA a eat MID BEAM PLAN NTS ` SCHAUB TRUCTURAL 45746 . 09 gEOfSSEpFG E,�O OFfsSlOMAI FbG� JAN052010 6"X4"X.120 HSS y" PLATE wl(5)#14 6"X4"X.120 HSS MID BEAM HEX TEK SCREWS TYP MID BEAM 8"X6"X.188 HSS MAIN BEAM MID BEAM DETAIL NTS co W. s� SCHAUB w RUCTURAL 45746 ��T qFU/STEREO S@ BAN 0 16 GA BENT PLATE TYP X4;' REINFORCING PLATE /0"X4"X.188 HSS WELD i0 INSIDE OF COLUMN PERIMETER BEAM TYP (2)%" A307 BOLTS TACK WELD TO BACK OF �8' BEAM END PLATE TYP 1/g• \ 7"X7"X.188 HSS COLUMN 8"X6"X.188 HSS 6"X4"X.120 HSS MAIN BEAM / / EXTENSION BEAM (2)%" A307 BOLTS TACK WELD TO BACK OF 1/8" /p'BEAM END PLATE / (2)5/" NUTS/FW PLAN VIEW / COLUMN CONNECTION DETAIL NTS a 0��00 rye - � SSf cy E, SCHAUB " TRUCTURAL 45746 HR-36 w/ (1)#12X1" HEX TEK ISTV w/WASHER @ EACH VALLEY �ssanak'l 12 (2)s/e" NUTS/FW JAN 0 5 2010 4 16 GA BENT PLATE 1" @ 12" \ \ I co 8"X6"X.188 HSS 1 O MAIN BEAM 6"X4"X.120 HSS 32 (2)%" A307 BOLTS-...•,, I I EXTENSION BEAM pj GA. TACK WELD TO 24 FASCIA TRIM ` BACK OF3/8" BEAM END PLATE /Q"X4"X.188 HSS REINFORCING PERIMETER BEAM PLATE 7"X7"X.188 HSS I (2)%"A307 BOLTS COLUMN TACK WELD TO BACK OF �S BEAM END PLATE TYP FASCIA SECTION NTS ;� �7 V , 7"X7"X.188 HSS COLUMN a,l ' 1/2' DIA. A-BOLT HOLE AT CENTER OF COLUMN o' N W. 8"X8"X//' BASE PLATE SC{DAUB " HAND HOLE UCTURAL 45746 w/ COVER +TO CENTER OF STRUCTURE - SiOk BASE PLATE PLAN VIEW NTS 7"X7"X.188 HSS COLUMN HAND HOLE w/ COVER HEX NUT BY CONTRACTOR 3/16" PLATE WASHER EXPANSION MAT'L BASE PLATE CONCRETE SLAB iv FINISHED GRADE OPTIONAL c., OF SLAB ABC s— qD 3 ALL- I—� a i y /4"X12 A-36 , — @ PSI CONCRETE T THREAD A-BOLT BY CONTRACTOR w/ 8" MIN EMBED w/ (2) HEX NUTS _ '.i —•— L BY CONTRACTOR -III I ( I E AR�2" OC) EACH WAY i+> 3" SQ. NON-EXPANSIVE, ADJUST FTG. DEPTH FOR UNDISTURBED OR 95% LOCAL FROST CONDITIONS COMPACTED SUBGRADE SPREAD FOOTING DETAIL 30'X30' MESA MODEL NTS L) C,� �4 ,I opOpo 7"X7"X.188 HSS COLUMN 1%2" DIA. A-BOLT HOLE AT s CENTER OF COLUMN r�S 8"X8"X%/z" BASE PLATE ,CHAUB HAND HOLE S7 A� 45746 w/ COVER JTO CENTER OF STRUCTURE p9o�"F°+54`A`� `@ BASE PLATE PLAN VIEW �SStOkAi EM NTS HAND HOLE w/ COVER 7"X7"X.188 HSS COLUMN HEX NUT BY CONTRACTOR 3/16" PLATE WASHER EXPANSION MAT'L BASE PLATE FINISHED GRADE OF SLAB co z PSI CONCRETE BY CONTRACTOR -3/4"X12" A-36 ALL- THREAD A-BOLT _ — w/ 8" MIN EMBED — — p w/ (2) HEX NUTS La ° 1 BY CONTRACTOR, d a a Ia a y (6) #&VERTICAL REBAR ° a a #3 HORZ REBAR TIES �Z" OC)(3) @ TOP 5" II NON-EXPANSIVE, M 3 UNDISTURBED OR 95% ADJUST FTG. DEPTH FOR �' o" DIA. COMPACTED SUBGRADE LOCAL FROST CONDITIONS CAISSON FOOTING DETAIL 30'X30' MESA MODEL NTS No