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HomeMy WebLinkAbout908 W 6 StRECEIVED CITY OF SANFORD PERMIT APPLICATION 0 07 Application # : �' 1.54-4—MAR taYD�tte: 3 Job Address: 1e Value of Work: $ C� Parcel ID: c e�- Zoning: Historic District: (� Description of Work:1 �� Square Footage: ........................ ........................................................................................... Permit Type: Building LY Electrical 13 Mechanical 13• • Plumbing ❑ Fire Sprinkler/Alarm ❑ Pool ❑ Sign ❑ Electrical: New Service – # of AMPS Addition/Alteration ❑ Change of Service ❑ Temporary Pole ❑ Mechanical: Residential ❑ Non -Residential ❑ Replacement ❑ New ❑ (Duct Layout & Energy Calc. Required) Plumbing/ New Commercial: # of Fixtures # of Water & Sewer Lines # of Gas Lines Plumbing/New Residential: # of Water Closets Plumbing Repair – Residential ❑ Commercial ❑ Occupancy Type: Residential ❑ Commercial El"" Industrial ❑ Occupancy Use Group(s): Construction Type: # of Stories: __�_ # of Dwelling Units: Flood Zone: (FEMA form required) .. ....... .. .... ... ........................ ... ..... ..... .......... .... .... . ... ... .... ... .... ... . .. .. ... Property O er: l� G �� Contractor: � Q 6 Y \� Address: 7 0 Address:.T)7)q S � �Wj Phone: T0i'336 3o fiE-mail: Phone: V0 tate License Number: C 03 Bonding Company: N A Mortgage Lender: N 4 - Address: Architect/Engineer: Address: Plan Review Contact Person: Address: Phone: Fax: Phone: Fax: E-mail: Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet standards of all laws regulating construction in this jurisdiction. I understand that a separate permit must be secured for ELECTRICAL WORK, PLUMBING, SIGNS, WELLS, POOLS, FURNACES, BOILERS, HEATERS, TANKS, and AIR CONDITIONERS, etc. OWNER'S AFFIDAVIT: I certify that all of the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating construction and zoning. WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. IF YOU INTEND TO OBTAIN FINANCING; CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT. NOTICE: In addition to the requirements of this permit, there may be additional restrictions applicable to this property that may be found in the public records of this county, and there may be additional permits required from other governmental entities such as water management districts, state agencies, or federal agencies. Acceptance of permit is verification that I will notify the owner of the property of the requireme is of Florida Lien Law, FS 713. - -v7 Signature Signature of Owner/Agent Date / tur of Contractor/Agent Date Print Owner/Agent's Name Signature of Notary -State of Florida Date Owner/Agent is _ Personally Known to Me or Produced ISD APPROVALS: ZONl3�i;/' 3 2y U IL: FD: Special Conditions: Rev 02/2007 P ' ontractor/ \ . • ' ' % ignature of fa a efl lorida $' Ff •,O Date i op��{_ o m 96 m 012 ' aou-3sy� Contractor/Ageni'�i rsona,lyj{' P �\ e or _ Produced ID ENG: BLDG: Limited Power of Attorney I hereby authorize Mary Langley of Contract Connection, Inc. to sign her name on my behalf in order to apply for a building permit for work that will be performed at: Washington Oaks Kevin Mic�&l Thompson CGC 1506623 State of Florida The foregoin instrument was acknowledged before me on � —day of cx-r 2007 by Kevin Michael Thompson. Signature of Notary ublic Florida WOMAG KW MY CO"WiOR W3W?44 a o Expires Nov~ 07, 2008 Print, Type or Stamp Commissioned Name Personally Known ✓ or produced ID NOTICE OF COMMENCEMENT Permit No. Parcel ID: '�� 19 3�- State of Florida County of Seminole The undersigned hereby gives notice that improvement will be made to certain real property, and in accordance with Chapter 713, Florida Statutes, the following information is provided in this Notice of Commencement. 1. ,Description of proPerty:^(legal descrip� ion of the 2. General description of improvement: 3. Owner Name and address: I Hit Ii Ili lI i/1 II 111 II III II 11111111 If 111 II 111 fl III it III 11111 MANYANNE MON1 L, CLERK i)I CI14CUI7 COURT SEMINOLE COUNTY HK 06640 Pq 07561 (lpq) CLERK' S # ER007046687 RE:CtJWO 0:3/6/1'001 11:05:114 AM RI CONDIN6 f`t:l'� 10.00 CERTIFIED COPY REL'(aIIDEU BY L McKinley 1` no-zF and street address if available) a. Interest in property 15' jj N rtt 1 � D 27 �- b. Name and address of fee simple titleholder (if other than Owner) 4. Contractor Name and address: S2 5. Surety a. Name and address b. Amount of bond 6. Lender Name and address: iir'�KT NIN - CLERK C CIRCUIT COURT SEMI, L 0 . FLORIDA 13i UTY CL RK MAR 2 9 X007 INJ .A 7. Persons within the State of Florida designated by Owner upon whom notices or other documents may be served as provided by Section 713.13(1)(a)7., Florida Statutes: a. Name and address 8. In addition to himself or herself, Owner designates of to receive a copy of the Lienor's Notice as provided in Section 713.13(1)(b), Florida Statutes. 9. Expiration date of notice of commencement (the expiration date is 1 year from the date of recordinun ess a different date is specified) Signature of Owner , 20 0 , by Sworn to (or affirmed) and subscribed before me this—�-s----- day of m%�'G/'/ 49,9411 LIU /7 1HIS INSTRUMENT PREPARED BY, p tl-14ttown L(_ or Produced Identification NAME M 0 y (Ai4 l V Type of Identification Produced ADDR. SO4 So., QAJ �_ 'ST2eoT Ntp,, CAROL SETOLADt25,2010 �ry PUM - l8 Signature of Notary Public, State of Florida �_ Colvnb oo # 00Commission Expires: a ��8a�ded NetlonN sjn ��tl Q 6ch . 1-1 392 5-c 16 0119 on(g) IP 9ar,ARGH17 UhE W. H. PORTER INC. 4240 N. 136" AVENUE HOLLAND, MI 49424 (616) 399-1963 CALCULATIONS FOR: POLIGON RAM 20X34 BUILDING T&G ROOFING 2004 FLORIDA BUILDING CODE RAM20X34TGAS WN150 UTM 8FT 11/8/2006 A.F. Webber III, P.E. Consulting Engineer (954) 849-5631 P.O. Box 220054 Hollywood, Florida 33022 PREPARED UNDER THE Fla. License No. 22203 DIRECT CONTROL AND SUPERVISION OF: 'T14 3Ul DOQ IOIOM�T ID M Mll7Wlf Slln{,m R MR -% ARTFUL INNOVATIONS 1N STEEL a polkjw(&, W. H. PoRMP, INC. • 4240 N. 13M Av • HOLLAND. N149424 Table of Contents 1 Structural Analysis Description 2 Design Criteria 3 Building Materials 4 Loads to the Foundation S Structural Geometry and Computer Model 6 Load Combinations 7 Member Design 8 Connection Data 9 Panel Data 10 Computer Analysis Including Input File P TFUL INNOVATIONS IN STEEL W. H. PoRmn, INC. • 4240 N. 136TH AV • HOUAND. M149424 Structural Analysis Description STAAD/PRO structural analysis software was used to model the 3-D space frame. To reduce the amount of computer printout, structure symmetry was used to list only members which would have different resultant forces. The column base joints were Pinned. This structure was modeled with no torsional stiffness for the members. Similar structures have been modeled with and without torsional properties and the results were essentially identical. The roof deck was not utilized in the structural analysis except to provide lateral support to the trusses and purlins for gravity (vertical) loads. For members subject to bending andlor axial loads due to wind uplift loads, the unbraced lengths of the members were defined as the distance between brace points or the full span if not braced between supports. From the analysis, all member deflections and structural drift are within allowable limits. End plates are designed by applying beam end forced to the edges of the plate and calculating the resulting prying moment at the edge of the bolt holes. In determining the prying moment it is assumed that the area of the plate between bolts is fixed. Light gage members were designed in accordance with the latest edition of the AISC specifications and the AISI Cold -Formed Steel Design Manual. All field connections are made with A-325 High Strength bolts using the "Turn of the Nut' method of tightening as described in the AISC Manual. All members with end plate connections are fabricated with partial penetration shop welds. ARTFUL INNOVATIONS IN STEEL ` W. H. PORTER. TNG -4240N. 136rH Av - HOLLAND. U149424 DESIGN CRITERIA 2004 Florida Building Code (Including 150% Wind Design Factor) Building Use Category: II Building Dimensions Dead Loads: Weight of Roofing System 7.0 psf Width 20 Snow Loads: Basic Ground Snow Load (pd 0.00 psf Length 34 Roof Snow Load (ps) = 0.7 Ce Ct Cs I pg 30.00 psf Roof Angle 18.43 Cs= 1.0 Equiv. Ht. 15 Roof Snow Load = Not Required in Florida Loads: Basic Wind Speed 150 mph Exposure: C p = q Gf C, - q;(GCp;) ASCE 7 - Section 6.5.12.2 Basic Wind Pressure (qj = 0.00256K=K„KdV1I = 41.56 psf Kz = 0.85 ASCE 7 - Table 6-5 Use 150% Wind Design Factor, Adjusted qz = 62.34 psf Kd = 0.85 ASCE 7 - Table 6-6 Importance Factor, l = 1.00 Kzt = 1.00 ASCE 7 - Fig. 6-2 Gust Effect Factor (Gf) = 0.85 For Open Buildings (GCpi) = 0 ASCE 7 - Table 6-7 For Wind Normal to Ridge Line C. ( Windward) _ -0.48 Normal to Roof Surface (Outward) For Wind Normal to Ridge Line C. (Windward) = 0.02 Normal to Roof Surface (Inward) For Wind Normal to Ridge Line C. (Leeward) _ -0.57 Normal to Roof Surface (Outward) For Wind Parallel to Ridge Line C. (Sideward) = -0.90 Normal to Roof Surface (Outward) For Wind Normal to Ridge Line GC, (Component) = -0.90 Normal to Roof Surface (Outward) Wind Normal to Ridge Line p (Windward) = -25.24 psf H = -7.98 psf V = -23.95 psf Wind Normal to Ridge Line p (Windward) = 0.97 psf H = 0.31 psf V = 0.92 psf Wind Normal to Ridge Line p (Leeward) = -30.14 psf FI = -9.53 psf V = -28.59 psf Wind Parallel to Ridge Linc p (Sideward) = -47.69 psf H = -15.08 psf V = -45.24 psf Wind Normal to Ridge Line p (Component) = -56.11 psf c Loads: Seismic Use Group I, Using Simplified Design Procedure, ASCE 7 Table 9.5.2.5.3 & Sec. 9.5.3.8. Seismic Design Category = D ASCE 7, Table 9.4.2.1 Seismic Site Class = D ASCE 7, Sec. 9.4.1.2.1, Table 9.4.1.2 Basic Seismic Force Resisting System = Ordinary Steel Moment Frame ASCE 7, Table 9.5.2.2 Seismic Load = Not Required in Florida Load Combinations: Basic Load Combinations (ASD) per Section 1605.3 of 2004 Florida Building Code. 1. Dead Load 2. Dead Load + Roof Live Load 3. Dead Load + .75 W ind Load + .75Roof Live Load 4. 0.6xDead Load + Wind Load polf9m AWFUL INNOVATIONS IN STEEL W. H. PORmm INc. • 4240 N. 198TH AV • HOU.AHD. M148424 Member Tyne COLUMN TENSION MEMBER TRUSS PURLINS TRUSS TAILS COMPRESSION TUBE RIDGE BEAM Connection Plates: Connections Bolts Welding Process: Welding Electrode: Building Materials Member Size HSS l OX6XO.1875 HSS8X6XO.1875 HSS 1 OX4XO.1875 HSS8X4XO.1875 HSS3.5X3.5XO.125 HSS _X_0.625 HSS6X4XO.125 ASTM A36 ASTM A325 Gas Metal Arc Welding E70xx Steel Fy (ksi) 46 46 46 46 46 46 46 ARTFUL INNOVATIONS IN STEEL W. H. PoRM. Mc. • 4240 N. 136TH AV • HOLLAND. MI49424 Loads to the Foundation Reactions to Foundation 'Global Coordinate System Fz Notes a. Values in bold type indicate maximum positive and negative loads to the foundation in directions opposite that of the global coordinate system. (Example: An axial Fy of -1.5 kip becomes an uplift load on the footing of magnitude 1.5 kip.) b. Columns designed as having a "Pinned" base to the foundation will have no values (blank) in the maximum moment region of the table below the double line. c. See the "Design Criteria Sheet" for more detailed information of each load case. Column/s C1 u, Reaction Type Controlling Load case rorce m Vertical Dead Load + DEAD LOAD DL 2.15 ,o v � Max. Vertical Uplift Force - 27 WZ1 .6DL+WZUP -4.78 Max. Vertical Downward Force + 21 TL DL+LL 6.89 cEn Max. Horizontal Shear Force +/- 21 TL DL+LL 0.62 0 Mnv nucrFurninn Mnmant /+/-1 N/A 0.00 kip kip kip -ft TRUSS Job No Sheol No 1 Rev 1 sotlwwa licensed to Porter corp Pan2004 FBC Job Title RAM2OX34TGSS Ref 30/150 ' By JBS 0'"6131106 Chd Client File RAM2OX24MR 42615_stc Dne?fAe 31 -Aug -2006 15:57 Reactions Print Time/Date: 31/08!2006 16:02 STAAD.Pro for wlnoows Kewase zuuo Horizontal Vertical Horizontal Moment Node uc FX (kip) FY (kip) FZ (kip) MX (kip in) MY (kip -in) MZ (kip -in) 1 20:DEAD (DL ( 0.084 2.196 0.288 0.000 0.000 0.000 21:TL (DL+LL) 0.273 6.933 0.982 0.000 0.000 0.000 23:WX1 (.6131-+ -0.328 -3.212 -0.348 0.000 0.000 0.000 24:WX2 (DL+.; -0.298 3.542 0.712 0.000 0.000 0.000 27:WZ1 (.6DL4 -0.055 -4.493 -0.874 0.000 0.000 0.000 28:WZ2 (DL+.i 0.186 1.793 -0.187 0.000 0.000 0.000 2 20:DEAD (DL ( -0.084 2.196 0.288 0.000 0.000 0.000 21:TL (DL+LL) -0.273 6.933 0.982 0.000 0.000 0.000 23:WX1 (.6DL4 0.052 -3.382 -0.400 0.000 0.000 0.000 24:WX2 (DL+.1 -0.350 2.498 0.419 0.000 0.000 0.000 27:WZ1. (.6DL+ 0.055 -4.493 -0.874 1 0.000 0.000 0.000 28:WZ2 (DL+.1 -0.186 1.793 -0.1871 0.000 0.000 0.000 3 20:DEAD (DL ( 0.084 2.196 -0.288 0.000 O.00D 0.000 21:TL (DL+LL) 0.273 6.933 -0.982 0.000 0.000 0.000 23:WX1 (.6DL+ -0.328 -3.212 0.348 0.000 0.000 0.000 24:WX2 (Dl -+.i -0.298 3.542 -0.712 0.000 0.000 0.000 27:WZ1 (.6DL+ -0.089 4.754 0.825 0.000 0.000 0.000 28:WZ2 (DL+.t 0.144 1.122 -0.192 1 0.000 0.000 0.000 4 20:DEAD (DL ( -0.084 2.196 -0.2881 0.000 0.000 0.000 21:TL (DL+LL) -0.273 6.933 -0.982 0.000 0.000 0.000 23:WX1 (.6DL+ 0.052 -3.382 0.400 0.000 0.000 0.000 24:WX2 (DL+.1 -0.350 2.498 -0.419 0.000 0.000 0.000 27:WZ1 (.6DL4 0.089 1 -4.754 0.825 0.000 0.000 0.000 28:WZ2 (DL+.7 -0.144 1 1.122 -0.192 0.000 0.000 0.000 Print Time/Date: 31/08!2006 16:02 STAAD.Pro for wlnoows Kewase zuuo FM105�!!!4 Pdi�® ARTFUL INNOVATIONS IN STEEL W. H. PONMR WG - 4240 N. 136TH AV - HOLLAND. M149424 Foundation Design - Pinned Base Foundation Dimensions Dfs - Dimension of Square Footing (ft) = 4.00 ft Lf - Depth of Footing Embedment (ft) = 3.50 ft Column Reactions Po - Maximum Vertical Gravity Reaction = 6.89 kips P„ - Maximum Vertical Uplift Reaction = -4.78 kips DL - Column Dead Load Reaction = 2.15 kips V - Maximum Horizontal Reaction = 0.62 kips Bearing Check Af - Contact Area of Bottom of Footing = Dfs2 for Square Footing Bp - Bearing Pressure in pounds per square foot = (Pg / Af) x 1000 B, - Allowable Foundation Pressure - = Allowable Bearing Pressure Exceeds Actual Bearing - OK Uplift Check V-0 3.50 ft 16.00 sq ft 956 psf 1500 psf Factored Wind Uplift Load = (P, 1000 x 1.5 for Increase = -7170 lbs Required Foundation Dead Load = Factored Dead = 7170 Ibs A, - Footing Area = 16.00 sq ft W, - Weight of the Footing = Af x Li x 8120 lbs (assuming normal weight concrete) Weight of Footing Exceeds Uplift Loading - 0K Pg or Pu The foundation design contained herein is not site specific, but is based on Class 5 soil material. The building official in the jurisdiction of which this structure is located may require that a site specific geotechnical report be provided and be incorporated into the submittal documents. no" . ARTFUL INNOVATIONS IN STEEL W. H. PORIEA, INC • 4240 N. 136TH AV • HOLLAND, MI 48424 Structure Geometry and Computer Model Job NoSheet No Rev WkI, 1 -- - I Software licensed to Porter Corp PaR2004 FBC Job Title RAM20X34TGSS Rof 30/150 9Y JBS D81V31/06 Chd Client Fib RAM20X24MR 42615.stc DatelTow 31-Aug-2006 17:06 Load t Print Run 1 of 1 Print TimelDate: 01/09/200607 01 S IAAU.h'rO TOT vvinOuw5 muivabC Cuuu Rk Job No sheet No Rev 1 Software licensed to Porter Corp Panl 2004 FBG Job Title RAM20X34TGSS Rat 30/150 By JBS Dalo&31/06 Cha Client File RAM20X24MR_42615.stc Datemma 31-Aug-2006 17:06 Print Time/Dato 011091200607:01 J IHAU1'r0 rur vvinuuwa ncicmo avvv ,d i Prue Run 1 of 1 ®Job No Sheet No Rev ® 1 Software licensed to Porter Corp Part 2004 FBC Job Title RAM20X34TGSS Ref 30/150 • By JBS Da1e8/31/06 Chd OWN Fite RAM20X24MR 42615.stc DeleRme 31 -Aug -2006 17:06 • 2.91 ft 9 ft 4. . ft = 15.25 ft 7=7. ft 9 2.5. N = 29.25 ft = 21.65 ft •14ft • 21.65 ft = 29.25 ft fl 3=5.5 ft 8 - 7.66 tt 91 ft 0 = 15.25 ft 5-5.5 =9ft 2.91 ft Load 1 Print Rein t of 1 Prinl Time/ooze: 01/09400607:02 S1AAU.Nro for vv Rlaows meiease c— Pd" VjjfMMM ARTFUL INNOVATIONS IN STEEL W. H. PORM. INC • 4240 N. ISM Av • HOLLAND. NI 49424 FBC 2004 Basic Load Combinations TL = Dead Load + Roof Live Load WXI = 0.6xDead Load + Wind Load (Uplift) - X Direction WX2 = Dead Load + .75Roof Live Load + .75 Wind Load (Down) - X Direction 1 WZI = 0.6xDead Load + Wind Load (Uplift) - Z Direction 1 WZ2 =Dead Load + .75Roof Live Load + .75Wind Load (Down) - Z Direction Notes: I Z -Direction may be the same as X -Direction due to building symmetry. Imam= ARTFUL INNOVATIONS IN STEEL ok 1. L- IJ gon. W. H. PORTER, INC. -4240N. 138TH AV • HOLLAND. M149424 Member & Connection Design po® ARTFUL INNOVATIONS IN STEEL W. N. m. 9-- 4140 N. i SRN AV . NGl WW4Y414 COLUMN DESIGN Baseplate Design PINNED BASE ANCHOR BOLT & PLATE DESIGN Column Area = 60 sq. in. I -� �._. Column Size Width = 6 in Depth = 10 in Column Thickness = 0.1875 in Comoression Load Check VJ Number of Anchor Bolts in Connection = 4 @ 0.500 Compression Load = 6.89 kips Embedment Depth of Anchor Bolt (A307) = 8 inches fp = comp load / column area Concrete Compressive Strength (fc) = 2500 psi Concrete Cover from Centerline of Bolt = 8 inches fp = 6.89 60 = 0.115 x 1000 Column Reactions fp = 114.833 < 750 psi OK Maximum Gravity Load = 6.89 kips (D + L) Maximum Horizontal Shear = 0.62 kips (D + L) Maximum Horizontal Shear = 0.55 kips (D + W) Uplift Load Check Maximum Uplift Load = 4.78 kips (D + W) Anchor Bolt Shear & Tension Check Uplift Load = 4.78 kips Load per Bolt = 1.20 kips Allowable Shear Load (V") = 5.72 kips N. = 24.54 V. = 18.40 Allowable Tension Load (N") = 14.31 kips Nmo = 14.31 Vcbg = 5.72 Moment in Plate = 3.21 in -kips If V„<= 0.2r V then full tension allowed. Np„ = 17.46 V,p= 28.62 Factored V. = 0.72 kips tp = 6 x (MP,) 36 x (d) 0.2 V„ = 1.14 kips Full Tension Allowed b = 0.23 in Use Standard Plate # 60105 If N„<= 0.2 r N„ then full shear allowed. PLATE 7" x 11" x 0.5" Factored N„ = 5.74 kips Column to Baseplate Weld Design Columns are welded to the baseplate continuous around column perimeter 0.2 w N, = 2.86 kips Full Shear Not Allowed Column Thickness = 0.1875 In Shear Load = 0.82 kips Baseplate Thickness = 0.500 in Uplift Load = 4.78 kips Use interaction equation. Length of Weld = 32 In Load per inch of Weld = 0.149 Win N" V„ 1.2 5.74+ 0.72 0.53 <1.2 OK Minimum Weld Size per 0 1. 1 = 0.1875 in Allowable Load = 2.784 Win + = y N„ p V„ 14.31 5.72 The anchor bolt design is based on the information in the "Strength Design or Anchorage to Concret "OK, to use bolt diameter and length as described above" by the Portland Cement Association, 1999 & IBC 2000, Section 1913. ArTFUL INNOVATIONS IN S�iiL W. H. P� NC. - 4240N. 13M W • Wo Ak MI 40424 TENSION MEMBER CONNECTION TS8X6X.1875 / Fx TENSION MEMBER CONNECTION Bolt Design Use 1.000 Diameter A325 Bolt Load Condition TL Fbt - (Mf12)-(Fh•dl/2) = 26.27 kips d1 WZ1 Fbb = (Mz'12)-(Fh•d1/2) 19.31 kips d1 /Fh A= 45 4.24 At TL Shear = 2.64 N = v/Area = 3.36 ksi OK Fh = Fx • Sin (A) 4.24 Ft =� (44)"2 - 4.39 (N)"2 = 43.43 ksi < 44 ksi ft = 33.45 ksi < Ft OK 1.5 At WZ1 Shear = 1.85 tv = v/Area - 2.36 ksi OK Fy 4.00 5 MZ Ft = (44)"2 - 4.39 (N)"2 = 43.72 ksi < 59 ksi _ Fx 4.00 ft= 24.58 ksi < Ft OK 1.5 Controlling Loads Load Combination Fx Fy Fh Mz Fv Fvr Beam TL -6.69 2.35 ♦.73 9.96 -4.73 5.28 tip = 6 ' M I ' tp = 0.51 inches 127 dw WD 4.37 2.04 3.09 8.69 3.09 3.70 7.30 indNdps ) - 1.000 EDIarneterA325 tp = 6 • M 1 27 ' dw tp = 0.44 inches 1.5 Fbt 4.00 Fh d1 5.00 4 4.00 Mz �-- 1.50 Fbb Plate Design dw = 8.49 inches Load Condition At TL MPI = 9.89 inch -kips tip = 6 ' M I ' tp = 0.51 inches 127 dw te 0.626 At WZ1 MPI = 7.30 indNdps ) - 1.000 EDIarneterA325 tp = 6 • M 1 27 ' dw tp = 0.44 inches USE 0.5 FLANGE PLATE Weld Design comb T kl s M kl •in g ksi Weld Size t= 0.1875 in TL -6.866 119.538 6.5791.592 OK Area of weld A= 6.18198052 inA2 W21 104.281 8.6818507 OK MOI of Weld 1 = 62.4163125 inA4 OK Section Modulus S= 15.6040781 inA3 n JMLUMAWFM WNOVIITIOIIS IN STEEL W. K /b¢4 A1C. • ♦2�OM. I aRN IV � Ip�uY, W � WA LOWER TRUSS TO COLUMN 12 Fh- FxCosA- FySinA A= 13.26 Fv -Fx Sin A-Fy CosA Controllinn Loads Load CombinaUon Fa I Fy Fh Fv Mz. TL 11.19 0.23 10.84 2.79 1.28 WX2 4.98 0.21 4.B0 1.34 2.38 5.14 Fh dl 7.27 �---- 5.14 Mz 1. ~ ppb Y Lp Y x WP Plate Dimensions l • 10.27 Wp = 4.00 Y = 1.50 X = 2.00 LOWER TRUSS TO COLUMN BottDasian Use 0.75 Diameter A325 Dolts Load Condition TL Fbt = (Mz'121-(Fh'd1/21 -3.30 COMPRESSION dl Wx2 Fbb = jjMjUZhffhjjaL = 1.49 kips d1 At TL Shear= 1.40 tv- v/Area= 3.16 ksi OK Ft = 44)-2- 439 (N)"2 - 43.50 ksi c 44 ksi R. -7.47 <Ft OK Al Wx2 Shear = 0.67 tv - v/Area - 1.52 ksi OK Ft - M)"2 - 4.39 (N)"2 = 43.86 ksi < a 59 ksl R = 3.36 < Fl OK Plata Deslan dw = 4.00 inches Use Use Al TL Mpl- -0.56 inch -kips Plate plate 0.378 0.250 W - 5' MPI tp + with (2) For 27' dw 0.76 Column Al Wx2 MPI a 1.03 inch -kips Diameter Flange A325 Plate W • 6' Mpl tp a 0.24 inches Bo its 27 ' dw Weld Design comb T kl s M(klc*inl afksil Weld Size t= 0.1878In TL 15.4 1.168413 OK Area of weld A- 8.352759 h"2 Wx2 I it 2B.25712.120783 OK MOI of Wold I a 88.469 In -4 I I 1OK Section Modulus Sv 13.32857 h"3 ^ pohgons A n-FUL IMMOVATIOMS IN STEEL W. K ramn MC. • t14o N, I aerr p . MOl1NIp M--.. TRUSS TO COMPRESSION TUBE CONNECTION Y Y 12 2.83-_ Y dy TS10X4X.1875 V A = 13.26 Plate Dimensions Fh=FxCosA-FySinA Fv = Fx Sin A + FY Cos A dy 7.27 X- 2 1.5 Lp = 1027 Wp= 4 Controlling Loads Load Combination Fx F Fh _(44)"2 - 4.39 (1v)•'2 = 0.47 -0.11 0.48 ft = 0.31 < Ft OK At WX2 Shear = 0.09 tv = vlArea = 0.21 ksi OK - K- WX2 0.26 0.13 0.20 %FvMzTL R = 0.30 ksl - Ft OK Plate Design dw = 4 inches Use At TL MPI - 0.10 Inch -kips 1 Fb 5.14 Fh dl 7.27 • Fbb 5.14 z •- 1. TRUSS TO COMPRESSION TUBE CONNECTION Bolt Deslon Use 0.75 Diameter A325 Bolts Load Condition TL Fbt= (Mz•12)-(Fh•d1/2) 0.14 kips dl WX2 Fbb = (MY12)-(Fh'dl/21 = 0.13 kips di At TL Shear = 0.00 tv - v/Area - 0.00 ksi OK _(44)"2 - 4.39 (1v)•'2 = 44.00 ksi < 44 ksi ft = 0.31 < Ft OK At WX2 Shear = 0.09 tv = vlArea = 0.21 ksi OK - K- (44) -2 - 4 3-9 (44)"2.4.39 (f r2 44.00 ksi <59 ksi R = 0.30 ksl - Ft OK Plate Design dw = 4 inches Use At TL MPI - 0.10 Inch -kips Plate 0.375 tp-8 • M I tp - 0.07 Inches with (2) 27 ' dw 0.750 At WX2 MPI = 0.07 Inch -kips Diameter A325 tp = 6 • Mpl 1427 d tp = 0.06 Inches Bolts Weld Deslan comb T kl s M kl 'In ksI Weld Size to 0.1875 in ITL t 1 2.761 0.207074 OK Area of weld A- 5.35275675 irvA2 JWX2 1 1 1.681 0.1260451 OK MOI of Wald I - 66.4689976 inA4 I I I OK ® ANTpUL IJMfOVATIOl6 IN $TFa w. N. P� Y .414 N. l ieTN AY. -9k YI 4P414 RIDGE BEAM CONNECTION TS6X4X.125 2 Fz 2 1,25 FY 3.00 3.5 MZ 1.25 Fz 3.00 Controllina Loads Load Combination Fx Fy Mz TL 7.81 1.07 2.28 WZ1 Fbb = (Mz•12HFh'd1/2) = 11.28 kips di WZ1 -6.37 1.05 2.36 43.93 ksi < 44 ksi ft = 8.83 ksi < Ft OK At WZ1 0.53 tv = v/Area = 1.19 ksi OK Ft (44)'•2 - 4.39 (tv)•'2 = 43.93 ksi < 59 kai ft. 25.52 ksi < Ft OK 1.25 F 3.00 d 1 3.50 Fh �- 3.00 f- Fbb ITS ACCEPTABLE TO PROVIDE A FULLY WELDED CONNECTION Mz RIDGE BEAM CONNECTION dw = 4.00 Inches Bolt Design Use 0.750 Diameter A326 Bolts Load Condition Load Condition TL Fbt= (Mz'12)-(Fh'dl/2) 3.90 kips. dt WZ1 Fbb = (Mz•12HFh'd1/2) = 11.28 kips di 1.52 hch4dps At TL Shear = 0.53 (v = v/Area = 1.21 ksi OK Ft (44)'•2 - 4.39 (N)'•2 43.93 ksi < 44 ksi ft = 8.83 ksi < Ft OK At WZ1 0.53 tv = v/Area = 1.19 ksi OK Ft (44)'•2 - 4.39 (tv)•'2 = 43.93 ksi < 59 kai ft. 25.52 ksi < Ft OK At 1/UZ1 Plate Design dw = 4.00 Inches Load Condition At TL MPI = 1.52 hch4dps tp = B • M *dw tp . 0.29 inches N27 Use plate 0.378 At 1/UZ1 MPI 0 3.53 heh-kips with (2) • 0.780 Diameter A325 8 ' M I tp =P2:7 2:7 tp = 0.44 Inches Both -- pa® ARMUL INNOVATIONS IN STEEL W. M. POMIX W- -4240 N. 1 SOT" M-1NN1/1Mq MI411424 PURLIN CONNECTION ISOM49. 25 For #12 -14 Self Drilling Screws Ultimate Shear= 1875# Ultimate Pullout = 1545# Use a Factor of Safety = 4 Shear = 470 Pullout = 386 Fastener Design Use 3 Fasteners along top = 1410 lbs, shear Deduct from Pullout Values (x 4/3 for wind) ul to abveaz At TL Fx = 3764 lbs Fy = 1625 lbs Nx = None Ny = 1625 = 3.46 Comp 470 At wZt Fx = -3634 lbs Fy = 324 lbs Nx = TRUE = 0.00 Ny = 324 = 0.52 386(4/3) 470(413) Use 12 ga. plate with F7-�#12-14 Self Drilling Screws 0#12-14 Setf Drilling Screws Along the Top ®#12-14 Self Drilling Screws Along the Side 1.25 Fbr- 1.80 Fh dill 1.10 4- - 1.80 Mz 1. Fbb- TRUSS i CAL CONNECTION Bolt Design Use 0.625 Diameter A325 Bolts Load Conditi,,:, At TLU FbI a fMz'121-(Fh*dI/2) = 1.51 kips di At 1VX3 Fbb = (MZ*12)-(Fh*d1/2) = 0,30 kips di At TLU Shear = 0.05 ty - vlArea - 0.16 ksl OK Ft If (44)-2 - 4.39 (N)-2 ARTFUL MNwATNINS IN SII "'. rt • 5.25 k3l < Ft OK TRUSS TAIL CONNECTION fv - v/Area - 0.03 ksi OK Ft -r (59)-2 - 4.39 (fv)-2 2.83 y MPI . ,,,��TS,3,�XI!;X. 125 tp A = 13.26 Plate Dimo.. .,ns - Fx Cos A r ';in A N27 *dw Fv = F x SIn A•t y C 0 s A dy= 1.10 Use plate 0.375 At W3 X a MPI - 0.08 Inch -kips -.--1.75 y 1.25 Lp 3.60 Olarnater A325 Wp 3.5 Controlling Loads Ip . 0.06 inches Fy Mz ILoad CombiFj,!;j.?n Fx I Fy4!! TLU -0,03 111 . O.YO 0,14 IVJX3 I I -0.01 I 1.25 Fbr- 1.80 Fh dill 1.10 4- - 1.80 Mz 1. Fbb- TRUSS i CAL CONNECTION Bolt Design Use 0.625 Diameter A325 Bolts Load Conditi,,:, At TLU FbI a fMz'121-(Fh*dI/2) = 1.51 kips di At 1VX3 Fbb = (MZ*12)-(Fh*d1/2) = 0,30 kips di At TLU Shear = 0.05 ty - vlArea - 0.16 ksl OK Ft If (44)-2 - 4.39 (N)-2 • 44.00 ksi - 44 kei rt • 5.25 k3l < Ft OK At W 3 Shear = 0.01 fv - v/Area - 0.03 ksi OK Ft -r (59)-2 - 4.39 (fv)-2 = 53.67 ksi < 59 ksi ft . 0.96 ksi < Ft OK MPI . Plate Design dwz 3.50 Inches Load Condition At T1 L1 MPI . 0.41 inch -kips tp tp a 0.10 inches N27 *dw Use plate 0.375 At W3 MPI - 0.08 Inch -kips with (2) - 0.625 Olarnater A325 tp 36' N 36 ' Ow Ip . 0.06 inches Bolts y4jjCjPq 1 l" comb T(w MIkIp'In ) U( 5 We'd Sae 1. 0.125 In ITLU 511. 38 0.9004507 OK Area of weld A- 1,77397704 012 JWX3 1 .0.0051 0,3191 omiwoo4OK M(11 of Wold 1 • 3.41683554 In44 Suction Modulus 1,900402 W3 COLUMNS ' 2 a.rr• Pn...4 r am c... ^'2004 FOC -2004 FBG s +'� RAM2DX34TGSS 1.e TW RAMNX34TGSS "' 301150 " 701150 o. JOS -ftn 108 cr., w' JOS n"Mmm rr RAWOX24UR_4261S.a0 0ir^'^' 31,".200817:06 Beam End Displacement Summary RAN20X2IMR 42615.st[31-/wo-200617:08 Beam Force Detail Summary Cont... D(r aoemeMs ahowt i7 96be i)dicep dM serXa W en o)rle4 Beam Nod. LIC A V z R..WUm Beam UC d FXFirFz (Ir) Cn) Cn) Cn) Ms. X I 10 24:WX2 (DL-., 0.172 0.002 -0.005 0.172 Me. M I 3 21:TL(DL•LL) WW x 1 0 21:7L p7L+LL) -0.003 -0.005 -0.009 0.011 Mn M2 1 21:TL (DL -LL) M4xV 3 11 27:WL1 .BOL• 0.003 0.007 0.017 0.018 Wn Y 1 9 21:7L (DL -LL) -0.005 4.005 4.009 0.011 Ma. z 3 11 29:Wa2 (DL•.7 -0.001 .0.001 0.149 0.149 LOADING/ Min L i 9 21:TL (DULL) -0.005 -0.005 -0.009 0.071 LWATIOII Mu Rsf 2 10 24:WR2 0.172 -0.002 4.005 0.172 Beam End Force Summary 1-3 w s-4.51 ...S. 2l Tis slyr d"forms as erld 6 orOKA Seam A.6a been 7 Sed Far exarnpift: (Ms "Maps th6( 6M w Fr NCy gainers LTM ()'OPS( MAslai VAN 6r an bean,. 6.77 Cs -7.93 9.00 ^ 2 sT NSST10X6XO. Ila PMS A.41 6M.r Torsion Striding B.- Node UC F. FY Fz Me my M. 3 ST "STICX6X0.1e4(AISC (kip) (kip) (L'p) (Liv70) (LiP7n) (kro-h) 4 21:TL COL-LL)0633 PMS -0.537 0.507 0.000 0.000 -0.000 11 27:VZI (.6DL• .4.616 0.541 0.521 -0.000 56.214 49.847 4 ST MSST10X6X0.IS1[Al SC SECTIONS) 2 21:TL(OL•LL) 6.977 0.117 0.501 0.000 0.000 0.000 0.456 21 3 3 21:TL (DL•LU 8.973 -0.197 -0.501 0.000 0000 4.000 WF,2 1 1 27:W21(.GDL4 .4.493 -0.531 0.679 0.000 -0.000 -0.000 3 3 24.WX2 p3L•i 3.542 -0.292 4.715 0.000 0.000 0.000 2 2 28:Wa2 (DLA7 1793 .0000 -0.254 0.000 0.0001 1 HSST10XIR0 HSST10x6X0: 7 24:WX2 (DL!: J.542 0292 -0.715 4.000 0.000 0000 1 9 27:Wa1 (.6DL4 -1.657 -0.657 0.579 0.000 42143 70.928 Mm My 3 11 24:WX2 (DL! i 7.]71 4.292 -0.715 0.000 -77.172 31.500 77.600 4 HSST10X6X0.' HSST10X.., 21:TL (DL -LU 6.769 4.667 -0.501 0.000 -54.007 ".1114 Min Mz 1 9 21:TL (DL• 6.760 O.ee7 -O.SDI -0.000 .54.007 •95.574 Beam Force Detail Summary sips con aryion as dt yem4:-poatiy. ai.>•a w. r[.giNiv. bNOw w.xo.pr Fs NyNm p'a9ha h corryres.isn. DXsf-die Oban born bean end A Axial SNar Tonlan Bending Beam LIC d Fa Fy F. Ms My Mz (1q fLp) (kip) (k V) NP7n) NON) N97n) Mas Fs 4 21:TL (DL•UJ 0.000 t."S -0.667 0.501 0.000 0.000 -0.000 Min Fx 7 27:Wz1 L60L• 0.000 ♦.111 0.647 0.521 -0.000 56.214 49.6 7 Max Fy 2 2VTL CDL -LL) 0.000 6.933 O.N7 0.501 0.000 0.000 0.000 Min Fy 3 211E PL-LL)0.000 5.933 4.Ba? -0.501 0.000 0.000 -0.000 Max FX 1 27:Wz1 .60L1 0.000 •.493 -0.657 0.570 0.000 -0.000 -0.000 Min FT 3 24:Wx2 PL-.; 0.000 3.542 -0.292 -0.715 0.000 0.000 6.000 Me. Ms 2M Z!i(OX�.7 0.000 1.793 -0.000 -0.284 0.000 0000 0.000 Mn Ms 1 24J(2 (DL! i 0.000 ).512 0.292 -0.715 -0.000 0.000 0.000 1 27:W21 (.60X• 0.000 1 ♦.657 -0.657 1 0.579 1 0.000 I 12.643 70.920 Mn 3 24:WX2 0.000 1 3.377 -0.202 .01151 0.000 -77.772 31.500 COLUMNS ' 2 a.rr• Pn...4 r am c... -2004 FBG 1.e TW RAMNX34TGSS " 701150 w' JOS n"Mmm RAN20X2IMR 42615.st[31-/wo-200617:08 Beam Force Detail Summary Cont... AYW Shur Torsion Sending Beam UC d FXFirFz MX BBy Ms (8) (kip) " (kip) Win) Npnl O[p1nl Me. M I 3 21:TL(DL•LL) 9.000 6.769 37 -0.6 1 -0.501 1 0.0001 7 Mn M2 1 21:TL (DL -LL) 0.000 6.709 0.587 -0.501 1 -0.000 1-51.097 43.11! Steel Design (Track Ol Checks ALL UNITS ARE - KIP FEET [UNLESS 07NEm1ISE NOTEOI ' NEMBER TABLE RESULT/ CA17ICAL CWD/ MTI '/ LOADING/ 1x MY ML LWATIOII 1 ST KSSTI0x6X0.181IARC SECTIONS) 1-3 w s-4.51 ...S. 2l 6.77 Cs -7.93 9.00 ^ 2 sT NSST10X6XO. Ila PMS IAISC SECTION3) RISC- N1-3 0.453 21 6.71 C 4.51 -7.98 9.00 3 ST "STICX6X0.1e4(AISC SECTIONS) PMS AISC- NI -3' 0456 21 6.77 C -4.51 7..95 9.00 4 ST MSST10X6X0.IS1[Al SC SECTIONS) PASS AISC- 01-3 0.456 21 6.77 C 4.51 7.96 9.00 Failure Ratio Bean A u1ysisop pe sign) llkea Rao' Ay Az Aa Da OR Iz h is I pni) (n� (n') (N (rtl Ml Cmc Onl 1 HSST10XIR0 HSST10x6X0: 0.158 7.630 1.392 5.]70 0.6]7 0.300 74.600 34.100 7).600 2 HSS710XBXOr H59TIOX6X0: 0.458 1160 1192 5.]70 0.673 0.300 70000 34.100 77.800 7 HSST10MX0. HSST10XSX0: 0.153 3. 80 1.792 5.370 0.537 0.300 74.600 74.100 77.600 4 HSST10X6X0.' HSST10X.., ii. Be 7.480 7.392 5.770 0.337 0.500 74.800 34.100 73.900 W PURLINS 'a" "'""' 2 : . v P.n.. c... -2004 FSC -2004 FBC -Tr RAM20X34TGSS • �+� RAAA20X34TGSS n' 30M 50 1r 30/150 or JBS oftal/06 C14 « JBS D-Wim6 cw Beam Force Detail Summary Cont... RAM20X24MR 4261 S;. D"ili1ni 31-A0g-200617:06 Beam End Displacement Summary 3h..7 Tonbn Sanding Baam L/C a] m Yy3 z/wwn In 2a6C i dcat. IM tan. of en otbaT Fy F. M. My I I (6) OdD) Baan N. I/c X y z Rn(dwnt 0.000 -0.000 0.000 8.039 109.071 TL ( Mh Mz M 21:71. •LL) 10.023 3.704 (n) (n) (n) 0n) 17 13 24:VVX2 (OL-., 0.161 -0.055 0.002 0.192 HENOER TAOLC RESULT/ CRITT(lkI. CORD/ 17 13 27:WZI .61X. -0.001 0 046 0,023 CASS ME LOCATION p1mu 16 15 27:WZI (ADL+ -0.001 0.066 0.029 0.071 PASS At.c- M1-] O. 135 31 17 13 21:TL (DL•LL) 0.001 -0.071 0.004 0.079 1. ,T 113STOX..0.1.1(AISC 17 13 26:Wz2 (OL•./ -0.000 -0.053 0.163 0.172 0.135 21 16 15 21:TL (OL9LL) 0.001 .0.079 0.064 0.079 19 ST H3STOX4X0.169(AISC SECTIONS) 16 15 24:WX2 0.101 -0.005 •0.002 O.HI 3.75 C Beam End Force Summary e.10 1..12 20 ST HSSTOX4XO.IISIAI Sc SECTIONS) Tim Sipa of the Oma Y ane 6 o/ each beam n wan M -sed, FW 00801;W: m/a mall. mat tM Mil Fa entry BOWS fn. Wg63( tension vd a bt an beam. 0.T90 I1 7.76 C 2.93 -1.10 10..2 Failure Ratio A:wl 8MM TOnfon son Ing Ba Sn .N*sOPmpa IgnIIPto It iD Ay Bum Nod. uc FR FyFa MR My M: M1 I (n9 OD I m 6411 M1 (kip)(MD) (kip)(LW'M 17 HSSTSX4XO.11 HSSTGX4X0.1� (dp'h) lLio-n) Max Fx 19 13 21:TL (DL-LL)3.764 1.525 -0.512 0.000 0.000 0.000 0.333 5].100 11.300 Mn F. 17V13 27:WCI (SOL, x660 -0.226 0.036 0.000 D.aDO 5.5D5 Max F 1927:VVz1 (.6DL- -2.437 1.617 0.107 0.000 0.000 0.000 Mn Fy 1927:WZI .6DL. •2.437 •1.613 -0.107 0.000 0.000 0.000 Max Fz 1921:TL CDL-LL)3.104 -1.625 0.642 0.000 0.000 0.000 Min F. 1921:TL (DL -LL) 3.104 1.625 4.642 0.000 0.000 0.000 Max MX 1720:0EAD (DL 1 1.121 0.160 0.053 0.000 0.000 0.000 Min Mx 1720:DEAD (DL l 1.127 0.160 0.053 0.000 0.000 0.000 Max My 17 13 2D:DEAD IDL < 1.127 0.160 0.053 0.000 0A00 0.000 Min My 17 17 20:DEAD (DL ( 1.127 0.160 O.OS3 0.000 9.600 0.000 Max M. n u 20:DEAD (OL / 1.127 0.169 0.OS3 a.000 o.aoo 6.000 Min Mz 17 17 1 20:DEAD (DL t 1 1,1271 0.1601 0.053 0.000 0.000 0.000 Beam Force Detail Summary Sips corn -Won as d.pMn:- pwt4o. a0ov. iw..wgatM ONow Gw ex0.pt Fx aywla posahw Is cXwessbA DWance d is JoNw )Orn Dam and A A.W Sha? Toulon Bon Ing Beam L/C d Fi Fy Fa MS My Ma (n) (Np) RW) (kip) (LW'n) (dptl) (Dp'n) Max F. 19 21:71.(DL•LL) O.DOO W641 1.625 .0.542 0.000 0.000 0.000 Mn P. 17 27:%Aal (.6DL+ 0.000 .3.660 -0.226 0.036 0.000 0.000 0000 Max Fy 19 27:Wz1(BDLa 21.60 4.437 1.643 0.107 0.000 0.000 0.000 Min Fy /9 27:WZI ADL- 0.000 -2.437 -1.643 -0.107 0.000 0.000 0.000 Max F. 0 21ll. (DL-LL)21.60 3.764 •1.625 0.642 0.000 0.000 0.000 Min F. 19 21:TL •LL0.000 3.764 1.025 -0.5421 0.0001 0.000 0.000 Ma. M. 17 i iO:DEAO f01( 0.000 1.127 0.10 0.033 0.000 0.000 01000 Mh M. 17 20 n (DL ( 0.000 1.127 0.160 0.057 0.000 0.000 0.000 Ma My 20 21:T1 10.123 ?.764 0.000 0.000 0.000 36.111 •103.544 Mn M 11 21; TL -L 10.523 7.701 0.000 -0.000 0.000 73.171 •106.514 nkPURLINS '""' "'""' 2 -2004 FSC -Tr RAM20X34TGSS n' 30M 50 or JBS oftal/06 C14 RAWW4MR 42015..0 D- 319049.200017:00 Beam Force Detail Summary Cont... Axial 3h..7 Tonbn Sanding Baam L/C d F. Fy F. M. My I I (6) OdD) (kip) (Np) (.h'in) (.1pin) (31p'n) Max M. 19 27: (-6DL. 10.023 -2.437 0.000 -0.000 0.000 8.039 109.071 TL ( Mh Mz M 21:71. •LL) 10.023 3.704 0.000 D.ODO 0.000 35.171 -103.544 Steel Desipn (Track 0) Checks ALL UNITS ARE - RIP FEET IUNLU3 Me"ISE RoTEDI HENOER TAOLC RESULT/ CRITT(lkI. CORD/ RATIO/ I 1.../ 171 KY ME LOCATION 17 37 N33TOXIXO.155 IA13C SECT70NS1 PASS At.c- M1-] O. 135 31 3.65 C 0.77 -1.10 3.12 1. ,T 113STOX..0.1.1(AISC SECTIONS) IAS, AISC- "1-3 0.135 21 7.0 C -0.37 -1.10 7.92 19 ST H3STOX4X0.169(AISC SECTIONS) PA„ AISC- R1-1 0.190 21 3.75 C -2.11 e.10 1..12 20 ST HSSTOX4XO.IISIAI Sc SECTIONS) PASS AISC..1-1 0.T90 I1 7.76 C 2.93 -1.10 10..2 Failure Ratio Ba Sn .N*sOPmpa IgnIIPto It iD Ay Az N DM Of 11 ty Is I Mi I M1 I (n9 OD I m 6411 M1 (m) 17 HSSTSX4XO.11 HSSTGX4X0.1� 0.135 2.704 0.920 3.900 0.667 0.3. 33.100 It. 21.200 19 HSST9X1X0.1i NSST&XIXO./i 0.135 2.764 0.928 5.090 0.697 0.333 5].100 11.300 27,200 19 HEST.%4%O.li /13576X4%0.11 0.190 2.764 0.026 3.960 0.667 0:333 33.100 11.300 272W 20 HSSTOX4XD.V HSSTSX4XO.11 0.790 2.764 0.925 3.090 0.607 0333 33.100 11.300 27.200 n.. 1yxlaxr: oiwloo9 w.1 BTAAG.Pya wr VAn0owa RaMasa 2006 .....w .., a i.Nw..ry wa ...v......w... s.w TRUSS """' "w' "' s awe r vert. C.n s.e..r r..... r rur. C••r -2004 FBC +••Tom• RAMZCX34TGSS ar 301150 ar JBS 0•.67.11846 Cu or Jos Oixvini 06 ON rr RAM20X24MR 4261!.46 DewTew 31•Aup2006 1740 Beam End Displacement Summary Shear Torsion Bandin Ois amnarNs ah- in NINE ildicaro tM prattrancie Oren ot7sM d Fa , ole My Ma Bum Nod. LIC X y �Z ResuHrN Max ME 14 23:840(1 (.6084 5.555 -5.034 0.120 -0.136 0.000 -1.175 (n) (in) (n) (in) 0.122 1 0.064 1 0.000 2.296 Jf.2tl Max X 13 13 2411 (DL•.; 0.161 -0.065 0.002 0.192 ALL UNITS ARE - N/r rEET (OIILESS Min X 13 9 21 '.TL (DL.LL) -0AD5 -0.005 -0.009 0.011 MEMBER TABLE RESULT/ CRITICAL COAD/ Maxy 23 1s 27.WI(.604 0.000 6.060 0.015 0.097 v.... .......s. x.u.s�.a...� I Min y 21 17 21:TL (OL•LL) 0.000 -0.105 0.010 0.105 Max z 21 17 28:8472 (DL..7 0.000 -0.072 9.169 0.164 MnZ 2] 10 21:TL(DLKU *0-0 1.75 -0.010 Otos ' Max Rst 15 15 24:WXz 07L..i 0.161 -0.065 -0.002 0.162 PASS AISC- 112-1 Beam End Force Summary 27 1.64 T 1.13 7 xign. or ma a a at end a of -ch brain pas. be- re..ra91 Fr example: Mis meant t0af tM Mit Fx erary ows tM largest tense valve (0/ an boom. 1S Sr H33TIOX43(0.16a (AISC SECTIONS) PASS AISC- H2-1 Axial shear Torsion Sending Beam Nod. 1/C F. Fy Fa Ma My M. SECTIONS) (ko) (kip) (kip) (ko n) ft -n) (kiDln) Max F. 15 11 ?.!:TL (DL4LL) 11.100 0.230 -0.069 0.000 3.605 -15.401 Min F• 13 13 27:YYzl (601.4 4.467 -0.045 0.351 0.000 4.565 16.360 Max FY 23 15 271841.1 .BDL• -4.365 0.606 0.110 DAIS -5.142 20.934 2.54 C 0.11 Mit Fy 21 17 24:WX2 CDL-.; 2.515 4.764 -0.013 •0.050 1.447 SASS Max FE 15 12 27:Wz1 .60L4 -00421 -0.035 0.784 0.000 -20.50• 15.730 5.53 C Mit Fz 1s 11 27:Wz1(.601.4 4.421 -0.033 -0.366 0.000 20.568 15.730 SECTIONSI Max M. 23 1S 26:WZ2(OLa7 0.492 0.014 0.110 0.118 -5.405 4.619 Min Mx 2/ to 26:MYL2 (OL -.7 0.4921 0.014 -0.110 -0.1U 30405 4.649 IAISC SECTION51 M. My 14 10 27:Wz1 (.6DL4 4.445 0.041 -0.394 0.000 20.110 16.226 Min MY 13 9 27:011.1 (.aDL4 4.445 0.011 0.364 0.000 -70.716 16.220 Max ME 11 14 23:WR1 (.6DL4 -5.034 -0.129 -0.136 0: •1.135 22.716 Baan neryaiaOProp. si9nOProp1. 8909 Ayr0.926 A. Min ME 13 13 24:WX2 (DL-.-, 4.958 0.122 0.064 0.000 2.290 -3!243 Beam Force Detail Summary M') (iIi13 Sips ow-rition as doD'ants - aoafn+ aeow lie, nepo(ivv be1mv ala exoep rx "Ore posfire is cmkv JSW. D atiwo d Is Pw0 Som beam and A 0203 3.480 4.670 0.633 0.733 57.000, 13 -WO 36.500 14 HSST10X4X0: H5ST10X4X0: 0.293 30460 4.070 OA33 0.333 57.800 Aafal SMr Tsrnbn Img 0.286 3.410 4.670 0.633 d Fa Fy fE M. My Betonk24 Ma (R) !kip) (kip) (kip) (kip7N O ifl.) (kipin) 21 HSSTIOX4XO.' HSST10X4XO. 0.160 3.480 Max Fx 15 0.000 11.190 02-10 -0.069 0.000 3.605 -15.401 13.900 36.300 Mir. F. 17 L4 s.55s 4.467 -0.045 0.384 0.000 Lees 16.360 23 HSSTIOX4X0: 9455710X4%0.- Max Fy 23 7L4 0.000 •4.365 0.604 0.119 0.113 •5.142 20.934 L A26 40470 0.833 1 0.333 57.801 Mn Fy 21 •.: 5.554 2.S16 -0.764 -0.013 -0.050 1.447 8.955 Max Fz 1s X.4 0.000 -00421 -0.035 0.366 0.000 -20.366 15.730 Min FE 15 .1x4 0.000 4.421 -0.033 -0.386 0.000 20.569 15.730 Max Mx 23 20.'Wz2 (DL..i 0.000 0.492 0.014 0.110 0.118 •5.405 4.640 Min Mx 24 26:0122 (0,1.4.7 0.000 00492 0014 -0.110 -0.146 5.405 4.849 Max My 14 27."Zi (.6001 0.000 1 4.45 0.041 -0.]K 0.000 20.71! 16.225 MN 13 27 -,ISM. I .000 I 16.226 ® TRUSS """' "w' "' s awe r vert. C.n ft'2001 FBC +•1184• RAMMX34TGSS 69.13(y1 s0 ar JBS 0•.67.11846 Cu er RAM20X24MR_4261S.SU O.rnr. 31 -Aug -20015 17:05 Beam Force Detail Summary Cont... Axial Shear Torsion Bandin Seem LIC d Fa Fy FX ole My Ma (n) No) (kip) (kip) hJdin) (koi0 (tp'In) Max ME 14 23:840(1 (.6084 5.555 -5.034 0.120 -0.136 0.000 -1.175 22.77! Min ME 1] 21:WX2(DL..; i555 4.956 1 0.122 1 0.064 1 0.000 2.296 Jf.2tl Steel Design (Track O) Checks ALL UNITS ARE - N/r rEET (OIILESS OTHERWISE NOTED) MEMBER TABLE RESULT/ CRITICAL COAD/ RATIO/ LOADING/ ........................... ..... v.... .......s. x.u.s�.a...� ...A...�a 17 ST HSST)OX/XO.i94IAISC SECTICHSI 'AS. A_ NE -t 0.393 2] 6.11 T -1.7] 1.75 0.00 ' 14 ST HSn LOX4XO.IBO1A13C 3ECTICNSI PASS AISC- 112-1 0.293 27 1.64 T 1.13 1.35 0.00 1S Sr H33TIOX43(0.16a (AISC SECTIONS) PASS AISC- H2-1 0.216 2] 1.42.. T 1.71 1.31 D.DO 16 ST HSST10X4X0.180IAI3E SECTIONS) rAsS Al sc- H2-1 0206 27 0.42 7 -1.11 1..31 0.DO 21 ST HSsrl Ox4XO.111wSC SECTION51 .ASS AISC- 841-3 0.160 24 2.54 C 0.11 -3.27 0.00 22 ST HSST1OXIx0.1S0 IA13C SECT IONSI PAS AISC- HI -3 0.142 21 5.53 C -0.01 -2.32 0.00 23 '+T 115ST10X4X0.161IAISC SECTIONSI PASS AISC- KI -3 0.160 24 2.54 C -0.19 0.00 24 ST HSSTIOX4XO.1aB IAISC SECTION51 [ASS AISC- HI -3 0.1/2 21 5.53 C 0.01 -2.72 0.00 Failure Ratio Baan neryaiaOProp. si9nOProp1. 8909 Ayr0.926 A. Oe 94 is M x NIT)(4) Mi M') (iIi13 HSSTIOXIX0: HSST10X4X0: 0203 3.480 4.670 0.633 0.733 57.000, 13 -WO 36.500 14 HSST10X4X0: H5ST10X4X0: 0.293 30460 4.070 OA33 0.333 57.800 13'.000 36.500 15 HSST10%4X0: HSST10XAX0: 0.286 3.410 4.670 0.633 O.S33 57.000 13.900 311 /6 HSSTIOX4X0: HSSTIOX4XO. 0.206 3.460 4.670 0.973 0.333 57.800 13.900 36.500 21 HSSTIOX4XO.' HSST10X4XO. 0.160 3.480 4.670 0.533 0.333 57.1100 13.900 36.300 22 HSSTIOX4X0.' HSSTIOX/XO. 0.142 3.480 4.670 0443] 02]3 57.600 13.900 36.500 23 HSSTIOX4X0: 9455710X4%0.- 0.160 30400 4.670 0.133 0.333 ST.600 13.900 36.500 24 M56T10X4%0.' N.TI.XIX.. 0142 34480 L A26 40470 0.833 1 0.333 57.801 113.900 30.500 r... m.m.r elnrmw w r 6TAAD.Pro 9. WWld.wa R.I.- 2000 ..w .... «, -... ..�,......._.... _... r ........�" ..............,. ....... - - RIDGE BEAM - z ew.n r.r r ra,1.. w ^"2004 FOC 4.a.... rwr. r..,.. t..a -'ex RAM20XUTGSS a-30/150 ^12004 FDC e Tan RAM20X347GSS w' JOS O' WIM cre w x0 30150 •" RAM2=24MR 42615412 eiYTn" 31,U*2000 17:00 Beam Force Detail Summary Cont... A" I Show Tami- IV JOS -"mime w Cx•n F. Ma My Ak mI OOP) RAM20X24MR 4251S.tn e"rr 31 -Aug -20W 17:05 Beam End Displacement Summary 0W h) "0'") Max MI 25 21:TL (DL•LQ 14.000 7,05 •1.006 0.000 0.000 Di. .-W. in ae.b 510kate IM aerioe emel Man M2 25 27:WL1 6DL• 0.000 4.373 •1.057 0.000 0.000 -0.000 -21.314 Steel Desian (Track 01 Checks Beam Ned. LM L Resultant MENDER TABLE RESULT/ CRITICAL =No/ RATIO/ LOADING/ ) Onl (h) MZ LOCATION Max X 23 17 24:WX2 (DL..;1149 0.005 0.17a D.xOa 2l Min X 23 17 20:DEAD (OL (.031 2.26 0100 MOO 0.031 Failure Ratio Me.V 25 10 27:WZ1(ADL40.090 E Own mlysiet')ProN eipnOfkoOe Rado Ay 0.035 0.097 M I. Min y 25 17 21:TL O7L•LL).105 Dn'1 On'1 053 m> 0.010 0.105 Max 2 25 17 28:W22 (DL•.70.072 6.150 12.600 0.169 0.144 Mint 25 IS 21:tt(DL4W0.105.R11 ?S 17 20:W12 •.i.072 F. 0.114 Beam End Force Summary Ina 9074 of On AXP+s of aro 6 of 900 beam have Dean MVWIW Foy 6aampk; MR moan$ Mat Me AM Fx »Wy pAes 6w Wiled hi ve)w b an beam. AXIal Shear Tomian ing Beam Neo. UC, . Fy F. M. My Ma OJP) (MJP) (W(kip h) WWW (M 1 h) Max FN 25 n 2111. PL -1.1.) 7.606 1.065 0.000 0.000 -0.000 27.310 Min F. 25 11 27.W11 (ADL4 •6.373 •1.033 OA00 0.000 4.000 •2+.314 _ Max Fy 25 17 21:TL (DL -LI) 7.106 1.046 0.000 0000 -0.000 27.310 Min Fy 25 16 21:TL (DL.LL) 7.506 -1.664 0.500 0.0oo 0.000 21,370 Max F. 25 16 24:WX2 P01. 3.552 i 4.467 0,13111 0.000 3.276 11,667 Min F+ 1 75 17 24:WX2 Ori+. i 3,652 0.407 4.124 0.00063*"6 11.0117 Max MN tf 17 20:DEAO 0X- ( 2.271 0.206 0.000 0.000 6.543 2651 NN 25 17 20'DFAD l 2.271 0.266 0.000 0.000 0443 Max My 25 17 24:WX2 (OL - 1, 3.552 0.467 •0.124 0.000 11.607 Mln M 25 10 23:WX1 (.6DL• -3.300 0.495 •0.057 0.00012.07121:TL O3L•LL 7.606 •11100 0000 0.000 31.310 17 272621 ODIA 4.373 •1.057 0000 0.000 -11.314 Beam Force Detail Summary Sol mm NVW H dgama:• posaM abo" ane, AOX64 below kre 01080 FX Were POSOM Is LomPeidOn Ditlarw of I3 phan aom boom OW A. A.MI 626» Torsion Sam in Beam UC d FX F. Ma My MI (6) (5l0) (k0) (30) "'in) win (Win) Max Fx 25 21:TL (OL -LL) 0000 7.406 1.060 0.000 01000 •0.000 27.310 Mh FX 26 27;WL1 .6DL• 0.000 4.373 •1.053 0.000 0.000 -0.000 •24.314 Mea F 25 21:TL (OL -LL) 01100 74116 1.044 0.000 SAW 4.000 27-310 Min F 25 21:TL 4LL 14.000 7.006 •1.044 0.000 0.000 0.000 27.310 Mex Fa 25 24:WX2 •.i 14.000 3.552 -0,407 0.124 0.000 3.276 11.007 Min Ft 23 24:WX2 OJL•3 0.000 3.652 0.407 4.124 0.000 3.274 11,617 M" Ma I5 2D:pEAU O3L ( 0,000 2.271 OM0.000 0,000 -0.000 6.263 Ale+ MR 35 20:DEAp (DL ( 0.000 2.771 0.}00 0.000 0,000 -0,ODO 1 0.443 Milo M }S 24:WX2 (DL!i 0.000 0.451 0,407 •0.12{ 0,000 6,1T1 11.067 Min My 36 24-WX2(DI.!i 7.000 3.567 1 4,000 1 4,000 1 0.000 1 1.44} 1 •7,710 I ' I RIDGE BEAM - z ew.n r.r r ra,1.. w ^"2004 FOC -'ex RAM20XUTGSS a-30/150 w' JOS O' WIM cre w •" RAM2=24MR 42615412 eiYTn" 31,U*2000 17:00 Beam Force Detail Summary Cont... A" I Show Tami- 11"ding Stam LIC tl F.Py F. Ma My Ak mI OOP) (1,113)(:0) (WO" 0W h) "0'") Max MI 25 21:TL (DL•LQ 14.000 7,05 •1.006 0.000 0.000 0.000 21.710 Man M2 25 27:WL1 6DL• 0.000 4.373 •1.057 0.000 0.000 -0.000 -21.314 Steel Desian (Track 01 Checks ALL UNITS ARE - NIP ris" IONLbss OTNCRNIa1 Norco) MENDER TABLE RESULT/ CRITICAL =No/ RATIO/ LOADING/ rll 14Y MZ LOCATION 25 ST HHUX00.125 IAISC SCCTIONSI Ar-- N/-1 D.xOa 2l 7.ei c o.00 2.26 0100 Failure Ratio Own mlysiet')ProN eipnOfkoOe Rado Ay 113 . Dw M I. cmc Dn'1 On'1 053 m> On1 051 cm7 25 IISOT6X4X0,1: 1 HSSTOUX0.1: 1 0.502 1 1.3921 0.010 1 2.2301 0.500 1 0.333 1 It 4001 6.150 12.600 n•1 r..vp.M: oltaTa.4 w.» OTAAD.Prs for Wralaws Release 1000 ^••"1"^•"• ^••.•^,•�. .......... ... .r ...�..............•.. - - RE TRUSS TAILS '" "" """"'a" I ® -2004 FSC i RAM20X341C55 f.aan.p...a p nn.r Gn. aM 301150 RAM20X34TCS6 +' 706 ""I= w c" • RAM20X24MR 42015.." D 31 -Aug -2006 17:06 Beam End Displacement Summary D'1!/31ms w ds agmen..Wopn In Xa6c i7dew Oa Sana w n oO3d RAM201(24MR_42Sl5AU `" - 314.0-2008 17:05 Beam Force Detail Summary Cont... Sam Nod. uc X Y I Raaaam Sanding 0- LIC d Fa (n) (in) (n) (n) MaxX 6 10 24:WX2 OOLli 0.172 4002 4005 0.172 0.000 -0.0381 0.1831 Min X 6 6 27:Val (.6DL• 4.036 .0.022 0.000 0.041 4.206 -0.009 4.000 MaxY S 5 24:WX2(DL•.i 0.156 0.065 -0.011 0.155 Min Y 7 7 27:Ma1 (.SOL• 0.035 4.030 0.037 0.059 HIOOFA TA3LE RESULT/ Max Z T 7 20:Va2 PL - :1 0.021 •0.021 0.167 0.170 FX NY Mn Z 5 5 21:7L (DL.LL) •0.007 0.038 -0.021 0.044 (AISC SECTIONS) Max Rst d 10 2{:01X2 (DL•.i 0.172 1 -0.002 -0.0050.172 z3 Beam End Force Summary O.oS T O.00 -0.25 0.00 ^ 7ha spu If ma bras for in Oa6Ti w a S W aaah Dram hara an Ax -Tod. For 04X&": DNS mens Oat ON Mil Fx ai1Oy pies No JbWS7 tantlon rda 6 ST 433T3.SX3.560.125 I.- SECT30N31 A.W Sh..r Toulon Son In Beam Noda uC Fx Fy Fa Mx My Ma -0.30 0.00 (Li7) (LV) (k4) (UO'h) "In) OW n) Max Fx I 11 27:WZ1(.60L. 0.031 -0.165 0.013 0000 -0.223 •3.287 Min F. a 10 24.WK2 CDL-.-, 4.081 0.026 -0.007 -0.000 0.121 0.117 Max Fy 5 9 21:TL (OL -LL) -0.038 0.147 0.000 0,000 -0.000 2.637 0.076 23 Min Fy a 10 23:01X1 (.6Dln -0.051 4.2118 -0.000 4.000 0.161 -.625 Max Fz 7 11 26:WZ2 (DL•.7 -0.049 0.033 0.040 0.000 -0.692 0.581 So- 0 na"WO". .9noprapart, Ratio Ay Mn FF. 5 12 29: W22 (DL-., -0.049 0.033 4.040 .0.000 0.602 0.531 (n) M.. M. 6 10 2S:WZ2 Oxl1 -0.052 0.123 -0.034 0.000 O.s04d2iMin 5 HSST3.SX3.53, I HSST3.5X3.5X 0.0501 0.512 0.012 MI 7 11 24:WX1 -0.064 0.130 0.034 .0.000 4694MUM O.O7a OAU 0.012 +.340 0.292 0.292 8 12 26:0122 Ox..i -0.49 0.0]3 -0.010 -0.000 O.piMnMy 0.812 1.540 0.292 0.292 2.900 1 2.900 7 11 28:WU (DL!i -0,049 0.033 0.040 CAN -0.692Ma. 2.900 1 2.900 4.560 M2 5 9 21:TL (DL.LL -0.038 0.163 0.000 0.000 -0.000mi. Mr 6 1023:0101 .eat -0.051 -0206 0009 0000 0.161 Beam Force Detail Summary Sign "mesion .s d.".c. Pos2Ae a&- Ya, nagathe Doo. kw aaapt Fa Man pasfive Is cwWesxi_- Diar- d is 0- 50m Oevn and A. A.Id Snaar Toulon Sanding B.- uC d Fy Fz ME My MS I M) (kip) NO) (z4) Nio'h) 0*1n) (Win) Max Fx 7 n:wz1 LSDL. 0.000 4.+ea o.ou o 000 -0.u3 4.:67 Min Fx 6 24:WX2 (DL-.-, 0.000 0.028 -0.007 -0.000 0.121 0.447 Max Fy S 21:TL (DL -LL) 0.000 0.02S2 0.163 0.000 0.000 4.000 2.637 W F 6 23:WXI (.8130 1,453 -0.213 -0.009 -0.000 -0.000 0.064 M.. FI 7 28:WZ2 (DL! i 0000 0.033 O.S" 0.000 -0.602 0.501 Min F. a 28:WZ2 !7 0.000 0.033 -0.040 -0.000 0.692 0.581 Max M. 6 28:0132 (DL -.7 0.000 0.123 -0.034 O.Oa 0.594 Min Ma 7 24:WX2 (DL! 1 0.000 -0.066 0.130 0.034 -0.000 -0,504 MU MY 0 2a.WZ20X...7 0.000 4.49 0.03] 4.0" 0.000 0.692 M Min My 7 2MW22 OX.! i D.000 4.049 0.033 0.40 0.000 4.M TRUSS TAILS '""' "" ® i f.aan.p...a p nn.r Gn. a'"2006 FSC RAM20X34TCS6 aw 30/150 w' SSS D'1!/31ms w RAM201(24MR_42Sl5AU `" - 314.0-2008 17:05 Beam Force Detail Summary Cont... Axial $Mar Tanbn I Sanding 0- LIC d Fa Fy Fx M. My Ms M) Nh) 01p) OdW (Mp"W (Mv>") ND7n) Ma. Mx 3 21:T. (DL -UL) 1 0.000 -0.0381 0.1831 0.000 0.000 -0000 L637 Mn Mz 0 23:WEI (ADI, 0.000 .0.051 4.206 -0.009 4.000 0.167 1 -.625 Steel Design (Track O) Checks ALL UNITS Ape - alp FEET 1UNLE33 OTHCANI5e NCTEDI HIOOFA TA3LE RESULT/ CRITICAL GOND/ RATIO/ -l../ FX NY HE LOCATION 5 ST HS3T3.5X3.5X0.325 (AISC SECTIONS) rAss Axsc- Hz -7 z3 O.oS T O.00 -0.25 0.00 ^ 6 ST 433T3.SX3.560.125 I.- SECT30N31 FAS3 AISC- H2-1 0.076 23 0.05 T 0.01 -0.30 0.00 7 ST HS3T3.5X3.5X0.125 IAL SC SECTI01131 PA33 AI3C- H1-3 0.071 27 0.03 c -0.02 -0.27 0.00 6 3T Xssr3.5X1.5X0.125 (AISC seCTI0i31 PA33 AISC- H2.1 0.076 23 0.05 T -0.01 -0.30 O. DO Failure Ratio So- 0 na"WO". .9noprapart, Ratio Ay AS Aa Dw S7 M h Ix (n) (n) Cn) (a) (6) (n) (in) Ont 5 HSST3.SX3.53, I HSST3.5X3.5X 0.0501 0.512 0.012 1.540 0.292 0.292 2.900 2.f00 6.590 0 HSST3.SX3.SX HSST3.5X3.5X O.O7a OAU 0.012 +.340 0.292 0.292 2.900 x.900 6.500 7 HSST3.SX3.SX HSST3.SX3.5X 0.011 0.912 0.812 1.540 0.292 0.292 2.900 1 2.900 4.580 8 HSST3.SX3.$X H55T3.SX3.SX 0.0791 0.812 0.912 1.510 0.292 0.292 2.900 1 2.900 4.560 n.. •wpwp.naan.a a.i3 6TAAD.Pm W%Mox1nas Roam -2006 -a-r ri hn♦weapp.aru-aoo•nv STAAD.PmW WWM-Raaaas 2000 .wx ginxwi TENSION MEMBERS - - 2 6. Mn Y.nW Y h r CM 2004 FBG ^^2004 FBG nr Fw42OX34TGSS .*a RAMIOX34TGS5 -3w50 " 301150 JOS -w31m0 J53 0"Wim dr RAM20X24MR_42S1S.Su o"'nx'Y 31 -Aug -20M 17:00 Beam Force Detail Summary Cont... RAM2OX24MFt42615.SV OxYm.. 11-Au9-200617:00 Beam End Displacement Summary Axial I s1194r 70411341 Bandin as acenwds 9410041 h te6c nOkaro nv sena m an 04900 Basm UC dFS Fy Fe I0x M. Bean No UC % T z RasulUnl Max Mz 11 21.41 lOL• W 20.250 4.660 .2.240 0.000 .00001 1.196 (n) C ) ON ON -0.636 1 9.000 1 41.160 1 40.261 Max X 9 10 24:WX2 (DL..! 0.172 •0.002 4.00S 0.172 ALL UNITS ARE - XIP F36T (VNLz33 OTNFJ1NI36 NOT6D1 Mn X 9 9 21:TL (DULL -0.006 -0.005 -0.009 0.011 LOADING/ M.. y 10 t t 27:Wzt (.6DLr 0.002 0.003 0.017 0.013 Mn y 9 9 21:TL (DL -LQ -0,005 4A06 -0.000 0.011 0.236 21 Max z to 11 26:wz2 (DL -.7 -0.001 .0.001 0.149 0.149 - Min z o o z+:n (OL.LL) -0.009 -0.009 4.001 0.011 PASS A13C- NI -3 0.231 Max RSI 9 10 24:Wi(2 ! i 0.112 0.002 -0.005 0.172 0.00 Beam End Force Summary I1 ST NSSTI%6X0.111 (RISC SECTIONS) The ay.x of HIS kMS Of and B Of #Wh Man OIv/ Man rfvcnfd. For OxW**: IW mans Am' lhe MM Fx orlfy 9Aw 6v WWsl tonsim vska for a) 6a- 6.37 C 3.43 -1.69 0.00 12 3T N337SX6XO.160 IAISC 39CTION31 AWI sheaf Torsion I Ben BIM NOM LIC 11 Fy Fa MS My Mx 1000) (kip) ft) (ldpin) (MO'i+) (Wpin) Max Fx 9 9 27W11 (.60Lr Lips -0.306 0.214 0.000 •21.103 •23.167 Mi. F. 10 11 21:n(DL.LL) •7.217 1.225 .0.000 0.000 -2.204 41.755 Max Fy it 1 21:TL(DL.LL) 4.666 2.340 0.000 0.000 1.196 119.536 Mii Fy ii 11 21:71. 'LU 4.066 -2.549 0.000 .0.000 1.196 110.536 11 N6STSXGXC,11 FIS6TO GX0.II 0.632 2.7x4 Max Fs 11 11 2T.Wz+ (.60L. 4,360 2.011 0.941 0.000 42.000 -96.176 1.292 Min Fz 12 12 27.Wz1 (AD1.4 4.306 1 2.011 .0.941 .0.000 .42.06 •06.976 Max Mx 12 12 24,1002 (DL!, •31166 .0.774 -0.397 0.00 -22.479 37AIll MN Ma /2 12 27:Wz1 .6DN 4.366 2.011 -0.611 4.000 41016 •00.070 Ma. M 11 11 27 Wz1 .601.4 4.306 2.011 0.541 0.000 42.01 •96.976 0061 M 12 12 270021 ADL. 4.306 2.011 .0941 .0.000 -42.011/ -06.976 Max Mi 11 11 21:TL 4113 4.0166 •2.349 0.000 •0.000 1.196 179.69 Mn Mi 11 f 27:Wz1 6DU 4.560 -2.011 4.636 0.000 41.160 -194.ri1 Beam Force Detail Summary S07 canwroon as OlWams:- MOW ohm ti, nep306v below ale O=W Fx 111)6/ poa9M Is corrorssskn. Didance d Is 9' fan Marr aId A Axial sheaf Torsion Balli011 as- LIC d Fx Fy Fa IN. My tax (0) (WO) W (6i0) (3b n) (I1p'In) Odpin) Max FN 9 27:Wz1 ADL. 0.000 6.104 •0.306 0.214 MOOD -21.103 -23.157 Min Fa 10 21:41 (DL.LL) 0.000 .7.297 1.225 4.000 0.000 •2.294 41.755 Max Fy 11 21:TL (OL -LU 0.000 4.656 2.349 0.000 0.000 1.196 119.636 Mil F 11 2171. (DL.LU 29.250 •6.666 .2.341 0.000 -0.000 1.196 119.533 Max Fa 11 27:Wz1 (.6DL4 29.250 1.350 2.011 0.641 0.000 42.000 -13.970 Min Ft 12 27:W21 (.GDLr 29250 4.306 2.011 -0.641 1 -0.000 -42.066 •96.970 Max Mx 12 21:wx( L! S 29.250 -1 •0.711 1.397 6.000 •22.479 37.10 Mir Mx 12 27:Wz1 (.6DL. 29250 4.]06 1.011 -0114/ 4.300 12.000 -16.976 Max 11 27:11Vz1 .6OL9 29.250 4.306 2011. 0.611 0.000 41066 -96.979 Min My 12 270V(.601,. 29.250 4.300 2011 -0.141 -0.000 -42.01{ •99.916 TENSION MEMBERS ��►I - - 2 6. Mn Y.nW Y h r CM 2004 FBG nr Fw42OX34TGSS -3w50 JOS -w31m0 RAM20X24MR_42S1S.Su o"'nx'Y 31 -Aug -20M 17:00 Beam Force Detail Summary Cont... Axial I s1194r 70411341 Bandin Basm UC dFS Fy Fe I0x M. (6) (kip) (hep)(kip)tr�'i+) (xW'a1) (LI9'In) Max Mz 11 21.41 lOL• W 20.250 4.660 .2.240 0.000 .00001 1.196 119.x30 Min Ma 11 z7 0021 (.6DL. 0.- &.366 1 -2.047 1 -0.636 1 9.000 1 41.160 1 40.261 Steel Design (Track 01 Checks ALL UNITS ARE - XIP F36T (VNLz33 OTNFJ1NI36 NOT6D1 , "WER TASLS RSSVLT/ CRITICAL CONO/ RATIO/ LOADING/ A( MY • ...........................wow........ ............................. NS LOCATION 9 37 N3STFx6xo.t91 (sa3C s3CTION61 PASS I, -N14 0.236 21 2.06 C -1.I0 -3.27 0.00 - 10 ST x3ST6X6%0.1&1 IARC S6CTIONSI PASS A13C- NI -3 0.231 33 2.16 C 1.23 -3.27 0.00 I1 ST NSSTI%6X0.111 (RISC SECTIONS) PASS ATSC- NI -3 0.632 27 6.37 C 3.43 -1.69 0.00 12 3T N337SX6XO.160 IAISC 39CTION31 PA33 RISC- 311.3 0.632 17 1.31 C -3.13 -1.69 0.00 Failure Ratio ssafrlA -"i*DVropa i9"OFro I4110 Ay As IS M t. m') (in) (6) on) N1 0010 NSST{X6XD.11 945576%6x0.1 0236 2.761 111970.500 13.100 ri200 x1.700 10 NSST0X6XO.il MSSTaX6XC.1) 0.236 2.701 1.3920.500 2A�NfNf 43.700 20.200 53.700 11 N6STSXGXC,11 FIS6TO GX0.II 0.632 2.7x4 1.3020.50043.700 26200 53.700 12 1(SSTIXOXO.b P(SSTaX"O.0 0.632 2.70 1.292 0900 43.700 1 26.200 1 51700 we. T.wq.Y elxvswaa�1. sTAAO.pro for Y"o" Rlbafe 2006 r.w I.1 .1-11. -- --a- .._..__-... pa" . ARTFUL INNOVATIONS IN STEEL W. H. PORTER, INC. • 4240 N. 138TH AV • HOLLAND, MI49424 D Panel Data ;a ARTFUL INNOYATtONS IN STEEL pol"-40 W. H. PORTER. INC. • 4240 N. 186TH AV - HOLLMD. MI 49424 2 x 6 Tongue and Groove Decking Southern Pine -Commercial, Any Service Condition Fb psi (Fb)(Cr) psi E ksi 1150 1300 1400 Adjustment Size Factor Cf (l.l) is included in values below Section Properties Typical Span Data Based on design width of 12" PSF ca acit - single san model A S 1 in= inr in' 18 4.5 3.375 T \S an 1 4 5 6 7 8 Snow 298 187 127 91 67 Roof Live 325 205 139 99 74 Wind 419 265 181 130 97 Max. U120 557 280 1 158 95.8 60.875 Allowance for 10 PSF dead load already included Project Specific Data Gov s Pb Psf1Cd a Ca psi pi Roof Live Load 30 psf 24.0 S an A 3.8 1.6 229 2288 OK SnowQ psf 0.0 San B 3.8 1.6 229 2288 OK Wind Surface Pressure 62.4 psf 39.0 Cantilever 2 1.6 107 2288 OK Max. Comb. 43.3 �I_I1.1 \_ r "M" Medallion -Lok Design Data 13/41 q SIDE LAP DETAIL LL 1R' Section View through Panel Section Properties ALLOWABLE LOADS WRIDLOAD LIVE LOAD DEFLECIION(in) Top in Compression Bottom in Compression Panel Gau a Weight (pst) Fy (ksl) Ix Se (in') (ins) Ma (in kips) ix (�7 Sc (in') Ma Cm kips) 24 1.38 50 0.1059 0.0728 2.18 0.0487 0.0526 1.37 ALLOWABLE LOADS WRIDLOAD LIVE LOAD DEFLECIION(in) 3' 1 3.5' 1 4' 14.61 5' 1 3'3.5' 4' 4.5' 5' 3' 3.5' 4' 4.5' 5' 181 133 102 81 65 138 100 77 1 60 149 10121 0.17 10.22 10.2810-33 Notes: 1. All calculations for properties of panels are calculated in accordance with Specifications for the Design of Light Gauge Cold -Formed Steel Structural Members published by the American Iron and Steel Institute (AISI) and guidelines established by the Metal Building Component Manufacturer's Association (MBCMA). Wind loads and deflections are limited by a deflection of L180. 2. Values Shown as allowable loads are based on panels covering three (3) or more equal spans. Multiply values shown by 0.8 for two (2) span condition. 3. Allowable loads (deflection) for wind have been increased by 33 1!3%. 4. For wind load stresses only, multiply live load stress by 1.33. 5. Weight ofpanels must be deducted from values to obtain net allowable load. ARTFUL INNOVATIONS IN bTEEL W. H. PemEn. INC. -4240N. 198TH AV • HOLLAND. N149424 Computer Analysis 1::15TAM-Pnli9nnlRAN\RAlf20XJ11fl a S1RAMIOXl NN1 17f13..ni P�4. 2 of 9 M: \STAAD rR114°n1AAM1RAMl0Y)114If191RM24X2IMR-flu S.anl P.9. 2 of 9 Friday, September 01, 2006, 08:41 AM Friday, SopE9mber 01, 2006, PAGE NO. 1 08:41 AM STAAB SPACE -- PAGE NO. 2 41. ALPHA 6.5E-006 •••......rr••.•42. DAMP 0.07 ......• • 43. END DEFINE MATERIAL • 11. Y. EMBER PROPERTY AMERtC • eTAAD.P,. • /5. 1 70 1 TABLE S` x55710%6%0.188 • Verel.n 2001 lid 1002. V8 • I6. 9 70 12 TABLE ST HSSTBX6XO.I8B • ►t°priotary Pr°9ru of 17. S 70 ! TABLE 3T MS5T7.5%7.SXD.125 • Roo.areh En91n°.rr,, Intl. • 48. 17 TO 20 TABLE ST HSSTB%1%0.180 • ORfa. 1, 2001 49. 13 TO 16 21 TO 24 TABLE ST HSSTIOX/X0.188 Ti-- 8:12:48 • 0: 50. 25 TABLE ST MSSTGXI%0.125 • Sl. SUPPORTS 04 • USM ID: POrtat Cory • 52. 1 70 PINNED ••.•r...•r•.•.•.....••..•.....•.•...••..••...••.••.. 53. MEMBER RELEASE 56. 9 TO 16 25 START M% 55. 17 TO 20 START MX MY Ni 56. 17 TO 20 END MY M2 . STMD SPACE S7. CONSTAN75 1UPV1 FILE: RAM20X22MR_42615.STD S8. BETA 135 MCM5 1 / 2. START JUN INFORMATION 59. BETA 45 MEMS 2 7 3. JO e NAME RAM20X74TGSS 60. 5E7A 391.57 MENS 17 20 1. JOB PART 2001 FBC 6I. BETA 38.13 MENS 18 19 5 JOB REF 3a/150 62.MATERIAL STEEL ALL 6. JOB COMMENT 2004 FBC 63. . JOACOMMENT 30 LL 64. LOAD 1 FWVT 9 J08 COMMENT 150 I.S 65. SELFIIEIGNT Y -1 9. ENG:% E1:R OA if 6/3{/06 66. !0. E2IC INEEA NAME as til. LORD 2 OL En° J ION 68. MEMBER LOAD 12. INPUT WIDTH 79 69. 5 TO a CON cY -1 1l. VNIT FEET KIP 70. 9 TO 12 UNI GY -3.11 11 JOINT COORDINATES 11. L7 TO 20 UNI GY -3.81 15 1 -1.6.5 0 -9.625: 17.625 0 -9.625; 3 -7.625 0 19.625; 4 7.625 0 19.625 72. 2S UNI GY -3.81 16 5 -9,625 9.37731 -31.625; 6 9.625 8.33333 -11.425, 7 -9.62S 8.33733 21.025 73, - :7 B 9.625 8.33333 21.625, 9 -7.625 9 -9.625; 10 1.625 9 -9.625 11. LCUD 3 LCADTYPE NONE TITLE LL /8.. I1 -7.625 9 !9. 6J.5; {2 7,625 9 19.625; 13 -3.82278 10.3924 -5.82278 75. MEMO0 LOAD 19. 14 7.82218 10.3924 -5.82278; 15 -3.82278 10.3924 15.8228 TO B CCN GY -4 20. 16 3.82278 10.3924 15.8228; 17 0 11.6667 -2; 18 0 11.6667 12 77. 9 TO 12 UNI Gy -3.81 .. MEM1111 1NC1DENC71 78. 17 TO 20 ONI GY -3.81 1 1 9; 2 2 ]0; J 3 ll; 4 4 12; 5 9 5; 6 10 6; 7 11 71 8 12 4; 9 9 10; 30 31 12 79. 25 UNI M -3.81 23 11 9 11: l2 10 12; 13 9 13; 14 10 14; 15 11 15; 16 12 16; 17 13 L4; IB 15 16 B0. . 24. 19 13 15; 20 LI {61 21 13 L7; 22 ]4 17; 23 15 18; 24 16 18: 25 17 18 R1LOAD 5 VXUP . START GROUP DE FINI TrON B2.. NEM BER LOAD 26. MEMBER B3. 51 CON GY 3 -•1, _COLUMN 1 TO 4 B1. II UNI GY 1.36 . _TENSION 9 TO 12 85. 19 ON GY 1.36 29 _TAILS 5 TO 1 86. 25 UNI GY 1.55 30. _PURLIH 17 TO 20 87. 6 8 COII GY 3.61 1. _TRUSS 13 TO 16 2L TO 24 B8. 12 UNI GY 1.75 22. _RIDGE 2S B9. 20 UNI GY 1.75 '_3. _TRSLOY 13 TO 16 9U. 9 IO VMI Gy 2.17 34. _TNSHI 21 TO 24 91. 17 18 UNI GY 2.77 35. END GROUP DEFINITION 92. 5 7 CON CX -l. .1 DEFINE MATERIAL START 93. 11 UNI GX -0.45 31. 15CT0.0PIC S'EEL 91. 19 VNI G7l -0.45 E 4.1, 00 95. 25 ON ON -0.45 39. POISSON 0.3 96. 6 8 aW = L.21 40. CENSITY D.499024 1::15TAM-Pnli9nnlRAN\RAlf20XJ11fl a S1RAMIOXl NN1 17f13..ni P�4. 2 of 9 M: \STAAD rR114°n1AAM1RAMl0Y)114If191RM24X2IMR-flu S.anl P.9. 2 of 9 Nr ISTAM_lgJi99n1AaM1 RAMSOX.11117 Q 51AANt OXSINR_ItfJ S.I01 Page 3 91 f M: 1sTAA0 MJtQo01AANIRANJOX31117fJ311W170XlINIL 17fJf.In1 NQa 1 of f Friday, September 01, 2006, 09:41 AN Friday, September 01, 2006, 06:41 AM 5TAAG 5FACE _ -- PAGE NO. 7 97M0 SPACE -- PAGE NO. 1 97. 12 UNI C% 0.5E UN, 15J. 12 UNI G% 0.92 99. 20 G% O. SE 151. 19 VMI G% 99. 5 6 CCN GZ -1. 155. 20 UNI G% 0.92 130. 1 9 CON GZ 1 156. • 101. 9 UNI G2. -0.92 1S7. LOAD 6 NLDN 102. 10 UNT GE 0.92 151. MEK ER LOAD 1C3. 17 UNI GL -0.92 159. 5 6 CON GY 0.00 104. 10 UNI G2 0.92 160.9 UN[ GY 0.00 105. 25 UNI G% 0.5E 161. 17 UNI GY 0.00 106. 162. 0 CON GY Z I" LOAC 6 N%:1N 163. 30 UN[ GY 1.75 1 ICE. ME]1PER LCAV 161. 10 UNI GY 1.75 ICs. 5 7 -N f.Y -0.09 165. 11 12 UNI GY 2.77 11C. 11 UNI GY -0.07 '_fi 6. 19 20 UNI GY 2.77 111. 19 UNI GY -0.07 167. 25 UMI GY 2.77 Ile. ..^0 UNI GY 1.:2 161. 5 6 CON GZ 0.07 113. 6 B CCN GY 2 169. 9 UNI GL 0.02 114. 12 UNI C. :.75 170. 17 UNI GZ 0.02 115. 20 UNI GY 1.75 171. 7 1 CON GL 1.2 I1(. 9 10 UNI GY 2.77 172. 30 UNI GL 0.58 W. 17 le UNI GY 2.77 177. 31 uNI GL O.Se 1 IE. 5 7 CON G% 0.03 174. 5 CON G% -1. 119. 11 UK 1 4Y. c,0i 175. 6 CON GX I 12C, 19 UNI G% O.p2 176. I1 UN1 GX -0.92 121. 25 UNI GX -O./S 177, 12 UNI GR 0.92 122. fi 1 CON GX 1.21 171. 19 UN1 G% -0.92 12'-1 12 UNI G% 0.5e 179. 20 VNI GX 0.91 IZ1. 20 UN: c€ 0,5e 110. ITI. S 6 CCN GZ •1. Ill, LOAD C91(0 20 OP.AD IDL ONLY) 12f.. 7 Y CCN G1. I 192. 1 l,0 2 0.008 127. 9 U111 GZ -0.92 117. LOAD COMB 21 TL (D4f LL) 12F. IC UNI Gi 0.92 tel. I l.o z o.00a 1 a.Dl 129. l7 CNI GZ -0.92 115. •LCAP COMB 22 TLU (DLWSLI 105. 16 UNI G2 0.92 106, It 1.0 2 0.903 4 0.015 17, 25 UNT G% 0.07 Stl. 10AD WNB 23YXI 1. 6DL•MXUP) 132• ' 101. 11.0 ; 0.0016 5 0.06271 IIS. TOAD 7 *ZIP l09• LOAD CI1M, II M%3 (DLf.7541.. 75 Y%DN) 131. MENRE9 LOAD l9p• 1 1.0 2 0,001 3 0.0225 b 0,0161 13E. 5 b CON GY 7 Sf 1. 'LOAD COMB 25 Mx3 (OL/SLf1.3Nx0M/2) 136. 9 UNT GY 1.76 14T. •1 1.0 2 0.007 3 0.03 b 0.0111 13'. 17 UNI GY 1.36 19 ), •LOAU COMA 26 E%l (C.9OL(EX/1.1) :36. 7 9 CON cY 3.61 191. •1 0.9 2 0.077 9 0.00216 11" 10 UNI cY 1.75 195, LOAD CONB 27 M21 (. 6DLEMEV% 190. t9 VIt GY 1.75 196, 1 I.0 2 0.0041 7 0.06231 I/'.. tl 12 UY.i GY 2.77 197. LOAD COMB 20 MZ2 (OLf.75LLt.')5MZDN) 112. 14 20 UN1 GY 2.77 191. 1 1.0 2 6.001 3 0.0225 a 0.06x1 14 J. 25 UNI GY 2.77 19l. 'WAD CONE 29 MZ3 (DIASLf1.3MZDN/2) W., 5 6 CON GZ -J.101* • l.0 2 0.007 3 0.03 1 0.0141 115. 9 UNI G2 10.15 01. •10 CON, 10 E21 (0.90LEEZ/1./1 llo. 11 UNI G2 •1./S 202. •1 0.9 Z 0.007 10 0.00216 117. 7 R CON OZ 0,29 203. PERFORN ANALYSIS 110. 10 UNI 42 0.50 1/N. 10 UNI GZ 0.56 :SU. 5 CON Gx -1. :5:. 6 CON cx 1 11 CNI C% -0.92 Nr ISTAM_lgJi99n1AaM1 RAMSOX.11117 Q 51AANt OXSINR_ItfJ S.I01 Page 3 91 f M: 1sTAA0 MJtQo01AANIRANJOX31117fJ311W170XlINIL 17fJf.In1 NQa 1 of f Friday, September 02, 2006, 08:41 AN STAAD SFACE - PAGE NO. 5 P R O B L E M ■ T A T I A T I C A HIDER Of JOINTS/4m0ER.ELE161rrA /fUPPORrA . IS/ 2S/ 6 ORIGINAL/FINAL UAM-WIDTH. S/ 7/ 45 OOF TOTAL PRSNART LOAD CASES . 7. TOTAL DEGREES OP F'IIEEDOK . 96 SIEE OF STIF17XS3 HATMX . S DOUBLE KI30-WORDa MORD/AVAIL. DIRE SPACE . 12.1/ 5137.9 H8 204. LCAD LIST 20 21 23 24 27 28 205. FARAHETEP 1 2V6. CODE AISC 201. "LO 6624 ALL 209. CHECK CODE ALL .V: 1StwAD Poli0e.�1.fAM\AAHSOX31\126151AAM20X211G-12fI S.aOI Frawy, 5eptember 01, 2006, 06:41 AN STAAD SPACE -- PAGE NO B ■TAAD.PRO CODS CHECErVQ - )AISC PTS EDITION) ............................................ ALL UNITS ARE - KIP FEET 4UNLEaa OTHERXISK NOTED) NEMER TABLE RESULT/ LIIITICAL COAG/ RATIO/ LOADING/ R KY 1Q IGCATION ••• NOTE: DESIGN IN ACCORDANCE WITH ASD PROVISIONS FOR TUBES... 1 Sr HSST10%6X0.100 (AISC SECTIONS) PASS RISC- N1-3 0.4S3 21 6.77 C -6.51 -7.93 9.00 ...NOTE: DESrGN IN ACCORDWCE WITH ASO PROVISIONS FOR TUBES... 2 ST KSST10X6X0.188 IA79C SECTIONS) PASS AISC- Hl -3 0.058 21 6.77 C 4.51 -7.90 9.00 ••• NOTE: DESIGN IN ACCORDANCE WITH ASD PROVISIONS FOR TJBES••• 3 ST HSSTIOXGXO.IBS (AISC SECTIONS) PASS AISC- H1-3 0.658 21 6.77 C -1.11 1- 9.00 ... NOTE: DESIGN IN ACCORDANCE WITH ASD PROVISIONS FOR TUBES... 4 ST HSST10X0I0.100 )AISC SECTTONSI PASS AISC- H1-3 0.658 21 6.77 C 4.51 7,98 9.00 ••• NOTE: DESIGN IN ACCORDANCE WITH ASD PROVI51ONS FOR TUBES... 5 ST HSST3.5X3.SXO.125 (AISC SECTIONS) PASS AISC- H2-1 0.060 23 0.05 T 0.00 -0.25 0.00 ••• NOTE: DESIGN IN ACCCRCANCE WITH ASD PROVISIONS FOR TUBES... 6 ST HSST3.5X3.SX0.125 (AISC SECTIONS) PASS AISC- 112-1 0.076 23 0.05 T 0.01 -0.30 0.00 •••NOTE: DESIGN 1N ACCCRDANCE W17H ASD PROVISIONS FOR TUBES... 7 ST HSST3.SX3.SXO.125 IAISC SECTIONS) PASS AISC- H1-3 0.011 21 0.03 C -0.02 -0.27 0.00 ••• NOTE: DESIGN IN ACCORDANCE W17H ASD PROVISIONS FOR TUBES... 6 ST NSST3.5X3.SX0.125 (AISC SECTIONS) PASS AISC- H2-1 0.076 23 O.DS T -0.01 -0.30 0.00 ••• NOTE: DESIGN IN ACCORDANCE WITH ASD PROVISIONS FOR TUBES• -- 9 ST HSST$X6KO.IBB (AISC SECTIONS) PASS AISC- K1-3 0.231 23 2.66 C -1.28 -1.21 0.00 ••• NOTE: DESIGN IN ACCORDANCE WITH ASD PROVISIONS FOR TUBES - 10 ST HSSTBX6XO.1S/ IAISC SECTIONS) PASS AISC- H1-3 0.238 23 2.86 C 1.28 -3.27 0.00 ••• NOTE: DESIGN IN ACCORDANCE WITH ASD PROVISIONS FOR TUBES... P.ge S el 9 N:IS,-AAO_P0119er.4A.Yf1AAH2OX31112fIS10.VQOXI11Wt 1261 S.An1 cl Nw 4 of a STAAC SPACE Fridey, S.ptdnb- 01, 2006, 08:41 AM -- PAGE NO. 7 ALL UNT'TA ARE - RIP FLIT (rMA2S OTHERNIac NOTED) aW1o3OK TAB71 RESULT/ CRITICAL COND/ RATIO/ LOADING/ rx NT ME I.00AT ION :l S7 HSSTPX6X0.180(AISC SECT'ONS) PASS AISC-HI-3 0.632 27 4.37 C 7.17 -5.69 U.00 •••N07 E: DESIGN 1N ACCORDANCE WITH ASD PROVISIONS FOR TUBES... l2 ST H53Temm.108(AISC SECTIONS) PASS Al SC- HI -3 0.632 21 4.17 C -3.17 -0.69 0.00 'N07 E: DESIGN IN ACCORDANCE W TH ASD PROVISIONS FOR TUBES.. l3 5T HSSTIOX4X0.194 (AISC SECTIONS) PASS ArSC- NI -1 0.293 21 0.11 T -1.73 1.35 0.00 •••NCi E: MiCH IN ACCORDANCE WTTH ASD PROVISIONS FOR TUBES... 11 ST IISCTlOX1X0.188 (AISC SECTIONS) PASS 4 ISC-N2-1 0.293 27 0.11 T 1.73 1.15 0.00 ••'NGT E: DESIGN 1N ACCORDANCE WITH ASD PROVISIONS FOR TUBES••• f.ST HSST 10%4X0.186 (AISC aECTIONe) P4 33 AI 3C- N2-1 0.286 21 8.42 T 1.71 1.31 0.00 ••'NOTE: OE31GN IN ACCORDANCE WITH ASO PROV13IONS NR TU8E3•11 11 ST H31T ICX1X0.119 (AISC SECTIONS) PASS AISC- H2 -t 0.206 27 0.42 T •1.71 1.31 0.00 •••NOTE: DESIGN IN ACCORDANCE W1T11 ASO PROVISIONS FOR TURFS... �ST HS STS%1X0.108(AISC SECTIONS) PASS AISC- H1.3 0.135 21 3.65 C 0.37 -1.10 '3.02 '•'NOTE: UESIGN IN ACCORDANCE WTTH ASO PROVISIONS FOR TUBES—iN ST IISSTOM0.100 (AISC SECTlON91 PASS AISC- HI -3 0.135 71 3.65 C -0.37 -1.10 1.82 •••NOTE: DESIGN IN ACCORDANCE WITH ASD PROVI9rm FOR TUBES••• 19 ST HS5T 0%IXO.IIS (AISC 5ECTIONSI PASS A[SC- H1-1 0.790 21 3.76 C -7,91 -9.00 10.12 '•• NOTE: DESIGN 1N ACCORDANCE WITH ASU PROVISIONS FOR TUBES••• 2U 57 H357ex4X0.188 (AISCSECTIONS) PASS AISC- H1-1 0.790 2l 3.76 C 2.93 -0.80 10.12 '••NOTE: CELIGN IN ACCORDANCE WITH ASD PROVISIONS FOR TUBES••• 31 LT HS5 7 10X1%0.106 (AISC SECTIONS) PASS A15C- Hl -3 0.160 21 2.54 C 0.19 -3,27 0.00 ••'NOTE: DESIGN IN ACCORDANCE WITH ASD PROVISIONS FOR TUBES••• 12 57 HSST IUX4XU.180 IA ISC 5ECTION31 PASS AISC- 111-3 0.142 2l 5.53 C -0.01 -2.32 0.00 H:IS TAAD_PoligonlRANIAAN70X311/7 i111AAN70%211N /767f.4n1 Fridey, SPptarNbe 01, 2006, 08:41 AM STAAO SPACE -- PAGE NO. i "'NOTE: DESIGN IN ACCORDANCE WITH ASD PROVISIONS FOR TUBES... 23 ST HSST10X4XO.1B8 (AISC SECTIONS) PASS AISC- H1-7 0.160 24 2.51 C -0.19 -3.27 0.00 •'• NOTE: OF IN ACCORDANCE WITH ASD PROVISIONS FOR TOM... 2/ ST HSSTLDX4%0.18/ (AISC SECTIONS) PASS AISC- N1-1 0.142 21 5.53 C 0.08 -2.32 0.00 •••HOSE: DES ION IN ACCORDANCE WITH ASD PROVISIONS FOR TUBES... 25 ST HS ST6%1X0.125 (AISC SCC- TONS ) PASS AISC- H1-1 0.502 21 7.81 C 0.00 2.28 0.00 209. FINISH "••"••••• END OF THE STAAD.PL RUN ......••••• .... DATE- SEP 1,2006 TIME- 8:12:17 •••• ............................................................ ` • For gv.•t[ona on STAAO. Pro. pl•Aee e - • R•saarcn Engin•ere Otlicae ac the folloringnlou Ilona ' T•IWphona Email • USA: •I 17111971-2500 •�ppe re9reaorA.eOw CANADA •1 19051632-6771 det•chlodandttech.con • A CANADA •l (604)629 6017 etaAdOdwcD.coR UK .4112/50207-000 aupporto".1. co. u4 FRANCE -31(0)1 6455100/ Suppott8 nel.co.uk • GERMANY •19/971//0168'71 lntoY [11q.d• WORWAT .Il 67 57 21 30 of dr no ' S [N DA s65 6225-6015/16 iuppo[CBr•i ASIA. nes ' INDIA •91(033)2357-7575 [uppo[t6ea leu csa. 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Copyright laws protect the style and visual appearance of the structure while patents may protect other parts of the design. BUILDING TYPE: RAM20X34TGAS JOB NUMBER: 42889 DRAWING NOTES MATERIALS ASTM DESIGNATION TUBE STEEL A-500 GRADE B LIGHT GAGE COLD FORMED A-570 GRADE 55 STRUCTURAL STEEL PLATE A-36 ROOF PANELS (STEEL) A-446 ANCHOR BOLTS — 1/2" DIAM A-307 ANCHOR BOLTS — 3/4" AND LARGER A-36 HIGH STRENGTH BOLTING ALL HIGH STRENGTH BOLTS ARE A-325 WITH HEAVY HEX NUTS AND ARE TO BE INSTALLED BY THE 'TURN—OF—THE—NUT" METHOD SPECIFIED IN THE NINTH EDITION OF THE AISC "SPECIFICATION FOR STRUCTURAL JOINTS USING ASTM A325 OR A490 BOLTS" PER SECTION 8 D (1). A-325 BOLTS MAY BE INSTALLED WITHOUT WASHERS WHEN TIGHTENED BY THE "TURN—OF—THE—NUT" METHOD. IT IS THE RESPONSIBILITY OF THE ERECTOR TO INSURE PROPER TIGHTNESS. ALL WELDING IS PERFORMED BY AWS CERTIFIED WELDERS AND CONFORMS TO THE LATEST EDITION OF AWS D1.1 OR D1.3 AS REQUIRED. IF THESE DRAWINGS ARE SEALED, THE SEAL APPLIES ONLY TO THE MATERIALS SUPPLIED BY POUGON AND PORTERCORP AND IS NOT INTENDED AS THE SEAL OF THE ENGINEER OF RECORD FOR THE ENTIRE PROJECT. PARTS SHOWN MAY BE UPGRADED DUE TO STANDARDIZED FABRICATION. REFER TO THE SHIPPING BILL OF MATERIALS FOR POSSIBLE SUBSTITUTIONS. FOR PROPER FIELD INSTALLATION OF THE BUILDING IT IS RECOMMENDED THAT THE PRIMARY FRAMING INSTALLER AND THF ROOF INSTALL FR Have A kAIn1IMUM OF FIVE (5) YEARS OF DOCUMENTED EXPERIENCE INSTALLING THIS TYPE OF PRODUCT. FABRICATOR APPROVALS CITY OF LOS ANGELES, CA APPROVED FABRICATOR #1596 CITY OF HOUSTON, TX APPROVED FABRICATOR #470 COUNTY OF SAN BERNARDINO, CA APPROVED FABRICATOR #173 CLARK COUNTY NEVADA APPROVED FABRICATOR #264 t DRAWING LIST SHEET 1-1.1: CENTER OF COLUMN LAYOUT/FOOTING SHEET 2: FRAME ASSEMBLY SHEET 3-3.1: FRAME CONNECTION DETAILS SHEET 4: T&G ROOF LAYOUT SHEET 5-5.1: ROOF CONNECTION DETAILS JOB NAME: WASHINGTON OAKS PARK JOB LOCATION:SANDFORD, FL DESIGN LOADS CODE: 2004 FLORIDA BUILDING CODE LIVE/SNOW LOAD: 30 PSF DEAD LOAD: 7 PSF + STRUCTURE DEAD WEIGHT WIND SPEED: 150 MPH EXPOSURE: C I = 1.0 SEISMIC: GROUP 1 SEISMIC CLASS: D SAFETY FACTOR 1.5 A.F. Webber III, P.E. Consulting Engineer (954) 849-5831 P.O. Box 220054 Hollywood, Florida 33022 Fla. License No. 22203 THIS SEAL IS VAUD, IF AND. ONLY IF, THIS PRODUCT IS MANUFACTURED AND SUPPLIED BY PORTERCORP. THIS SEAL PERTAINS ONLY TO THE MATERIALS SUPPLIED BY POUGON. THIS SEAL DOES NOT SERVE. AS OR REPRESENT - THE PROJECT' ENGINEER OF RECORD AND SHALL NOT BE CONSTRUED AS SUCH. pF SEEEi n • k'�'9E0 �� PROFESSIONAL MEMBER �n D NOTE: THE EDGE OF CONCRETE HAS BEEN TAKEN AS 12 INCHES FROM CENTER OF THE COLUMN FOR ALL DESIGN VALUES FOR THE ANCHOR BOLTS. IF THERE IS LESS CONCRETE COVER THAN THE 12 INCHES, THE POLIGON ENGINEERING DEPARTMENT MUST BE CONSULTED. BOLT SETTING TEMPLATES ARE PROVIDED WITH POLIGON ANCHOR BOLT KIT. 01j" ELEC ACCESS ARROW TIP ON TEMPLATE HOLE POINTS TO TRUSS SIDE TEMPLATEx \ OF COLUMN OUTLINE CENTER OF COLUMN, J ANCHOR BOLT PATTERN & TEMPLATE LL_ rNo� \ �� i 04" ANCHOR BOLT HOLE (4) PLCS J \/X\, / r � 2j" REF. 1 ANCHOR BOLT PATTERN BASE PLATE SIZE:7x11x1/2" ELECTRICAL ACCESS HOLE IS ALWAYS LOCATED IN THE COLUMN BASE PLATE AS SHOWN. BE SURE TO KEEP THE ANCHOR BOLT TEMPLATE PROPERLY ORIENTED WHEN ELECTRICAL ACCESS TO THE COLUMN IS REQUIRED. TEMPLATE MUST BE REMOVED BEFORE INSTALLING COLUMNS, COLUMN/S C1 Force REACTION TYPE DEAD LOAD (DL) Vertical Dead Load (+) 600 Max. Vertical Uplift Force (—) —4.78 Max. Vertical Downward Force (+) E0 C - Max. Horzontal Shear Force N m in 21 TL (DL+LL) Max. Overturning Moment Controlling Load Case Force Unit DEAD LOAD (DL) 2.15 kip 27 WZ1 (.6DL+WZUP) —4.78 kip 21 TL (DL+LL) 6.89 kip 21 TL (DL+LL) 0.62 kip N/A 0.00 1 kip—ft hME: THE COLUMN REACTIONS SHOWN IN THE TABLE ABOVE ARE SERVICE OAD4 ONLY FOR EACH COLUMN. NO FACTORS OF ANY KIND HAVE BEEN APPLIED TO THESE LOADS. A LICENSED ENGINEER FAMILIAR WITH THE LOCAL SOILS CONDITIONS MUST PERFORM THE DESIGN OF THE FOUNDATION. THIS DRAWING IS NOT A FOUNDATION DESIGN, R IS SUBMITTED FOR REFERENCE OF THE ANCHOR BOLT LOCATIONS. THE STRUCTURE HAS BEEN DESIGNED AS AN OPEN STRUCTURE (NO WALLS) - UNLESS NOTED OTHERWISE. IF WALLS ARE TO BE ADDED TO THE STRUCTURE THE POLIGON ENGINEERING DEPARTMENT MUST BE CONSULTED - 29' -21j" COLUMN CENTER TO CENTEF EF GEN��� Fz �O CIV GOv 1� 01/2" ANCHOR BOLT (4) PLCS PER CONNECTION (16) REQUIRED CENTER OF COLUMN LAYOUT CD -<U I COLUMN I + -1U j" NUT & WASHER I �I I /- (4) PLCS E _ 1/2X 10" I I NOTE: ANCHOR BOLT - -0 X2-0 SIMPSON SET OR Y2"0 HILTI (4) PLCS VIII VIII HY-150 EPDXY ANCHORS ARE ACCEPTABLE SUBSTITUTIONS FOR THE CONCRETE FOOTING I� �IIII) 1/2"x10" ANCHOR BOLTS. (NOT BY POLIGON)I— —� —• — I EPDXY BOLTS ARE TO BE FULLY II-111—III-III—T THREADED A36 OR EQUIVALENT, WITH A MINIMUM OF 6 %" EMBEDMENT. ANCHOR CONNECTION 4 A.F. Webber III, P.E. Consulting Engineer (954) 849-5831 P.O. Box 220054 Hollywood, Florida 33022 Fla. License No. 22203 THIS SEAL IS VALID, IF AND ONLY IF, THIS PRODUCT IS MANUFACTURED AND SUPPLIED ErY PORTERCORP. THIS SEAL °ERTAINS ONLY TO THE MATERIAL: 11PPLIED By POLI.AN. THIS SEAL DOES NOT SERVE AS - OR REPRESENT - IH-"' PROJECT ENGINEER OF RECORD AND SHALL N(,T BE �ON_'RUED ti SUCH. J ej om w Y z w 6T U 00 J N 0 I O h < N CD 4' � _ M zX w = O U p Q M zd � � 3 r o 0 U w cc a. SHEET 1 i NOTES 1. PROVIDE PLYWOOD COLLAR AROUND FOOTING HOLE TO PREVENT DIRT FROM FALLING IN THE HOLE. 2. VIBRATE CONCRETE FULL DEPTH OF FOOTING. FI EO. a.00 Fr J V in COLUMN FOOTING DETAIL IYP. 'OLUMN = 2500 psi NFORCING BAR E.W., T&B FOUNDATION NOTES: 1. ALL MATERIALS AND WORKMANSHIP SHALL CONFORM TO THE REQUIREMENTS OF THE APPLICABLE EDITION OF THE 2004 FLORIDA BUILDING CODE, AND ALL APPLICABLE STATE & LOCAL ORDINANCES AND REQUIREMENTS. 2. THE CONCRETE DESIGN IS BASED ON A 28 -DAY STRENGTH OF 2500 PSI BUT THE CONTRACTOR IS URGED TO USE A 28 -DAY STRENGTH OF 3000 PSI. TYPE V CEMENT IS RECOMMENDED. 3. ANCHOR BOLTS SHALL BE A307 QUALITY AND RECOMMENDED TO BE THE "HEADED" TYPE BOLT IF NOT. USING THE ANCHORS SUPPLIED BY THE MANUFACTURER OF THE SHELTER. 4. NO SOILS REPORT HAS BEEN UTILIZED IN THE SIZING OF THE FOUNDATION SHOWN. THE ALLOWABLE SOIL BEARING PRESSURE HAS BEEN ASSUMED TO BE 1500 PSF, "NON -SITE SPECIFIC". IF A SOILS REPORT OR SOILS ENGINEER IS USED, THE RECOMMENDATIONS FROM THE REPORT OR THE ENGINEER SHALL BE FOLLOWED OVER WHAT IS SHOWN. 5. THE SPREAD FOOTING SHALL BEAR ON COMPETENT UNDISTURBED SOIL OR 95% COMPACTED FILL. IF SIGNS OF ORGANIC MATERIAL, UNCONTROLLED FILL, CLAY OR SILT, HIGH WATER TABLE OR OTHER POSSIBLE DETRIMENTAL CONDITIONS ARE FOUND, INSTALLATION OF THE FOUNDATION MUST BE DISCONTINUED AND A SOILS ENGINEER CONTACTED. THE SOILS ENGINEER MUST THEN EVALUATE THE SOIL PROPERTIES BEFORE THE FOUNDATION CAN BE INSTALLED. A LOCAL FOUNDATION DESIGN ENGINEER MUST THEN REDESIGN THE FOUNDATION BASED ON THE NEW SOILS CONDITION. 6. ALL CONCRETE INSTALLATION SHALL CONFORM TO THE REQUIREMENTS OF THE AMERICAN CONCRETE INSTITUTE (ACI) BUILDING CODE, ACI 318, LATEST EDITION AND ALL STATE & LOCAL ORDINANCES AND REQUIREMENTS. 7. THE REINFORCING STEEL SHALL BE NEW AND UNUSED AND SHALL CONFORM TO THE REQUIREMENTS OF ASTM A615, GRADE 60. 8. WITHOUT A SOILS REPORT AND SUBJECT TO SECTION 1904.3 SULFATE EXPOSURE, THERE ARE ADDITIONAL REQUIREMENTS ON THE CONCRETE STRENGTH AND W/C RATIO PER TABLE 1904.3. WITHOUT A VALID REPORT YOU MUST ASSUME THAT THE SULFATE EXPOSURE IS SEVER (SEE TABLE). SULFATE WATER-SOLUBLE SULFATE IN CEMENT MAXIMUM W/C EXPOSURE SULFATE IN SOIL WATER TYPE RATIO BY WEIGHT BY WEIGHT (ppm) NEGLIGIBLE 0.00-0.10 0-150 --- --- II,IP MS , MODERATE 0.10-0.20 150-1,500 IS MS ,P MS 0.50 SEVERE 0.20-2.00 1,500-10,000 V 0.45 VERY OVER OVER V PLUS SEVERE 2.00 10,000 POZZOLAN 0.45 "THE HIGHER STRENGTH CONCRETE IS FOR SULFATE RESISTANCE ONLY, THEREFORE NO SPECIAL INSPECTION IS REQUIRED. THE FOUNDATION DESIGN CONTAINED HEREIN IS NOT SITE SPECIFIC, BUT BASED ON TABLE 1804.2 OF THE 2004 FBC, CLASS 5 SOIL MATERIAL. THE BUILDING OFFICIAL IN THE JURISDICTION OF WHICH THIS STRUCTURE IS LOCATED, MAY REQUIRE THAT A SITE SPECIFIC GEOTECHNICAL REPORT BE PROVIDED AND BE INCORPORATED IN THE SUBMITTAL DOCUMENTS. A.F. Webber III, P.E. Consulting Engineer (954) 849-5831 P.O. Box 220054 Hollywood, Florida 33022 Fla. License No. 22203 I THIS SEAL IS VALID. IF AND ONLY I', THIS PRODUCT IS MANUFACTURED AND SUPPLIFD ;� PDRTFRCORP. THIS SEAL PERTAINS ONLY TO THE MATERIkS :UPPI!EO E`" PO. WN. :HIS SELL DOE<_ NOT SERVE k: - ^P RFPRESEHt - -Hi NRi;.1ECT ENGINEER ? R. -,-.ORD MIG SHA::. !..i: 3E AS t;V::H. J Ld J m O (n W J Y i W V 00 o CO N Z O I Ln O N U O M X 0 S N Q Q m z o W 3 Z J 0 3 o v U p z U [] W �+ O a z c SHIFT L 2 -. 5" -.r.......... r.- ELEVATION VIEW 30032260 TRUSS TAIL HSS3.5x3.5xl/8 34" 40000348 END PURLIN HSS8x4x3/16 96 1/8' 40000349 SIDE PURLIN HSS8x4x3/16 264 1/Q 30032265 RIDGE BEAM WELDMENT HSS6x4xl/8 165" 30032261 TRUSS HSS10x4x3/16 122 1/2 30032262 END TENSION MEMBER HSS8x6x3/16 183 5/6 30032263 SIDE TENSION MEMBER HSS6x6x3/16 351 5/6 30032264 COLUMN HSSSlDx6x3/16 106 1/8 PART NUMBER DESCRIPTION MEMBER SIZE LENGTH NOTE: THE ROOF SLOPE IS SHOWN ON THE ROOF LAYOUT SHEET I J } J m o � } W J Y m 2 Q1 � U W OODO N In N Q t0 O W N � N C7 M X O = N a a z Liz 0 0 A.F. Webber III, P.E. Consulting Engineer (954) 849-5831 P.O. Box 220054 Hollywood, Florida 33022 Fla. License No. 22203 z 0 w X o O a (V Q 3 n 0 0 N d' L �v / 0 U Z � r CJ W z a IC3 � A � W a 0 a THIS SEAL IS VAUD, IF AND ONLY IF, THIS PRODUCT o IS MANUFACTURED AND SUPPLIED 8Y PORTERCORP. w THIS SEAL PERTAINS ONLY TO THE MATERIALS SUPPLIED BY PDUGON. w THIS SEAL DOES NOT SERVE AS - OR REPRESENT - THE PROJECT a ENGINEER OF RECORD AND SHALL NOT 8E CONSTRUED AS SUCH. a SHEET 2 III PURLIN TRUSS 'URLIN 4 x 1 1 /4" SCREWS (030026) (4) ALONG SIDE (3) ALONG TOP EACH CONNECTION PURLIN CONNECTIONS @ TRUSS CORNER TRUSS P-100 ATTACH C—TUBE COVER (30006673) W/2 POP RIVETS (030105) PER CLEAT 3/8" PLATE COMPRESSION TUBE WELDED TO RIDGE BEAM 3/4" x 2" BOLT HXB0030) 2) PLCS RIDGE BEAM EACH CONNECTION CORNER TRUSS CORNER TRUSS CONNECTIONS @ COMPRESSION TUBE T-452 COLUMN NOTES: ALL HIGH STRENGTH BOLTS ARE A-325 BOLTS AND ARE TO BE INSTALLED BY THE -TURN OF THE NUT' METHOD AS SPECIFIED IN THE 9TH EDITION OF THE AISC 'SPECIFICATION FOR STRUCTURAL JOINTS USING ASTM A325 OR A490 BOLTS', SECTION 8 D (1). A-325 BOLTS MAY BE INSTALLED WITHOUT WASHERS WHEN TIGHTENED BY THE -TURN OF THE NUT" METHOD. IT IS THE RESPONSIBILITY OF THE ERECTOR TO INSURE PROPER TIGHTNESS. INSPECTION OF HIGH STRENGTH BOLTING, IF REQUIRED SHAT L BE IN ACCORDANCE WITH THE REQUIREMENTS OF THE GOVERNING BUILDING CODE. *COVER PLATE ERECTION OF THE FRAMING MEMBERS WILL REQUIRE THE MAIN COLUMNS TO BE PLUMB, ASSEMBLY SQUARE AND TIGHTENED BEFORE INSTALLING THE PURLINS. PURLINS, IF REQUIRED, MUE BE PARALLEL TO THE EAVE BEAMS AND TENSION MEMBERS. UNLESS THE BUILDING HAS A FACTORY APPLIED POWDERCOAT, E -COAT OR GALVANIZING, THE FRAME WILL BE PRIME PAINTED AND WILL BE REQUIRED TO BE FINISH PAINTED IN THE FIELD WITH ALL THE PAINT, MATERIALS AND LABOR NOT BY POLIGON (PORTERCORP,INC.). REFER TO FINAL SALES ORDER. /2" NUT I) PLCS TOUCH-UP PAINT MUST BE APPLIED TO ALL EXPOSED BOLTS & NUTS. PERIODIC TOUCH-UP AT THESE BOLTED CONNECTIONS IS A MUST. '2" WASHER (030204) *COVER PLATE ASSEMBLY CONSISTING OF: (1) PLATE (231-0380) (1) STRAP (231-0381) (1) SCREW (030015) PINNED BASE Al A TRUSS 3/4" NUT XN006) ((2) PLCS TENSION MEMBER 030105 POP RIVET 10 30006673 C -TUBE COVER PLATE 2 UC46F18 U -CLIP, 120'L 6 UC461778 U -CLIP, 102.25'L 2 UC46F18 U -CLIP, 54.25'L 2 HXB0051 1 X 2-1/2- BOLT 16 030026 1-1/4* ONE STEP SCREW 65 030025 3/4- ONE STEP SCREW 19C HXN005 5/8' NUT 8 HXN006 3/4- NUT 8 HX80030 3 4' x 2' BOLT 8 030015 SCREWS 4 231-0381 COLUMN PLATE STRAP 4 231-0380 COLUMN PLATE 4 3/8" PLATE W/ 1/4" FLANGE TENSION MEMBER 5/8" NUT -(HXN005) (2) PLCS COLUMN —TRUSS TAIL A 1" X 2 1 2" BOLT 5/8" PLATE W/ I IHXB0051 1/2" FLANGE (2) PLCS EACH CONNECTION 3/8" PLATE TENSION MEMBERS, TRUSS, & TRUSS CONNECTIONS @ COLUMN ATTACH UC46F18 U—CLIP TO 30032263 (2)®120" & (1)®102.25" ATTACH UC46F18 U—CLIP TO 30032262 (1)0120" & (1)054.25" A.F. Webber III, P.E. Consulting Engineer (954) 849-5831 P.O. Box 220054 Hollywood, Florida 33022 Fla. License No. 22203 z a 3 0 IS V z THIS SEAL IS VAUD, IF AND ONLY IF, THIS PRODUCT a IS MANUFACTURED AND SUPPLIED BY PORiERCORP. W THIS SEAL PERTAINS ONLY TO THE MATERIALS SUPPLIED BY POLM,ON. THIS SEAL DOES NOT SERVE AS - OR REPRESEW. - THE PRa.IECT ENGINEER 0' RECORD AND SHALL NOT BE CONSTRUED AS SUCH. J W N J J Q w o � 00 � Y U Z w � U 00 ~04 L) Z 0 1 Z V1 o U N Ld M Q x S N Q in z d Z J 3 �% N D O SHEET I INSIDE FACE --\ 1 1 1 Irl ,,— OUTSIDE FACE 0 3/4" ONE STEP SCREW 12" O.C. BOTH SIDES O (030025) U -CLIP CONNECTION AT i I r _ t 3 A.F. Webber III, P.E. Consulting Engineer (954) 849-5831 P.O. Box 220054 Hollywood, Florida 33022 Fla. License No. 22203 Z 0 a 3 n 0 0 V V I \ TX:S SEAL IS VALID, IF AND ONLY IF, THIS PRODUCT IS MANUFACTURED AND SUPPLIED BY PORTE.RCORP. THIS SEAL-EP;TAINS ONLY TO THE MATERIALS SUPPLIED BY POLIGON. _ rH:S S. -Ai. DOES N^T. SERVE AS - OF '[PRESENT - THL PROJECT -NSINEEn OF RECDRE AND 341i' NC: BE CONSTRU - T- SUZH.1 r W 0 a SHEET 3.1 �L��J�V 1� In LIY�U LI\ 1'-10j" REF. SECTION A—A SPIE GRADING RULES FOR 2" x 6" — No. 2 Slope of Groin: 1' in 8" Decay: Heart center, 1/3 thickness x 1/3 width Holes: 1-1/2" (one or equivalent in each 21f.) Knots: Edge 1-7/8" (one or equivalent in each 2 If.) Centerline: 2-7/8 (one or equivalent in each 2 If.) Unsound Knots: 1-1/4" (one or equivalent in each 2 If.) Checks: Surface checks not limited Splits: Equal to 1-1/2 times the width Wave: 1/3 thickness x 1/3 width x full length or equivilent, must not exceed 2/3 thickness x 1/3 width for up to 1/4 of the length. Bow: loft. - 1-1/2". 12ft. - 2", 14ft. - 2-1/2". 16ft. - 3-1/4" Crook: 10ft. — 7/16`, 12ft. — 5/8". 14ft. — 3/4", 16ft. — 7/8" RIDGE BEAM NOTE: EACH PLANK MUST BE FASTENED TO THE FRAME WITH (2) SELF DRILLING SCREWS ® EACH PLACE THE PLANK PASSES OVER A FRAME MEMBER. NOTES: 1. SHELTERS WITH TONGUE & GROOVE DECKING HAVE THE SAME FRAME AS ALL STEEL SHELTERS. 2. FASTEN EACH PLANK TO THE STEEL FRAME WITH (2) #12 x 2.75 TRAXX/4 SCREWS PER CONNECTION. 3. ALL TONGUE & GROOVE DECKING IS SOUTHERN YELLOW PINE #2 & BETTER. THE T&G PROVIDED MAY CONTAIN SOME MINOR IMPERFECTIONS. REMOVE THESE IMPERFECTIONS AS REQUIRED AND USE REMAINDER OF MATERIAL TO ATTAIN MAXIMUM YIELD. 4. NO END JOINTS IN DECKING WITHIN 24" OF TENSION MEMBER. 5. A MINIMUM OF 24" SPACING IS REQUIRED BETWEEN ALL ADJACENT END JOINTS. SIDE ROOF LAYOUT FOR BEST APPEARANCE POLIGON SUGGESTS THAT ALL END JOINTS BE MITERED 0 45' TO BEGIN: SNAP A CHALK LINE TO MARK CENTERS OF COMPRESSION RING AND TENSION MEMBER. LOCATE FIRST TWO PLANKS EACH SIDE OF THE LINE AND WORK OUT TO THE CORNERS. MAKE SURE PLANKS ARE LONG ENOUGH TO COVER EAVE, TRUSSES, AND THE CENTER OF THE PEAK. A.F. Webber III, P.E. Consulting Engineer (954) 849-5831 P.O. Box 220054 Hollywood, Florida 33022 Fla. License No. 22203 050020 DRIP EDGE. 10' 11 030323 ROOFING NAIL, LB 35 050011 FELT 30/, ROLL 4 050003 ASPHALT SHINGLE, NICKEL GRAY 11 So 110040-12 CEDAR FASCIA, 12 FT PCS 8 110040-10 CEDAR FASCIA, 10 FT PCS 2 030325 2' DECK SCREWS 120 030035 WOOD TO METAL SELF DRILLING SCREWS 1480 110022 T&G DECKING 16 FT PCS. 128 PART NUMBER DESCRIPTION OTY FOR BEST APPEARANCE POLIGON SUGGESTS THAT ALL END JOINTS BE MITERED 0 45' TO BEGIN: SNAP A CHALK LINE TO MARK CENTERS OF COMPRESSION RING AND TENSION MEMBER. LOCATE FIRST TWO PLANKS EACH SIDE OF THE LINE AND WORK OUT TO THE CORNERS. MAKE SURE PLANKS ARE LONG ENOUGH TO COVER EAVE, TRUSSES, AND THE CENTER OF THE PEAK. A.F. Webber III, P.E. Consulting Engineer (954) 849-5831 P.O. Box 220054 Hollywood, Florida 33022 Fla. License No. 22203 WOOD TO METAL SELF DRILLING SCREW SCREW SECTION © RIDGE WOOD TO METAL SELF DRILLING SCREW (030035) (2) PER BOARD 1"x4" CEDAR FASCIA (110040) DECK SCREWS (030325) STAGGERED 24" O.C. 1jx2 NAILER (RIPPED FROM 2x6 T&G) TENSION MEMBER TG -500 T&G DECKING SECTION @) EAVE WOOD TO METAL SELF DRILLING SCREW (030( T&G DE SECTION @ PURLIN WOOD TO METAL SELF DRILLING SCREW TG -600 SECTION 0 TRUSS 1 -00 i 1 030035 #12-24x2.75 TRAXX/4 SCREW 030325 #6x2" GALVANIZED DECK SCREW 030323 1 1/4' GALVANIZED ROOFING NAIL NOTE: ALL MATERIALS ARE CALLED OUT ON SHEET 4 A.F. Webber III, P.E. Consulting Engineer (954) 849-5831 P.O. Box 220054 Hollywood Florida 33022 J W V) J J y y Q m W I- o w O v W Q U � ~ tV W rd Z O O t\ N U � � 0 IX1X')O 0 0 = N a Q o- m z o z � o 0 U CD Fla. License No. 22203 W M X a _ a 3 � 0 0 x U C } a 0 V U f. z U � W Z 0 C 0 U d Z L F - SHEET THIS SEAL IS VAUD. IF AND ONLY IF. THIS PRODUCT < IS MANUFACTURED AND SUPPUED By PORTERCORP. _ TH!S SFAL PERTAINS ONLY TO THE MATERALS SUPPLIED dY POLK'AN. ` 1{ THIS SEAL DOES NOT SEFv AS - ::R R"_PRE— _ THE ENGINEER 0= RECORD AND ',HSL'! AOT EF -ONSTRoE', AS -UGH. r WOOD TO METAL SELF DRILLING SCREW SCREW SECTION © TRUSS TAIL w ® U a = i U s 03003 0300�� � 5 Q 12-24x2.75 TRAXX/4 SCREWcr- •=, CL al 03032 #6x2" GALVANIZED DECK 41 SCREW 030323 1 1/4" GALVANIZED ROOFING NAIL NOTE: ALL MATERIALS ARE CALLED OUT ON SHEET 4 A.F. Webber III, P.E. Consulting Engineer (954) 849-5831 P.O. Box 220054 Hollywood, Florida 33022 Fla. License No. 22203 u 0 z � M 0 0 a r\i a 0 0 r 2 O � r —^ U W Z 0 Qf G. z :J jl"ILLI THIS SEAL IS VALID, IF AND ONLY 1=, 14:S PRODUCT a IS MANUFACTURED AND SUPPUEO hY PORTERCORP. - 1 71145 SEA! P'RTAINS CNL Y TO _ i" l.GTERV: 5 ' »n_Irn v nTy 1fa�'L t �TI{' SEA_ DOES N0: SERV-- r.S ; RLPR:,7. -:.-! - - - !INCIN U LEGEND 1. EXISTING PLAYGROUND 2. EXISTING SWINGS 3. EXISTING FORT (RECOMMEND REMOVAL) 4. EXISTING BASKETBALL COURT (RECOMMEND REHAB) 5.- LADDER CLIMBER 6. PROPOSED PAVILLION W/6 PINIC TABLES 7. PROPOSED TOT LOT 8. PR(lPncrn µ//NGS 9. 10. EXISTING 6' FENCL 11. EXISTING 6' BENCH 12. PROPOSED 5' CONCRETE SIDE WALK 13. PROPOSED 4' FENCE 14 AA 15. PROPOSED BBQ GRILLS 16. PROPOSED WATER FOUNTAIN lWF1 17. PROPOSED (6) TRASH CONTAINERS 18. PROPOSED (4) PARK BENCHES O 19_ PROPOSED (10) OAK TREES Quantity Item Estimated Cost 450 ft- 48" 99 gauge chain link fence installed $3,000.00 450 ft. 60" concrete sidewalk installed $6,500.00 Repair concrete, resurface, restripe basketball court & replace goals & posts $5,500.00 Playground Equipment installed $16,500.00 Picnic Pavilion (20'X34')w/6 tables, 4 park 7 Benches, 6 trash receptacles, 4 BBQ grills & $40,500.00 Drinking Fountain 4800 sq -ft. Sod installed $4,900.00 10 Live oak trees $1,500.00 Irrigation installed for entire park $ 3,800.00 TOTAL Proposed improvements $80,700.00 • Some of these rehab recommendations and proposed amenities could be done in FY phases. • It is assumed that electrical and water for irrigation and fountain can be accessed on site & in-house dept. assistance for utilities connections will be available. DREW NAME DALE IY: CKM tr SOPERMSED By AVENUE D. SHEET 1 10/27/D3 I \� ® __—` 5. p 28.20' CITY PROD. NO_ R' SHEET 3 EXISTING PARK AND AMENITIES TRACT C, LOT, 32 W/PROPOSED AMENITIES N 0 OF SM WORD. FLORIDA DEPARTMENT Of ENGRE13tw4G AND PLANNNG 2 O 6 p p 7 CD N `n 1 inch = 30 ft. TRACT C LOT 32 PROPOSED PARK IMPROVEMENTS AT WASHINGTON OAKS SANFORD FLORIDA SHEET OF _ A.F. WEBBER 111. P.E. CONSULTING ENGINEER. P. O. BOX 220454 YidLLYWOOD, FL 3-5022 954-849-5831 FL. REG. NO. 22203 UPLIFT CALCULATIONS PER FBC 2004, CHAPTER 16 WASHINGTON OAKS PARK — SANFORD, FL — RAM207C34TGAS - #42889 December 5, 2006 Wind Load:150 MPH Importance Factor: I Exposure Categon,: C Area of Roof- 680 s -f. Uplift Force: 680(45)(1.5) = 45,900 lbs. 45,900/150 = 306 c.f. conc. req d. 306/4 = 76.5 e.f per footing Provided; �/VxW- An~ 09its 5(15)(3.25) = 81.25 c.f. provided FOOTING DETAIL