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HIGHER POWER DOORS INFORMATION
HIGHER POWER DOORS Lewis - Port St. Lucie, Florida W To design the 52'-0" x 14'-81/2" Hangar Door for Higher Power Doors. Location is Port St. Lucie, Florida with wind speed of 165 mph. A) ASCE 7-10, "Minimum Design Loads for Buildings and Other Structures" B) AISC "Steel Construction Manual", 14t" Edition C) Computer Analysis and Design Program, "Ram Elements", Version 14.0.0.24 D) Hilti "PROFIS Anchor" Version 2.7.6. 1. Door remains closed or open in a Code specified wind event (i.e.,165 mph). 2. Door will not be open during a snow event, and therefore will not be considered in the analysis. 3. The door may not be operated during a high wind event (i.e., greater than 40 mph). 4. Three computer models will be generated for the analysis and design of the door, due to the variation in support conditions. a) Door in closed position — door supported on the ground. b) Door in opening position — just as it lifts off the floor. c) Door in open position — completely horizontal. 5. Door was modeled as a 52'-0" wide x 14'-81/2" high, however, actual height is 14'-9". By engineering judgment, this is acceptable without re -running the model. RECEIVED SEP 14 2018 ST. Lucie COunt PeY-----inch Jeff Bartoszek, P.E. P.O. Box 766 St. Joseph, MI 49085 0011JURaEgAp©0ff �,� eINR-ro No 73476 f o -33 STATE OF 10 we P 8005- ,' YO N ; i ; oQ®� Page 1 of 73 04/03/2018 e '=3 ;�, ;'�t HIGHER POWER DOORS Lewis - Port St. Lucie, Florida 1 .2 3 4 5 6 719 11 I 1'-12 I 1I-20 I 21 - 34 3-48 I 4 -61 us - 67 -73 pages = 73 J Description Introduction Computer Analysis Methodology Load Discussion Wind Load Data Seismic Load data Rendering Member Sizing Node and Member Identification Computer Analysis Closed Position Opening Position Open Position Calculation Modification Pin - lower Drawing Te®e®®aeeeesa���g�f � �.► % 9"'t•.° Iy®•. (t` Reactions to Building .. No 73476 ,. Deflection 9'° STAVE GF : Anchorage NAL�N���®0 ��Iff1�1110©®9�, Jeff Bartoszek, P.E. P.O. Box 766 St. Joseph, MI 49085 Page 2 of 73 04/03/2018 R HIGHER POWER DOORS Lewis - Port St. Lucie, Florida C(,1 MPUTER ANAL computer models will be generated for the analysis and design of the door, due to the .on in support conditions. a) Door in Closed Position • "X" direction is sideways right, "Y" is vertically up and "Z" is away from door. • Door is supported vertically by a floor slab • Bottom corners of the door are supported in the in/out direction by "keeper" plates mounted to the jamb columns. • Puns at the center of the side verticals are supported in the up/down, in/out and sideway directions • Puns at the tops of the side verticals are supported in the in/out direction • Cam extension on jamb column is not loaded, and therefore is not modeled. • Wind speed =165 mph. • Wind loads are based upon "Component" classification, with effective wind area of the entire door area. • Building is considered as "Enclosed". b) Door in Opening Position • "X" direction is sideways right, "Y" is vertically up and "Z" is away from door. • Door is off the slab and therefore not supported by the floor slab or "keeper" plates. • Pins at the center of the side verticals are supported un the up/down, in/out and sideway directions • Pins at the tops of the side verticals are supported in the in/out direction • Cam extension on jamb column is not loaded, and therefore is not modeled. • Wind speed = 40 mph. • Building is considered as "Partially Enclosed". c) Door in Opened Position • Door is horizontal in a completely open position. • Pins at the center of the side verticals (now near the top of the jamb column) are supported in the up/down, in/out and sideway directions • Pins at the tops of the side verticals (now at the rear of the cam) are supported in the in/out direction • Wind speed =115 mph. • Building is considered as "Partially Enclosed". Page 3 of 73 04/03/2018 I�Yc�a r t• . '•�� 1•i9 ' � 1. •ice t`=' •`4; '`�:, F}. On Ay�GE, t' JR� .1 1: t rr HIGHER POWER DOORS Lewis - Port St. Lucie, Florida SNOW & ICE • Snow and ice are considered to be 0, as door is assumed to be closed during snow and ice events. WIND • The door is considered to be a door which is to be closed or open in a Code specified wind event (i.e.,165 mph). The door may not be operated during a high wind event (i.e., greater than 40 mph). The owner/leasor of the door shall require in lease documents or operation documents that the door shall not be operated when wind speeds are greater than 40 mph. • The door is not considered as an "Awning" or a "Canopy", as it is neither comprised of a lightweight structure as an awning, nor a fixed structure as a canopy. However, the design will meet the Code intent of both awning and canopy. That is, a design wind speed of 40 mph will be used during door repositioning (opening) - as a movable awning, and 115 mph while the door is open or extended - as a canopy. • Use V =165 mph for "closed" position, 40 mph for "opening" and 115 mph for "open' position. • Assume Exposure "C". • Calculate wind pressures using "Component" classification, with area equal to entire door area. • When in open position, consider section outside of building to be as an overhang, and no wind pressure on portion inside of building. • Wind is applied to siding which transfers forces to horizontal members. • See Sheets 5 - 6 for wind forces. SEISMIC • See Sheets 7-9 for Seismic loads. Page 4 of 73 04/03/2018 ob 0 I I F1 I HIGHER POWER DOORS Lewis - Port St. Lucie, Florida WIND LOADING ,DCOOR IN CLOSED POSITION �� Using ASCE 7-10 Chapter 30 for Components and Cladding, Part 1, Risk Category II Wii d Speed V (mph) 165 (Figure Section 26.5-1A) Do r Width (ft) 52 Do �� r Height (ft) 14.71 Do a r Area (sft) 764.92 Ex osure "C" (Section 26.7) Kz 0.85 (Table 30.3-1) Kz 1.0 (Section 26.8) Kd 0.85 (Table 26.6-1) 1 1.0 gh,lpsf) 50.4 (egn.30.3-1) P 7, gh[(GCp)-(GCpi)]) psf) (eqn. 30.4-1) GiLoading Gi Height (1 'I Speed (mph) Width (ft) Height (ft) Area (sft) sure "C" -0.8 (Figure 30.4-1) 0.7 -0.18 (Table 26.11-1) 0.18 P (psf) 44.3 (Enclosed Building) -49.3 Girt Load (#/ft) 2.92 5.88 10.29 will 14.71 Applying load factor of 0.6 for Wind in the RAM model, not this sheet (Per ASCE 7-10, Section 2.4.1) 14.71� 764.92 0.85 (Table 30.3-1) 1.00 (Section 26.8) 0.85 (Table 26.6-1) 1.00 3.0 (eqn. 30.3-1) Page 5 of 73 04/03/2018 P= GCS HIGHER POWER DOORS Lewis - Port St. Lucie, Florida WIND LOADING ih[(GCp)-(GCpi)]) psf) (eqn. 30.4-1) -0:8 (Figure 30.4-1) 0.7 i -0.55 (Table 26.11-1) 0.55 P (psf) 3.7 Use load factor of 1.0 for this case as (Partially Enclosed Building) -4.0 lower wind speed during operation Loading Girt Load (#/ft) 2.92 5.88 1029 14.71 ID OR IN OPEN POSITION OVERHANG ((Chapter 30, Part 6) W �td Speed (mph) 11'S D or Width (ft) 521 D Door or Height (ft) 14.71 Hinge Position (ft) 7.87 Area 764.92 (sft) E ':)osure "C" 0.85' (Table 30.3-1)� 1.0 (Section 26.8) Ka 0.85 (Table 26.6-1) 1 I 1.0 q (psf) 24.5 (eqn. 30.3-1) P " qh"(GCp) psf) (eqn. 30.10-1) G; p -1..1 (Figure 30.4-2A) P (psf) -26.9 Use load factor of 0.6 for this case as (Partially Enclosed Building) severe, non -hurricane event Gi Loading Girt Load (#/ft) GVt eight (ft) (-) 0. -39.3 2.92' -79.1 5.88 , -39.8 Page 6 of 73 04/03/2018 HIGHER POWER DOORS Go Lewis - Port St. Lucie, Florida SEISMIC, • Assume Site Class "D" - stiff soil • Calculate forces assuming door is a non -building structure (similar to signs and billboards) ss:= 0.14 SIM:= 1. 6 • SSS0.224 Sds 2 — 7ns=0.149 3 2 S1:=0.07 S.1:= 2.4 • S, 0.168 Sdl:= 3 • S.1 0.112 Seismic Design Category = "A" (based upon Sds and.Sdl) 4- Use Equivalent Lateral Force Procedure: V = (Cs) x (W) R:= 3.5 Ordinary Moment Frame - Steel I:= 1.0 ..(Importance Factor) -------- Cs Sds 0.043 (must be > 0.030) Therefore, C.":= 0.030 fR� Width:= 52 ft Height 14.71 ft Area:= Width - Height 765 ft2 Q:= 12 lbf 2 ft W:=Area-Q=9179 1bf V:=C.,,-W=275 lbf —0 36lbf — Seismic Force V V=275,lbf is equivalent to Area , — - 2 This is negligible compared to wind force at 165 mph, 115 mph and 40 mph. Therefore, neglect in analysis. a Page 7 of 73 04/03/2018 Created,vviltti Mathcad Exp,-ess. See vvwv,/.mathcad.com for more infori-nation. I I� 1 " �'.. 1 � HI r: �, i 3 8, e �j� � 1• 2 � ,4 ." � / i � ' .� �7 � is ;� ;', J'. ��, 9 g. '.f. i.� ` n y' HIGHER POWER DOORS Lewis - Port St. Lucie, Florida MINIMUM DESIGN LOADS yu tw �u n� 100 0 100 200 300 400 500 Miles {� 100 0 100 200 300 400 500 Kilometers y v _ �Me - ff 20.6 J j � `fit•. �` �.,.1.• ••�. t 41 k, tia3s 9.9 MCI' i j �•`y tb.' I �� ..� 1. 't n.'...-S�' r' , 1, r! �` C FAphnatlon 1 ._i—Y -i. i 4:�` L I .,- 1� 2 -L � •t. , h• 1 ConumH.tu ah,%g —300— —mo—_ 125— —100— —ss— % J r L ' —60— r —70 _60- 30 _25— +���j' � f _ ..fit •'1 10— X t .7 v.,q .,,.. Arras uilhawtutant sDi Aj _ „� s a77r"", a. irgxaur acnimtion ol'IStFi.g e "'•+-10, • • au 1=111"cWmw as aprrernt '+s —10 ofgnvisy. Hadum poim in �70...u. dirrttioa afdcaasis5ccalttrs 6 •f, PUCI[YaiVDUfDfILpP.l 25ptiiSG !/ a.rsLlydanOn C%prCS3P1, 3Sa pt•RC4t 45 1 Cm 35 1 30 1 25 1 FIGURE 22-1 (Continued) 21.3 Page 8 of 73 04/03=18 HIGHER POWER DOORS Lewis - Port St. Lucie, Florida MINIMUM DESIGN LOADS 70 sip 100 0 100 200 300 400 500 Itt,r,rrt,l I I I I I 100 0 100 200 300 400 500 Kilometers ry z ti wM �43 Explanation Contwo Wte xh, %g =1125— — a _75 75— \ —60 —50— -25- -20- —10— —0_ —4_ —2— Anse wish a constant spectral ,4 n:sponse aacler lion of GO°%g —10— Contowz ofspWOI nxiwaw � 10'-'-` azcekYalion �preased as a percent �s� ♦ _10— ofgrnwly. Hwfiw.::luunt in r+T2 ` Y 10 , .. direction ofdareairg values - -- } Point value ofspeclral response � 10.7 attrlennion cxprecsaf a>apen:ent FIGURE 22-2 (Continuer) Page 9 of 73 21.5 04/03/2018 45 1 40 1 35 1 30 1 75 1 so HIGHER POWER DOORS Lewis - Port St. Lucie Florida \V Integrity Structural Engineering, PLLC Current Date: 3/30/2018 11:44 AM Project: Opening 52' x 14'-8 1/2" 40 mph - Lewis - Port St. Lucie, FL Client: Higher Power Doors Structural Engineer: Jeff Bartoszek Job Number: 18038 Comuanv Address: P.O. Box 766. St. Joseph MI 49085 Y- X so HIGHER POWER DOORS Lewis - Port St. Lucie, Florida i Integrity Structural Engineering, PI -LC Current Date: 3/30/2018 12:18 PM Project: Opening 52' x 14'-8 1/2" 40 mph - Lewis - Port St. Lucie, FL Client: Higher Power Doors Structural Engineer: Jeff Bartoszek i Job Number: 18038 �i RndB .� RndBrrj 1-1_2 HSS_RECT 8=1_8 aisiCS 4x2x070 HSS RECT 6X3X3_16 aisiCS x2.�c070 HSS_RECT 6X2X1_8 Page 1 x yr rn t—X1 I i as a* I M HIGHER POWER DOORS Lewis - Port St. Lucie, Florida Integrity Structural Engineering, PLLC Current Date: 3/30/2018 11:50 AM Project: Opening 52' x 14'-8 1/2" 40 mph - Lewis - Port St. Lucie, FL Client: Higher Power Doors Structural Engineer: Jeff Bartoszek Job Number:18038 z t'x Page I I so w HIGHER POWER DOORS Lewis - Port St. Lucie, Floridi i I Integrity Structural Engineering, PLLC I Current Date: 3/30/2018 11:18 AM 104 Project: Closed 52' x 14'-8 1/2" 165 mph - Lewis - Port St. Lucie, FL Client: Higher Power Doors Structural Engineer: Jeff Bartoszek Job Number:18038 ' 'a 105 Y I 04/03/2018 f i L so HIGHER POWER DOORS Lewis - Port St. Lucie. Florid; i Integrity Structural Engineering, PLLC 1 Current Date: 3/30/2018 11:19 AM 14 of 73 Project: Closed 52' x 14'•8 112" 165 mph - Lewis - Port St. Lucie, FL Client: Higher Power Doors Structural Engineer: Jeff Bartoszek Job Number: 18038 r 4p I' - so HIGHER POWER DOORS Lewis - Port St. Lucie Floridays XV f Integrity Structural Engineering, PLLC Current Date: 3/30/2018 11:16 AM Project: Closed 52' x 14'-8 1/2" 165 mph - Lewis - Port St. Lucie, FL Client: Higher Power Doors Structural Engineer: Jeff Bartoszek Job Number: 18038 Comuanv Address: P.O. Box 766. St. Joseph MI 49085 ttJ M 483 i N 329 7,058 261 5 15 of 73 J87 86 307 4308 8 E? so I 00 HIGHER POWER DOORS :wis - Port St. Lucie. Florida yr �v Integrity Structural Engineering, PLLC Current Date: 3/30/2018 11:15 AM Project: Closed 52' x 14'-8 1/2" 165 mph - Lewis - Port St. Lucie, FL Client: Higher Power Doors Structural Engineer: Jeff Bartoszek Job Number: 18038 381 383 384 365 386. 387 821 823824,. 825 826 827 N 839 841 f'" 042 •_-YF-1�0O�^�.Y•843 r 814 mm`.•---• 645 88a 883" am :885 - 886 1^, 887 361 - 38$ 304 305 386 307 00 ■ HIGHER POWER DOORS I awis - Pnrf Sf. I rlrie Flnriri; Integrity Structural Engineering, PLLC Current Date: 3/30/2018 11:21 AM Project: Closed 52' x 14'-8 1/2" 165 mph - Lewis - Port St. Lucie, FL Client: Higher Power Doors Structural Engineer: Jeff Bartoszek Job Number: 18038 314 249 1242 1 } 316 317 J 243 t 316 253 1 29 �N 295N 298 N 313 ji 294 N 315 N 251jJ 297 N 252 N 319 = I _I 1 17of73 \ \ � IhZfl" z , 41 90 HIGHER POWER DOORS I —Ae - Pnrf }R4 I urio Flnrirh Integrity Structural Engineering, PI-I-C Current Date: 3/30/2018 11:34 AM Project: Closed 52' x 14'-8 1/2" 165 mph -Lewis - Port St. Lucie, FL Client: Higher Power Doors Structural Engineer: Jeff Bartoszek Job Number: 18038 Company Address: P.O. Box 766 St. Joseph MI 49085 i ! 294 f 254 ! - 21 - F 322 r 246 k 24 t 32S ! - 67 �-T246' t 259 ! f 239 ":I! 265 TJ 323 IN 2U6[i 256- N 326 fJ.24W 327N 259rl 301' z- th Page 18 of 73 04/03/2018 00 HIGHER POWER DOORS I ewia _ Pnrt Rf_ I imie Florin; Integrity Structural Engineering, PLLC Current Date: 3/30/2018 11:20 AM Project: Closed 52' x 14'-8 1/2" 165 mph - Lewis - Port St. Lucie, FL Client: Higher Power Doors Structural Engineer: Jeff Bartoszek Job Number: 18038 S, g 847 \623/1.\62/ 851 852 626\115/ \61/858 � ffi 601 603 646 I6 604 850 605Im 606 607 857 (� m 73 HIGHER POWER DOORS Lewis - Port St. Lucie, Florida - — -_T10 — - - Integrity Structural Engineering, PLLC Current Date: 3/30/2018 11:35 AM Project: Closed 52' x 14'-8 1/2" 165 mph - Lewis - Port St. Lucie, FL Client: Higher Power Doors Structural Engineer: Jeff Bartoszek l Job Number: 18038 6:8\12/' \16/8a1 630 869 61 631 632\113/ �1r � �ti d`h h.6 -.6A4 665 Io 1510 611 671 I 612 076 m m ffi z LX � rt HIGHER POWER DOORS Lewis - Port St. Lucie, Florida Curre Coml GLO: Cb22, Cm22 d0 DJX DJY DJZ DKX DKY DKZ 'AL Ig facl K22 K33 L22 L33 LB po LB ne RX RY RZ TO TX TY TZ Integrity Structural Engineering, PLLC late: 3/30/201811:36 AM Project: Closed 52' x 14'-8 112" 165 mph - Lewis - Port St Lucie, FL Client: Higher Power Doors Structural Engineer: Jeff Bartoszek Job Number: 18038 Address: P.O. Box 766, St. Joseph MI 49085 Geometry data Moment gradient coefficients Coefficients applied to bending term in interaction formula : Tapered member section depth at J end of member Rigid end offset distance measured from J node in axis X Rigid end offset distance measured from J node in axis Y Rigid end offset distance measured from J node in axis Z Rigid end offset distance measured from K node in axis X Rigid end offset distance measured from K node in axis Y Rigid end offset distance measured from K node in axis Z Tapered member section depth at K end of member Inertia reduction factor (Effective Inertia/Gross Inertia) for reinforced concrete members Effective length factor about axis 2 Effective length factor about axis 3 Member length for calculation of axial capacity Member length for calculation of axial capacity Lateral unbraced length of the compression flange in the positive side of local axis 2 Lateral unbraced length of the compression flange in the negative side of local axis 2 Rotation about X Rotation about Y Rotation about Z 1 = Tension only member 0 = Normal member Translation in X Translation in Y Translation in Z Node I X Y z Rigid Floor -_ - [in] I --------- ------------ --- [in] [in] 244 312.00 - - - --------------------------------------------- 76.50 28.00 0 2451 420.00 76.50 28.00 0 243 204.00 76.50 28.00 0 246 528.00 76.50 28.00 0 242 96.00 76.50 28.00 0 206 420.00 76.50 8.00 0 248 42.00 76.50 8.00 0 249 78.00 76.50 28.00 0 250 114.00 76.50 28.00 0 251 168.00 76.50 8.00 0 252 240.00 76.50 8.00 0 253 258.00 76.50 28.00 0 254 330.00 76.50 28.00 0 255 1 348.00 76.50 8.00 0 256 456.00 76.50 8.00 0 257 510.00 76.50 28.00 0 258 546.00 76.50 28.00 0 259 582.00 76.50 8.00 0 Pagel Page 21 of 73 /1 04/03/2018 W W N N N N N N N N N N N N -+ i— 1 1 — J 00 m m V7 OO N W Cn m 0 OD CO W 0 W N N N N N A N .VP W N 1 JWN?N0OOV m n W WW1A A0 0cm ? W 00JOi (n J O) Cn N(D W J CJ1 Cn A W COO m y(0 A t0 N N O W N N N -W-+ O W N N N N N N N N W 1 CO (O N N O N O OWO o CCn AO V W 00 O (n CNCpp J tO (D CSI W A O N N O CO m N ao O N? m N N W O N? m a ++ i� A 00 m 00 m m m O O N N m m N N N A N N A N N A' N A 90 A N m A m N m O N N o N OO N A N m 0 0 0 0 0 0 0 0 0 0 0 0 0 0 J J J J -.1 J J -1I O o 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Cn Ut Cn CJ7 Ul N (n (n O O .O O O O O O O O O O O O O O O O O O O O O .O O O O O O O O O O O O O O O r g= 71 O 03 _ _ _ _ _ _ _ _ _ O X (D N N J J J J J J J W W W W W 0 Cn CO Cn Cn O Cn Cn (p Cn CO J J J J 0 W J J J J J J J J J J J J J J J J V J J J J J J J J N W W m m m m m m m pp Cn Cn Cn A OO D. 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O W V m W J m V 0) O V -4 O) W m cn m A W j V A (D N JCD i A N00 m, m:; R —._- - O z N N W . N,pp N N w N N N N N O W V7 A Ate+ W N m M CON(AD •P I L I I W N N N 1 w i N N N N Z �Np ttNpp A m cc" (D J A A 000 O cMT 0c0 R g g! g g -I I ! O (o c c c 0 c c 2 c (o c c c! 9 d y NCAUN0 N N NO fOY 7N)' pC�CC�*�G< 7r pV m W 51'O6 Cf Q 6 n O O O O O a O. n fD O_ I S S r 2 2 r 2 r S S r 2 2 I I 1 Cl) 'D U) w N w w N (n N (n (n N Cn (n I d (n cn x cn (n x (n (n (n cn (n NI NI xI xI � I I I I I fn U7 x x X (n X m (n 0 ` N W 0 0 0 0 001 l'` I1fJ(JI1fJD I � w t� 70 70 A S 7o A 37 .p 2 70 A ]] 77 I A A A A A A A A A W Im } IA IA I00 I IA Ico IW IA rn aaaaaa aaaaa� (n (n w cn (n w cn cn Cl) (n cn 00D)CDC )00)00°)0CD !!!!!! 0) 0 (o G) G) O G) G) G) 0 O G) y 00 co M 07 03 W W co W 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 O O O 0 O O 0 0 o o b o 0 0 0 0 0 0 0 0 0 o I" a c w o000000000000 .�.r N o � 0 0 0 0 0 0 0 0 0 0 0 0 0 0 a 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 C W W W W W W W W N j 1 1 0 0 0 0 .. N; V a) A W N ,-00 V O N 0) U) A w N Q1 0) 0) en A 1 N N N N O (D N NN N N O N 00 O N A 0) N N N N N N OD O N A 0 0 0 0 0 0 0 00 co 0 0 0 0 0 0 0 0 0 'O O O O O O O O O o 0 0 J J J J J J J On 8 W W N N iV N N O O O O O O O 00 00 V7 U1 W W W W W i UI f.Ti Cf� lJ� U7 LI Ul (SI fil O O (It Ul (Il (II CT1 O O O O O O O O O O O O O O O O 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 r 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 12 O O O O O O O O O O O O O o 0 0 y G) 2 O ;u ;a -0 . cnO r � O 0 0 0 0 0 o a D o o o 0 o 00 00 00 o M v s 0 722 675 630 61 61 61 601 611 631 731 81 81 HIGHER POWER DOORS Lewis - Port St. Lucie, Florida 313 249 Truss Web L2X2X1_4 A36 0.00 0.00 0.00 271 297 Rigid Link HSS_SQR 4X4X3_8 A500 GrB rectangular 0.00 0.00 0.00 245 324 Truss Top Chord HSS_SQR 4X4X1 4 A500 GrB rectangular 0.00 0.00 0.00 242 250 Truss Top Chord HSS_SQR 4X4X1 4 A500 GrB rectangular 0.00 0.00 0.00 259 301 Truss Bottom Chord HSS SQR 4X4X3_16 A500 GrB rectangular 0.00 0.00 0.00 299 327 Truss Bottom Chord HSS_SQR 4X4X3_16 A500 GrB rectangular 0.00 0.00 0.00 206 256 Truss Bottom Chord HSS_SQR 4X4X3_16 A500 GrB rectangular 0.00 0.00 0.00 298 255 Truss Bottom Chord HSS_SQR 4X4X3_16 A500 GrB rectangular 0.00 0.00 0.00 297 252 Truss Bottom Chord HSS_SQR 4X4X3_16 A500 GrB rectangular 0.00 0.00 0.00 294 315 Truss Bottom Chord HSS_SQR 4X4X3_16 A500 GrB rectangular 0.00 0.00 0.00 296 248 Truss Bottom Chord HSS_SQR 4X4X3_16 A500 GrB rectangular 0 00 0.00 0.00 299 246 Truss Vertical Web HSS SQR 4X4X3_16 A500 GrB rectangular 0.00 0.00 0.00 248 313 Truss Bottom Chord HSS_SQR 4X4X3_16 A500 GrB rectangular 0.00 0.00 0.00 249 242 Truss Top Chord HSS SQR 4X4X1 4 A500 GrB rectangular 0.00 0.00 0.00 250 316 Truss Top Chord HSS_SQR 4X4X1 4 A500 GrB rectangular 0.00 0.00 0.00 251 297 Truss Bottom Chord HSS_SQR 4X4X3_16 A500 GrB rectangular 0.00 0.00 0.00 252 319 Truss Bottom Chord HSS_SQR 4X4X3_16 A500 GrB rectangular 0.00 0.00 0.00 253 320 Truss Top Chord . HSS_SQR 4X4X1 4 A500 GrB rectangular 0.00 0.00 0.00 254 321 Truss Top Chord HSS SQR 4X4X1_4 A500 GrB rectangular 0.00 0.00 0.00 255 323 Truss Bottom Chord HSS_SQR 4X4X3_16 A500 GrB rectangular 0.00 0.00 0.00 256 326 Truss Bottom Chord HSS_SQR 4X4X3_16 A500 GrB rectangular 0.00 0.00 0.00 257 246 Truss Top Chord HSS_SQR 4X4X1_4 A500 GrB rectangular 0.00 0.00 0.00 258 328 Truss Top Chord HSS_SQR 4X4X1_4 A500 GrB rectangular 0.00 0.00 0.00 252 253 Truss Web L 2X2X1 4 A36 0.00 0.00 0.00 319 253 Truss Web L2X2X1 4 A36 0.00 0.00 0.00 298 254 Truss Web L2X2X1_4 A36 0.00 0.00 0.00 254 255 Truss Web L2X2X1_4 A36 0.00 0.00 0.00 255 321 Truss Web L 2X2X1 4 A36 0.00 0.00 0.00 256 325 Truss Web - L 2X2X1 4 A36 0.00 0.00 0.00 257 299 Truss Web L 2X2X1 4 A36 0.00 0.00 0.00 299 258 Truss Web L 2X2X1 4 A36 0.00 0.00 0.00 327 258 Truss Web L 2X2X1 4 A36 0.00 0.00 0.00 294 242 Truss Vertical Web HSS_SQR 4X4X3_16 A500 GrB rectangular 0.00 0.00 0.00 297 243 Truss Vertical Web HSS_SQR 4X4X3_16 A500 GrB rectangular 0.00 0.00 0.00 298 244 Truss Vertical Web HSS_SQR 4X4X3_16 A500 GrB rectangular 0.00 0.00 0.00 268 301 Exterior Stub HSS RECT 4X3X3_8 A500 GrB rectangular. 0.00 0.00 0.00 273 206 Rigid Link HSS_SQR 4X4X3_8 A500 GrB rectangular 0.00 0.00 0.00 267 296 Exterior Stub HSS_RECT 4X3X3_8 A500 GrB rectangular 0.00 0.00 0.00 313 294 Truss Bottom Chord HSS_SQR 4X4X3_16 A500 GrB rectangular 0.00 0.00 0.00 314 249 Truss Top Chord HSS_SQR 4X4X1 4 A500 GrB rectangular 0.00 0.00 0.00 313 314 Truss Web L 2X2X1 4 A36 0.00 0.00 0.00 315 251 Truss Bottom Chord HSS_SQR 4X4X3_16 A500 GrB rectangular 0.00 0.00 0.00 316 317 Truss Top Chord HSS_SQR 4X4X1_4 A500 GrB rectangular 0.00 0.00 0.00 317 243 Truss Top Chord HSS_SQR 4X4X1 4 A500 GrB rectangular 0.00 0.00 0.00 315 316 Truss Web L2X2X1_4 A36 0.00 0.00 0.00 251 316 Truss Web L2X2X1_4 A36 0.00 0.00 0.00 297 317 Truss Web L 2X2X1 4 A36 0.00 0.00 0.00 318 253 Truss Top Chord HSS SQR 4X4X1_4 A500 GrB rectangular 0.00 0.00 0.00 319 298 Truss Bottom Chord HSS_SQR 4X4X3 16 A500 GrB rectangular 0.00 0.00 0.00 320 244 Truss Top Chord HSS_SQR 4X4X1 4 A500 GrB rectangular 0.00 0.00 0.00 297 318 Truss Web L2X2X1 4 A36 0.00 0.00 0.00 252 318 Truss Web L 2X2X1 4 A36 0.00 0.00 0.00 319 320 Truss Web L 2X2X1_4 A36 0.00 0.00 0.00 298 320 Truss Web L 2X2X1 4 A36 0.00 0.00 0.00 321 322 Truss Top Chord HSS_SQR 4X4X1 4 A500 GrB rectangular 0.00 0.00 0.00 322 245 Truss Top Chord HSS_SQR 4X4X1 4 A500 GrB rectangular 0.00 0.00 0.00 323 206 Truss Bottom Chord, HSS SQR 4X4X3_16 A500 GrB rectangular 0.00 0.00 0.00 323 321 Truss Web L2X2X1 4 A36 0.00 0.00 0.00 323 322 Truss Web L2X2X1 4 A36 0.00 0.00 0.00 206 322 Truss Web L 2X2X1 4 A36 0.00 0.00 0.00 Page4 Page 24 of 73 04/03/2018 38 41 41 51 51 51: 51; 74 81' 81 I 324 325 326 206 256 326 326 327 327 248 259 81 85 5 1 4 11 58 59 302 305 3 83 84 4 1 5 304 306 3 261 263 86 6 264 6 87 7 7 265 103 102 101 107 106 105 102 103 330 59 262 267 270 271 272 273 274 268 307 308 325 257 299 324 324 325 257 259 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6X2X1_8 Bottom Horizontal HSS_RECT 6X2X1_8 Interior Vertical HSS_RECT 6X4X3 16 Interior Vertical HSS_RECT 6X4X3_16 Interior Vertical HSS_RECT 6X4X3 16 Interior Vertical HSS_RECT 6X4X3_16 Interior Vertical HSS_RECT 6X4X3_16 Interior Vertical HSS_RECT 6X4X3_16 Top Horizontal HSS_RECT 8X2X1_8 Bottom Horizontal HSS_RECT 6X2X1_8 Interior Vertical HSS_RECT 6X4X3_16 Interior Vertical HSS_RECT 6X4X3_16 Top Horizontal HSS_RECT 8X2X1_8 Bottom Horizontal HSS_RECT 6X2X1_8 Interior Vertical HSS_RECT 6X4X3_16 Interior Vertical HSS_RECT 6X4X3_16 Column W 8X24 Column W 8X24 Column W 8X24 Column W 8X24 Column W SX24 Column W 8X24 Pin - pivot RndBar 1-1_2 Pin -Upper RndBar 1-1_4 Pin -Upper RndBar 1-1 4 Pin - pivot RndBar 1-1_2 Interior Vertical HSS_RECT 6X4X3_16 Side Vertical HSS_RECT 8X4X5_16 Interior Vertical HSS_RECT 6X4X3_16 Interior Vertical HSS_RECT 6X4X3_16 Interior Vertical HSS_RECT 6X4X3_16 Interior Vertical HSS_RECT 6X4X3_16 Interior Vertical HSS_RECT 6X4X3 16 Side Vertical HSS_RECT 8X4X5_16 Interior Vertical HSS_RECT 6X4X3_16 Interior Vertical HSS RECT 6X4X3_16 Page5 Page 25 of 73 • A500 GrB rectangular 0:00 0100 0.00 A500 GrB rectangular 0,00 0.00 0,00 A500 GrB rectangular 0.00 0.00 0.00 A36 0.00 0.00 0.00 A36 0.00 0.00 0.00 A36 0.00 0.00 0.00 A36 0.00 0.00 0.00 A500 GrB rectangular 0.00 0.00 0.00 A36 0.00 0.00 0.00 A500 GrB rectangular 0.00 0.00 0.00 A500 GrB rectangular 0.00 0.00 0.00 A500 GrB rectangular 0.00 0.00 0.00 A500 GrB rectangular 0.00 0.00 0.00 A500 GrB rectangular 0.00 0.00 0.00 A500 GrB rectangular 0.00 0.00 0.00 A500 GrB rectangular 0.00 0.00 0.00 A500 GrB rectangular 0.00 0.00 0.00 A500 GrB rectangular 0.00 0.00 0.00 A500 GrB rectangular 0.00 0.00 0.00 A600 GrB rectangular 0.00 0.00 0.00 A500 GrB rectangular 0.00 0.00 0.00 A500 GrB rectangular 0,00 0.00 0.00 A500 GrB rectangular 0.00 0.00 0.00 A500 GrB rectangular 0.00 0.00 0.00 A500 GrB rectangular 0.00 0.00 0.00 A500 GrB rectangular 0.00 0.00 0.00 A500 GrB rectangular 0.00 0.00 0.00 A500 GrB rectangular 0.00 0.00 0.00 A500 GrB rectangular 0.00 0.00 0.00 A500 GrB rectangular 0.00 0.00 0.00 A500 GrB rectangular 0.00 0.00 0.00 A500 GrB rectangular 0.00 0.00 0.00 A500 GrB rectangular 0.00 0.00 0.00 A500 GrB rectangular 0.00 0.00 0.00 A500 GrB rectangular 0.00 0.00 0.00 A500 GrB rectangular 0.00 0.00 0.00 A500 GrB rectangular 0.00 0.00 0.00 A500 GrB rectangular 0.00 0.00 0.00 A500 GrB rectangular 0.00 0.00 0.00 A500 GrB rectangular 0.00 0.00 0.00 A992 Gr50 0.00 0.00 0.00 A992 Gr50 0.00 0.00 0.00 A992 Gr50 0.00 0.00 0.00 A992 Gr50 0.00 0.00 0.00 A992 Gr50 0.00 0.00 0.00 A992 Gr50 0.00 0.00 0.00 A449 Gr81 0.00 0.00 0.00 A449 Gr81 0.00 0.00 0.00 A449 Gr81 0.00 0.00 0.00 A449 Gr81 0.00 0.00 0.00 A500 GrB rectangular 0.00 0.00 0.00 A500 GrB rectangular 0.00 0.00 0.00 A500 GrB rectangular 0.00 0.00 0.00 A500 GrB rectangular 0.00 0.00 0.00 A500 GrB rectangular 0.00 0.00 0.00 A500 GrB rectangular 0.00 0.00 0.00 A500 GrB rectangular 0.00 0.00 0.00 A500 GrB rectangular 0.00 0.00 0.00 A500 GrB rectangular 0.00 0.00 0.00 A500 GrB rectangular 0.00 0.00 0.00 04/03/2018 820 821 823 824 825 826 827 837 838 839 841 842 843 844 845 880 881 882 883 884 865 886 887 888 889 890 891 892 893 894 724 723 726 725 722 728 729 730 731 732 734 735 736 737 848 853 854 855 859 860 861 0 310 330 Side Vertical 302 304 Interior Girt 304 305 Interior Girt 305 306 Interior Girt 306 307 Interior Girt 307 308 Interior Girt 308 310 Interior Girt 311 331 Side Vertical 312 337 Side Vertical 331 332 Girt Below Truss 332 333 Girt Below Truss 333 334 Girt Below Truss 334 335 Girt Below Truss 335 336 Girt Below Truss 336 337 Girt Below Truss 329 81 Side Vertical 330 91 Side Vertical 311 261 Interior Girt Lower 261 262 Interior Girt Lower 262 263 Interior Girt Lower 263 264 Interior Girt Lower 264 265 Interior Girt Lower 265 312 Interior Girt Lower 331 267 Side Vertical 332 270 Interior Vertical 333 271 Interior Vertical 334 272 Interior Vertical 335 273 Interior Vertical 336 274 Interior Vertical 337 268 Side Vertical of local axes HIGHER POWER DOORS .Lewis - Port St. Lucie, Florida HSS_RECT 8X4X5_16 aisiCS 4x2x07O aisiCS 4x2xO70 aisiCS 4x2xO7O aisiCS 4x2x07O aisiCS 4x2XO70 aisiCS 4x2xO70 HSS_RECT SX4X5_16 HSS_RECT 8X4X5_16 HSS_RECT 6X3X3 16 HSS_RECT 6X3X3 16 HSS_RECT 6X3X3 16 HSS_RECT 6X3X3 16 HSS_RECT 6X3X3 16 HSS_RECT 6X3X3 16 HSS_RECT 8X4X5 16 HSS_RECT 8X4X5 16 aisiCS 4x2xO70 aisiCS 4x2xO70 aisiCS 4x2x07O aisiCS 4x2xO70 aisiCS 4x2XO70 aisiCS 4x2xO70 HSS RECT 8X4X5 16 HSS_RECT 6X4X3_16 HSS_RECT 6X4X3_16 HSS_RECT 6X4X3_16 HSS_RECT 6X4X3 16 HSS_RECT 6X4X3 16 HSS_RECT 8X4X5 16 Rotation Axes23 NX NY NZ [Deg] 90.00 0 0.00 0.00 0.00 90.00 0 0.00 0.00 0.00 90.00 0 0.00 O.OQ 0.00 90.00 0 0.00 0.00 0.00 90.00 0 0.00 0.00 0.00 90.00 0 0.00 0.00 0.00 90.00 0 0.00 0.00 0.00 90.00 0 0.00 0.00 0.00 90.00 0 0.00 0.00 0.00 90.00 0 0.00 0.00 0.00 90.00 0 0.00 0.00 0.00 90.00 0 0.00 0.00 0.00 90.00 0 0.00 0.00 0.00 90.00 0 0.00 0.00 0.00 90.00 0 0.00 0.00 0.00 90.00 0 0.00 0.00 0.00 90.00 0 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rectangular 0.00 0.00 0.00 A500 GrB rectangular 0.00 0.00 0.00 A500 GrB rectangular 0.00 0.00 0.00 A500 GrB rectangular 0.00 0.00 0.00 A500 GrB rectangular 0.00 0.00 0.00 A500 GrB rectangular 0.00 0.00 0.00 04/03/2018 o 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 o d o o d o 0 0 0 o d o d o 0 0 0 0 0 0 0 o d o 0 0 0 0 0 0 0 0 0 o O d o o d o 0 0 0 o d o d o 0 0 0 0 0 0 0 o d o 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 o n o 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 o d o 0 0 o d o 0 0 0 0 0 0 0 0 0 O o O o 0 0 0 0 0 0 0 0 0 0 o O o 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 U) 0" o O— OLL O d 0 o o 0 o 0 o o o o 0 o o o o o 0 0 o o o o 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0 0 0 0 0 0 0 0 0 0 0 0 Co 0 0 0 0 o O o 0 0 0 0 o O C. o O O O o 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 000000000000000000000000000 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 000000000000000000000000000 1 N m m m m m m m m m m m m m m m m m m m m m m m m (O co (O (O m m m m m m m m m m m A A A A i W W N � A CO N O (0 m V m CTi A W N O G7 A W N CO 0 m J V I I I i (O. 0 (0 0 (O (0 0 (O (O 0 0 (0 0 0 CO (O o m o (0 o m o m 0 0 0 O 0 0 0 0 0 0 o O O O O o 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 o 0 o 0 0 1000000000000000000000000 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 000000000000000000000000 0 0 0 0 0 0 0 0 0 0 0 0 o O o 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 000000000000000O00000000 o,o 0 o a o 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0,0 0 m vi G� o O o O o O O O o O O o O o 0 0 0 0 0 0 0 0 0 o T m 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 »-D r co 0 -n O 60 a� m s U) co c � O o 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 O u.0 0 0 0 0 0 0 0 0 0 0 0 O 0 0 O 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 O O Q 0) O O r 7 7 7 7 i 7i 0 d O O o 00 00 0 o O O O O o O o 0 0 00 o O 00 0 0 0 0 0 0 0 0 0 W o 0 0 0 o O 0 0 0 0 0 0 0 0 0 0 o O 0 O 0 Cl 0 O o 0 0 0 0 0 0 0 0 0 W M O O O O O 0 0 0 0 0 0 0 0 0 0 0 0 0 O O 0 O O 0 0 0 O 0 0 O O O O 2 _ � I J ' M LOO O O o 0 0 0 0 0 0 O O O O O O O O O O O O O O O O O O O O O N N O O O O O O O O O O o 0 0 0 0 0 0 0 0 0 0 0 0. 0 0 0 0 0 0 0 M M O "O 0 0 0 0 O' 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0. 0 0 0 0 0. 0 O O O O O O O O O O O O O' O O O O O O O o O o O O O O O o O O O O O O O O O O O 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0077777777777777777777777777777771 I 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 o O O 0 0 0 0 O 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 In uR O o 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 o O o 0 0 0 0 0 0 0 N N O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O M N m O M LO 0 r 00 M 'It0 O n m N M 'It 0N M 'KtLn O N m O N Cl) m m m m m N N N N N N M d' d' v m W m w m M M O O O m Ln N L, Ll I,, N n n m m M 00 m m N N co M 00 M 00 m w m w m 00 00 00 OD m m 00 i 'o A + LL LL LL W,W LL LL LL LL LL w LL LL U. J ax (� O O O O O O O O O O O O O O O O O I cc 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 O F o 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 m OOOOOCDOCDOOOCDOOOOO di Z N N M irrrrr --r r r r r r r r rr 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 M O O O O O O O O O O O O O O O O O d) -o Z r r r r r r r r r r r r r r '- r N- I r r r r r r �- r r r r r r r r r r Cl) 1 i m I V M W LO N m O O N d' M 0 N M M V n n n n n h n n n n 0c0 m co n � o � N a m a 00 0 CN v 0 LL LL LL LL LL LL LL LL LL LL LL LL LL LL LL LL LL LL LL LL LL LL LL LL LL LL LL LL LL LL LL LL LL LL LL LL LL LL LL LL LL LL LL LL LL LL LL LL LL i C. O O O O O O O O O O O O O O O O, O O O O O O O O O r r O 0 0 r r r r r r 0 ,O O O O O r r r r r r I r o 0 0 0 0 0 0 0 0 0 0 o O o 0 0 0 0 0 o O o 0 0 o r r r r o 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 o O O O o O O r 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 �cc = O O o o O o O O O o o O O O O O o O O O o o O o O O o 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 o O o 0 0 0 0 OC) OLL � y . -i r r r r r r r r r r r r o o r o o r r O o r r o o O r O r r r r r r r r r r r r r r r r r r r a� wo = L r r r r r r r r r r r r o 0 r 0 O r r o o r r o 0 o r o r r r r r r r r r r r r r r r r r r = N J O O O O O O O O O O O O O O O O O O O O O O O O O O r 0 0 0 0 0 0 0 0 0 0 0 0 0 0 O0 0 0 0 0 0 0 6 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 r r r r r r r r r r r r r r r O r r O O r r O O r 0 +— O O O O r r r r r r r r r r r r r r r r r r r r r r r r r r r r r r r r r O r r O O r r O O r O r 0 0 0 0 r r r r r r r r r r r r r r r r r r Ln O O N LO I� M N M� Lo a0 V f� a0 _M r N !- ^^ O r M N f� au M c} M 0^ O N M d' Lo N M 'r 0 0^ 1 0000 00 m m OOD 000 OOD 0^D O^D O^D 0^O M �1' M V' d' 4 -,t V Cl) co Iq Ln Lo Ln Lo M M NN co W ONO m coN000 zs w w w m m m m m m i HIGHER POWER DOORS Lewis - Port St. Lucie, Florida Integrity Structural Engineering, PI -LC Curre it Date: 3/30/2018 11:37 AM Project: Closed 52' x 14'-8 1/2" 165'mph - Lewis - Port St. Lucie, FL Client: Higher Power Doors Structural Engineer: Jeff Bartoszek Job Number: 18038 Comp ny Address: P.O. Box 766, St. Joseph MI 49085 I Load data :a GLOSSARY Comb : Indicates if load condition is a load combination I Loac Conditions i Condilion Description Comb. Category ------ DL ------------------------------------------------------------------------------------------------------------------------------------------------------- Dead Load No DL wit wind load out No WIND W2 Wind Load in No WIND ci 0.6DL+0.6wll Yes c2 0.6DL+0.6wl2 Yes c3 DL+0.6wll Yes c4 DL+0.6w12 Yes wl1 force on members Yl IV2 d1 d2 ion Member Dirt Vail Va12 Dist1 % Dist2 % [Lb/ft] [Lb/ft] [in] [in] 381 z 109.10 109.10 0.00 Yes 100.00 Yes 385 z 109.10 109.10 0.00 Yes 100.00 Yes 305 z 72.00 72.00 0.00 Yes 100.00 Yes . 303 z 72.00 72.00 0.00 Yes 100.00 Yes 383 z 109.10 109.10 0.00 Yes 100.00 Yes 384 z 109.10 109.10 0.00 Yes 100.00 Yes 304 z 72.00 72.00 0.00 Yes 100.00 Yes 301 z 72.00 72.00 0.00 Yes 100.00 Yes 386 z 109.10 109.10 0.00 Yes 100.00 Yes 306 z 72.00 72.00 0.00 Yes 100.00 Yes 387 z 109.10 109.10 0.00 Yes 100.00 Yes 307 z 72.00 72.00 0.00 Yes 100.00 Yes 821 z 217.90 217.90 0.00 Yes 100.00 Yes 823 z 217.90 217.90 0.00 Yes 100.00 Yes 824 z 217.90 217.90 0.00 Yes 100.00 Yes 825 z 217.90 217.90 0.00 Yes 100.00 Yes 826 z 217.90 217.90 0.00 Yes 100.00 Yes 827 z 217.90 217.90 0.00 Yes 100.00 Yes Pagel Page 31 of 73 04/03/2018 w12 Self DL w11 w12 c1 c2 c3 c4 HIGHER POWER DOORS Lewis - Port St. Lucie, Florida 839 Z 181.80 181.80 0.00 Yes 100.00 Yes 841 Z 181.80 181.80 0.00 Yes 100.00 Yes 842 Z 181.80 181.80 0.00 Yes 100.00 Yes 843 Z 181.80 181.80 0.00 Yes 100.00 Yes 844 Z 181.80 181.80 0.00 Yes 100.00 Yes 845 Z 181.80 181.80 0.00 Yes 100.00 Yes 882 Z 145.10 145.10 0.00 Yes 100.00 Yes 883 Z 145.10 145.10 0.00 Yes 100.00 Yes 884 Z 145.10 145.10 0.00 Yes 100.00 Yes 885 Z 145.10 145.10 0.00 Yes 100.00 Yes 886 Z 145.10 145.10 0.00 Yes 100.00 Yes 887 Z 145.10 145.10 0.00 Yes 100.00 Yes 381 Z -97.90 -97.90 0.00 Yes 100.00 Yes 385 Z -97.90 -97.90 0.00 Yes 100.00 Yes 305 Z -64.70 -64.70 0.00 Yes 100.00 Yes 303 Z -64.70 -64.70 0.00 Yes 100.00 Yes 383 Z -97.90 -97.90 0.00 Yes 100.00 Yes 384 Z -97.90 -97.90 0.00 Yes 100.00 Yes 304 Z -64.70 -64.70 0.00 Yes 100.00 Yes 301 Z -64.70 -64.70 0.00 Yes 100.00 Yes 386 Z -97.90 -97.90 0.00 Yes 100.00 Yes 306 Z -64.70 -64.70 0.00 Yes 100.00 Yes 387 Z -97.90 -97.90 0.00 Yes 100.00 Yes 307 Z -64.70 -64.70 0.00 Yes 100.00 Yes 821 Z -195.60 -195.60 0.00 Yes 100.00 Yes 823 Z -195.60 -195.60 0.00 Yes 100.00 Yes 824 Z -195.60 -195.60 0.00 Yes 100.00 Yes 825 Z -195.60 -195.60 0.00 Yes 100.00 Yes 826 Z -195.60 -195.60 0.00 Yes 100.00 Yes 827 Z -195.60 -195.60 0.00 Yes 100.00 Yes 839 Z -163.30 -163.30 0.00 Yes, 100.00 Yes 841 Z -163.30 -163.30 0.00 Yes 100.00 Yes 842 Z -163.30 -163.30 0.00 Yes 100.00 Yes 843 Z -163.30 -163.30 0.00 Yes 100.00 Yes 844 Z -163.30 -163.30 0.00 Yes 100.00 Yes 845 Z -163.30 -163.30 0.00 Yes 100.00 Yes 882 Z -130.30 -130.30 0.00 Yes 100.00 Yes 883 Z -130.30 -130.30 0.00 Yes 100.00 Yes 884 Z -130.30 -130.30 0.00 Yes 100.00 Yes 885 Z -130.30 -130.30 0.00 Yes 100.00 Yes 886 Z -130.30 -130.30 0.00 Yes 100.00 Yes 887 Z -130.30 -130.30 0.00 Yes 100.00 Yes weight multipliers for load conditions Self weight multiplier ion Description Comb. MUM MultY Muftz Dead Load No 0.00 -1.10 0.00 wind load out No 0.00, 0.00 0.00 Wind Load in No 0.00 -1.10 0.00 0.6DL+0.6w11 Yes 0.00 0.00 0.00 0.6DL+0.6%M2 Yes 0.00 0.00 0.00 DL+0.6w11 Yes 0.00 0.00 0.00 DL+0.6w12 Yes 0.00 0.00 0.00 Page2 Page 32 of 73 04/03/2018 HIGHER POWER DOORS Lewis - Port St. Lucie, Florida • Eart,quake (Dynamic analysis only) (Y Y Y) Cond ion a/g Ang. Damp. [Deg] i%] DL 0.00 0.00 0.00 wll 0.00 0.00 0.00 w12 0.00 0.00 0.00 c1 0.00 0.00 0.00 c2 0.00 0.00 0.00 c3 0.00 0.00 0.00 c4 0.00 0.00 0.00 -Page3 Page 33 of 73 04/03/2018 HIGHER POWER DOORS Lewis - Port St. Lucie, Florida Integrity Structural Engineering, PLLC Curre f t Date: 3/30/201812:19 PM Project: Closed 52' x 14'-8 1/2" 165 mph - Lewis - Port St. Lucie, FL Client: Higher Power Doors Structural Engineer: Jeff Bartoszek Job Number: 18038 Comp i ny Address: P.O. Box 766, St. Joseph MI 49085 Steel Code Check Repo Summary - Group by description Load Inditions to be included in design c=0.6DL+0.6w11 c=0.6DL+0.6w12 c=DL+0.6w11 DL+0.6w12 See page 62 — ------ -��I---------------------- ------ --------- ------------------------------------------ ------------------------------- DescriI �tion Section Member Ctrl Eq. Ratio Status Reference I' ------ ------ ---�---------------------------------------------- --- - ------ ------------------- ----- -_ _ _ - — - tom Horizontal — HSS RECT 6X2X1-8 306 a c4 at 100.00% 0.14 OK Eq. H1-1b u_rJn W 8X24 501 c3 at 100.00% 0.64 OK Eq. H1-1b -riiir Stub HSS RECT4X3X3 8 809 c3 at 100.00% 0.76 OK Eq. Hi -lb B Flow Truss HSS RECT 6=3 16 843 c3 at 50.00% 0.67 OK Eq. 1-11-1 a riot Girt aisiCS 4x2x070 823 c3 at 50.00% 0.99 OK Sec. C5.2 ri& Girt Lower 883 c3 at 50.00% 0.67 OK Sec. C5.2 ri8r" Vertical HSS RECT6X4X3_16 889 ci at 100.00% 0.77 OK Eq. H1-1b JJ ►vvot RndBar 1-1_2 510 c3 at 100.00% 1.62 N.G. Eq. H1-1 b U er RndBar 1-1 4 511 c3 at 100.00% 0.16 OK Eq. Hi -lb id ink HSS SQR 4X4X3 8 681 ci at 100.00% 0.96 OK Eq. H3-6 a ertical �H HSS RECT 8X4X5 16 786 c3 at 0.00% 0.82 OK Eq. 1-13-6 rizontal HSS RECT8X2X7--8 381 c3 at 100.00% 0.50 OK Eq. H1-1b ss bottom Chord HSS SQR 4X4X3 16 605 c3 at 100.00% 0.77 OK Eq. 1-11-1 a ss fioa Chord HSS SQR 4X4X1-4 628 ci at 0.00% 0.91 OK Eq. H1-1a ss ,`Vertical Web HSS SQR 4X4X3 16 682 ci at 0.00% 0.45 OK Eq. H1-1b ss `' eb ------------ ----------------------- L 2X2X1 4 --- -_____--------- 848 ----------------- c3 at 50.00% -- ---------- -- o---------------------------- 0.91 OK Eq. H2-1 Pagel Page 34 of 73 04/03/2018 Curre' Comp � HIGHER POWER DOORS Lewis - Port St. Lucie, Florida S Integrity Structural Engineering, PLLC t Date: 3/30/2018 12:14 PM Project: Opening 52' x 14'-81/2" 40 mph - Lewis - Port St. Lucie, FL Client: Higher Power Doors Structural Engineer: Jeff Bartoszek Job Number: 18038 ny Address: P.O. Box 766, St. Joseph MI 49085 Geometry data GLOSSARY II Cb22, b33 : Moment gradient coefficients Cm22 Cm33 : Coefficients applied to bending term in interaction formula d0 : Tapered member section depth at J end of member DJX : Rigid end offset distance measured from J node in axis X DJY : Rigid end offset distance measured from J node in axis Y DJZ : Rigid end offset distance measured from J node in axis Z DKX : Rigid end offset distance measured from K node in axis X DKY : Rigid end offset distance measured from K node in axis Y DKZ : Rigid end offset distance measured from K node in axis Z dL : Tapered member section depth at K end of member Ig fact r : Inertia reduction factor (Effective Inertia/Gross Inertia) for reinforced concrete members K22 : Effective length factor about axis 2 K33 : Effective length factor about axis 3 L22 : Member length for calculation of axial capacity L33 : Member length for calculation of axial capacity LB po : Lateral unbraced length of the compression flange in the positive side of local axis 2 LB n : Lateral unbraced length of the compression flange in the negative side of local axis 2 RX : Rotation about X RY : Rotation about Y RZ : Rotation about Z TO : 1 = Tension only member 0 = Normal member TX : Translation in X TY : Translation in Y TZ i : Translation in Z Nod li Node X Y Z Rigid Floor [in] [in] [in] 1 2.00 1.00 0.00 0 4 204.00 1.00 0.00 0 11 622.00 1.00 0.00 0 81 2.00 175.50 0.00 0 84 204.00 175.50 0.00 0 91 622.00 175.50 0.00 0 58 2.00 94.50 0.00 0 244 312.00 76.50 28.00 0 245 420.00 76.50 28.00 0 59 622.00 94.50 0.00 0 3 96.00 1.00 0.00 0 83 96.00 175.50 0.00 0 85 312.00 175.50 0.00 0 5 312.00 1.00 0.00 0 243 204.00 76.50 28.00 0 86 420.00 175.50 0.00 0 6 420.00 1.00 0.00 0 87 I 528.00 175.50 0.00 0 Pagel Page 35 of 73 04/03/2018 00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 N N a 0 0 0 0 0 0 0 0 0 0 0 0 0 0.0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 M 0 M 0 0 0 0 0 0 O 0 0 o O o 0 o M O O o 0 0 0 0 o O o o O O o o O M 0 o m 00 00 0 0 0 0 0 0 0 0 w m w m 0 w m w w m 0 m 0 0 0 0 0 0 0 0,0 0 0 Cl 0 m 00 m 0 m 0 0 0 0 0 0 0 Dom 00 ao 00 m 00 co 0 OD N N N N N N N N N N N N N N � ffl � C O� O u' cl N Cl) Q' U S J 0 000C.0000000 0 0 0 0 0 0 0 0 0 0 0 0 O. 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 y . O lO 1D O O 1(D Iq In O In u) N O 1n 117 q If) Lq In 1O to uD u) u') O O O O O O IO Lq Iq u) u) U1 1O uJ 10 u7 O IO 1n u7 u0 O to O 1(D O O O O 1n O u0 u7 u0 1O 1(] cD O (n r u0 cD (D O <t 00 t ID (D (D ID O t 00 t CDCDW u) cD cD u0 ui I('i LO LO 110 10 u] m u] co co W co ID cD CD (D ID uJ 00 CO cq PO m m vi ui ui (D ID u$ ui (D CD u0 (D m Cl) m u) m m LO m f� n Ih r n r- I- n r� r� r� r� coa') M co(o n I,.n r` h r- rl t` r- r- t` r r N N N N N N N cocon N n f` r` r- n r- r` 01 w a r r r r r r r r r r r n C7An = a�i J 0 0 0 Co LO LO M 1O 1O LO LO 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 O O 0 O. 0 0 0 0 0 0 0 0 0 0 0 0 0 0 rn rl r� n r- r� rl r` 0 0 0 0 0 0 0 0 0 0 0 o M o 0 0 O 0 0 0 0 0 0 0 0 o O O M o 0 0 0 0 0 0 0 0 0 0 0 0 0 0 O 0 O o OD co (D O 00 00 00 00 N co t OD O co O 00 cD _O (o N cD t N 0 00 0V N to t N CD m cD N t N m N CV cD t N o m N N N o N Na m N m t m N N CDN N N N N et LO M 'C O .It m m 0 N N N m O N N 0n O N N m 0 N N N N cD t CO LO m N N m (D u) O tt to (D (D 0 r r N N Cl) COd u7 LID 1O N M It O O N M Itu) N M 1O cD N Cl) It O O to r r r N N N Cl) O N to N (D n N N M �t 00 m O N CO -t N (D n M m N M tt u) O O N M sh 7 O n CO m N d' an to n 00 O ,- N M '�t u7 (D n 00 CA O `Q 'r O O O O O O O O O i O l!') 1O W In 1O 0 tO 0 0 (O o (D (D (D (D cD r` h n� rl m m O m m O O O O O O O N N N N N r r r r r r r r N N N N N N N N N N N N N N N N N N N N N N N N N N N N N M M Cl) CO co M M M M M m M M M M M M M co i I � I HIGHER POWER DOORS , Lewis - Port St. Lucie, Florida 322 402.00 76.50 28.00 0 323 384.00 76.50 8.00 0 j 324 438.00 76.50 28.00 0 325 474.00 76.50 28.00 0 326 492.00 76.50 8.00 0 327 564.00 76.50 8.00 0 328 582.00 76.50 28.00 0 329 2.00 158.50 0.00 0 330 622.00 158.50 0.00 0 331 2.00 70.50 0.00 0 332 96.00 70.50 0.00 0 333 204.00 70.50 0.00 0 334 312.00 70.50 0.00 0 335 420.00 70.50 0.00 0 336 528.00 70.50 0.00 0 337 622.00 70.50 0.00 0 Rest'Taints Nodes TX TY TZ RX RY RZ ------- 105 ------------------------------------------------------------------------ 1 1 1 0 0 0 106 0 1 0 0 0 0 108 1 1 1 0 0 0 101 1 1 1 0 0 0 102 0 1 0 0 0 0 104 ------ I ---------------------- 1 1 ---------- 1 0 ---- ----------- ----- ---- 0 0 -------------- -. I Mem bers Memb r NJ. NK Description Section Material d0 dL Ig factor ----- --------------------- ----- ----- ------------------------ ---- -------------------- [in] [in] I 821 302 304 Interior Girt - -- - aisiCS 4x2x070 . - A570 Gr50 cold form 0.00 _ 0.00 _ 0.00 381 81 83 Top Horizontal HSS-RECT 8X2X1_8 A500 GrB rectangular 0.00 0.00 0.00 j 385 85 86 Top Horizontal HSS-RECT 8X2X1-8 A500 GrB rectangular 0.00 0.00 0.00 305 5 6 Bottom Horizontal HSS-RECT 6X2X1_8 A500 GrB rectangular 0.00 0.00 0.00 402 1 311 Side Vertical HSS_RECT 8X4X5-16 A500 GrB rectangular 0.00 0.00 0.00 414 4 262 Interior Vertical HSS-RECT 6X4X3-16 A500 GrB rectangular 0.00 0.00 0.00 442 11 312 Side Vertical HSS_RECT 8X4X5_6 1 A500 GrB rectangular 0.00 0.00 0.00 j 632 246 258 Truss Top Chord HSS-SQR 4X4X1 4 A500 GrB rectangular 0.00 0.00 0.00 679 206 245 Truss Vertical Web HSS_SQR 4X4X3-16 A500 GrB rectangular 0.00 0.00 0.00 724 294 250 Truss Web L 2XX1 4 2 A36 0.00 0.00 0.00 677 272 298 Rigid Link HSS SQR 4X4X3-8 A500 GrB rectangular 0.00 0.00 0.00 621 296 314 Truss Top Chord HSS-SQR 4X4X1 4 A500 GrB rectangular 0.00 0.00 0.00 723 294 249 Truss Web L 2X2X1-4 A36 0.00 0.00 0.00 404 58 302 Side Vertical HSS-RECT 8X4X5 16 A500 GrI3 rectangular 0.00 0.00 0.00 445 59 310 Side Vertical HSS-RECT 8X4X5-16 A500 GrB rectangular 0.00 0.00 0.00 634 328 301 Truss Top Chord HSS-SQR 4X4X1 4 A500 GrB rectangular 0.00 0.00 0.00 726 251 317 Truss Web L 2X2X1 4 A36 0.00 0.00 0.00 681 274 299 Rigid Link HSS-SQR 4X4X3_8 A500 GrB rectangular 0.00 0.00 0.00 628 244 254 Truss Top Chord HSS_SQR 4X4X1 4 A500 GrB rectangular 0.00 0.00 0.00 725 315 250 Truss Web L 2X2X1 4 A36 0.00 0.00 0.00 I I Page3 Page 37 of 73 04/03/2018 41 301 418 413 421 411 412 614 612 610 608 606 604 601 503 502 501 506 505 504 510 511 513 512 682 603 611 631 633 731 HIGHER POWER DOORS Lewis - Port St. Lucie, Florida 302 329 Side Vertical HSS_RECT 8X4X5_16 305 84 Interior Vertical HSS_RECT 6X4X3_16 3 4 Bottom Horizontal HSS_RECT 6X2X1 8 83 84 Top Horizontal HSS_RECT 8X2X1_8 84 85 Top Horizontal HSS RECT 8X2X1_8 4 5 Bottom Horizontal HSS_RECT 6X2X1_8 1 3 Bottom Horizontal HSS_RECT 6X2X1_8 5 263 Interior Vertical HSS_RECT 6X4X3_16 304 83 Interior Vertical HSS_RECT 6X4X3_16 306 85 Interior Vertical HSS_RECT 6X4X3_16 3 261 Interior Vertical HSS_RECT 6X4X3_16 261 332 Interior Vertical HSS_RECT 6X4X3_16 243 318 Truss Top Chord HSS_SQR 4X4X1 4 270 294 Rigid Link HSS_SQR 4X4X3_8 313 249 Truss Web L2X2X1_4 271 297 Rigid Link HSS_SQR 4X4X3_8 263 334 Interior Vertical HSS_RECT 6X4X3_16 86 87 Top Horizontal HSS_RECT 8X2X1_8 6 7 Bottom Horizontal HSS_RECT 6X2X1_8 264 335 Interior Vertical HSS_RECT 6X4X3_16 6 264 Interior Vertical HSS_RECT 6X4X3_16 87 91 Top Horizontal HSS_RECT 8X2X1_8 7 11 Bottom Horizontal HSS RECT 6X2X1_8 7 265 Interior Vertical HSS^_RECT 6X4X3 16 265 336 Interior Vertical HSS_RECT 6X4X3_16 246 324 Truss Top Chord HSS_SQR 4X4X1_4 242 250 Truss Top Chord HSS_SQR 4X4X1 4 259 301 Truss Bottom Chord HSS_SQR 4X4X3_16 299 327 Truss Bottom Chord HSS_SQR 4X4X3 16 206 256 Truss Bottom Chord HSS_SQR 4X4X3_16 298 255 Truss Bottom Chord HSS_SQR 4X4X3_16 297 252 Truss Bottom Chord HSS_SQR 4X4X3_16 294 315 Truss Bottom Chord HSS_SQR 4X4X3_16 296 248 Truss Bottom Chord HSS_SQR 4X4X3_16 103 104 Column W 8X24 102 103 Column W 8X24 101 102 Column W BX24 107 108 Column W 8X24 106 107 Column W 8X24 105 106 Column W 8X24 102 58 Pin - pivot RndBar 1-1 2 103 329 Pin -Upper RndBar 1-1 4 330 107 Pin -Upper RndBar 1-1 4 59 106 Pin - pivot RndBar 1-1_2 299 246 Truss Vertical Web HSS_SQR 4X4X3_16 248 313 Truss Bottom Chord HSS_SQR 4X4X3_16 249 242 Truss Top Chord HSS SQR 4X4X1_4 250 316 Truss Top Chord HSS SQR 4X4X1_4 251 297 Truss Bottom Chord HSS_SQR 4X4X3 16 252 319 Truss Bottom Chord HSS_SQR 4X4X3_16 253 320 Truss Top Chord HSS_SQR 4X4X1_4 254 321 Truss Top Chord HSS_SQR 4X4X1 4 255 323 Truss Bottom Chord HSS_SQR 4X4X3_16 256 326 Truss Bottom Chord HSS_SQR 4X4X3_16 257 246 Truss Top Chord HSS SQR 4X4X1_4 258 328 Truss Top Chord HSS SQR 4X4X1_4 252 253 Truss Web L 2X2X1_4 319 253 Truss Web L 2X2X1_4 298 254 Truss Web L 2X2X1_4 255 254 Truss Web L 2X2X1_4 Page4 Page 38 of 73 N A500 GrB rectangular A500 GrB rectangular A500 GrB rectangular A500 GrB rectangular A500 GrB rectangular A500 GrB rectangular A500 GrB rectangular A500 GrB rectangular A500 GrB rectangular A500 GrB rectangular A500 GrB rectangular A500 GrB rectangular A500 GrB rectangular A500 GrB rectangular A36 A500 GrB rectangular A500 GrB rectangular A500 GrB rectangular A500 GrB rectangular A500 GrB rectangular A500 GrB rectangular A500 GrB rectangular A500 GrB rectangular A500 GrB rectangular A500 GrB rectangular A500 GrS rectangular A500 GrB rectangular A500 GrB rectangular A500 GrB rectangular A500 GrB rectangular A500 GrB rectangular A500 GrB rectangular A500 GrB rectangular A500 GrB rectangular A992 Gr50 A992 Gr50 A992 Gr50 A992 Gr50 A992 Gr50 A992 Gr50 A449 Gr81 A449 Gr81 A449 Gr81 A449 Gr81 A500 GrB rectangular A500 GrB rectangular A500 GrB rectangular A500 GrB rectangular A500 GrB rectangular A500 GrB rectangular A500 GrB rectangular A500 GrB rectangular A500 GrB rectangular A500 GrB rectangular A500 GrB rectangular A500 GrB rectangular A36 A36 A36 A36 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0,00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.06 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.06 0.00 0.00 0.00 0.00 0.00 0.00 0.00 04/03/2018 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 74 81 81 81 81 841 851 861 865 866 868 869 870 871 HIGHER POWER DOORS Lewis - Port St. Lucie, Florida 255 321 Truss Web L 2X2X1 4 A36 0.00 0.00 0.00 256 325 Truss Web L 2X2X1 4 A36 0.00 0.00 0.00 299 257 Truss Web L 2X2X1 4 A36 0.00 0.00 0.00 299 258 Truss Web L 2X2X1 4 A36 0.00 0.00 0.00 327 258 Truss Web L 2X2X1 4 A36 0.00 0.00 0.00 262 333 Interior Vertical HSS_RECT 6X4X3_16 A500 GrB rectangular 0.00 0.00 0.00 267 58 Side Vertical HSS_RECT 8X4X5_16 A500 GrB rectangular 0.00 0.00 0.00 270 304 Interior Vertical HSS_RECT 6X4X3_16 A500 GrB rectangular 0.00 0.00 0.00 271 305 Interior Vertical HSS_RECT 6X4X3_16 A500 GrB rectangular 0.00 0.00 0.00 272 306 Interior Vertical HSS_RECT 6X4X3_16 A500 GrB rectangular 0.00 0.00 0.00 273 307 Interior Vertical HSS_RECT 6X4X3_16 A500 GrB rectangular 0.00 0.00 0.00 274 308 Interior Vertical HSS_RECT 6X4X3_16 A500 GrB rectangular 0.00 0.00 0.00 268 59 Side Vertical HSS_RECT 8X4X5_16 A500 GrB rectangular 0.00 0.00 0.00 294 242 Truss Vertical Web HSS SQR 4X4X3_16 A500 GrB rectangular 0.00 0.00 0.00 297 243 Truss Vertical Web HSS_SQR 4X4X3_16 A500 GrB rectangular 0,00 0.00 0.00 298 244 Truss Vertical Web HSS_SQR 4X4X3_16 A500 GrB rectangular 0.00 0.00 0.00 268 301 Exterior Stub HSS_RECT 4X3X3_8 A500 GrB rectangular 0.00 0.00 0.00 273 206 Rigid Link HSS_SQR 003_8 A500 GrB rectangular 0.00 0.00 0.00 267 296 Exterior Stub HSS_RECT 4X3X3 8 A500 GrB rectangular 0.00 0.00 0.00 307 86 Interior Vertical HSS_RECT 6X4X3_16 A500 GrB rectangular 0.00 0.00 0.00 308 87 Interior Vertical HSS_RECT 6X4X3_16 A500 GrB rectangular 0.00 0.00 0.00 310 330 Side Vertical HSS_RECT 8X4X5_16 A500 GrB rectangular 0,00, 0.00 0.00 304 305 Interior Girt aisiCS 4x2x070 A570 Gr50 cold form 0.00 0.00 0.00 305 306 Interior Girt aisiCS 4x2x070 A570 Gr50 cold form 0.00 0.00 0.00 306 307 Interior Girt aisiCS 4x2x070 A570 Gr50 cold form 0.60 0.00 0.00 307 308 Interior Girt aisiCS 4x2x070 A570 Gr50 cold form 0.00 0.00 0.00 308 310 Interior Girt alsiCS 4x2x070 A570 Gr50 cold form 0.00 0.00 0.00 311 331 Side Vertical HSS RECT 8X4X5_16 A500 GrB rectangular 0.00 0.00 0.00 312 337 Side Vertical HSS_RECT 8X4X5_16 A500 GrB rectangular 0.00 0.00 0.00 331 332 Girt Below Truss HSS_RECT 6X3X3_16 A500 GrB rectangular 0.00 0.00 0.00 332 333 Girt Below Truss HSS_RECT 6X3X3_16 A500 GrB rectangular 0.00 0.00 0.00 333 334 Girt Below Truss HSS_RECT 6X3X3_16 A500 GrB rectangular 0.00 0.00 0.00 334 335 Girt Below Truss HSS_RECT 6X3X3_16 A500 GrB rectangular 0.00 0.00 0.00 335 336 Girt Below Truss HSS RECT 6X3X3_16 A500 GrB rectangular 0.00 0.00 0.00 336 337 Girt Below Truss HSS_RECT 6X3X3_16 A500 GrB rectangular 0.00 0.00 0.00 313 294 Truss Bottom Chord HSS_SQR 4X4X3_16 A500 GrB rectangular 0.00 0.00 0.00 314 249 Truss Top Chord HSS_SOR 4X4X1_4 A500 GrB rectangular 0.00 . 0.00 0.00 313 314 Truss Web L 2X2X1 4 A36 0.00 0.00 0.00 315 251 Truss Bottom Chord HSS_SQR 4X4X3_16 A500 GrB rectangular 0.00 0.00 0.00 316 317 Truss Top Chord HSS_SQR 4X4X1_4 A500 GrB rectangular 0.00 0.00 0.00 317 243 Truss Top Chord HSS_SQR 4X4X1 4 . A500 GrB rectangular 0.00 0.00 0.00 315 316 Truss Web L 2X2X1 4 A36 0.00 0.00 0.00 251 316 Truss Web L 2X2X1_4 A36 0.00 0.00 0.00 297 317 Truss Web L 2X2X1 4 A36 0.00 0.00 0.00 318 253 Truss Top Chord HSS_SQR 4X4X1_4 A500 GrB rectangular 0.00 0.00 0.00 319 298 Truss Bottom Chord HSS_SQR 4X4X3 16 A500 GrB rectangular 0.00 0.00 0.00 320 244 Truss Top Chord HSS_SQR 4X4X1_4 A500 GrB rectangular 0.00 0.00 0.00 297 318 Truss Web L 2X2X1 4 A36 0.00 0.00 0.00 252 318 Truss Web L 2X2X1 4 A36 0.00 0.00 0.00 319 320 Truss Web L2X2X1 4 A36 0.00 0.00 0.00 298 320 Truss Web L2X2X1 4 A36 0.00 0.00 0.00 321 322 Truss Top Chord HSS_SQR 4X4X1 4 A500 GrB rectangular 0.00 0.00 0.00 322 245 Truss Top Chord HSS_SQR 4X4X1 4 A500 GrB rectangular 0.00 0.00 0.00 323 206 Truss Bottom Chord HSS_SQR 4X4X3_16 A500 GrB rectangular 0.00 0.00 0.00 323 321 Truss Web L 2X2X1 4 A36 0.00 0.00 0.00 323 322 Truss Web L 2X2X1 4 A36 0.00 0.00 0.00 206 322 Truss Web L2X2X1 4 A36 0.00 0.00 0.00 324 325 Truss Top Chord HSS_SQR 4X4X1_4 A500 GrB rectangular 0.00 0.00 0.00 325 257 Truss Top Chord HSS_SQR 4X4X1 4 A500 GrB rectangular 0.00 0.00 0.00 326 299 Truss Bottom Chord HSS_SQR 4X4X3 16 A500 GrB rectangular 0.00 0.00 0.00 Page5 Page 39 of 73 04/03/2018 872 873 874 875 876 878 880 881 882 883 884 885 886 887 888 889 890 891 892 893 894 895 896 897 898 821 381 385 305 402 414 442 724 723 404 445 726 725 405 417 303 383 384 304 301 418 413 421 411 412 722 206 324 Truss Web 256 324 Truss Web 326 325 Truss Web 326 257 Truss Web 327 259 Truss Bottom Chord 327 328 Truss Web 329 81 Side Vertical 330 91 Side Vertical 311 261 Interior Girt Lower 261 262 Interior Girt Lower 262 263 Interior Girt Lower 263 264 Interior Girt Lower 264 265 Interior Girt Lower 265 312 Interior Girt Lower 331 267 Side Vertical 332 270 Interior Vertical 333 271 Interior Vertical 334 272 Interior Vertical 335 273 Interior Vertical 336 274 Interior Vertical 337 268 Side Vertical 248 314 Truss Vertical Web 259 328 Truss Vertical Web 5 91 Cable Brace 5 81 Cable Brace of local axes HIGHER POWER DOORS Lewis - Port St. Lucie, Florida L 2X2X1_4 L 2X2X1_4 L 2X2X1_4 L 2X2X1 4 HSS_SQR 4X4X3 16 L 2X2X1 4 HSS_RECT 8X4X5 16 HSS_RECT 8X4X5 16 aisiCS 4x2x070 aisiCS 4x2x070 aisiCS 4x2x070 aisiCS 4x2x070 aisiCS 4x2x070 aisiCS 4x2x070 HSS_RECT 8X4X5 16 HSS_RECT 6X4X3 16 HSS_RECT 6X4X3 16 HSS_RECT 6X4X3 16 HSS_RECT 6X4X3 16 HSS_RECT 6X4X3 16 HSS_RECT 8X4X5 16 HSS_SQR 4X4X3_16 HSS_SQR 4X4X3_16 RndBar5_8 RndBar 5_8 a A36 0.00 0.00 0.00 A36 0.00 0.00 0.00 A36 0.00 0.00 0.00 A36 0.00 0.00 0.00 A500 GrB rectangular 0.00 0.00 0.00 A36 0.00 0.00 0.00 A500 GrB rectangular 0.00 0.00 0.00 A500 GrB rectangular 0.00 0.00 0.00 A570 Gr50 cold form 0.00 0.00 0.00 A570 Gr50 cold form 0.00 0.00 0.00 A570 Gr50 cold form 0.00 0.00 0.00 A570 Gr50 cold form 0.00 0.00 0.00 A570 Gr50 cold form 0.00 0.00 _.. 0.00 A570 Gr50 cold form 0.00 0.00 0.00 A500 GrB rectangular 0.00 0.00 0.00 A500 GrB rectangular 0.00 0.00 0.00 A500 GrB rectangular 0.00 0.00 0.00 A500 GrB rectangular 0.00 0.00 0.00 A500 GrB rectangular 0.00 0.00 0.00 A500 GrB rectangular 0.00 0.00 0.00 A500 GrB rectangular 0.00 0.00 0.00 A500 GrB rectangular 0.00 0.00 0.00 A500 GrB rectangular 0.00 0.00 0.00 Al 045 0.00 0.00 0.00 A1045 0.00 0.00 0.00 r Rotation Axes23 NX NY NZ [Deg] 90.00 0 0.00 0.00 0.00 90.00 0 0.00 MG 0.00 90.00 0 0.00 0.00 0.00 90.00 0 0.00 0.00 0.00 90.00 0 0.00 0.00 0.00 90.00 0 0.00 0.00 0.00 90.00 0 0.00 0.00 0.00 90.00 0 0.00 0.00 0.00 90.00 0 0.00 0.00 0.00 90.00 0 0.00 0.00 0.00 90.00 0 0.00 0.00 0.00 90.00 0 0.00 0.00 0.00 90.00 0 0.00 0.00 0.00 90.00 0 0.00 0.00 0.00 90.00 0 0.00 0.00 0.00 90.00 0 0.00 0.00 0.00 90.00 0 0.00 0.00 0.00 90.00 0 0.00 0.00 0.00 90.00 0 0.00 0.00 0.00 90.00 0 0.00 0.00 0.00 90.00 0 0.00 .0.00 0.00 90.00 0 0.00 0.00 0.00 90.00 0 0.00 0.00. 0.00 90.00 0 0.00 0.00 0.00 90.00 0 0.00 0.00 0.00 90.00 0 0.00 0.00 0.00 Page6 Page 40 of 73 04/03/2018 W W W W W W W W W W Cp W W W W W W W W W W W W W W W W W w J J J J J J J J J J J J J J J J U7 U7 Ln CA U7 Cq A A W w A A w W A N OWD J m N m 0 0 CWfl A W w to 4 W N -A+ CD M V v (3) M A CO O W J O M L I W O W S -A+ J 0) cn .W? 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O O O O O O O O T O 0 0 0 0 0 0 0 0 0 0 0 C. 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 p 0 y 8 LOZ/£0/40 £L 10 tq 808d 0Ta6ed Rluo uolsual 0 0 0 D 0 0 0 0 /lluo uolsual 0 0 0 0 0 0 0 0 llnj L L 0 0 L L 0 0 Ilnj L L 0 0 L L 0 0 llnj L L 0 0 L L 0 0 llnj L L 0 0 L L 0 0 unj L L 0 0 L L 0 0 llnj L L 0 0 L L 0 0 Ilnj 0 0 0 0 L L 0 0 llnj 0 0 0 0 L L 0 0 Ilnj 0 0 0 0 L L 0 0 Ilnj 0 0 0 0 L L 0 0 linj 0 0 0 0 L L 0 0 Ilnj 0 0 0 0 L L 0 0 llnj 0 0 0 0 L L 0 0 Ilnj 0 0 0 0 L L 0 0 llnj 0 0 0 0 L L 0 0 Unj 0 0 0 0 L L 0 0 llnj 0 0 0 0 L L 0 0 llnj 0 0 0 0 L L 0 0 llnj 0 0 0 0 L L 0 0 ilnj 0 0 0 0 L L 0 0 Ilnj 0 0 0 0 L L 0 0 llnj 0 0 0 0 L L 0 0 llnj 0 0 0 0 L L 0 0 llnj 0 0 0 0 L L 0 0 Ilnj 0 0 0 0 L L 0 0 llnj 0 0 0 0 L L 0 0 llnj 0 0 0 0 L L 0 0 llnj 0 0 0 0 L L 0 0 Ilnj L L 0 0 L L 0 0 Ilnj L L 0 0 L L 0 0 llnj L L 0 0 L L 0 0 llnj L L 0 0 L L 0 0 llnj L L 0 0 L L 0 0 llnj 0 0 0 0 L L 0 0 llnj 0 0 0 0 L L 0 0 llnj 0 0 0 0 L L 0 0 Ilnj 0 0 0 0 L L 0 0 Ilnj 0 0 0 0 L L 0 0 llnj 0 0 0 0 L L 0 0 llnj 0 0 0 0 L L 0 0 Ilnj 0 0 0 0 l L 0 0 llnj 0 0 0 0 L L 0 0 Ilnj 0 0 0 0 l L 0 0 linj 0 0 0 0 L L 0 0 epuol j 'alon-I 'IS 1J0d - slma-I SHOOG H3MOd b3HJIH 0 868 0 Me L L88 L 988 L 988 L 488 L 688 L Z88 L 8L8 L SL9 L 4L8 L £L8 L ZL8 L 898 L L99 L 999 L Z99 L 498 L 098 L 699 L 999 L 498 L 898 L 848 L 948 L 448 L £48 L Z48 L 448 L 6£8 l LZ8 L 938 L 5Z8 L 4Z8 L £Z8 0 848 0 LL8 L L£L L 9£L L S£L L 4£L L Z£L L L£L L 0£L L 6ZL L 8ZL HIGHER POWER DOORS Lewis - Port St. Lucie, Florida Integrity Structural Engineering, PLLC Curre Date: 3/30/201811:46 AM Project: Opening 52' x 14'-81/2" 40 mph - Lewis - Port St. Lucie, FL Client: Higher Power Doors Structural Engineer: Jeff Bartoszek I Job Number: 18038 Compi ny Address: P.O. Box 766, St. Joseph MI 49085 Load data GLOS IARY i Comb : Indicates if load condition is a load combination I Load (Conditions Conditu n Description DL I� Dead Load wii wind load out wl2 Wind Load in i c1 DL+wl1 c2 I DL+wl2 force on members Comb. Category No DL No WIND No WIND Yes Yes Va12 Distl % Dist2 % [Lb/ft] [in] [in] wli 381 z 8.80 8.80 0.00 Yes 100.00 Yes 385 z 8.80 8.80 0.00 Yes 100.00 Yes 305 z 5.80 5.80 0.00 Yes 100.00 Yes 303 z 5.80 5.80 0.00 Yes 100.00 Yes 383 z 8.80 8.80 0.00 Yes 100.00 Yes 384 z 8.80 8.80 0.00 Yes 100.00 Yes , 304 z 5.80 5.80 0.00 Yes 100.00 Yes 301 z 5.60 5.80 0.00 Yes 100.00 Yes 386 z 8.80 8.80 0.00 Yes 100.00 Yes 306 z 5.80 5.80 0.00 Yes 100.00 Yes 387 z 8.80 8.80 0.00 Yes 100.00 Yes 307 z 5.80 5.80 0.00 Yes 100.00 Yes 821 z 17.60 17.60 0.00 Yes 100.00 Yes 823 z 17.60 17.60 0.00 Yes 100.00 Yes 824 z 17.60 17.60 0.00 Yes 100.00 Yes 825 z 17.60 17.60 0.00 Yes 100.00 Yes 826 z 17.60 17.60 0.00 Yes 100.00 Yes 827 z 17.60 17.60 0.00 Yes 100.00 Yes 839 z 14.70 14.70 0.00 Yes 100.00 Yes 841 z 14.70 14.70 0.00 Yes 100.00 Yes Pagel Page 45 of 73 C. 04/03/2018 w12 ,- HIGHER POWER DOORS Lewis - Port St. Lucie, Florida 842 Z 14.70 14.70 0.00 Yes 100.00 Yes 843 Z 14.70 14.70 0.00 Yes 100.00 Yes 844 Z 14.70 14.70 0.00 Yes 100.00 Yes 845 Z 14.70 14.70 0.00 Yes 100.00 Yes 882 ' Z 11.70 .11.70 0.00 Yes 100.00 Yes 883 Z 11.70 11.70 0.00 Yes 100.00 Yes 884 Z 11.70 11.70 0.00 Yes 100.00 Yes 885 Z 11.70 11.70 0.00 Yes 100.00 Yes 886 Z 11.70 11.70 0.00 Yes 100.00 Yes 887 Z 11.70 11.70 0.00 Yes 100.00 Yes 381 Z -8.20 -8.20 0.00 Yes 100,00 Yes 385 Z -8.20 -8.20 0.00 Yes 100.00 Yes 305 Z -5.40 -5.40 0.00 Yes 100.00 Yes 303 Z -5.40 -5.40 U0 Yes 100.00 Yes 383 Z -8.20 -8.20 0.00 Yes 100.00 Yes 384 Z -8.20 -8.20 0.00 Yes 100.00 Yes 304 Z -5.40 -5.40 0.00 Yes 100.00 Yes 301 Z -5.40 -5.40 0.00 Yes 100.00 Yes 386 Z -8.20 -8.20 0.00 Yes 100.00 Yes 306 Z -5.40 -5.40 0.00 Yes 100.00 Yes 387 Z -8.20 -8.20 0.00 Yes 100.00 Yes 307 Z -5.40 -5.40 0.00 Yes 100.00 Yes 821 Z -16.30 -16.30 0.00 Yes 100.00 Yes 823 Z -16.30 -16.30 0.00 Yes 100.00 Yes 824 Z -16.30 -16.30 0.00 Yes 100.00 Yes 825 Z -16.30 -16.30 0.00 Yes 100.00 Yes 826 Z -16.30 -16.30 0.00 Yes 100.00 Yes 827 Z -16.30 -16.30 0.00 Yes 100.00 Yes 839 Z -13.60 -13.60 0.00 Yes 100.00 Yes 841 Z -13.60 -13.60 0.00 Yes 100.00 Yes 842 Z -13.60 -13.60 0.00 Yes 100.00 Yes 843 Z -13.60 -13.60 0.00 Yes 100.00 Yes - 844 Z -13.60 -13.60 0.00 Yes 100.00 Yes 845 Z -13.60 -13.60 0.00 Yes 100.00 Yes 882 Z -10.90 -10.90 0.00 Yes 100.00 Yes 883 Z -10.90 -10.90 0.00 Yes 100.00 Yes 884 Z -10.90 -10.90 0.00 Yes 100.00 Yes 885 Z -10.90 -10.90 0.00 Yes 100.00 Yes 886 Z -10.90 -10.90 0.00 Yes 100.00 Yes 887 Z -10.90 -10.90 0.00 Yes 100.00 Yes Self eight multipliers for load conditions Description Self weight multiplier Comb. MultX MUItY MultZ DL Dead Load ------------------------------------- No 0.00 -1.10 0.00 wli wind load out No 0.00 0.00 0.00 W2 Wind Load in No 0.00 -1.10 0.00 ci DL+wl1 Yes 0.00 0.00 0.00 c2 DL+wl2 Yes 0.00 0.00 0.00 Paget Page 46 of 73 04/03/2018 HIGHER POWER DOORS Lewis - Port St. Lucie, Florida DL wl1 w12 cl c2 (Dynamic analysis only) a/g Ang. Damp. [Deg] rN 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Page3 Page 47 of 73 04/03/2018 l HIGHER POWER DOORS Lewis - Port St. Lucie, Florida I E'-. Integrity Structural Engineering, PLLC Curre Date: 3/30/2018 12:13 PM Project: Opening 52' x 14'-8 1/2" 40 mph - Lewis - Port St. Lucie, FL Client: Higher Power Doors Structural Engineer: Jeff Bartoszek Job Number: 18038 Comp iy Address: P.O. Box 766, St. Joseph MI 49085 Steel Code Check Report � Summary - Group by description Load conditions to be included in design: ci DL+wli c IDL+wl2 Descri"tion Section Member Ctrl Eq. Ratio Status Reference Bottom — - ------- Horizontal —----- — -- --- - - --- --- HSS RECT6X2Xi 8 — - 303 ---- ---- ----- c2 at 100.00% - - - 0.06 -- — — ------ OK __ __ Eq. 1-11-1b Cable Brace RndBar5 8 897 c2 at 100.00% 0.79 OK Eq. H1-1a Column W 8X24 505 c2 at 0.00% 0.16 OK Eq. H1-1 b Exterioi Stub HSS RECT4X3X3 8 811 c2 at 100.00% 0.35 OK Eq. H3-6 Girt BRAow Truss HSS RECT 6X3X3 16 842 c2 at 0.00% 0.10 OK Eq. Sec. D2 lnteriorlGirt aisiCS4x2x070 827 c2 at 6.25% 0.39 OK Sec. C3.4 lnterio�IiGirt Lower 884 c2 at 46.88% 0.13 OK Sec. C5.1 Interio lVertical HSS RECT 6=3 16 789 c2 at 0.00% 0.19. OK Eq. H1-1b Pin - i of RndBar 1-1 2 510 c2 at 0.00% 0.36 OK Eq. H1-1 b Pin-L er RndBar 1-1 4 511 c2 at 100.00% 0.04 OK Eq. H1-1 b Rigid ink HSS SQR 4X4X3 8 673 c2 at 0.00% 0.21 OK Eq. 1-13-1 Side Vertical HSS RECT 8X4X5 16 404 c2 at 0.00% 0.14 OK Eq. HI -lb Too Horizontal HSS RECT 8X2X1 8 387 c2 at 43.75% 0.27 OK Eq. 1-11-1 a Truss Bottom Chord. HSS SQR 4X4X3 16 846 c2 at 100.00% 0.26 OK Eq. H1-1 b Truss top Chord HSS SQR 4X4X1 4 621 c2 at 0.00% 0.21 OK Eq. H1-1 b Truss Vertical Web HSS SQR 4X4X3 16 679 c2 at 0.00% 0.10 OK Eq. 1-11-1 b, Truss Web L 2X2X1 4 878 c1 at 50.00 /0 0.13 OK Eq. H2-1 1 Pagel Page 48 of 73 04/03/2018 -�� HIGHER POWER DOORS Lewis - Port St. Lucie, Florida S. Integrity Structural Engineering, PLLC Curre t Date: 3/30/2018 11:53 AM Project: Open 52' x 14'-8 1/2" 115 mph - Lewis - Port St. Lucie, FL Client: Higher Power Doors Structural Engineer: Jeff Bartoszek Job Number: 18038 Company Address: P.O. Box 766, St. Joseph MI 49085 Geometry data GLOS ARY I Cb22, b33 : Moment gradient coefficients Cm22, ICm33 : Coefficients applied to bending term in interaction formula d0 i : Tapered member section depth at J end of member DJX : Rigid end offset distance measured from J node in axis X DJY : Rigid end offset distance measured from J node in axis Y DJZ ; Rigid end offset distance measured from J node in axis Z DKX : Rigid end offset distance measured from K node in axis X DKY : Rigid end offset distance measured from K node in axis Y DKZ : Rigid end offset distance measured from K node in axis Z dL : Tapered member section depth at K end of member Ig factor :Inertia reduction factor (Effective Inertia/Gross Inertia) for reinforced concrete members K22 : Effective length factor about axis 2 K33 : Effective length factor about axis 3 L22 : Member length for calculation of axial capacity L33 : Member length for calculation of axial capacity LB po : Lateral unbraced length of the compression flange in the positive side of local axis 2 LB n : Lateral unbraced length of the compression flange in the negative side of local axis 2 RX : Rotation about X RY : Rotation about Y RZ : Rotation about Z TO : 1 = Tension only member 0 = Normal member TX : Translation in X TY : Translation in Y TZ : Translation in Z Nod II Node X Y z Rigid Floor [in] [n] [in] 1 2.00 1.00 0.00 0 4 204.00 1.00 0.00 0 11 622.00 1.00 0.00 0 81 2.00 175.50 0.00 0 84 204.00 175.50 0.00 0 91 622.00 175.50 0.00 0 58 2.00 94.50 0.00 0 244 312.00 76.50 28.00 0 245 420.00 76.50 28.00 0 59 622.00 94.50 0.00 0 3 96.00 1.00 0.00 0 83 1 96.00 175.50 0.00 0 85 1 312.00 175.50 0.00 0 5 312.00 1.00 0.00 0 243 204.00 76.50 28.00 0 86 420.00 175.50 0.00 0 6 420.00 1.00 0.00 0 87 528.00 175.50 0.00 0 Pagel Page 49 of 73 04/03/2018 I I j W W i W W W W W W W W N N N N N N N N N N N N N p"p� N N N N N N N N N N N N N N N i i -+ j 1 1 1 -+ N N N J j 0 0 00 �1 O Ul A W N -+ O J T COl7 A N R. (0D J 00) ? A W N j O W v Ul .A W N (ND W V M Ln Cn ? W N N+ O (AD OD ? W N coOJ OOi Ul 0) N 0) m m vt A 1 N W w i N Ul A i N m m A 1 N m Ul A co W N N -i -_+ m m m m A m to E m 0 V N m m W A m N N N N O 0 N N O OD N N O 0 N N N O O7 m A Ul A W to A m J A N N N N N (D N N � A m N m O N N O N N N m O N A m N N OD N A N m OD O N A N N OD O N A m N m 0 00 O m 0 OD A 00 N A A A UO OD 00 OD O m 00 OD O O O O O O O O O O O O O O O O O O 0 0 0 O O O O O O O O O O O O O O O O O O O O O O O O O O O V J �I J 9J V V Pl 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Ul U1 Ul U7 Ul Ul Ul UI O O O O r rn o ;u (OD V V J J J V J J J W W N N N N N N N J J J V J J J J J V V J V W W W W W J J J J J V J J J J V J (D Ul (D (D W Ul (D (D J J J_ U7 W (A m T m A A [n Ul Cn Cn 01 m m m m Cn Ut W W W W W Q) d) Ut a) m m a) A A A OD :PI- m O Q Ul Ul Ul Ul Ul N m m Cn O O m m m Ul Cn Ul m 0 N m m Ul 0 Ul Ul. Ul M Ul Cn (n O O O O O Ul Ul Ul Ul Gn Ul Ul m m m m m N to Ul Ul M Ul m m Ul Gn UI O� 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 o r V n W �v n O 570 =. M Cl) d N N N N N N 1 m PD m m CO OD co 00 OD O O O O O O O O O OD OD O] 00 OD OD O O O O O O O O O O O O W W m m co OD OND OND m OD 0 0 0 00 0 0 0 w OND W O ,OND O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O o O O O o o O O O Ul 0 0 0 Ul o 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0. 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 N 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0.0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 m 322 323 324 325 326 327 328 329 330 331 332 333 334 335 336 337 Rests u Node 105 106 107 108 101 102 103 104 411 414 417 418 413 421 412 420 424 422 427 428 741 789 790 793 795 796 • HIGHER POWER DOORS Lewis - Port St. Lucie, Florida 402.00 76.50 28.00 0 384.00 76.50 8.00 0 438.00 76.50 28.00 0 474.00 76.50 28.00 0 492.00 76.50 8.00 0 564.00 76.50 8.00 0 582.00 76.50 28.00 0 2.00 158.50 0.00 0 622.00 158.50 0.00 0 2.00 70.50 0.00 0 96.00 70.50. 0.00 0 204.00 70.50 0.00 0 312.00 70.50 0.00 0 420.00 70.50 0.00 0 528.00 70.50 0.00 0 622.00 70.50 0.00 0 TX TY TZ FIX RY RZ 1 1 1 0 0 0 0 0 1 0 0 0 1 0 0 0 0 0 1 1 0 0 0 0 1 1 1 0 0 0 0 0 1 0 0 0 " 1 0 0 0 0 0 1 1 0 0 0 0 NJ NK Description 3 261 Interior Vertical 4 262 Interior Vertical 305 84 Interior Vertical 5 263 Interior Vertical 304 83 Interior Vertical 306 85 Interior Vertical 261 332 Interior Vertical 263 334 Interior Vertical 264 335 Interior Vertical 6 264 Interior Vertical 7 265 Interior Vertical 265 336 Interior Vertical 262 333 Interior Vertical 270 304 Interior Vertical 271 305 Interior Vertical 272 306 Interior Vertical 273 307 Interior Vertical 274 308 Interior Vertical Section Material d0 dL Ig factor [in] [in] HSS_RECT 6X4X3_16 A500 GrB rectangular 0.00 0.00 0.00 HSS_RECT 6X4X3 16 A500 GrB rectangular 0.00 0.00 0.00 HSS_RECT 6X4X3_16 A500 GrB rectangular 0.06 0.00 0.00 HSS_RECT 6X4X3_16 A500 GrB rectangular 0.00 , 0.00 0.00 HSS_RECT 6X4X3_16 A500 GrB rectangular 0.00 0.00 0.00 HSS_RECT 6X4X3 16 A500 GrB rectangular 0.00 0.00 0.00 HSS_RECT 6X4X3_16 A500 GrB rectangular 0.00 0.00 0.00 HSS_RECT 6X4X3 16 A500 GrB rectangular 0.00 0.00 0.00 HSS_RECT 6X4X3_16 A500 GrB rectangular 0.00 0.00 0.00 HSS_RECT 6X4X3 16 A500 GrB rectangular 0.00 0.00" 0.00 HSS_RECT 6X4X3_16 A500 GrB rectangular 0.00 0.00 0.00 HSS_RECT 6X4X3 16 A500 GrB rectangular 0.00 0.00 0.00 HSS_RECT 6X4X3 16 A500 GrB rectangular 0.00 0.00 0.00 HSS_RECT 6X4X3_16 A500 GrB rectangular 0.00 0.00 0.00 HSS_RECT 6X4X3_16 A500 GrB rectangular 0.00 0.00 0.00 HSS_RECT 6X4X3 16 A500 GrB rectangular 0.00 0.00 0.00 HSS RECT 6X4X3 16 A500 GrB rectangular 0.00 0.00 0.00 HSS_REGT 6X4X3 16 A500 GrB rectangular 0.00 0.00 0.00 Page3 Page 51 of 73 04/03/2018 HIGHER POWER DOORS Lewis - Port St. Lucie, Florida 817 307 86 Interior Vertical HSS_RECT 6X4X3_16 818 I 308 87 Interior Vertical HSS_RECT 6X4X3 16 889 332 270 Interior Vertical HSS_RECT 6X4X3_16 890 333 271 Interior Vertical HSS_RECT 6X4X3_16 891 334 272 Interior Vertical HSS_RECT 6X4X3 16 892 335 273 Interior Vertical HSS_RECT 6X4X3_16 893 336 274 Interior Vertical HSS_RECT 6X4X3 16 381 81 83 Top Horizontal HSS_RECT 8X2X1_8 385 85 86 Top Horizontal HSS_RECT 8X2X1_8 305 5 6 Bottom Horizontal HSS_RECT 6X2X1_8 402 1 311 Side Vertical HSS_RECT 8X4X5_16 442 11 312 Side Vertical HSS_RECT SX4X5_16 632 246 258 Truss Top Chord HSS_SQR 4X4X1_4 679 206 245 Truss Vertical Web HSS_SQR 4X4X3 16 724 294 250 Truss Web L2X2X1_4 677 272 298 Rigid Link HSS_SQR 4X4X3_8 621, 296 314 Truss Top Chord HSS_SQR 4X4X1_4 723 249 294 Truss Web L2X2X1_4 404 58 302 Side Vertical HSS_RECT 8X4X5 16 445 59 310 Side Vertical HSS_RECT 8X4X5_16 634 328 301 Truss Top Chord HSS_SQR 4X4X1_4 726 251 317 Truss Web L2X2X1_4 681 274 299 Rigid Link HSS_SQR 4X4X3_8 628 244 254 Truss Top Chord HSS_SQR 4X4X1 4 725 315 250 Truss Web L 2X2X1_4 405 302 329 Side Vertical HSS_RECT 8X4X5_16 3031 3 4 Bottom Horizontal HSS_RECT 6X2X1 8 383 83 84 Tap Horizontal HSS_RECT 8X2X1_8 384 84' 85 Top Horizontal HSS_RECT 8X2X1_8 304 4 5 Bottom Horizontal HSS_RECT 6X2X1 8 301 1 3 Bottom Horizontal HSS_RECT 6X2X1_8 626 243 318 Truss Top Chord HSS SQR 4X4X1_4 673 270 294 Rigid Link HSS_SQR 4X4X3_8 722 313 249 Truss Web L2X2X1_4 675 271 297 Rigid Link HSS_SQR 4X4X3_8 386 86 87 Top Horizontal HSS_RECT 8X2X1_8 306 6 7 Bottom Horizontal HSS_RECT 6X2X1_8 387 87 91 Top Horizontal HSS_RECT 6X2X1_8 307 7 11 Bottom Horizontal HSS_RECT 6X2X1 8 630 245 324 Truss Top Chord HSS_SQR 4X4X1_4 624 242 250 Truss Top Chord HSS_SQR 4X4X1_4 614 259 301 Truss Bottom Chord HSS_SQR 4X4X3_16 612 299 327 Truss Bottom Chord HSS_SQR 4X4X3_16 610 206 256 Truss Bottom Chord HSS_SQR 4X4X3_16 606 298 255 Truss Bottom Chord HSS_SQR 4X4X3 16 606 297 252 Truss Bottom Chord HSS_SQR 4X4X3_16 604 294 315 Truss Bottom Chord HSS_SQR 4X4X3_16 601 296 248 Truss Bottom Chord HS5_SQR 4X4X3_16 503' 102 104 Column W 8X24 502 102 103 Column W SX24 501 101 102 Column W 8X24 506 106 108 Column W SX24 505 106 107 Column W 8X24 504 105 106 Column W 8X24 510 102 58 Pin - pivot RndBar 1-1_2 511 103 329 Pin -Upper RndBar 1-1 4 513 330 107 Pin -Upper RndBar 1-1 4 512 59 106 Pin - pivot RndBar 1-1_2 682 299 246 Truss Vertical Web HSS_SQR 4X4X3_16 603 248 313 Truss Bottom Chord HSS SQR 4X4X3_16 Page4 Page 52 of 73 A500 GrB rectangular 0.00 0.00 0.00 A500 GrB rectangular 0.00' 0.00 0.00 A500 GrB rectangular 0.00 0.00 0.00 A500 GrB rectangular 0.00 0.00 0.00 A500 GrB rectangular 0.00 0.00 0.00 A500 GrB rectangular 0.00 0.00 0.00 A500 GrB rectangular 0.00 0.00 0.00 A500 GrB rectangular 0.00 0.00 0.00 A500 GrB rectangular 0.00 0.00 0.00 A500 GrB rectangular 0.00 0.00 0.00 A500 GrB rectangular 0.00 0.00 0.00 A500 GrB rectangular 0.00 0.00 0.00 A500 GrB rectangular 0.00 0.00 0.00 A500 GrB rectangular 0:00 0.00 0.00 A36 0.00 0.00 0.00 A500 GrB rectangular 0.00 0.00 0.00 A500 GrB rectangular 0.00 0.00 0.00 A36 0.00 0.00 0.00 A500 GrB rectangular 0.00 0.00 0.00 A500 GrB rectangular 0.00 0.00 0.00 A500 GrB rectangular 0.00 0.00 0.00 A36 0.00 0.00 0.00 A500 GrB rectangular 0.00 0.00 0.00 A500 GrB rectangular 0.00 0.00 0.00 A36 0.00 0.00 0.00 A500 GrB rectangular 0.00 0.00 0.00 A500 GrB rectangular 0.00 0.00 0.00 A500 GrB rectangular 0.00 0.00 0.00 A500 GrB rectangular 0.00 0.00 0.00 A500 GrB rectangular 0.00 0.00 0.00 A500 GrB rectangular 0.00 0.00 0.00 A500 GrB'rectangular 0.00 0.00 0.00 A500 GrB rectangular 0.00 0.00 0.00 A36 0.00 0.00 0.00 A500 GrB rectangular 0:00 0.00 0.00 A500 GrB rectangular 0.00 0.00 0.00 A500 GrB rectangular 0.00 0.00 0.00 A500 GrB rectangular 0.00 0.00 0.00 A500 GrB rectangular 0.00 0.00 0.00 A500 GrB rectangular 0.00 0.00 0.00 A500 GrB rectangular 0.00 0.00 0.00 A500 GrB rectangular 0.00 0.00 0.00 A500 GrB rectangular 0.00 0.00 0.00 A500 GrB rectangular 0.00 0.00 0.00 A500 GrB rectangular 0.00 0.00 0.00 A500 GrB rectangular 0.00 0.00 0.00 A500 GrB rectangular 0.00 0.00 0.00 A500 GrB rectangular 0.00 0.00 0.00 A992 Gr50 0.00 0.00 0.00 A992 Gr50 0.00 0.00 0.00 A992 Gr50 0.00 0.00 0.00 A992 Gr50 0.00 0.00 0.00 A992 Gr50 0.00 0.00 0.00 A992 Gr50 0.00 0.00 0.00 A449 Gr81 0.00 0.00 0.00 A449 Gr81 0.00 0.00 0.00 A449 Gr81 0.00 0.00 0.00 A449 Gr81 0.00 0.00 0.00 A500 GrB rectangular 0.00 0.00 0.00 A500 GrB rectangular 0.00 0.00 0.00 04/03/2018 i I 623 625 605 607 627 629 609 611 631 633 728 729 730 731 732 734 735 736 737 786 800 803 j 805 806 809 810 811 820 821 823 824 825 826 827 837 838 839 841 842 843 844 845 847 848 850 851 852 853 854 855 856 857, 858 859 860 861 862 863 864 HIGHER POWER DOORS Lewis - Port St. Lucie, Florida 249 242 Truss Top Chord HSS_SQR 4X4X1-4 250 316 Truss Top Chord HSS_SQR 4X4X1_4 251 297 Truss Bottom Chord HSS_SQR 4X4X3 16 252 319 Truss Bottom Chord HSS_SQR 4X4X3 16 253 320 Truss Top Chord HSS_SQR 4X4X1 4 254 321 Truss Top Chord HSS_SQR 4X4X1 4 255 323 Truss Bottom Chord HSS_SQR 4X4X3_16 256 326 Truss Bottom Chord HSS_SQR 4X4X3_16 257 246 Truss Top Chord HSS_SQR 4X4X1_4 258 328 Truss Top Chord HSS_SQR 4X4X1_4 252 253 Truss Web L 2X2X1 4 319 253 Truss Web L 2X2X1 4 298 254 Truss Web L 2X2X1 4 254 255 Truss Web L 2X2X1 4 255 321 Truss Web L 2X2X1 4 256 325 Truss Web L 2X2X1 4 257 299 Truss Web L 2X2X1 4 299 258 Truss Web L 2X2X1 4 327 258 Truss Web L 2X2X1 4 267 58 Side Vertical HSS_RECT 8X4X5 16 268 59 Side Vertical HSS_RECT 8X4X5 16 294 242 Truss Vertical Web HSS_SQR 4X4X3 16 297 243 Truss Vertical Web HSS_SQR 4X4X3 16 298 244 Truss Vertical Web HSS_SQR 4X4X3 16' 268 301 Exterior Stub HSS_RECT 4X3X3 8 273 206 Rigid Link HSS_SQR 4X4X3 8 267 296 Exterior Stub HSS_RECT 4X3X3 8 310 330 Side Vertical HSS_RECT 8X4X5 16 302 304 Interior Girt aisiCS 4x2x070 304 305 Interior Girt aisiCS 4x2X070 305 306 Interior Girt alsiCS 4x2x070 306 307 Interior Girt aisiCS 4x2X070 307 308 Interior Girt aisiCS 4x2x070 308 310 Interior Girt aisiCS 4x2x070 311 331 Side Vertical HSS_RECT 8X4X5 16 312 337 Side Vertical HSS_RECT 8X4X5 16 331 332 Girt Below Truss HSS_RECT 6X3X3 16 332 333 Girt Below Truss HSS_RECT 6X3X3_16 333 334 Girt Below Truss HSS_RECT 6X3X3 16 334 335 Girt Below Truss HSS_RECT 6X3X3 16 335 336 Girt Below Truss HSS_RECT 6X3X3_16 336 337 Girt Below Truss HSS_RECT 6X3X3 16 313 294 Truss Bottom Chord HSS SQR 4X4X3 16 314 249 Truss Top Chord HSS SQR 4X4X1 4 313 314 Truss Web L2X2X1_4 315 251 Truss Bottom Chord HSS SQR 4X4X3 16 316 317 Truss Top Chord HSS SQR 4X4X1-4 317 243 Truss Top Chord HSS SQR 4X4X1 4 315 316 Truss Web L 2X2X1 4 251 316 Truss Web L 2X2X1 4 297 317 Truss Web L2X2X1_4 318 253 Truss Top Chord HSS_SQR 4X4X1 4 319 298 Truss Bottom Chord HSS_SQR 4X4X3 16 320 244 Truss Top Chord HSS_SQR 4X4X1 4 297 318 Truss Web L 2X2X1 4 252 318 Truss Web L 2X2X1 4 319 320 Truss Web L 2X2X1 4 298 320 Truss Web L 2X2X1 4 321 322 Truss Top Chord HSS_SQR 4X4X1_4 322 245 Truss Top Chord HSS_SQR 4X4X1 4 Page5 Page 53 of 73 A500 GrB rectangular A500 GrB rectangular A500 GrB rectangular A500 GrB rectangular A500 GrB rectangular A500 GrB rectangular A500 GrB rectangular A500 GrB rectangular A500 GrB rectangular A500 GrB rectangular, A36 A36 A36 A36 A36 A36 A36 A36 A36 A500 GrB rectangular A500 GrB rectangular A500 GrB rectangular A500 GrB rectangular A500 GrB rectangular A500 GrB rectangular A500 GrB rectangular A500 GrB rectangular A500 GrB rectangular A570 Gr50 cold form A570 Gr50 cold form A570 Gr50 cold farm A570 Gr50 cold form A570 Gr50 cold form A570 Gr50 cold form A500 GrB rectangular A500 GrB rectangular A500 GrB rectangular A500 GrB rectangular A500 GrB rectangular A500 GrB rectangular A500 GrB rectangular A500 GrB rectangular A500 GrB rectangular A500 GrB rectangular A36 A500 GrB rectangular A500 GrB rectangular A500 GrB rectangular A36 A36 A36 A500 GrB rectangular A500 GrB rectangular A500 GrB rectangular A36 A36 A36 A36 A500 GrB rectangular A500 GrB rectangular 0.00 0.00 0.00 U0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0,00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0A 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 04/03/2018 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 .865 866 867 868 869 870 871 872 873 874 875 876 878 880 881 882 883 884 885 886 887 888 894 895 896 Ori 323 206 Truss Bottom Chord 323 321 Truss Web 323 322 Truss Web 206 322 Truss Web 324 325 Truss Top Chord 325 257 Truss Top Chord 326 299 Truss Bottom Chord 206 324 Truss Web 256 324 Truss Web 326 325 Truss Web 326 257 Truss Web 327 259 Truss Bottom Chord 327 328 Truss Web 329 81 Side Vertical 330 91 Side Vertical 311 261 Interior Girt Lower 261 262 Interior Girt Lower 262 263 Interior Girt Lower 263 264 Interior Girt Lower 264 265 Interior Girt Lower 265 312 Interior Girt Lower 331 267 Side Vertical 337 268 Side Vertical 248 314 Truss Vertical Web 259 328 Truss Vertical Web of local axes HIGHER POWER DOORS Lewis - Port St. Lucie, Florida HSS_SQR 4X4X3_16 A500 GrB rectangular 0.00 0.00 0.00 L 2X2X1 4 A36 0.00 0.00 . 0.00 L 2X2X1_4 A36 0.00 0.00 0.00 L 2X2X1 4 A36 0.00 0.00 0.00 HSS-SQR 4X4X1 4 A500 GrB rectangular 0.00 0.00 0.00 HSS-SQR 4X4X1 4 A500.GrB rectangular 0.00 0.00 0.00 HSS_SQR 4X4X3-16 A500 GrB rectangular 0.00 0.00 0.00 L 2X2X1 4 A36 0.00 0.00 0.00 L 2X2X1_4 A36 0.00 0.00 0.00 L 2X2X1_4 A36 0.00 0.00 0.00 L 2X2X1 4 A36 0.00 0.00 0.00 HSS_SQR 4X4X3_16 A500 GrB rectangular 0.00 0.00 0.00 L 2X2X1 4 A36 0.00 0.00 0.00 HSS-RECT 8X4X5-16 A500 GrB rectangular 0.00 0.00 0.00 HSS_RECT 8X4X5 16 A500 GrB rectangular 0.00 0.00 0.00 aisiCS 4x2x070 A570 Gr50 cold form 0.00 0.00 0.00 aisiCS 4x2x070 A570 Gr50 cold form 0.00 0.00 0.00 alsiCS 4x2x070 A570 Gr50 cold form 0.00 0.00 0.00 aisiCS 4x2x070 A570 Gr50 cold form 0.00 0.00 0.00 aisiCS 4x2x070 A570 Gr50 cold form 0.00 0.00 0.00 aisiCS 4x2x070 A570 Gr50 cold form 0.00 0.00 0.00 HSS-RECT 8X4X5-16 A500 GrB rectangular 0.00 0.00 0.00 HSS_RECT 8X4X5_16 A500 GrB rectangular 0.00 0.00 . 0.00 HSS SQR 4X4X3-16 A500 GrB rectangular 0.00 0.00 0.00 HSS-SQR 4X4X3-16 --'------------ - -- A500 GrB rectangular --- ----- -- ---- 0.00 ---------------- 0.00 - -- --- 0.00 - I Mernk r Rotation Axes23 NX NY NZ -- --- ----- [Deg] ------------ -- --- ---- 411 90.00 0 - - 0.00 ---- 0.00 0.00 ^ 414 90.00 0 0.00 0.00 0.00 417 90.00 0 0.00 0.00 0.00 418 90.00 0 0.00 0.00 0.00 413 90.00 0 0.00 0.00 0.00 421 90.00 0 0.00 0.00 0.00 412 90.00 0 0.00 0.00 0.00 420 90.00 0 0.00 0.00 0.00 424 90.00 0 0.00 0.00 0.00 422 90.00 0 0.00 0.00 0.00 427 90.00 0 0.00 0.00 0.00 428 90.00 0 0.00 0.00 0.00 741 90.00 0 0.00 0.00 0.00 789 90.00 0 0.00 0.00 0.00 790 90.00 0 0.00 0.00 0.00 793 90.00 0 0.00 0.00 0.00 795 90.00 0 0.00 0.00 0.00 796 90.00 0 0.00 0.00 0.00 817 90.00 0 0.00 0.00 0.00 818 90.00 0 0.00 0.00 0.00 889 90.00 0 0.00 0.00 0.00 890 90.00 0 0.00 0.00 0.00 891 90.00 0 0.00 0.00 0.00 892 90.00 0 0.00 0.00 0.00 893 90.00 0 0.00 0.00 0.00 381 90.00 0 0.00 0.00 0.00 I Page6, Page 54 of 73 a 04/03/2018 385 305 402 442 724 723 404 445 726 725 405 303 383 384 304 301 722 386 306 387 307 502 505 728 729 730 731 732 734 735 736 737 786 800 820 821 823 824 825 826 827 837 838 839 841 842 843 844 845 848 853 854 855 859 860 861 862 866 867 868 / HIGHER POWER DOORS Lewis - Port St. Lucie, Florida 90.00 0 0.00 0.00 0.00 90.00 0 0.00 0.00 0.00 90.00 0 0.00 0.00 0.00 90.00 0 0.00 0.00 0.00 90.00 0 0.00 0.00 0.00 90.00 0 0.00 0.00 0.00 90.00 0 0.00 0.00 0.00 90.00 0 0.00 0.00 0.00 90.00 0 0.00 0.00 0.00 90.00 0 0.00 0.00 0.00 90.00 0 0.00 0.00 0.00 90.00 0 0.00 0.00 0.00 90.00 0 0.00 0.00 0.00 90.00 0 0.00 0.00 0.00 90.00 0 0.00 0.00 0.00 90.00 0 0.00 0.00 0.00 90.00 0 0.00 0.00 0.00 90.00 0 0.00 0.00 0.00 90.00 0 0.00 0.00 0.00 90.00 0 0.00 0.00 0.00 90.00 0 0.00 0.00 0.00 90.00 0 0.00 0.00 0.00 90.00 0 0.00 0.00 0.00 90.00 0 0.00 0.00 0.00 90.00 0 0.00 0.00 0.00 90.00 0 0.00 0.00 0.00 90.00 0 0.00 0.00 0.00 90.00 0 0.00 0.00 0.00 90.00 0 0.00 0.00 0.00 90.00 0 0.00 0.00 0.00 90.00 0 0.00 0.00 0.00 90.00 0 0.00 0.00 0.00 90.00 0 0.00 0.00 0.00 90.00 0 0.00 0.00 0.00 90.00 0 0.00 0.00 0.00 90.00 0 0.00 0.00 0.00 90.00 0 0.00 0.00 0.00 90.00 0 0.00 0.00 0.00 90.00 0 0.00 0.00 0.00 90.00 0 0.00 0.00 0.00 90.00 0 0.00 0.00 0.00 90.00 0 0.00 0.00 0.00 90.00 0 0.00 0.00 0.00 90.00 0 0.00 0.00 0.00 90.00 0 0.00 0.00 0.00 90.00 0 0.00 0.00 0.00 90.00 0 0.00 0.00 0.00 90.00 0 0.00 0.00 0.00 90.00 0 0.00 0.00 0.00 90.00 0 0.00 0.00 0.00 90.00 0 0.00 0.00 0.00 90.00 0 0.00 0.00. 0.00 90.00 0 0.00 0.00 0.00 90.00 0 0.00 0.00 0.00 90.00 0 0.00 0.00 0.00 90.00 0 0.00 0.00 0.00 90.00 0 0.00 0.00 0.00 90.00 0 0.00 0.00 0.00 90.00 0 0.00 0.00 0.00 90.00 0 0.00 0.00 0.00 Pagel Page 55 of 73 04/03/2018 .D n� m LV 00) (fl o 00 W 00 O O J V 0 CO 0 000 V CO (WD (0D ((o (WD M 00 (VD CDCD(VD ODD j N N N N N j N -A+ 1 .A.. -A+ j O V W U( CO A CO V (n W N O (0 W V W 0 W O (0 W V N A O N i W W V A y W O O O O O O O O O O O O O O O O O O O O o 0 0 0 0 0 0 0 0 0 0 0 0 0 0 N O o O o o o 0 0 o o o O o 0 o O O o o o o o o O o 0 o 0 o O o O o o o U1 O O O O O o 0 0 0 o o 0 0 0 o 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 o O o p o 0 0 o p o o p 0 0 0 o p o o O o 0 0 0 0 0 0 o p O O p o v o 0 0 0 0 0 0 0 o O o 0 O 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 o O o 0 0 0 0 0 o O O O O o o O O o O o O O O O O O O O O O o o O O O O o O O o o O o 0 O O O O O O O O O O O O O o 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 o v o 0 0 0 0 0 0 0 0 0 0 0 N O o 0 0 0 0 0 0 0 0 0 0 0 o p p O 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 (n o o O o O O O O o o o o o o o O o o o o O o 0 0 o 0 o o o O o O o o 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 .O O O O O o 0 0 0 0 0 0 0 0 0 0 0 0 0 0 o O O O O o O O O o O O O o O O O O o O O O O O O O O O O o O o O o O o o o o 0 o o o o o o o 0 o o o o o o o o o o o o 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 O N N N N o o 0 o 0 0 o 0 0 0 o 0 0 0 0 o o o o o o o o o o o o o o o o 0 o 0 o 0 0 0 o O O o 0 o O o O o O o 0 0 o 0 0 0 O o o o 0 o 0 0 o 0 0 0 0 o o 0 O a c: cD a 0 w N (WO W OWO m m W0 W W J J v v v A W V W G7 A W N 1 0 W CJt A W N I co co W 0 0 W 0 (0 (0 0 (0 0 0 (0 co 0000000a0000000 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 o 0 0 0 o O o 0 O o v O O 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 O O o 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 O v o 0 0 o O v 0 0 0 O O O o 0 0 0 0 0 0 0 0 0 0 0 o 0 o 0 0 0 O O O 0 0 o 0.0 O r I � S o 0 0 0 0 0 0 0 0 0 0 o O O O -0 m o o 0 0 0 0 0 0 o 0 o 0 o o o O-u l o 0 0 0 0 0 0 0 0 0 0 0 0 0 0�� o CDv 60 acn cn m I I rn m � c O o 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Oti o 0 0 0 0 0 O 0 0 O 0 0 0 0 0 0 0 0 0 0 o O O o 066 N0 0 0 N N N U J d05 o 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 O O O O O O O O O O O O O O O O O O O O O O O O O W a. 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 CD 2 � 2� J O l(j LO 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 to N N O O O O O O O O O O O O O O O O O O O O O i N? LM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 f I 0 0 0-4 0 0 0 0 0 0 0 0 0 r 0 0 0 0 0 00 0 0 0 0 0' O O CD O O O O O O O O O O O O O O O O O O O O O O O N V r r r r r r r r r r r r I 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 O 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 O O O O O O O O O O O O O O O O O O O O O O O O 1 i{ i M O O O O O O O O O O O O O O O O O O O O O O O N Ln Iq 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 M N N O O O O O O O O O O O O O O O O O O O O O I r m N m O r m y u) W N m N m to N m -ItLn LD r` fr O N N N N N N Cl) d et � OD W W W W W Ln Ul) U') OD OD W W 0:) co co W W cofWv OD co W W W W W i Z i=====___________________>> LL LL LL LL LL LL LL LL LL LL LL LL LL LL LL LL LL. LL LL W LL LL LL LL LL LL J xa I O O O O O O O O O O O O O O O O O O O O r r O O O O I o o 0 o 0 o o o 0 o o o o o 0 o o o o r r r r coo O I H � o 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 r O o 0 0 � O O O O O O O O O O O O O O O o 0 0 0 0 0 0 0 0 0 0 i { o z N i 0 0 r O r r 0 o r r O r r r r O r r r 0 0 0 0 r r r � I cr) M I O O r O r r O O r r O r r r r O r r r O O r O r r r i ! O O O O O O O O CD O O O O O CD O O O O r 0 0 0 0 0 >N I 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 C 0 0 0 0 0 0 0 0 0 0 I d) i o I Z N ; r r O r O O r r O O r r r r r r r O O O O O O r r r Cl) r r O r O O r r O O r r r r r r r 0 0 0 r O O r r r L 1 I m f dI r ^ m m N N N^ m 00 N N N N O N m O O r m N N N M vvvvvv�vcoaomr`�r�r-mr,coca ninLnNrlr2 00 (3 N M O QO Iind L ilnd L Ilnd ' L Iind L llnd L ilnd L IN 0 Ilnd 0 Ilnd 0 Ilnd 0 Ilnd 0 Iind 0 Ilnd 0 Ilnd o Ilnd 0 Iind 0 lind 0 Iind 0 Iind 0 lind 0 Ilnd 0 Ilnd 0 Ilnd 0 Iind 0 Iind 0 Iind 0 Iind 0 Ilnd 0 Ilnd L Iind I Iind L llnd I lied I Ilnd I Iind 0 Iind 0 lied 0 Ilnd 0 Iind 0 Iind 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 40 £L to 89 968d OTa6ed 0 0 L L 0 0 0 L L 0 0 0 L L 0 0 0 L L 0 0 0 I L 0 0 0 L L 0 0 0 L L 0 0 0 I L 0 0 0 l I 0 0 0 l L 0 0 0 L L 0 0 0 L L 0 0 0 L L 0 0 0 L L 0 0 0 L L 0 0 0 L L 0 0 0 I L 0 ol 0 L L 0 0 0 L L 0 0 0 L L 0 0 0 L L 0 0 0 L L 0 0 0 L L 0 0 0 L L 0 0 0 L L 0 0 0 L L 0 0 0 L L 0 0 0 L L 0 0 0 L L 0 0 0 L L 0 0 0 L L 0 0 0 L L 0 0 0 L L 0 0 0 L L 0 0 0 L L 0 0 0 L L 0 0 0 L L 0 0 0 L L 0 0. 0 L L 0 0 0 L L 0 appold 19ionj •IS hod - slma- SH000 H3MOd iGHJIH 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 i, L L L88 L L 988 L L 988 L L 488 L L E88 L L Z88 L L 9L8 I L 9L8 L I 4L8 I L EL8 L L ZL8 L 1 898 L L L99 L L 999 L L Z99 L L L99 L L 098 L L 698 L L 998 I I 498 L I 699 L L 848 L L 948 L L 448 l L E49 L L Z48 l L L48 L L 6£8 l L LZ8 L L 9Z8 L L SZ8 L L 4Z8 L L EZ8 I L IZ8 I L LEL I L 9£L L L 9£L L L 4EL I L Z£L L I LEL i HIGHER POWER DOORS Lewis - Port St. Lucie, Florida I SE Integrity Structural Engineering, PLLC Curre Date: 3/30/2018 11:54 AM Project: Open 52' x 14'-8 1/2" 115 mph - Lewis - Port St. Lucie, FL Client: Higher Power Doors Structural Engineer: Jeff Bartoszek Job Number: 18038 Comp ny Address: P.O. Box 766, St. Joseph MI 49085 Load data GLOS§ARY Comb : Indicates if load condition is a load combination I Load Conditions Condition Description Comb. Category I DL Dead Load wit wind load out 01 DL+0.6w11 c2 0.6DL+0.6wll c3 DL c4 0.6DL ---- ----------------------- ------------------------ i Distri Med force on members I, Y1 Y2 di d2 i I Condit n Member Dirt Vail [Lb/fI] wii I 305 z 39.30 303 z 39.30 304 z 39.30 301 z 39.30 306 z 39.30 307 z 39.30 839 z 39.80 841 z 39.80 842 z 39.80 843 z 39.80 844 z 39.80 845 z 39.80 882 z 79.10 883 z 79.10 884 z 79.10 885 z 79.10 886 z 79.10 887 ------------------ z 79.10 No DL No WIND Yes Yes Yes Yes Va12 DISH % Dist2 % [Lb/ft] [in] [in] 39.30 0.00 Yes 100.00 Yes 39.30 0.00 Yes 100.00 Yes 39.30 0.00 Yes 100.00 Yes 39.30 0.00 Yes 100.00 ' Yes 39.30 0.00 Yes 100.00 Yes 39.30 0.00 Yes 100.00 Yes 39.80 0.00 Yes 100.00 Yes 39.80 0.00 Yes 100.00 Yes 39.80 0.00 Yes 100.00 Yes 39.80 0.00 Yes 100.00 Yes 39.80 0.00 Yes 100.00 Yes ' 39.80 0.00 Yes 100.00 Yes 79.10 0.00 Yes 100.00 Yes 79.10 0.00 Yes 100.00 Yes 79.10 0.00 Yes 100.00 Yes 79.10 0.00 Yes 100.00 Yes 79.10 0.00 Yes 100.00 Yes 79.10 0.00 Yes 100.00 Yes ' I Pagel Page 59 of 73 I I 04/03/2018 Self' i eight multipliers for load conditions Cond tion Description ------------------- DL ----------------------- Dead Load ------------- --------- wit wind load out c1 DL+0.6wll c2 0.6DL+0.6w11 c3 DL c4 I 0.6DL Eart4quake (Dynamic analysis only) Cond-tion a/g Ang. Damp. ----__ --- [Deg] [%) DL DL 0.00 - ------------ 0.00 -------- 0.00 wl1 0.00 0.00 0.00 ci 0.00 0.00 0.00 c2 0.00 0.00 0.00 c3 0.00 0.00 0.00 c4 0.00 0.00 0.00 HIGHER POWER DOORS Lewis - Port St. Lucie, Florida • Self weight multiolier Comb. MuItX MultY MUM No 0.00 0.00 -1.10 No 0.00 0.00 0.00 Yes 0.00 0.00 0.00 Yes 0.00 0.00 0.00 Yes 0.00 0.00 0.00 Yes 0.00 0.00 0.00 Paget Page 60 of.73 04/03/2018 HIGHER POWER DOORS Lewis - Port St. Lucie, Florida Integrity Structural Engineering, PLLC Curre Date: 3/30/2018 11:53 AM Project: Open 52' x 14'-8 1/2" 115 mph - Lewis - Port St. Lucie, FL 1 P Client: Higher Power Doors Structural Engineer: Jeff Bartoszek ' Job Number: 18038 Compi ny Address: P.O. Box 766, St. Joseph MI 49085 Steel Code Check Report: Summary - Group by description I Load c Lclitions to be included in design: c -DL+0.6w11 c 0.6DL+0.6w11 c DL c 0.6DL Descri lion Section Member Ctrl Eq. Ratio Status Reference _----------------------------------------------------------------------- --- - - o -- - ----- - -- - - - --- --- ---------------------- Bottorii Horizontal HSS RECT6X2X1 8 301 ci at 100.00% 0.19 OK Eq. H1-1b Column W8X24 504 c2 at 100.00% 0.21 OK Eq. HI -lb Exteri6r Stub HSS RECT 4=3 8 809 c2 at 100.00% 0.34 OK Eq. Hi -lb Girt BAow Truss HSS RECT 6=3_16 839 ci at 0.00% 0.16 OK Eq. 1-13-1 Interi4 Girt afsiCS 4x2x070 823 ci at 50.00% 0.01 OK Sec. C5.1 InteriO Girt Lower 886 c2 at 50.00% 0.36 OK Sec. C3.1.2 Interio V Vertical HSS RECT 6=3 16 428 c2 at 100.00% 0.17 OK Eq. H 1-1 b Pin - r�— RndBar 1-1 2 512 c2 at 0.00% 0.21 OK Eq. Hi-1 b Pin -upper RndBar 1-1 4 513 c2 at 0.00% 0.57 OK Sec. F1 Rigid Link HSS SQR 4X4X3 8 681 c2 at 100.00% 0.14 OK Eq. H1-1 b Side Vertical HSS RECT8X4X5 16 800 c2 at 100.00% 0.24 OK Eq. H1-1br Too Horizontal HSS RECT8X2X1 8 381 ci at 100.00% 0.25 OK Eq. H1-1b Truss bottom Chord HSS SQR 4X4X3 16 614 c2 at 100.00% 0.17 OK Eq. H1-1 b Truss Too Chord HSS SQR 4X4X1 4 634 c2 at 100.00% 0.22 OK Eq. H1-1 b Truss Vertical Web HSS SQR 4X4X3 16 682 c2 at 0.00% 0.13 OK Eq. H1-1 b Truss +JV b L 2X2X14 737 c3 at 50.00% 0.15 OK Eq. 1-12-1 Pagel Page 61 of 73 04/03/2018 a • � I ij , � ,� . ,41� �Ilr J� 1k� � � , . �y..11l ,1 1 ar{i''Y � �� � ` �y� a,�' •'�.I • I ' I` l � I I ti t, a� sit. HIGHER POWER DOORS Lewis - Port Si. Lucie, Florida lodify the stress calculation for the "Push Pin" due to actual member length. ,s the pin is mounted inside a bearing on the door exterior vertical side and in a roller sleeve' n the jamb column side, the actual length undergoing bending is the distance between the dge of exterior vertical and the edge of column flange - or 1". Also, each end of the pin_ is onsidered as fixed due to its mounting. Therefore, M`= P*L/2. From output of Closed T iodel: 7 I I V, :=1760 lb V3 := 6845 lb d :=1.5 in I Therefore:. i M33 := V2 . 2. - 880 lb • in AI22 :=V3 . 2 = 3423 lb -in -- - - or AISI A1045 material:. Fy:=65000 lb in or a round bar: S:= - • d3 =0.33 in3 Z:= - • d3 =1.77 in3. A: � • d2 =1.77 in2 32 6 4 I rom AISC and using Cv = 1.0 by inspection and engineering judgment: V,,:=0.6•Fy•A=68919lb d2,,:=1.67 i .M.:= -min (Fy • Z,1.6 •F y • S) = 2872 lb • ft ,f2b :=1.67 IRv:= 2 + V3 =0.209 < 1.0 , OK Vn Vn IRB := 33 + 22 = 0.209 < 1.0 OK 1 A7n Mn j Sib Ob _..... _ I herefore, 1.5" pin size is acceptable. ? �y i i Created ati{ith Mat ncad �xpress. See www xnathcad.com for more information. Page 62 of 73 04/03/2018 HIGHER POWER DOORS Lewis - Port St. Lucie, Florida I Integrity Structural Engineering, PLLC Curre Date: 3/30/2011111:43 AM Project: Closed 52' x 14'-8 1/2" 165 mph - Lewis - Port St Lucie, FL Client: Higher Power Doors Structural Engineer: Jeff Bartoszek Job Number: 18038 Comp ny Address: P.O. Box 766, St. Joseph MI 49085 I Analysis result Maxum forces at members Conditi n : c1=0.6DL+0.6w11 Axial Shear V2 Shear V3 Torsion M22 M33 [Lb] [Lb] [Lb] [Lb*ft] [Lb`ft] [Lb-ft] III MEMBER 510 Max 493.32-1758.19-6823.97 0.00 3026.03 183.34 Min 493.32-1758.52-6823.97 - 0.00— 2457.36-329.87 Conditi n : c2=0.6DL+0.6w12 Axial Shear V2 Shear V3 Torsion M22 M33 [Lb] [Lb] [Lb] [Lb`ft] [Lb'ft] [Lb`ft] — — - — — — — — — __-- — — — - -- -_____----__-__--------- ------------------- — MEMB om 510 Max-431.35 1659.87 6040.53 0.00-2156.85 252.40 Min-431.35 1659.21 6040.53 0.00-2660.22 114.10 Conditi ------- ---- — ----- -- -- -- — — ------ — -- -- - - -- ---_�. n : 0=131-+0.6w11 Axial Shear V2 Shear V3 Torsion M22 M33 [Lb] [Lb] [Lb] [Lb`ft] [Lb`ft] [LVft] --- ----------- ---------------- —----- ----------------- — MEMB— -- 1 510 j Max 496.63 1759.99 -6844.69 0.00 3041.66-195.75 Min 496.63-1760.53 6844.69 0.00 2471.27-342.44 --------- —--------- ----------- ---------------------- ------------ ----- —---- ---------- --- ---- -- - Conditi i : c4=DL+0.6wl2 Axial Shear V2 Shear V3 Torsion M22 M33 [Lb] [Lb] [Lb] [Lb`ft] [Lb'ft] [Lb`ft] — -------------------- --- ---- - - --- - - -- — ------------------------------- ----- MEMBE 510 Max-428.96 1673.00 6030.55 0.00 2148.47 244.11 Min-428.96 1672.12 6030.55 0.00 2651.01 10433 -------I ------------------ — ------ — -- — ---- — -- — ----------------------— -- - --- --------------------------- Pagel Page 63 of 73 04/03/2018 7 HIGHER POWER DOORS Lewis - Port St. Lucie, Florida ANCHORAGE DETAIL ASSUMES 67. COLUMN IS ANCHORED TO CONCRETE SLAB. 7 RINNNN B' TICCK CONCRETE SLAB, PATH W - 30DO PSL I 4- .�(4) rA , 4r EMDED MXMUL1 IV FROM FACE OF COLUMN FLANGE TO EDGE OF SUB. / NLT R BC.TS —W&24 BASE DETAIL SCALE: N.T.S. DOOR ELEVATION SCALE H.T.S. �IIOTTOM CHDAD /f.F9)INTERIDR STUB -- / J, y \\ .���.� @TRUSS TOP GINGKO �'iJWORCN6 PLATE (TYP) \. @5 VERTICAL WEB (TYP) \ 0TRUSS WEB (TYP) TRUSSPLAN SCALE: N.T.S. „ Page 64 of 73 TO CAPTURE N/OUT DISPLACEMENT W CLOSED POSITION (TIP) f 1 0 Fy, NOTES DA I1. DOOR W Y NOT BE PORT ST. LUGIE, ON DU 2. WOR MAT NOT DEW AN OPEN POSITIOM D11RP7D A IGMA MAD EVENT (Ndl> 115 MPH, 3-SECOND GI151) DOOR MAY NOT BE OP OPERATED WITN R:ND SPEEDS Ndb 40 LlPi1 (}SECOND GUST). z 3, DESIGNED AS A COMPONENT/CLADDING, METHOD 2, ] DOOR v� INTERIOR ZONE. 4. WND DATA (ALL DATA IS ULTIMATE) RISK CATEGORY 11 MIND EXPOSURE C 4A.W1 (CLOSED POSITION) - 165 MPH DESIGN WIND PRESSURES 44.3 PST. -49.3 PST tl d 41LWi (OPENING POSITION) - 40 MPH DESIGN WIND PRESSURES 3.7 PSF, -4.0 PST • 4C.Vdl (OPEN POSITION) - 115 MPH • 'C I--) F.• OEM WIND PRESSURES -26.9 PSTS. OVIER ID PROVIDE a W -. S OR. SECURE 10 FRAMING PER CODE. AS DOT 12' MAtOWM SPAMITS DOOR SECTION p" S LATERALREACTIONS FROM DOOR TO BUILDING (MARKING STRESS) 5. - 5,5Wi 0 TOP OF COLUMN SCALE: N.TS."'D SLAB .� m 7. VERTICAL REACTION TO THE SAB-S,BDD) A Dr DDE LECON TON DI THE OPEN POSITION I-ASTHE DOOR BEGINS TO OPEN 9. DESIGN OF iHIS STRUCTURE MEETS THE WIND LOAD HIG3ryj REWHKNENTS OF THE FLORIDA BOLDING CODE HER E 61H EDITION. >C VIA J 0 3 a HYDRAULIC DOORSgWO rn .4pp. 1400 Territorial Rd. Benton Harbor, kit 49022 ,� (269)927-8990 PH (269) 02 7-1400 FAX F F if 0410312018 HIGHER POWER DOORS Lewis - Port St. Lucie, Florida Integrity Structural Engineering, PLLC Currel t Date: 3/30/2018 11:42 AM Project: Closed 52' x 14'-81/2" 165 mph - Lewis - Port St. Lucie, FL Client: Higher Power Doors Structural Engineer: Jeff Bartoszek Job Number: 18038 Compa y Address: P.O. Box 766, St. Joseph MI 49085 Analysis result Pay L x Fy Mx. r � Fx �i Fz-� 1C." V t:iz I Direction of positive forces and moments Forces [Lbj Node FX FY FZ Moments [Lb'ftj MX MY MZ Conditi in c1=0.6DL+0.6w11 1 0.00000 2048.81480 2178.10810 0.00000 0.00000 0.00000 101 -271.69441 62.21732 -3924.76930 0.00000 0.00000 0.00000 104 -22162568 65.83843 -5148.57260 0.00000 0.00000 0.00000 108 221:62568 65.83843 -5148.57260 0.00000 0.00000 0.00000 SUM -271.69441 2242.70900 16400.02300 0.00000 0.00000 0.00000 Conditi c2=0.6DL+0.6wl2 1 0.00000 -648.78782 2139.16420 0.00000 0.00000 0.00000 101 242.45905 124.43464 3461.57760 0.00000 0.00000 0.00000 104 18889498 131.67686 4502.15820 0.00000 0.00000 0.00000 108 -188:89498 Ll 131.67686 4502.15820 0.0000.0 0.00000 0.00000 SUM 242.45905 -260.99945 14605.05800 0.00000 0.00000 0.00000 Conditi c3=DL+0.6w11 1 0.00000 2306.18860 - 0.00000 0.00000 0.00000 101 -272.65726 103.69553 67 0.00000 0.00000 0.00000 104 -223.97601 109.73072 3.618 00.00000 0.00000 0.00000 108 223.97601 109.73072 C-5183.6187 0.00000 0.00000 0.00000 SUM -272.65726 2629.34560 M -16435.06900 0.00000 A- 0.00000 0.00000 Conditiol! c4=DL+0.6wl2 1 0.00000 -425.79846 2170.10610 0.00000 0.00000 0.00000 101 242.02171 165.91285 3452.54850 0.00000 0.00000 0.00000 104 186.93794 175.56915 4480.24540 0.00000 0.00000 0.00000 108 -186.93794 --- ------------ 175.56915 4480.24540 0.00000 0.00000 0.00000 SUM--- ---------------------------------- 242.02171 91.25269 14583.14500 0.00000 0.00000 0.00000 Building Reactions Base, 2,178 + 3,941 = 6,119 lbs. Top: I',15,184 lbs. Page 65 of 73 04/03/2018 HIGHER POWER DOORS Lewis - Port St. Lucie, Florida .S Integrity Structural Engineering, PLLC Curre Date: 3/30/2018 11:55 AM Project: Open 52' x 14'-8 1/2" 115 mph - Lewis - Port St. Lucie, FL Client: Higher Power Doors jStructural Engineer: Jeff Bartoszek Job Number: 18038 Comp III y Address: P.O. Box 766, St. Joseph MI 49085 ons Translations [in] Node TX TY TZ ------- ----------------- --------- —----------------- —------- --- ---- Conditi n DL_Dead Load 85 0.00000 0.11137 0.5835 j 5 0.00000 0.11008-0.39542 ----- I ---------------------------------------- - - - - = - ----- -------- i De ection when door is open. i Analysis result Rotations [Rad[ RX RY RZ 0.00043 0.00000 0.00000 0.00172 0.00000 0.00000 Pagel Page 66 of 73 04/03/2018 HIGHER POWER DOORS Lewis - Port St. Lucie, Florida I. S .. Integrity Structural Engineering, PLLC Date: 3/30/2018 12:15 PM Project: Opening 52' x 14'-81/2" 40 mph - Lewis - Port St Lucie, FL Client: Higher Power Doors Structural Engineer: Jeff Bartoszek Job Number: 18038 y Address: P.O. Box 766, St. Joseph MI 49085 ` Translations [in] Node TX TY TZ ----- -------------------------------------- —--------- --------- ---- Condi n DL_Dead Load 85 0.00000 0.18878 0.27427 5 0.00000-0.18551-0.25519 ---------------- — — — -- - — — — - — — D41ection when door begins to open. Analysis result Rotations [Radl RX RY RZ 0.00114 0.00000 0.00000 -0.00151 0.00000 0.00000 Pagel Page 67 of 73 04/03/2018 HIGHER POWER DOORS Lewis - Port St. Lucie, Florida Profis Anchor 2.7.6 CVpany: Integrity Structural Engineering, PLLC Page: 1 Sf ecifier: Project Higher Power Doors Andress: P.O. Box 766, St. Joseph, MI Sub -Project 1 Pos. No.: Port St Lucie, FL P re I Fax: 1 Date: 3/30/2018 E-11ail: comments: nput data ;hor type and diameter: Kwik Bolt TZ - CS 314 (4 3/4) t�S el t l active embedment depth: her = 4.750 in., haem = 5.563 in. serial: Carbon Steel Iluation Service Report: ESR-1917 S "Ea. T led I Valid: 5/1/2017 15/1/2019 Of.. Design method ACI 318 /AC193 nd-off installation: eb = 0.000 in. (no stand-off); t = 0.500 in. :hor plate: Ix x ly x t = 11.250 in. x 7.000 in. x 0.500 in.; (Recommended plate thickness: not calculated file: W shape (AISC); (L x W x T x FT) = 7.930 in. x 6.500 in. x 0.245 in. x 0.400 in. ;e material: uncracked concrete, 3000, f�= 3,000 psi; h = 8.000 in. nforcement: tension: condition B, shear: condition B; no supplemental splitting reinforcement present edge reinforcement: none or < No. 4 bar smic loads (cat. C, D, E, or F) no 3metry [in.] & Loading [lb, in.lb] Shear Load = 6,119# x 1.5 = 9,179# - Use 9,200# (multiplying reaction load by 1.5 to obtain LRFD reaction load). Input to and results must be checked for agreement with the ebsbng conditions and for plausibility! PRO Anchor (c) 2003-20D9 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilt AG, Schaan Page 68 of 73 04/03/2018 v- HIGHER POWER DOORS Lewis - Port St. Lucie, Florida Compa y: Integrity Structural Engineering, PLLC Specifi 'r. Addres °: P.O. Box 766, St. Joseph, MI Phone Fax: E-Mail: i 2 Lo' d case/Resulting anchor forces Load Ise: Design loads Ancho reactions [lb] Tensio force: (+Tension, -Compression) Anchor i Tension force Shear force Shear force x Shear force 1 0 2,112 2,104 -176 2 0 2,278 2,104 -872 3 0 2,934 2,887 524 4 0 2,169 2,104 524 max, concrete compressive strain: max. roncrete compressive stress: - [psi] resulti!g tension force in (x/y)=(0.000/0.000): 0 [lb] resulti compression force in (x/y)=(0.000/0.000): 0 [lb] 3 Te Lion load Profis Anchor 2.7.6 Page: 2 Project: Higher Power Doors Sub -Project I Pos. No.: Port St. Lucie, FL Date: 3/30/2018 Load N.'[Ib] Capacity + N„ pb] Utilization [ = Nua/j N„ Status Steel trength* N/A N/A N/A N/A Pullo # Strength* N/A N/A N/A NIA Con, to Breakout Strength** N/A N/A N/A N/A * anctl r having the highest loading 11 **anchor group (anchors intension) Input data iind results must be checked for agreement with the existing conditions and for plausibility! PROFIS ' or (c) 200&2009 Hiiti AG, FL-9494 Schaan Hild is a registered Trademark of Hllti AG, Schasn Page 69 of 73 04/03/2018 HIGHER POWER DOORS Lewis - Port St. Lucie, Florida Profis Anchor 2.7*6 C�mpany: Integrity Structural Engineering, PLLC Page: 3 S ecifier. Project: Higher Power Doors A dress: P.O. Box 766, St. Joseph, MI Sub -Project i Pos. No.: Port St. Lucie, FL P one I Fax: Date: 3/30/2018 E-�I ail: 'Shear load Load Vaa fib] Capacity #Vn pb] Utilization p, = Vaal# V„ Status teel Strength* 2,934 8,888 34 OK eel failure (with lever arm)* N/A N/A - N/A N/A Iryout Strength*' 9,200 30,922 30 OK oncrete edge failure in direction x+** 9,260 9,783 95 OK anchor having the highest loading —anchor group (relevant anchors) 4 11 Steel Strength ESR value refer to ICC-ES ESR-1917 Vua ACI 318-08 Eq. (D-2) s L v [In2] fut. [psi] , 0.24 106,000 lations V. [Ib] 13,674 Is Vs. [lb] � steel V. [lb] Vua [lb] 13,674 0.650 8,888 2,934 ! Pryout Strength :pg = kcp [(ANcc0) tV ec,N W ed,N IV tlr cp,N Nb J ACI 318-08 Eq. (D-31) Vy,y ? Vua ACI 318-08 Eq. (D-2) ac see ACI 318-08, Part D.5.2.1, Fig. RD.5.2.1(b) uco = 9 het ACI 318-08 Eq. (D-6) 1 ec,N = + 2 eN 51.0 ACI 318-08 Eq. (D-9) \1 3 het ed,N = 0.7 + 0.3 c )1.0 1.m'"5hef< ACI 318-08 Eq. (D-11) cpN = MAXrCa_min 1.5hef\ 51.0 ACI 318-08 Eq. (D-13) Cac Cac % = ke hefs ACI 318-08 Eq. (D-7) rriables kcp het [in.] eet,N [in.] ec2,N [in.] 2 4.750 0.000 1.125 It c,N cc [in.] _ kc l 1.000 9.000 24 1 dculations AN. [in2] ANcO [In 2] IV ect,N Alf ec2,N 381.62 203.06 1.000 0.864 -suits Vcpg [lb] concrete Vwg [lb] Vua [lb] 44,174 0.700 30,922 9,200 aata ana reswts must be cnectted for agreement with the existing conditions and for plausibility! :IS Anchor (c) 20D3-2009 Hilfl AG, FL-9494 Schaan , Hilti is a registered Trademark of Hilti AG, Schaan Page 70 of 73 9.000 fc [psi. 3,000 IV ed,N 1.000 Vt cp,N Nb Pb] 1.000 13,609 04/03/2018 HIGHER POWER DOORS Lewis - Port St. Lucie, Florida Profis Anchor 2.7.6 company: Integrity Structural Engineering, PLLC Page: 5 Specifier. Project: Higher Power Doors 4ddress: P.O. Box 766, St Joseph, MI Sub -Project I Pos. No.: Port St Lucie, FL Phone I Fax: Date: 3/30/2018 E-Mail: 6 Installation data Anchor plate, steel: - Anchor type and diameter: Kwik Bolt TZ - CS 3/4 (4 314) Profile: W shape (AISC); 7.930 x 6.500 x 0.245 x 0.400 in. Installation torque: 1,320.002 in.lb Hole diameter in the fixture: df = 0.813 in. Hole diameter in the base material: 0.750 in. Plate thickness (input): 0.500 in. Hole depth in the base material: 5.750 in. Recommended plate thickness: not calculated Minimum thickness of the base material: 8.000 in. Drilling method: Hammer drilled Cleaning: Manual cleaning of the drilled hole according to instructions for use is required. 6.1 Recommended accessories Drilling Cleaning Setting • Suitable Rotary Hammer • Manual blow-out pump • Torque controlled cordless impact tool (Hilti • Properly sized drill bit Safeset System) • Torque wrench • Hammer Y 1.660 5.625 5.625 3 4 1 1.250 4.030 4.000 1.970 Coordinates Anchor in. Anchor x y cx c.x c-y c.y 1 -0.345 -2.250 - 13.000 - - 2 3.655 -2.250 - 9.000 - - 3 -4.375 2.250 - 17.030 - - 4 -4.375 -2.250 - 17.030 - Input data and results must be checked for agreement with the existing conditions and for plausibility! ROFIS Anchor (c) 2003-2009 Hilti AG. FL-9494 Schaan Hilti Is a registered Trademark of Hiltl AG, Schaan Page 72 of 73 U)Ci 0 N 04/03/2018 HIGHER POWER DOORS Lewis - Port St. Lucie, Florida ti vqvw. hild.us Profis Anchor 2.7.6 C mpany: Integrity Structural Engineering, PLLC Page: 6 S ecifier: Project: Higher Power Doors A' dress: P.O. Box 766, St. Joseph, MI Sub -Project I Pos. No.: Port St. Lucie, FL P l one I Fax: Date: 3/30/2018 E ' ail: --`--T Remarks; Your Cooperation Duties Any and all information and data contained in the Software concern solely the use of Hilti products and are based on the principles, formulas and security regulations in accordance with Hilli's technical directions and operating, mounting and assembly instructions, etc., that must be strictly complied with by the user. All figures contained therein are average figures, and therefore use -specific tests are to be conducted prior to using the relevant Hilti product. The results of the calculations carried out by means of the Software are based essentially on the data you put in. Therefore, you bear the sole responsibility for the absence of errors, the completeness and the relevance of the data to be put in by you. Moreover, you bear sole responsibility for having the results of the calculation checked and cleared by an expert, particularly with regard to compliance with applicable norms and permits, prior to using them for your specific facility. The Software serves only as an aid to interpret norms and permits without any guarantee as to the absence of errors, the correctness and the relevance of the results or suitability for a specific application. . You must take all necessary and reasonable steps to prevent or limit damage caused by the Software. In particular, you must arrange for the regular backup of programs and data and, if applicable, carry out the updates of the Software offered by Hilfi on a regular basis. If you do not use the AutoUpdate function of the Software, you must ensure that you are using the current and thus up-to-date version of the Software in each case by carrying out manual updates via the Hilti Website. Hilb will not be liable for consequences, such as the recovery of lost or damaged data or programs, arising from a culpable breach of duty by you. data and results must be checked for agreement with the existing conditions and for plausibility! :IS Anchor( c) 2003-2009 Hilti AG, FL-9494 Schaan Hild is a registered Trademark of Hilti AG, Schaan Page 73 of.73 04/03/2018 HIGHER POWER DOORS Lewis - Port St. Lucie, Florida f Profis Anchor 2.7.6 Company: Integrity Structural Engineering, PLLC Page: 4 Sdecifier: Project: Higher Power Doors A��tlress: P.O. Box 766, St. Joseph, MI Sub -Project I Pos. No.: Port St. Lucie, FL one I Fax: Date: 3/30/2018 E �61: 3 Concrete edge failure in direction x+ (AVel li > V cbg = W ec,V W ed,V W c,V I h,V Y b ACI 318-08 E D-22 q• ( ) Paragel,V \Avo/ Vd,g z Vua ACI 318-08 Eq. (D-2) VC see ACI 318-08, Part D.6.2.1, Fig. RD.6.2.1(b) Vco = 4.5 cyi ACI 318-08 Eq. (D-23) 1 ` ecv = + 2e 1 51.0 ACI 318-08 Eq. (D-26) \1 3ca1 ed.V = 0.7 + 0.3(1 5Ca1 / 51.0 ACI 318-08 Eq. (D-28) 1.5Cai h.v = 2 1.0 ha ACI 318-08 Eq. (D-29) b = (7 (da)02 �) X Ff.cej ACI 318-08 Eq. (D-24) ariables cat [in.] cat [in.] eoy [in.] W CN ha [in.] 9.000 le [in.] - ) 0.000 da [in.] 1.400 fc [psi] 8.000 %V arayel,V 4.750 1.000 0.750 3,000 1,000 calculations Av. [in. 1 AVca [in. J W ec,V W ed,y W h.v 216.00 364.50 1.000 1.000 1.299 esults Vcbg [lb] wncrete Vcbg (Ib] Vua [lb] 12,968 13,976 0.700 9,783 9,260 Warnings • ' The anchor design methods, in PROFIS Anchor require rigid anchor plates per current regulations (ETAG 001/Annex C, EOTA TR029, etc.). This means load re -distribution on the anchors due to elastic deformations of the anchor plate are not considered - the anchor plate is assumed to be sufficiently stiff, in order not to be deformed when subjected to the design loading. PROFIS Anchor calculates the minimum required anchor plate thickness with FEM to limit the stress of the anchor plate based on the assumptions explained above. The proof if the rigid base plate assumption is valid is not carried out by PROFIS Anchor. Input data and results must be checked for agreement with the existing conditions and for plausibility! • (Condition A applies when supplementary reinforcement is used. The 4) factor is increased for non -steel Design Strengths except Pullout Strength and Pryout strength. Condition B applies when supplementary reinforcement is not used and for Pullout Strength and Pryout Strength. Refer to your local standard. •' Refer to the manufacturer's product literature for cleaning and installation instructions. • Checking the transfer of loads into the base material and the shear resistance are required in accordance with ACI 318 or the relevant standard! I Fastening meets the design criteria! to and results must be checked for agreement with the ebsting conditions and for plausibility! Anchor (c) 2003-2009 HIM AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan Page 71 of 73 04/03/2018