The URL can be used to link to this page

Home My WebLink AboutKIRBY BUILDING SYSTEMS PAPERWORK. Y$n Kirby FILE COPY Date. Nwemberyt, 2010 Building Project Name: NAVY UDT-SEAL MUSEUM >C.. SystemsProject Location: FORT PIERCE, FL Building: A t�1UI=r3FFa Company — 1) RF: 68'- 4" x 118'- 4" EH:18' 1:12 Slope SCANNED HRENS COMPANIES BY 1461 KINETIC ROAD LAKE PARK, FLORIDA 33403 St. Lucre COUlltjl Attn.: RICHARD AHRENS KBS Project # K1 OV0477 Buildino End Use: GOVT..& ADMIN. SERVICES This Letter of Design Certification ensures that the materials supplied by Kirby Building Systems are designed in accordance with the information specified to Kirby on the order documents arid, summarized by the loading information listed below. The Project Engineer of Record (not Kirby Building Systems' Design Engineer) is responsible for verifying that the building code and design loads meet any and all applicable local requirements. . Kirby Building Systems is a member of MBMA- : • Kirbv Buildino Svstems is IAS AC-472 Accredited MB-159 DESIGN LOAD CRITERIA: Structural Loads Applied In General CohfoiMance with: 2007 FLORIDA BUILDING CODE W12009 SUPPLEMENT Ground Snow Load: Snow Exposure Factor, Ce: 1.0 Snow Imp. Factor, Is: 1.0 Roof Live Load: 20.0 PSF WITH TRIBUTARY REDUCTION, MINIMUM 12.0 PSF Wind Velocity: 150.0 MPH Wind Exposure: C Site is Located Within The Wind -Borne Debris Region. Wind Imp. Factor, Iw: 1.0 Ss: Si: Sias: Shc: Seismic Imp. Factor, Is: Seismic Design Category: Site Class: D _ Analysis Procedure: BUILDING -SPECIFIC LOADING INFORMATION Wind Seismic (Lateral) Seismic (Longitudinal) Bldg Roof Dead Coll ateralSnow (psf)* Pri (psf) Sec (psf) Ct Cs I Ps (psf) I Enclosure GCpi R Cs V (kips) •• R Cs V (kips) 1 2.5 7.0 7.0 ENCLOSED 0.18 • O.i........ C{.....{..al Al..i In..l...l...! A. n ** Seismic Force Resisting System B: Intermediate Steel Moment Frames, ISMF - C: Ordinary Steel Concentrically Braced Frames, OSCBF D: Cantilevered Column System to Conform to the Requirements of OSMF, CCS E: Steel Systems Not Specifically Detailed for Seismic Resistance, Except CCS ` F Other (Steel Panel Diaphragm /Shear Wall) The design of structural members supporting roof gravity loads is controlled by the more critical effect of roof live or roof snow load li in �I accordance with the governing building code. rr �� t, gllpdR rU r DESIGN STANDARDS REFERENCED: •" ®� • . �� • AISC Specification for Structural Steel Buildings -Allowable Stress Design, Ninth Edition, 1989 . o �� • P •. �� -• AISI Nofth'American Specification for the Design of Cold -Formed Steel Structural Members, 2001 MBMA Low Rise Building Y., S stems Manual, 2006 Ed. . 51590 0 _ AWS D1.1-04and D1.3-98 Structural Welding Codes +' DESIGNER: COREY HIVE ° A °F ° CHECKER: FORREST RUSSELL, PE FORRESTJ. RUSSELL Florida P.E. Uc. # 51590 P O Box 390 Portland, TN 37148 AHRENS COMPANIES 1461 KINETIC ROAD LAKE PARK FLORIDA 3340 3-1911 -IS i :ED LJ RES' 4. L T-7011 - arK. ;yo' entities, dt(n1^;.1' VW! ments and all fel?-,scl ",Gde- cation of i.voeK and I nstruction and trades, and fa�bfic;iiion of of cc erection. n "0111- Page 1 Of 23 iYl11/ Job No KIOV0477 Date 11/3/2010 Budding Customer NATIONAL NAVY UDT-SEAL Engineer Address 3300 NORTH HIGHWAY AIA Checker Sy�y��m FORT PIERCE, FL S T RUC T URA L D E-S I G N CALCULATIONS ----JOB NO. KIOV0477 -------------------------------- --------------------------------------------- Manufacturer: Builder: Kirby Building Systems AHRENS COMPANIES 124 Kirby Dr. 1461 KINETIC ROAD Portland, TN 37148 LAKE PARK, FL ----------------------------------------------------------------------:rnirr,:------- `• ♦ rf Building Description: ``♦`Q • tSs�:i Type: FF- Span (ft): 68.33 Length (ft): 118.33 Back Eave Height 18 Front Eave Height 18 , ENg •. (ft): (ft): Roof Slope (rise/12): 1.0:12 ' No 51590 ° Bay Spacing (ft): 1 at 16.67 *' 1 at 17.5 =* 2 at 25 SAE F . = . ° 1 at 17.5 ��: 1 at 16. 67 [1• °cM°° �4' �`• s',��O�S 7..o'f S�PpL' ^�'N'r �nt�++� LN��♦♦♦` Governing Load Code: FBC 07 v'I Design Load Information: Design as an Enclosed Structure ` Dead Load: 2.600 PSF Collateral Load: 7 PSF Occupancy Category:,II - Normal Live Load: 20.00 PSF Tributary reduction allowed? Yes Frame Live Load: 12 PSF Exposure Factor: 1 Thermal Factor: 1.00 Slippery Roof?: Y _ Wind: Speed: 150 MPH Exposure: C Iw: 1.00 Kzt: 1.0 , FORRESTJ. RUSSELL Florida P.E. Lic. # 51590 2 /� S Alec �1 Daum O Box 390 Portland, TN 37148 Additional Notes: IJ(J-�1,'��QFIE (I rI \` SGG hir/iLI�'WICnI� �' This building is designed as an Enclosed structure. All exterior components (Doors, Windows, etc.) must be designed to withstand.the wind loadings specified for the design of components and cladding in the above referenced code.._. This design extends only for the loads specified on Kirby',s purchase order -as applied to the structural components of the building designed and.fabricated by Kirby and erected in accordance with Kirby's instructions. Bolt tightening requirements: Snug Tight Kirby designs in accordance with the design provisions of the AISCO5 specification.for the design, fabrication, and erection of the structural.steel building, the NAUSOI' specification for the design of cold -formed steel structural members, the 2006 MBMA Low -Rise Building Systems Manual, and the AISC SteelDesign Guide #3 -- Serviceability Design Considerations for Low -Rise Buildings. Note that Kirby's Engineer in not acting as the Engineer of Record for this constructior project and is not responsible for the observation or inspection of the erection of the AHRENS COMPANIES 1461 KINETIC ROAD LAKE PARK, FLORIDA 33403-1911 APPROVED APPROVED AS NOTED ❑ REJECTED ❑ RESUBMIT ❑ SUBMIT FILE COPIES ❑ REVIEW FBY CW DATE 718 toll Review is for confom:. nw with design concept only and ini.+nt and general compliance with contract documents/ specifications. Sub -contactor shall be responsible for all quantities, dimensions, compliance with contract docu- ments and all related codes, verification of work and trades, and fabrication or techr,4ues of construction and erection. 9 F 4 t Page 2 Of 23 4 Aw w buildinc Revision: Kirby Job No KIOV0477 Date 11/3/2010 Building Customer NATIONAL NAVY UDT-SEAL Engineer CBS —r Stea}t�+ Address 3300 NORTH HIGHWAY A1A Checker ysFORT PIERCE, FL system. Standard Load Nomenclature: +---------------------------------------+----------------------- Note: Not all load conditions are applicable to all buildings. DL - DEAD LOAD WL1 - WIND LEFT W/ INT. PRESS. LL - LIVE LOAD WR1 — WIND RIGHT W/ INT. PRESS. CL - COLLATERAL LOAD WL2 - WIND LEFT W/ INT. SUCT. SL - SNOW LOAD WR2 - WIND RIGHT W/ INT. SUCT. DRIFT - SNOW DRIFT LW1 / LNWINDI = LONG. WIND W/ INT. PRESS. SLIDE - SLIDING SNOW LW2 / LNWIND2 = LONG. -WIND W/ INT. SUCT. FxPAT_LLx - PATTERN LIVE LWINDI_L2E - LONG. WIND W/ INT. PRESS. + ZONE 2E FxPAT_SLx - PATTERN SNOW LWINDI_R2E - LONG. WIND W/ INT. PRESS. + ZONE 2E FxUNB_SL_L - UNBALANCED SNOW LEFT LWIND2_L3E - LONG. WIND W/ INT. SUCT. + ZONE 3E FxUNB_SL_R - UNBALANCED SNOW RIGHT LWIND2_R3E - LONG. WIND W/ INT. SUCT. + ZONE 3E FxCRANEAl - MAX LEFT W/ THRUST RIGHT WIND? / WP - WIND PRESS. W/ INT SUCT. ENDWALL & FxCRANEA2 - MAX LEFT W/ THRUST LEFT WINDS / WS - WIND SUCT. W/ INT PRESS. ENDWALL & FxCRANEA3 - MAX RIGHT W/ THRUST RIGHT SEISMIC LEFT - SEISMIC LEFT FxCRANEA4 - MAX RIGHT W/ THRUST LEFT SEISMIC RIGHT - SEISMIC RIGHT Page 3 Of 23 Kerby Job No K10V0477 Date 11/3 Bttl�[�if1� Customer NATIONAL NAVY UDT-SEAL Engineer CBS Y Address 3300 NORTH HIGHWAY A A Checker Systems FORT PIERCE, FL Table Of Contents COVER PAGE 1 - 2 TABLE OF CONTENTS 3 - 3 ANCHOR BOLT PLAN 4 - 4 RF CROSS SECTION FL 2 & 6 5 - 5 RF CROSS SECTION FL 3 & 5 6 - 6 RF CROSS SECTION FL 4 7 - 7 ROOF AND BRACING PLAN 8 - 8 BACK SIDEWALL PLAN 9 - 9 FRONT SIDEWALL PLAN 10 - 10 LEFT ENDWALL PLAN 11 - 11 RIGHT ENDWALL PLAN 12 - 12 COMPONENTS & CLADDING 13 - 13 FRAMING SUMMARY 14 - 23 ' (Ham mts o'—Ion) i sr—B. {• i (Hae m�. o�an.mn) 4 {' sr —a* a• P I i (Held WN Oim.n.mn) EZ 90 6 abed IN SPLICE PLATES & BOLTS MEMBER SIZE AB n S I - ---Boll--- - MARK EB B FLANGE W T x LENGTH WINSxID T xFLAL NNCG MeOuon n- eDio Width Thick -WEIGHT 14.8 I .B .150 20 . x 5 z 20 .0 B x B x 2. SP-1 4 4 2 A325 7/B• 2 1/2• 5• 5/8 3'-2 1/15- B z 5/B-•z 15.4 SP-2 4 4 0 A325 3 4- 2 1 2• 6• 1 2• 1 -10 6 16• RF1-2 R00 30.0/15.0 0.220 156.7 6 x 5/16 z 160.2 6 z 5/16" x 157.4 50 50 0,134 40.0 fi x 1 x 3 6 x 1 4 x238.7 FLANGE BRACES: (1) One Sid.; (2) Two Side. CO P N PLA TU FBxx rl PART- A - L11 5x075 LY) C 1. y 34'-2 3 4• Jt� ..(L 3 5 34'-2 3 p• lye r 24 Go. KR2 34'-3 7 16• 34'-3 ] I6• 6 0 4'-fi 1 -6 1 11 I6• 6 0 4'-6• - - 3 12 12 FBI V(1) FIR 1) ��1) - _ VI' _ _ FBI ) RF7-2 u N RFI-2 I ie I I n+ Io n} o � N+ m j� ¢ tt Ia '-4• 65'-B• 1'-4• CLEAR + - 66'- • OUT -TO -OUT OF STEEL A B RIGID FRAME ELEVATION i FOR FRAME LINE 2 6 ;r O M W SPLICE PLATES h BOLTS B SIZ B in Splica Ouan -----Bolt----- Plata Size MARK WEIGHT B D TH WEB T N IC PLAT L NGTH O TSIO L W T z LENGTH SO G W z T z LENGTH Mark To Bol Inl Type Dia Len th Width Thick Length RF2-1 9 J 1 .6 1 .6 0.150 208.1 B x 5 B z 20 6 x 3 x 212.3 SP-I 4 4 2 A325 7 B' 2 3 4' B' J 4' 3'-5 1/B' B. 153 SP-2 4 4 0 A325 3 4 2 1 2 6' 5 B 2'-3 16 RF2-2 1101 33.0/25.0 0.250 156.7 6 x 5/16 z 148.0 6 x 1/4• K 156.9 5.0 0.0 0.164 40 D 6 x 3 B• x 46 0 6 5 6 238,3 OFLANGE BRACES: (1) One Side; (2) Two Sides CO EC ON PL TE FBzzA(11 A - 1.175075 1 CO 1' 34'-2 3 4' S -JL S 55' 34'-2 J q• 1'- y 11 24 . KR2 Go ~7 ~ W-3 7 16' J4'-3 7 16' - 3 1'1 2 12 FBSA(1 [EBBSq(i) B3A(1)FBJA(I)�_�1) F (1) FB]1�(1) FBI ) _ — �.,,,�,r1) — RF2-2 RF2-2 I a bl I a 0 N n+ N I n+ I � m � a '-4' 65'-B' 1•-4' CLEAR + - 6B'-4' OUT -TO -OUT OF STEEL A B RIGID FRAME ELEVATION FOR FRAME LINE 3 5 w SPLICE PLATES & BOLTS B SI E TART, Splice Oucn -----Boll----- -Di. Plefe Size MARK WEIGHT EB 0 P S R N L NOTH 0 S L W z T x Efx FLANGE W x T x LENGTH Mark To Bol Inf T e Len lh Width Thick Len fh RF3-1 112 14.6 1 .6 .1 206.1 10 z B 206.6 " 10 z z 2 SP—I 4 4 2 A325 7/8' 2 3/4: 10' 3/4. 4: —0 3/16: 10 z 5 8• z 15.J SP-2 4 4 0 A325 3 4° 2 1 2 6' S 5° 2—J 5 16 RF3-2 11J2 40.0/25-.0 0.250 157.3 6 x 5�6' x 160.0 6 x 1/4' x 158.0 50 0 0 Be 0 6 x x 234.0 6 z 1 4 23a.4 FLANGE BRACES: (I) One Side; (2) Two Sides CONNECTION PLATEE FBxxA 1 A — 015.075 11 C 4 I' 34'-2 3 4' JL —i 3' J4'-2 J 4• 7,,1 24 Us. KR2 34'-3 7 16' 34-3 7 16• QI'1'12, FB4A( ? (�F�2q F84A(I) 9 FB6AL1) Q �/ �7(1)� \/ FB1 ) RRFF33-2 a RF3-2 ut o � � + I p ^ # I �+ m I mU O I � pu u 1'-4' CLEAR + — 65'-4° OUT —TO —OUT OF STEEL p B RIGID FRAME ELEVATION FOR FRAME LINE 4 _ N � rl� y�Yi�GwlF Il��i[ilil QUM u IY u JI u N�N�Yl�i2 n u Y1�Y1 (D" ID' me-¢-c(D' nr rc-W' PURUN Yy t� x'-x 1(9•� Y-t 1 Y-� 1a; Y-4 t(y_ LAP Y-� I/B' x'-� t/e' 3'-e t/e' Y-� t/e' Y-4 1/9 ROOF FRAMING PLAN A 0 V N� a � a .T o uBa Y I 0 a nI is a R ROOF SHEETING PANELS: 24 Go. KR2 Regal Mike While FL ONN 10 R00 LA KAIIS ID U N MARK AR 2 1 10 ESCSCO 0.3/2S C UBOS PE A G ASH IC o5 1 4 ..za 1 2 1 4 0 CON CTION PLATES F AM LINUX,E A 1 SCO2IL 0 i m EC-2 RF1-1 RF2-1 RF3-1 RF2-1 RFI-1 EC-1 BACK SIDEWALL FRAMING: FRAME LINE A (� 7 (� T Q Q (� T (� Q T (Gutter with 9 downspouts) ECCI EG20 GTSO1 CLH101 SPTIO SPTOS SET10 — _ EGCR r❑-------------------- I I I I -------------------------------------------------------------------------------------- I I I I I I I I I I BACK SIDEWALL SHEETING & TRIM: FRAME LINE A 7 11 B'-4'OUT-TO-OUT OF STEEL I 6 5 25'-0' 4 25'-0' } 2 17'-6' ei H I I I I H 5 C BO 5 0 10 IE AN PQIAN A A 25 1 4 0 ] ON C ON PLAT 5 11 B'-4'OUT—TO—OUT OF STEEL AME LINE B 13 D QU�N MSCBKZPABT 25'-0' 25'-0' 17 '-6' 1 •1 I I I EC-2 RFI-1 RF2-1 RF3-1 RF2-1 RF1-1 EC-1 (� (FRONT SIDEWALL FRAMING: FRAME LINE B (� Q 7 7 Q Q Q 7 (Culler with 9 downspouts) EGCL E320. GTS01. CLH101. SPT10. SPT05. SET10 EGCR Lrl------------------------------ ---------7 L I ' I I I I I I I I I I I I _____________________________________________________ J FRONT SIDEWALL SHEETING & TRIM: FRAME LINE B 1 2 3 4 5 6 zz Q1- 12 LEFT ENDWALL FRAMING: FRAME LINE 1 Q 7 FR RF2R RS �81`�_rP81 12 RF2�—`iLa,`.1BI5 12 - - - - - - — - - - I I I I I I I I I I I I LEFT ENDWALL SHEETING & TRIM: FRAME LINE 1 r1�. 12 B R TA AM INE 1 F A EEC-2 -1 WBz1B 1 WBzIB W1 5 Q1• 12 RIGHT ENDWALL FRAMING: FRAME LINE 7 7 Q , ...d.��—Pa1 1'n. 12 J RF20 R TB20R RB� 12 _ F20 RS Itl20 "' r-- - - - - - ----------� I I I I I I I I I I � I RIGHT ENDWALL SHEETING & TRIM: FRAME LINE 7 M ERTBL RAM LINE 7 N AHK I PAK C-1 Bx1B 1 EC-2 WBe1B 0 1B0 ANG BRAC ABL FRAM LINE 7 0 D MAR GTH FB 1A ro w w m w 0 ro N W Page 14 Of 23 Kirby Job No K10V0477 Date Building CustomerEAL NATIONAL AVY S Engineer SWerM Address 3300NORTHHIGHWAYA A FORT PIERCE, FL Checker Kirby Building Systems 124 Kirby Dr. Portland, TN 37148 FRAMING SUMMARY FOR AHRENS COMPANIES 1461 KINETIC ROAD LAKE PARK, FL NATIONAL NAVY UDT-SEAL MUSEUM 3300 NORTH HIGHWAY AlA FORT PIERCE, FL KlOV0477 CBS BUILDING DATA Width (£t) = 68.3 Length (ft) = 118.3 Eave Height (ft) = 18.0/ 18.0 Roof Slope (rise/12) = 1.00/ 1.00 Dead Load (psf) = 2.50 Roof Live Load (psf) = 20.00 Frame Live Load (psf) = 12.00 Collat. Load (psf) = 7.00 Wind Speed(mph) = 150.0 Wind Code = FBC 07 wl Iwo) S�PP�ErCUT Closed/Open = C Exposure = C Importance - Wind = 1.00 Importance - Seismic = 1.00 Seismic Design Category= A _ Designer = CBS Page 15 Of 23 Job No KlOV0477 Customer NATIONAL NAVY UDT-SEAL Address 3300 NORTH HIGHWAY AlA FORT PIERCE, FL 11/ 3/10 Date Engineer Checker KlOV0477 FRAMING SUMMARY: Roof 11/ 3/10 2:52pm PURLIN LAYOUT: Surface Purlin Surf_Ext Stub_Purlin Total Peak -Set_Space- Id ------- Type ------ Left ----- Right Left Right ----- ---- ----- Rows ----- Space ----- Space ----- Row --- 2 ZB 0.00 0.00 N N 8 1.500 2.285 1 3.500 1 4.500 6 3 ZB 0.00 0.00 N N 8 1.500 4.500 6 3.500 1 2.285 1 PURLIN & EAVE STRUT SIZE: Surface Bay Purlin -Purlin_Lap- IS_Flg Eave Id Id Part Left Right Strap Strut ------- 2 --- 1 -------- 8Z089 ----- ----- 2.26 ------ 0 -=------ 8E075 2 8Z067 2.26 2.26 0 8E075 3 8Z089 2.26 2.26 0 8E075 4 8Z089 2.26 2.26 0 8E075 5 8Z067 2.26 2.26 0 8E075 6 8Z089 2.26 0 8E075 3 1 8Z089 2.26 0 SE075 2 8Z067 2.26 2.26 0 8E075 3 8Z089 2.26 2.26 0 8E075 4 8Z089 2.26 2.26 0 8E075 5 8Z067 2.26 2.26 0 8E075 6 8Z089 2.26 0 8E075 ROOF BRACING: Bay Attach Locate Brace Brace Id Start End Type Part Dia --- ------ 2 0.0 ------ 11.4 ----- Cable -------- CBO8 ----- 0.;"j, • 12 11.4 22.8 Cable CB08 0.2-�T .312 5 22.8 34.2 Cable CBO8 0.2y7 , 3itS 34.2 45.6 Cable CB08 0.28'D' _ 31L� Page 16 Of 23 .. Kirby Job No' K1OV0477 Date 11/3/2010 9Lil1Ciiiit� Customer NATIONAL, NAVY UDT-SEAL Engineer CBS Address 3300 NORTH HIGHWAY AlA Checker System FORT PIERCE, FL 45.6 56.9 Cable CB08 0.7 56.9 68.3 Cable CB08 0,0 5 0.0 11.4 Cable CB08 0� 11.4 22.8 Cable CB08 OJ,2o0 6.$12 S 22.8 34.2 Cable CB08 34.2 45.6 Cable CB08 % -- 45.6 56.9 Cable CB08 0_.'s 56.9 68.3 Cable CB08 0_1'?�5116' BOLT AT EAVE STRUT: Wall Frame —Line Lap ------- Bolt —Size ------ Id Id Type Plate No. Type Dia Washer 2 1 EW - 4 A325 0.500 0 2 2 RF Y 4 A325 0.500 0 2 3 RF Y 4 A325 0.500 0 2 4 RF Y 4 A325 0.500 0 2 5 RF Y 4 A325 0.500 0 2 6 RF Y 4 A325 0.500 0 2 7 EW - 4 A325 0.500 0 4 7 EW - 4 A325 0.500 0 4 6 RF Y 4 A325 0.500 0 4 5 RF Y 4 A325 0.300 0 4 4 RF Y 4 A325 0.500 0 4 3 RF Y 4 A325 0.500 0 4 2 RF Y 4 A325 0.500 0 4 1 EW - 4 A325 0.500 0 PURLIN ANTI -ROLL: Surf Line Ds_ARoll No. Id Id AntiRoll Type Id Purlin Purlin_Id -- --------------- 2 L EW Bolted clip 2 RF Bolted clip 2 R—EW Bolted clip 3 L_EW Bolted clip 3 RF Bolted clip 3 R_EW Bolted clip ------- @081 ------ 1 -------------------- 1 @081 1 1 @081 1 1 @081 1 8 @081 1 8 @081 1 8 ------------------------------------ K10V0477 F'RAnIN S[m �nov• Te€� "^a• -„ ll/ 3/10 2:52pm ------------------ RAFTER: A -a ALE Rafter Surf Rafter Rafter Id Id Part Length YW Job No Building Customer 2 3 30W1805D 3300 NORTH HIGHWAY AIA FORT PIERCE, FL 34.3 34.3 Page 17 Of 23 Date 11/3 Engineer CBS SPLICE: -Surface- ---Plate--- Bolt Bolt Bolt ---Top--- --Bottom- Id Locate Type Width Thick Type Dia Gage Row Space Row Space -- ------ ---- ----- ----- ----- ----- ----- --- ----- --- ----- 3 0.0 M 6.0 0.625 A325 0.750 3.00 2 3.50 2 3.50 COLUMN: Column Column Column Column-Base_Clip_Bolts-- ---Top—Bolts-- Id Offset Part Length No. Type Dia No. Type Dia ------ -------------- ------ --- ----- ----- --- ----- ----- 1 0.7 W8xl8 14.8 0 4 A325 0.500 2 67.7 W8xl8 14.8 0 4 A325 0.500 BASE PLATE: Column -------Plate------ Bolt Bolt Bolt Bolt Id Type Width Length Thick Type Dia Gage Row ------ ---- ----- ------ ----- ----- ----- ----- ---- 1 EB 8.00 8.69 0.375 A36 0.750 4.00 2 2 EB 8.00 8.69 0.375 A36 0.750 4.00 2 DOOR JAMB/HEADER: ' ------------- Member —Part -------------- Bay ---------- Opening_Size---------- Left Right Door Door Id Width Height Sill Offset Jamb Jamb Header Sill ----------------- ------ --------------------------------------- 1 -- Open Bay -- GIRT: Girt IS_Flg Type Strap ZF 0 GIRT LOCATION: Bay No. -Id Girt 1 0 Girt Location 00 040VIALt- ---------------------------------------- ---------- - -- K10V0477 FA ^^"""""F"• a � 1 ll/ 3/10 2:52pm Page 18 Of 23 Kirby Job No KlOV0477 Date 11/3/2010 BuildingCustomerNATIONAL NAVY UDT-SEAL Engineer CBS Address 3300 NORTH HIGHWAY AlA Checker Systems FORT PIERCE, FL RAFTER: Rafter Surf Id Id 1 2 2 3 Rafter Rafter Part Length 30W1805D 34.3 30W1805D 34.3 SPLICE: -Surface- ---Plate--- Bolt Bolt Bolt. ---Top--- --Bottom- Id Locate -- Type Width Thick Type Dia Gage_ Row Space Row Space ------ 3 0.0 ---- ----- ----- ----- M 6.0 0.625 A325 ----- ----- 0.750 3.00 --- ----- --- ----- 2 3.50 2 3.50 COLUMN: Column Column Column Column -Base ---Top_Bolts-- Id ------ Offset ------ Part Length _Clip_Bolts-- No. Type Dia No. Type Dia 1 0.7 -------- W8x18 ------ 14.8 --- ----- ----- 0 --- ----- ----- 4 A325 0.500 2 67.7 W8xl8 14.8 0 4 A325 0.500 BASE PLATE: Column -------Plate------ Bolt Bolt Bolt Bolt Id ------ Type Width Length Thick Type Dia Gage ----- Row 1 ---- ----- ------ ----- EB 8.00 8.69 0.375 ----- A36 ----- 0.750 4.00 ---- 2 2 EB 8.00 8.69 0.375 A36 0.750 4.00 2 DOOR JAMB/HEADER: Bay ---------- Opening_Size---------- Left Id Width Height Sill Offset Jamb ----------------- ------------- ---- 1 -- Open Bay -- GIRT: Girt IS._Flg Type Strap ZF 0 GIRT LOCATION: Bay No. Girt -Location Id Girt ------- Member_Part-------------- Right Door Door Jamb Header Sill -- -------- -------- -------- Kirby Job No KIOV0477 Building Customer NATIONAL NAVY UDT-SEAL Address 3300 NORTH HIGHWAY AlA FORT PIERCE. FL 1 0 Page 19 Of 23 Date 11/3/2010 Engineer CBS Checker KlOV0477 FRAMING SUMMARY: Front Sidewall ll/ 3/10 2:52pm DOOR JAMB/HEADER: ------------- Member_Part------------- Bay ---------- Opening_Size---------- Left Right Door Door Id Width Height Sill Offset Jamb Jamb Header Sill 1 -- Open Bay -- ' 2 -- Open_Bay -- 3 -- Open_Bay -- 4 -- Open Bay -- 5 -- Open_Bay -- 6 -- Open Bay -- GIRT: Girt IS_Flg Type Strap ZF 0 GIRT LOCATION: Bay No. Id Girt 1 0 2 0 3 0 4 0 5 0 6 0 Girt Location KlOV0477 FRAMING SUMMARY: Back Sidewall ll/ 3/10 2:52 m DOOR JAMB/HEADER: ------------- Member —Part -------------- Bay ---------- Opening_Size---------- Left Right Door Door Id Width Height Sill Offset Jamb Jamb Header Sill ----------------- --------------------------------------------- Page 20 Of 23 ¢r, Kirby Job No KlOV0477 {BUiidtng Cmer EAL A VY S Address 3300 NORTHIGHWAYA A V g.S. teM FORT PIERCE, FL 1 -- Open_Bay -- 2 -- Open_Bay -- 3 -- Open_Bay -- 4 -- Open_Bay -- 5 -- Open_Bay -- 6 -- Open Bay -- GIRT: Girt IS_Flg Type Strap ZF 0 GIRT LOCATION: Bay No. -Id Girt 1 0 2 0 3 0 4 0 5 0 6 0 Girt Location Engineer Checker --------------------------------------------------------------- K10V0477 FRAMING SUMMARY: Rigid Frame 1 - ll/ 3/10 2:52pm --------------- LAYOUT: Type : RF No. Line : 2 Line Id 2 6 MEMBER: Surf Mem Seg Flange Flange-Web_Depth- -Plate_ Thickness - Id Id Id Part Length Width Start End Web O-flg I-flg ---- --- ----------- ------ ------ ----- ----- ----- ----- ----- 1 1 1 17.3 8.00 14.8 14.8 0.150 0.625 0.625 2 2 2 13.3 6.00 30.0 15.0 0.220 0.313 0.313 2 3 3 19.9 6.00 15.0 15.0 0.134 0.250 0.250 3 4 4 19.9 6.00 15.0 15.0 0.134 0.250 0.250 3 5 5 13.3 6.00 15.0 30.0 0.220 0.313 0.313 4 6 6 17.3 8.00 14.8 14.8 0.150 0.625 0.625 SPLICE: -Surface- ---Plate--- Bolt Bolt Bolt ---Top--- --Bottom- Id Locate Type Width Thick Type Dia Gage Row Space Row Space -- ------ ---- ----- ----- ----- ----- ----- --- ----- --- ----- 2 0.00 VEE 8.00 0.625 A325 0.875 3.00 2 4.500 2 4.500 3 0.00 -EE 6.00 0.500 A325 0.750 3.00 2 4.000 2 4.000 Page 21 Of 23 �W.?. Kirby Job No KIOV0477 Date 11/3/2010 �.'i L7 (�„ Building customer NATIONAL NAVY UDT-SEAL Engineer CBS System Address 3300 NORTH HIGHWAY AlA FL Checker FORT PIERCE, 4 0.00 VIE 8.00 0.625 A325 0.875 3.00 2 4.500 2 4.500 BASE PLATE: ---Plate--- Bolt Bolt Bolt Bolt Locate Type Width ---------- ---- ----- Thick ------ Type Dia Gage ----- ----- ----- Row ---- Lt Column P 8.00 0.375 A36 1.000 4.00 2 Rt Column P 8.00 0.375 A36 1.000 4.00 2 FLANGE BRACE: Surf No. Id Locate Side ---- Part ------ ---- 2 1 1 -------- L175x075 2 4 1 L175x07.5 2 6 1 L175x075 2 8 1 L175x075 3 1 1 L175x075 3 3 1 L175x075 3 5 1 L175x075 3 8 1 L175x075 BEARING STIFFENER: Locate Width Thick ---------- ----- Lt Column 4.00 ----- 0.500 Rt Column 4.00 0.500 --------------------------------------------------- K10V0477 FRAMING SUMMARY: Rigid Frame 2 . ll/ 3/10 2:52pm ----------------------- LAYOUT: Type : RF No. Line : 2 Line Id 3 5 MEMBER: Surf Mem Seg Flange Flange -Web_Depth- -Plate _Thickness - Id Id Id Part Length Width Start End Web O-flg I-flg 1 1 1 17.3 8.00 14.6 14.6 0.150 0.625 0.750 2 2 2 13.3 6.00 33.0 25.0 0.250 0.313 0.250 2 3 3 19.9 6.00 25.0 20.0 0.164 0.375 0.313 3 4 4 19.9 6.00 20.0 25.0 0.164 0.375 0.313 3 5 5 13.3 6.00 25.0 33.0 0.250 0.313 0.250 4 6 6 17.3 8.00 14.6 14.6 0.150 0.625 0.750 SPLICE: -Surface- ---Plate--- Bolt Bolt Bolt ---Top--- --Bottom- Id Locate -- ------ Type ---- Width Thick Type ----- ----- ----- Dia ----- Gage ----- Row --- Space ----- Row --- Space ----- 2 0.00 VEE 8.00 0.750 A325 0.875 3.00 2 4.500 2 4.500 ,"u :� ��;j :4 Job No Kl OV0477 ' 7 Customer NATIONAL NAVY UDT-SEAL Building Address 3300 NORTH HIGHWAY AlA Systems Syste FORT PIERCE, FL 3 0.00 -EE 6.00 0.625 A325 0.750 3.00 4 0.00 VEE 8.00 0.750 A325 0.875 3.00 Page 22 Of 23 Date 11/3/2010 -ETigineer CBS Checker 2 4.000 2 4.000 2 4.500 2 4.500 BASE PLATE: - ---Plate--- Bolt Bolt Bolt Bolt Locate Type Width Thick Type Dia Gage Row Lt Column P 8.00 0.500 A36 1.000 4.00 2 Rt Column P 8.00 0.500 A36 1.000 4.00 2 FLANGE BRACE: Surf No. Id Locate Side Part ---- 2 ------ 1 ---- 1 -------- L175x075 2 4 1 L175x075 2 6 1 L175x075 2 7 1 L175x075 2 8 1 L175x075 3 1 1 L175x075 3 2 1 L175x075 3 3 1 L175x075 3 5 1 L175x075 3 8 1 L175x075 BEARING STIFFENER: Locate Width Thick ---------- ----- ----- Lt Column 4.00 0.500 Rt Column 4.00 0.500 ----------------------------------------------------------------- K10V0477 FRAMING SUMMARY: Rigid Frame 3 ll/ 3/10 2:52pm LAYOUT: Type RF No. Line 1 Line Id 4 MEMBER: Surf Mem Seg Flange Flange -Web_Depth- -Plate _Thickness - Id Id Id Part Length Width Start End Web 0-flg I-flg ----- ---- 1 --- 1 --- -------- 1 ------ 17.3 ------ 10.00 ----- 14.6 ----- 14.6 ----- 0.164 ----- 0.625 0.750 2 2 2 13.3 6.00 40.0 25.0 0.250 0.313 0.250 2 3 3 19.9 6.00 25.0 20.0 0.188 0.250 0.250 3 4 4 19.9 6.00 20.0 25.0 0.188 0.250 0.250 3 5 5 13.3 6.00 25.0 40.0 0.250 0.313 0.250 4 6 6 17.3 10.00 14.6 14.6 0.164 0.625 0.750 SPLICE: -Surface- ---Plate--- Bolt Bolt Bolt ---Top--- --Bottom- Page 23 of 23 . T Irby Job No K10V0477 Date 11/3/2010 BU��C�Iri� Customer NATIONAL NAVY UDT-SEAL Engineer CBS {� tJ Address 3300 NORTH HIGHWAY AIA Checker System FORT PIERCE, FL Id Locate Type Width Thick Type Dia Gage Row Space Row Space 2 0.00 VEE 10.00 0.750 A325 0.875 3.00 2 4.500 2 4.500 3 0.00 -EE 6.00 0.625 A325 0.750 3.00 2 4.000 2 4.000 4 0.00 VEE 10.00 0.750 A325 0.875 3.00 2 4.500 2 4.500 BASE PLATE: ---Plate--- Bolt Bolt Bolt Bolt Locate Type Width Thick Type Dia Gage Row ---------- Lt Column ---- ----- ------ P 10.00 0.500 ----- A36 ----- 1.250 ----- 5.00 ---- 2 Rt Column P 10.00 0.500 A36 1.250 5.00 2 FLANGE BRACE: Surf No. Id Locate Side Part ---- ------ 2 ------------ 1 1 L175xO75 2 4 1 L175xO75 2 6 1 L175xO75 2 7 1 L175xO75 2 8 1 L175xO75 3 1 1 L175x075 3 2 1 L175xO75 3 3 1 L175xO75 3 5 1 L175xO75 3 8 1 L175xO75 BEARING STIFFENER: Locate Width Thick ---------- Lt Column ----- ----- 5.00 0.250 Rt Column 5.00 0.250 V 6AW6L5- riot PLIPZL- <1 - PN Li C 1=F:z PROJECT: .NAVY SEAL MUSEUM '�-. ' ' '. PAGE: 1 - SUlcul"'I5 GROUP CLIENT: AHRENS DESIGN BY: CBS JOBNO.: ta0V0477 D AT E 1 V312010 REVIEW BY: ^ Angle Ste`e6Member C'apacrty Based onA1SC'J&O OS INPUT DATA & DESIGN SUMMARY_ ANGLE SIZE L6X6X318 STEEL YIELD STRESS Fy = 36 ksi 13 AXIAL COMPRESSION FORCE P '-, 1 ',kips, ASD Strong x—x STRONG GEOMETRIC AXIS EFFECTIVE LENGTH kLx { 20 ;: ft WEAK GEOMETRIC AXIS EFFECTIVE LENGTH kLy ,_ 204 !ft STRONG GEOMETRIC AXIS BENDING MOMEN- Mx _ _ 3ft-kips, ASD STRONG GEOMETRIC AXIS BENDING UNBRACED LENGTH Lb, = 10 ft, (AISC 360-05 F2.2.c) STRONG DIRECTION SHEAR LOAD, ASD Vstmng kips WEAK GEOMETRIC AXIS BENDING MOMENT M,y 1.:. '_: ft-kips, ASD I1 WEAK GEOMETRIC AXIS BENDING UNBRACED LENGTH Lby = 5 ft ATTO W LL �1T WEAK DIRECTION SHEAR LOAD, ASD Vk PaAL[/J4 THE DESIGN IS ADEQUATE. :K COMBIN ED COMPRESSION AND BENDING CAPACITY (AISC 360-05, H1) Pr+r,max+Mr,minl for Pr>_0.2 Pc Mc,min J I Pc = 0.89 < 1.0 [Satisfactory] Pr+ Mr,max+Mr,min for =r<0.2 2Pc Mc,max Mc,min' Pc Where Pc = Pn / 12c = 30 / 1.67 = 17.86 kips, (AISC 360-05 Chapter E5) > Pr [Satisfactory] Mrmax = 2.83 fl-kips or 1.41 ft-kips ,(major principal axis bending) Mrmin = 1.41 ft-kips or 2.83 ft-kips ,(minor principal axis bending) Mc,max = Mn / Ob = 17.20 11.67 = 10.30 ft-kips, (AISC 360-05 Chapter F10-2) > Mrmax [Satisfactory] Mc,min=Mn /S2b= 6.53 /1.67= 3.91 ft-kips > Mrmm [Satisfactory] CHECK SHEAR CAPACITY (AISC 360-05, G2) V n,shong / nv = 48.6 / 1.67 = 29.1 kips > Vn,weak / rzv = 48.6 / 1.67 = 29.1 kips > LI-v Z.O per,+2.0 SJ = 3rn SS (yea �iSi2a%s 1 'li•O 1(z 58% SSM- Vsbong = 1.0 kips [Satisfactory] Vweak = 1.0 kips [Satisfactory] ILL (ftW9- (I) SO sTiGl� (I� ti IS` S�GI� ?EIS iz�F PacE ( r^fJDWntLL NP�V � S;FA -S MuSFV M -- D P / 7-1 LOj\J C d�uAArJ -rve, 1- rAr4H co Gu,u�1 ANC�4 �2 IOGVIA+-L 6owmgj OTC-71Z FLAA16C D F'-A ! l- C AS S! ?00F TO UNDER50E OF EAdL STRU, 5(8" Gyp --- S UNFACED INSLIADON POW —NGLE PER ER MAFPiiA1. 63DG. I!FR. r INSIDE CLOSURE W( / TAPE SEALANT 1S—O" L/ Fi1v CUiiER S7AFP :=... .. %—f'FR uE�aL BLOC. '4FR. _ _17 —10 12' EAVE WI GUTTER DETAIL L-EAVE GUTTER PER WETAL 8LOG. IAFR- —UASONW WE TRim PER METAL 8LOG. UFR PrE-fAMR1CATED RAIN LskDER CONT. PER METAL s= WTI. ---5/8' TIGHT TEY UPED SC cz 3" - 1 t Kir y P IY, Building H r; Systems A r4u=clq Company DESIGN CODE: IBC 2006 WIND SPEED: 150 MPH EXPOSURE: C IMPORTANCE CATEGORY: II JOB NUMBER: K10V0477 DESIGNER: CBS DATE: 11/3/2010 C157�wc-jr- (i(04 BASIC WIND LOAD: 43.1 PSF ROOF SLOPE: 1/12 BUILDING IS ENCLOSED BUILDING IS GABLED WALL: 26 ga KW w/ #12-14 SIDS w/o Washer Int. Zone Coeff = 1.17 Edge Zone Coeff = 1.44 Interior Interior Edge Edge Fastener Zone Zone Zone Zone Girt# Allowable Trib. Fastener Local Fastener Local Fastener & Load Width Spacing Trib. Area Pressure Load Unity Pressure Load Unity Gauge (Ibs) (ft) (ft) (so (psf) (Ibs) Check (psi) (Ibs) Check ROOF: 24 ga KR w/ #12-14 SIDS ZAC one 1 Coeff= 1. 18 Zone 2 Coeff= 1.98 Zone 3 Coeff= 2.98 Fastener Zone 1 Zone 2 Zone 3 Purlin # Allowable Fastener Local Zone 1 Local Zone 2 Local Zone 3 & Load Trib. Spacing Trib. Area Pressure Fastener Unity Pressure Fastener Unity Pressure Fastener Unity Gauge (Ibs) Width (ft) (ft) (so (psI) Load (Ibs) Check (psi) Load (Ibs) Check (psi) Load (Ibs) Check 1 (13) 345 2.25 1.00 2.25 60.9 114.4 --OK— 85.3 192.0 --OK-- 128.4 289.0 --OK-- 2 (15) 282 4.50 1.00 4.50 50.9 228.9 —OK— OR Faslener Chad Rev VIA h2 °lt•Z 5re,1-,?-V3a r1-12JVa -„-+r,-a?J7r07 CLa.-L-e °cia p S -9ge 01 -> a7� �192'al -11-Y ?i �jrl J Tab j-ecedrs, -Is'": 1Wr �aa u��vra5-v -v7v zL der+ sl Ll+a!S 3P 54�1 . 71 r r,7 Nei �j ' ti^�f5 eil s-L-TLN ?Z v Kirby Building Systems A Il U •=i•lin.°�M Company - FORRESTJ. RUSSELL Florida P.E. Lic. # 51590 P O Box 390 Portland,TN 37148 ❑ PRELIMINARY Job Name: Kirby Job Number: PO Box 390 124 Kirby Drive Portland, TN 37148 Ph: (615) 325-4165 Fax: (800) 231-3460 www.kirbybuildingsystdms.com Date: February 2, 2011 COLUMN BASE REACTIONS ® FOR CONSTRUCTION NATIONAL NAVY UDT-SEAL K10V0477 Customer: AHRENS COMPANIES ;gT Ro "o (E,RR • 0 5159 • = ° fr ATE F Kirby Engineer: COREY SHIVE Column base reactions are included in this packet for a building designed by Kirby Building yst ms. These reactions result from frame analysis done by a Kirby Engineer for this specific project. They reflect all loading to which the building may be subject, per the building code and loading information provided to Kirby Building Systems at the date of design. Reaction packets marked "PRELIMINARY" are subject to change and are usually provided at the request of the customer, although the Kirby Engineer believes he is working with undefined, incomplete or assumed information. Reactions are provided by load case in order to aid the foundation engineer in determining the appropriate load factors and combinations to be used with either Working Stress or Ultimate Strength design methods. Wind load cases are given for each primary wind direction, and the case which produced the largest reaction at a particularcolumn should be used for design. Sign conventions for computer generated frame reactions are as follows and should be taken in the sense of the frame sketch given on the reactions sheets. GLOBAL X (+ to right) 19 1S7\9 Global Z (+ counter -clockwise) Z +X Anchor bolt diameter, grade, location and projection are provided on the Anchor Bolt Plan. Anchid bolt embedment lengths�and . types are not provided by Kirby Building Systems. This information is closely related to the complete foundation design which should be done by a Registered Professional Engineer familiar with the local site conditions and construction practices: i AHRENS COMPANIES 1.461 KINETIC ROAD LAKE PARK, FLORIDA33403-1911 APPROVED �( APPROVED AS NOTED ❑ REJECTED ❑ RESUBMIT ❑ SUBMIT FILE COPIES ❑ REVIEWED BY DATE Z $ ZD1I Review Is forconformance with design concept only and in-.nt and general compliance with contract documents/ specifications. Sub -contractor shall be responsible forall quantities, dimensions, compliance with contract docu- ments and all related codes, verification of work and trades, and fabrication or tectiftes of cons' mctlon and erection. t, .-T Page 2 _j Job No KlOV0477 Date 2/2/2011 %ustomer NAL VY UDT-SFAL Engineer systems Address 3300ONORTH A HIGHWAY AAIA Cbecker `+ CBS Bg` terns FORT PIERCE, FL building system. Revision: Standard Load Nomenclature: +--------------------------- -----+-------------------------------------------- Note: Not all load conditions are applicable to all buildings. DL - DEAD LOAD WL1 - WIND LEFT W/ INT. PRESS. LL - LIVE LOAD WR1 - WIND RIGHT W/ INT. PRESS. CL - COLLATERAL LOAD WL2 - WIND LEFT W/ INT. SUCT. SL - SNOW LOAD WR2 - WIND RIGHT W/ INT. SUCT. DRIFT - SNOW DRIFT LW1 / LNWINDI = LONG. WIND W/ INT. PRESS. SLIDE - SLIDING SNOW LW2 / LNWIND2 = LONG. WIND W/ INT. SUCT. FxPAT_LLx - PATTERN LIVE - LWINDI_L2E - LONG. WIND W/ INT. PRESS. + ZONE 2E FxPAT_SLx - PATTERN SNOW LWINDI_R2E - LONG. WIND W/ INT. PRESS. + ZONE 2E FxUNB_SL_L - UNBALANCED SNOW LEFT LWIND2_L3E - LONG. WIND W/ INT. SUCT. + ZONE 3E FxUNB_SL_R - UNBALANCED SNOW RIGHT LWIND2_R3E - LONG. WIND W/ INT. SUCT. + ZONE.3E FXCRANEAI - MAX LEFT W/ THRUST RIGHT WINDP / WP - WIND PRESS. W/ INT SUCT. ENDWALL & FxCRANEA2 - MAX LEFT W/ THRUST LEFT WINDS / WE - WIND SUCT. W/ INT PRESS. ENDWALL & FxCRANEA3 - MAX RIGHT W/ THRUST RIGHT SEISMIC LEFT - SEISMIC LEFT FxCRANEA4 - MAX RIGHT W/ THRUST LEFT SEISMIC RIGHT - SEISMIC RIGHT Page 3 Kirby - Job.No KIOV0477 Date 2/2/2011 Building Customer NATIONAL NAVY UDT-SEAL Engineer CBS i11 Address 3300 NORTH HIGHWAY AlA Checker Kmsystem FORT PIERCE, FL Table Of Contents COVER PAGE 1 - 2 TABLE OF CONTENTS 3 - 3 ANCHOR BOLT PLAN 4 - 4 REACTIONS 5 - g C f . Page 5 Kift Job No K10V0477 Date 2/2/2011 Building M VE Systems Customer Address NATIONAL NAVY UDT-SEAL 3300 NORTH HIGHWAY AIA FORT PIERCE, FL Engineer Checker CBS Kirby Building Systems 124 Kirby Dr. Portland, TN 37148 REACTIONS, ANCHOR BOLTS, & BASE PLATES FOR AHRENS COMPANIES 1461 KINETIC ROAD _ LAKE PARK, FL NATIONAL NAVY UDT-SEAL MUSEUM 3300 NORTH HIGHWAY AIA FORT PIERCE, FL K10V0d77 BUILDING DATA Width (ft) = 68.3 Length (ft) = 118.3 Eave Height (ft) = 18.0/ 18.0 Roof Slope (rise/12) = 1.00/ 1.00 Dead Load (psf) = 2.5 Roof Live Load (psf) = 20.0 Frame Live Load (psf) = 12.0 Collat. Load (psf) = 7.0 Wind Speed(mph) .= 150.0 Wind Code = 2007FBCW/2009SUPPLEIv1EW Closed/open = C Exposure = C Internal Wind Coeff = -0.18, +0.18 Importance - Wind = 1.00 Importance - Seismic = 1.00 Seismic Design Category= A Designer = CBS ll/ 3/10 Page 6 � M�1il Job No KlOV0477 Date 2/2/2011 Building Customer NATIONAL NAVY UDT-SEAL EngineerCBS i� Address 3300 NORTH HIGHWAY A1A Checker _..- Sy a FORT PIERCE, FL n ------------------------------------------------------------------------------- K10V0477 Reactions, Anchor Bolts, & Base Plates:ll/ 3/10 2:52pm ----- ----- ----- Foundation_Loads(k)------ --------- ----------------- Frame Col Max _Pos_Va1 Max_Neg_Val Anc._Bolt Base -Plate . Line Line id Horz Vert Id Herz Vert No. Diam Width Len Thick ----- 2* ----- A -- 1 ----- 8.9 ----- 13.6 -- 2 ----- -14.8 ----- -20.8 --- 4 ----- 1.000 ----- 8.00 ---- 16.50 ----- 0.375 3 -14.5 -23.7 2* B 4 14.8 -20.8 1 -8.9 13.6 4 1.000 8.00 16.50 0.375 1 -8.9 13.6 5 14.5 -23.7 3* A 1 9.8 16.9 5 -16.3 -25.9 4 1.000 8.00 16.50 0.500 3 -15.9 -29.5 3* B 3 16.3 -25.9 1 -9.8 16.9 4 1.000 8.00 16.50 0.500 1 -9.8 16.9 5 15.9 -29.5 4 A 1 12.6 19.7 5 -21.1 -30.6 4 1.250 10.00 16.50 0.500 3 -20.6 -34.9 4 B 3 21.1 -30.6 1 -12.6 19.7 4 1.250 10.00 16.50 0.500 ----- ------ 1 -- -12.6 ----- 19.7 ----- 5 -- 20.6 ----- -34.9 ----- --- ----- ----- ----- ----- -------------------------------- 2* Frame Lines:2 6 3* Frame Lines:3 5 Load Load Id Combination ---- ------------------------ 1 'DL+CL+LL 2 0.60DL+LnWndl+LWINDI R2E 3 0.60DL-LnWndl+LWINDI L2E 4 0.60DL+LnWndl+LWINDI L2E 5 0.60DL-LnWndl+LWINDI R2E 6 0.60DL+WL2+WS 7 0.60DL+WL2+WP 8 0.60DL+WR2+WS 9 0.60DL+WR2+WP Page 7 K' ft uilding BBuilding -, System Job No KlOV0477 Date 2/2/2011 Customer Address NATIONAL NAVY UDT-SEAL 3300 NORTH HIGHWAY AIA FORT PIERCE, FL Engineer Checker CBS ---------------- _______________-____ KIOV0477 Bracing Reactions Report: ll/ 3/10 2:52pm BRACING/PANEL SHEAR REACTIONS: ------------------------------ ------ Reactions(k)-------- Panel ---Wall-- Col ----Wind---- --Seismic--- Shear Lee Line Line Herz Vert Herz Vert (lb/£t) .L EW 1 No Bracing Used 0 F-SW B 900.00 R EW 7 No Bracing Used 0 B_SW A 900.00 KIOV0477 Additional Reactions Report: ll/ 3/10 2:52pm Rigid Frame Column Reactions Frame Col ---Dead--- Collateral ---Live--- -Wind Ll-- -Wind Rl-- Line Line Horz Vert Herz Vert Herz Vert Horz Vert Herz Vert ----- 2* ------ A ----- 1.3 ----- 2.5 ----- 2.8 ----- 4.1 ----- 4.8 ----- 7.0 ----- -11.8 ----- -19.7 ----- -12.4 ----- -16.0 2* B -1.3 2.5 -2.8 4.1 -4.8 7.0 12.4 -16.0 11.8 -19.7 Frame Col -Wind L2-- -Wind R2-- -LnWind1- -LnWind_2- Line Line Horz Vert Horz Vert Horz V_ert Horz Vert ----- 2* ------ A ----- -5.6 ----- -10.6 ----- -6.3 ----- -6.9 ----- -14.8 ----- -21.9 ----- -9.4 ----- -13.8 2* B 6.3 -6.9 5.6 -10.6 14.8 -21.9 9.4 -13.8 Frame Col LWINDIL2E. LWINDI R2E LWIND2L3E LWIND2_R3E Line Line Horz Vert Horz VertHorz Vert Horz Vert ----- 2* ------ A ----- ----- -0.4 -3.4 ----- ----- -0.7 -0.4 ----- ----- -0.2 -1.4 ----- ----- -0.3 -0.2 2* B 0.7 -0.4 0.4 -3.4 0.3 -0.2 0.2 -1.4 Page 9 rhv Job No K10V0477 Date 2/2/2011 BCiittimg NATIONAL AVY S CBS sysftms Address 3300NORTHHIGHWAYALA FORT PIERCE, FL Checker -Frame Col .Line :Line 3* A 3* B Frame Col Line Line 3* A 3* B Frame Col Line Line 3* A 3* B --- veaa--- i01xacerai---i.xve----wana_Lt---wina_xi-- -HOrz Vert Horz Vert HOLz Vert Harz Vert Harz Vert ----- ----- ---- ----- ----- ----- ----- ----- ----- 1.5 3.1 3.1 5.1 5.3 8.7 -12.9 -24.5 -13:8 -19.9 -1.5 3.1 -3.1 5.1 -5.3 8.7 13.8 -19.9 12.9 -24.5 -Wind_L2---Wind_R2---LnWindI--LnWind_2- Harz Vert Harz Vert Harz V_ert Harz Vert -6.2 -13.2 -7.0 -8.6 -16.4 -27.2 -10.4 -17.2 7.0 -8.6 6.2 -13.2 16.4 -27.2 10.4'-17.2 LWINDI_ LWINDIR2E Ve rt ert Harz Vert -0.4 -4.2 -0.8 -0.5 0.8 -0.5 0.4 -4.2 LWIND2_ LWIND2R3E Harz Vert Harz Vert -0.2 -1.8 -0.4 -0.2 0.4 -0.2 0.2 -1.8 Frame Col ---Dead--- Collateral ---Live— -Wind_L1-- -Wind_R1-- Line Line Harz Vert Harz Vert Harz Vert Horz Vert Harz Vert ----- 4 ------ A ----- 1.8 ----- 3.5 ----- ----- 4.0 6.0 ----- 6.8 ----- 10.3 ----- -16.7 ----- -28.8 ----- -17.7 ----- -23.4 4 B -1.8 3.5 -4.0 6.0 -6.B 10.2 17.7 -23.4 16.7 -28.8 Frame Col -Wind_L2-- -Wind R2-- -LnWindI- -LnWind2- Line ----- Line ------ Harz Vert Harz Vert Harz Vert_ Harz V_ert 4 A ----- -8.0 ----- -15.6 ----- ----- -9.0 -10.1 ----- -21.1 ----- -32.0 ----- -13.4 ----- -20.2 4 B 9.0 -10.1 8.0 -15.6 21.1 -32.0 13.4 -20.2 Frame Col LWINDI_L2E LWINDI_R2E LWIND2_L3E LWIND2_R3E Line ----- Line ------ Harz ----- ----- Vert Harz Vert Harz Vert Harz Vert 4 A -0.6 -4.9 ----- -1.0 ----- -0.6 ----- -0.2 ----- -2.1 ----- -0.4 ----- -0.3 4 B 1.0 -0.6 0.6 -4.9 0.4 -0.3 0.2 -2.1' 2* Frame Lines:2 6 3* Frame Lines:3 5