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HomeMy WebLinkAboutBUILDING PLANTABLE OF CONTENTS DRAWING NO. DRAWING TITLE REVIDED PLAN JAN 30 2018 ALL PLANS P0I6N it) B E7 LSINJC�LUu��`�c�)�. °o�E77 LS�oV��U'OG���7Jo�� 124 KIRBY DRIVE PORTLAND, TN 37148 GENERAL NOTES: 1 MATERIALS ASTM DESCRIPTION Cl FASTENER CHART E1 ANCHOR BOLT PLAN and DETAILS E2 CROSS SECTION at FRAME LINE #1 E3 CROSS SECTION at FRAME LINE #2 and #3 E4 CROSS SECTION at FRAME LINES #4 - #13 E5 CROSS SECTION at FRAME LINES #14 - #18 E6 CROSS SECTION at FRAME LINE #19 and #20 E7 CROSS SECTION at FRAME LINE #21 - #23 E8 CROSS SECTION at FRAME LINES #24 - #32 E9 CROSS SECTION at FRAME LINES #33 E10 CROSS SECTION at FRAME LINES #34 E11 CROSS SECTION at FRAME LINES #35 E12 ROOF FRAMING PLAN E13 ROOF FRAMING PLAN E14 ROOF FRAMED OPENING LAYOUT E15 ROOF SHEETING PLAN E16 BACK SIDEWALL FRAMING and SHEETING at FRAME LINE W E17 FRONT SIDEWALL FRAMINGand SHEETING at FRAME LINE'G' E18 FRONT SIDEWALL FRAMING and SHEETING at FRAME LINE'S E19 LEFT ENDWALL FRAMING at FRAME LINE #1 E20 LEFT ENDWALL SHEETING at FRAME LINE #1 E21 RIGHT ENDWALL FRAMING at FRAME LINE #35 E22 RIGHT ENDWALL SHEETING at FRAME LINE #35 E23 PARTITION WALL FRAMING and SHEETING at FRAME LINE #18 E24 PARTITION WALL FRAMING and SHEETING at FRAME LINE #24 E25 MONORAIL LAYOUT and SECTIONS D1 - D5 STANDARD DETAILS BUILDING LOADS / DESCRIPTION: 1. MATERIALS ASTM DESCRIPTION ROOF AND WALL SHEETING A653 / A792 STRUCTURAL STEEL PLATE A529 / A572 / A1011 BOLTS A307 / A325 HOT ROLLED MILL SHAPES A36 / A529 / A572 / A500 CABLE A475 COLD FORM SHAPES A653 / A1011 RODS A572 / A108 2. A_325 & A490 BOLT TIGHTENING REQUIREMENTS BOLTED JOINTS SHALL BE CONNECTED AND INSPECTED IN ACCORDANCE WITH THE "RESEARCH COUNCIL ON STRUCTURAL CONNECTIONS SPECIFICATION FOR STRUCTURAL JOINTS USING HIGH -STRENGTH BOLTS" UNLESS NOTED OTHERWISE ON THE KBS ERECTION DRAWINGS. ALL A490 BOLTS SHALL BE PRE -TENSIONED. ALL A325 BOLTS IN SECONDARY MEMBERS (PURLINS, GIRTS, FRAMED OPENINGS, ETC.), AND FLANGE BRACES MUST BE SNUG TIGHT. PRIMARY FRAMING (RIGID FRAMING AND BRACING) MUST BE SNUG TIGHT EXCEPT THE FOLLOWING CONDITIONS MUST BE TURN -OF -NUT: I. BUILDING SUPPORTS A CRANE SYSTEM WITH A CAPACITY GREATER THAN 5 TONS. II. BUILDING SUPPORTS MACHINERY THAT CREATES VIBRATION, IMPACT, OR STRESS -REVERSALS ON THE CONNECTION 3. THE ENGINEER -OF -RECORD FOR THE PROJECT SHOULD BE CONSULTED TO EVALUATE FOR THIS CONDITION. III. THE PROJECT SITE IS LOCATED IN A HIGH SEISMIC AREA. FOR IBC BASED CODES, "HIGH SEISMIC AREA" IS DEFINED AS A SEISMIC DESIGN CATEGORY OF D, E, OR F. IV. ANY CONNECTION DESIGNATED IN THESE DRAWINGS AS A SLIP -CRITICAL CONNECTION MUST BE FREE OF PAINT, OIL, OR OTHER MATERIALS THAT REDUCE FRICTION AT CONTACT SURFACES. GALVANIZED OR LIGHTLY RUSTED SURFACE S ARE ACCEPTABLE. 3. STRUCTURAL SHOP COAT PAINT THE COAT OF SHOP PRIMER IS INTENDED TO PROTECT THE STEEL FRAMING FOR ONLY A SHORT PERIOD OF EXPOSURE TO ATMOSPHERIC CONDITIONS. SHOP COAT PRIMER DOES NOT PROVIDE THE APPEARANCE, THEsEPUNS AN ILL PROPOSEDWORK DURABILITY AND/OR PROTECTION OF AN APPROPRIATE FIELD APPLIED FINISH. KIRBY STANDARD SHOP COATARESUBJECTT ANYCOPRECTIONS PAINT SHALL MEET OR EXCEED THE REQUIREMENTS OF FEDERAL SPECIFICATION TTP-636. 'REQUIRED BY FIE D INSPECTORS THAT - MAY BE NECE RY IN ORDER TO 4. TEMPORARY PANEL STORAGE COMPLY WITH A APPUCABLE COfJES. PAINTED BUILDING PANELS WITH FLUOROPOLYMER FINISH ARE HIGH -QUALITY CONSTRUCTION MATERIALS. WHILE IN THE BUNDLE, PANELS SHOULD BE PROTECTED FROM HIGH TEMPERATURE, HUMIDITY AND MOISTURE, OTHERWISE, DAMAGE CAN OCCUR TO THE PAINTED SURFACE OF THE PANEL. PLEASE REFER TO THE "WARNING LABEL" THAT KIRBY APPLIES TO EACH BUNDLE OF FLUOROPOLYMER FINISHED PANELS FOR PROPER STORAGE PROCEDURES. 5. TEMPORARY BRACING BUILDER/CUSTOMER SHALL SPECIFICALLY NOTE THAT BRACING FURNISHED BY KIRBY IS INTENDED TO BE USED FOR THE COMPLETED BUILDING; KIRBY DOES NOT REPRESENT OR GUARANTEE THAT THE BRACING WILL BE ADEQUATE AS TEMPORARY BRACING DURING ERECTION OF THE BUILDING. 6. PANEL HANDLING r.A METAL BUILDING PANELS ARE WAXED OR OILED FOR FINISH PROTECTION DURING SHIPPING AND STORAGE.71 THE WAX OR OIL MAKES THE PANELS SLIPPERY AND HAZARDOUS TO WALK ON OR STAND ON. THE WAX OR OIL CAN BUILD UP ON SHOES, GLOVES, AND CLOTHING MAKING CLIMBING OR WALKING ON OTHER COMPONENTS HAZARDOUS. 7. ERECTION NOTES ** THE BUILDING MUST BE ERECTED ACCORDING TO THE FRAMING PLANS, STANDARD DETAILS, SPECIAL DETAILS, AND NOTES TO ASSURE COMPLIANCE WITH DESIGN LOADS AND BUILDING CODE REQUIREMENTS. FIELD MODIFICATION OF THE BUILDINGS OR BUILDING COMPONENTS WHICH WILL AFFECT THE STRUCTURAL INTEGRITY CERTIFICATION EXTENDS ONLY FOR THE LOADS SPECIFIED ON KIRBY'S PURCHASE ORDER TO THE STRUCTURAL COMPONENTS OF THE BUILDING DESIGNED AND SUPPLIED BY KIRBY BUILDING SYSTEMS, INC., IF ERECTED AS INDICATED. NOTE THAT KIRBY'S ENGINEER IS NOT ENGINEER OF RECORD FOR THIS CONSTRUCTION PROJECT, DESIGN LOADS HAVE BEEN APPLIED IN ACCORDANCE WITH THE FOLLOWING. IL E CUP" THIS STRUCTURE IS DESIGNED UTILIZING THE LOADS INDICATED I v AND APPLIED AS REQUIRED BY: FLORIDA BUILDING CODE 6th EDITION �LIICIE PLAN THE CONTRACTOR IS TO CONFIRM THAT THESE LOADS COMPLY WITH THE REQUIREMENTS OF THE LOCAL BUILDING DEPARTMENT. BL ROOF DEAD LOAD: 2.0 PSF (ROOF PANELS & PURLINS) DATE .I RISK CATEGORY: II EL7 COLLATERAL LOAD: 6.0 PSF DATE: PLUMB: GROUND SNOW LOAD: 0.0 PSF Is: 1.00 Ct: 1.20 Ce: 3 DATE:�I ROOF SNOW LOAD: 0.0 PSF ** MINIMUM SNOW LOAD: 0.0 PSF MECH: RAIN ON SNOW SURCHARGE: 0.0 PSF RAIN W/ SNOW (IF REQ'D) 0.0 PSF' " ROOF LIVE LOAD: 20.0 PSF TRIBUTARY REDUCTION Yes FRAME LIVE LOAD: 12.0 PSF EXPOSURE: C Iw: 1.00 KZT: 1.0 ULTIMATE WIND SPEED Vult : 160.0 MPH COMPONENTS & CLADDING (BUILDING #1): + 62.0 PSF, - 159.50 PSF NOMINAL WIND SPEED Vasd 124.0 MPH COMPONENTS & CLADDING (BUILDING #2): + 78.0 PSF, - 125.90 PSF SEISMIC CRITERIA: Ss: 0.0690 S1: 0.0290 SDS: 0.0740 SD1: 0.0460 SEISMIC USE GROUP: II - Normal SITE CLASS: D le: 1.00 SEISMIC DESIGN CATEGORY: A TL: 8 ANALYSIS PROCEDURE: EQUIVALENT LATERAL FORCE PROCEDURE LATERAL DIRECTION - BASE SHEAR: (BUILDING #1) 26.10 KIPS R: 3.00 CS: 0.010 LATERAL DIRECTION -BASE SHEAR: (BUILDING #2) 3.50 KIPS R: BRACED TO MAIN BLDG. CS: 0.010 STRUCTURAL SYSTEM: STEEL SYSTEMS NOT SPECIFICALLY DETAILED FOR SEISMIC RESISTANCE, EXCEPT CCS LONGITUDINAL DIRECTION -BASE SHEAR: (BUILDING #1) 12.20 KIPS R: 3.00 CS: 0.010 LONGITUDINAL DIRECTION -BASE SHEAR: (BUILDING #2) 3_00 KIPS R: BRACED TO MAIN BLDG. CS: 0.010 STRUCTURAL SYSTEM: STEEL SYSTEMS NOT SPECIFICALLY DETAILED FOR SEISMIC RESISTANCE, EXCEPT CCS 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 DESIGN CODE LISTED ABOVE. ALL EXTERIOR COMPONENTS (WINDOWS, DOORS, ETC) MUST MEET WIND LOADING REQUIREMENTS FOR THE BUILDING CODE LISTED ABOVE OR MUST BE ADEQUATELY PROTECTED DURING A HIGH WIND EVENT. ALL GLAZING AND OTHER APPLICABLE OPENINGS IN WINDBORNE DEBRIS REGIONS MUST BE IMPACT -RESISTANT OR PROTECTED WITH AN IMPACT -RESISTANT COVERING. IMPACT RESISTANT MATERIALS MUST MEET THE LARGE AND/OR SMALL MISSILE TEST OF ASTM E 1996 AND ASTM E 1886. BUILDER: Maverick Boat Group CUSTOMER: Maverick Boats LOCATION: Fort Pierce, FL 34946 ERECTION NOTES: 1. THIS BUILDING HAS BEEN DESIGNED FOR THE FOLLOWING MONORAIL CRANE LOADS: ONE TON P(vert.) = 3,700 LBS. P(lona.) = 400 LBS. TWO TON P(vert.) = 6,500 LBS. P(long.) = 800 LBS. SIX TON P(vert.) = 17,000 LBS. P(long.) = 2,400 LBS. EACH FRAME LINE IS DESIGNED TO SUPPORT THESE LOADS AT EACH MONORAIL RUNWAY LOCATION. 2. FUTURE 126-0" x 850'-0" LEAN-TO ADDITION TO THE HIGH SIDE WALL COLUMNS. THE ADDITION WILL BE AN EXACT MIRROR OF THIS BUILDING. 3. THIS BUILDING IS DESIGNED FOR THE FOLLOWING ROOF UNITS AND HANGING LOADS: - RAU-G1, RAU-L1, RAU-L2, AND RAU-1_3 WEIGHING 4,300 LBS. PER UNIT. - EF-HG1 AND EF-HG2 WEIGHING 1,000 LBS. PER UNIT. - EF-L1, EF-L2, AND EF-L3 WEIGHING 3,500 LBS. PER UNIT. - EF-HG AND EF-DG WEIGHING 1,400 LBS. PER UNIT. - VARIOUS 12" AND 24" BIG ASS FANS WEIGHING 350 LBS. AND 500 LBS. 4. THE PURLINS ARE DESIGNED TO BE CUT AROUND THE EF-L1, EF-L2, AND EF-L3 UNITS ONLY. PURLINS HAVE BEEN SPACED AROUND THE ROOF PENETRATIONS ON ALL OTHER UNITS AND MUST RUN CONTINUOUS. 5. THE INTERIOR COLUMNS HAVE NOT BEEN DESIGNED TO SUPPORT THE ADJUSTABLE BOOM APARATUS. THE ADJUSTABLE BOOMS MUST BE SUPPORTED IN A STAND-ALONE FASHION. 6. THIS BUILDING IS DESIGNED FOR LATERAL AND LONGITUDINAL LOADS ONLY FROM THE BRIDGE CRANE LOCATED BETWEEN COLUMN LINE #33 AND #35. A 4,000 LB. HORIZONTAL LOAD HAS BEEN APPLIED TO THE COLUMNS AT A/33, A/35, B/35, AND C/35 AT 21'-0" ABOVE FINISHED FLOOR. 7. THE ROOF PURLINS ARE HEAVIED FOR 3", 4", AND 6" SPRINKLER PIPES WEIGHING 8, 12, AND 23 LBS. PER LINEAR FOOT LOCATED ALONG COLUMN LINE #A, #G, AND #J. ALL LOADS APPLIED TO THE PURLINS MUST COMPLY WITH THE ALLOWABLE LOADS AND HANGER DETAILS LISTED ON DRAWING C1. 8. THE METAL BUILDING MANUFACTURER IS NOT RESPONSIBLE FOR THE DESIGN OR ATTACHMENT OF THE MASONRY SYSTEM, BY OTHERS, TO THIS STRUCTURE. THE DESIGN OF STRUCTURAL MEMBERS SUPPORTING GRAVITY LOADS IS CONTROLLED BY THE MORE CRITICAL EFFECT OF ROOF LIVE LOAD OR ROOF SNOW LOAD, AS DETERMINED BY THE APPLICABLE CODE. * DEAD LOAD: NORMAL WEIGHT OF METAL BUILDING COMPONENTS AS SUPPLIED BY THE MANUFACTURER * MINIMUM SNOW LOAD IS BASED ON THE MINIMUM ROOF SNOW LOAD CALCULATED PER BUILDING CODE OR THE CONTRACT - SPECIFIED ROOF SNOW LOAD, WHICHEVER IS GREATER. THIS VALUE FOR THE MINIMUM SNOW LOAD IS ONLY APPLIED IN COMBINATION WITH DEAD AND COLLATERAL LOADS. ROOF SNOW IN OTHER LOADING CONDITIONS IS DETERMINED PER THE SPECIFIC BUILDING CODE. * FOR OCCUPANCY CATEGORY I OR II BUILDINGS, IBC ALLOWS FOR SINGLE STORY BUILDINGS TO HAVE NO LIMIT FOR SEISMIC STORY DRIFT. PLEASE NOTE THAT ANY INTERIOR WALLS, PARTITIONS, CEILINGS, AND EXTERIOR WALLS SHOULD BE DETAILED (BY OTHERS) TO ACCOMMODATE THIS STORY DRIFT. OF THE BUILDING WILL NOT BE ALLOWED WITHOUT PRIOR APPROVAL BY AN AUTHORIZED REPRESENTATIVE OF AU/ ILIARY LOADS: KIRBY BUILDING SYSTEMS. 1) (:) TWO TON MONORAIL CRANES BETWEEN COLUMN LINE #14 and #18. 8. WELDING SPECIFICATIONS 2) (') ONE TON and (3) SIX TON MONORAIL CRANES BETWEEN COLUMN LINE #22 and #32. ALL SHOP WELDS ON MATERIALS GREATER THAN OR EQUAL TO 0.125" IN THICKNESS WERE PRODUCED IN 3) F JTURE 125'-0" x 850'-0" LEAN-TO ADDITION TO THE HIGH SIDE WALL COLUMN. THIS ADDITION WILL BE AN EXACT ACCORDANCE WITHIN THE 2010 AWS D1.1 STRUCTURAL WELDING CODE - STEEL. THE REMAINING WELDS ON M IRROR OF THIS BUILDING. OTHER THINNER MATERIALS WERE PRODUCED IN ACCORDANCE WITH THE 2008 AWS D1.3 STRUCTURAL 4) FAU-G1, RAU-L1, RAU-L2, and RAU-1_3 WEIGHING 4,300 LBS. per UNIT. WELDING CODE - SHEET STEEL. ALL WELDING WAS PERFORMED BY AWS CERTIFIED WELDERS. 5) E F-HG1 and EF-H(2 WEIGHING 1,000 LBS. peR UNIT. 9. BUILDING MAINTENANCE MANUAL 6) E F-L1, EF-L2, and I -.F-L3 WEIGHING 3,500 LBS. per UNIT. AVAILABLE AT http://www.kirbybuildingsystems.com/for metal building_systems_builders.asp 7) E F-HG and EF-DG WEIGHING 1,400 LBS. per UNIT. - 8) b 4R!OUS 12" and :14" BIG ASS FANS WEIGHING 350 LBS. and 500 LBS. 9) 3', 4", and 6" SPRINKLER PIPES WEIGHING 8, 12, and 23 LBS. per LINEAR FOOT. 10) ,1,000 LB. LATERAL AND LONGITUDINAL LOADS ONLY FROM THE BRIDGE CRANE LOCATED BETWEI N COLUMN LINE #33 and #35. PRIMER: STRUCTURAL FRAMING: WALL SECONDARY FRAMING: ROOF SECONDARY FRAMING ROOF PANELS: GRAY GALVANIZED GALVANIZED TYPE: 24GA STANDING SEAM 360 - NON UL90 with HIGH CLIPS and THERMAL BLOCKS COLOR: ZINC -ALUMINUM (ZA) WALL PANELS: TYPE: 26GA KIRBY RIB 2 (KR2) COLOR: TAUPE SAND '�:°c1-i`WED,rt ," .•:=arlonlSTAKEN 177 RESUBMIT V!,„"✓f"tP.'ED AS NOI ll.i U UU lVU1 nLou';,,I, SOFFIT PANELS: s,°a"UPIJIITSPECIFIED ITEM TYPE: X Si:.Iria+�r is only for general conformance with the dn�;@n i _20C et and compliance with the informa?;on COLOR: X , c;w-n in the contract documents. Any action s own of the plans and specifications. rW;I.ncr rn ehe requirements fontractor is responsible for dimensions wnicn shail k!': LINER PANELS: v3nfirmed and coordinated at the jobsite, fabrication p, oc . =n. - -- -- ZLahniques of construction, coordination of all wn n TYPE: X ofaer trades and the satisfactory performance in a"",. da„aa a<, r rdocuments. ,�� COLOR: X OWE'124.4BY --- . TRIM COLORS: ROOF LINE TRIM DOWNSPOUTS WALL CORNER TRIM BASE TRIM FRAMED OPENING TRIM SURREY BEIGE TAUPE SAND TAUPE SAND TAUPE SAND SURREY BEIGE Consulting Engineer Vero beach, Fioridra NOTE: ANY VARIANCE FROM THE PANEL TYPES OR COLORS LISTED ABOVE WILL BE NOTED ON THE ELEVATION DRAWINGS D)'u v FEB 12 mm PLEASE CONTACT OUR QUALITY SERVICE DEPARTMENT FOR ANY CONSTRUCTION QUESTIONS, SHORTAGES, OR FABRICATION ISSUES, PHONE: 662-324-8700 EMAIL: QUALITY.KBSMS@KlRBYBUILDINGSYSTEMS.COM * ALL BACK -CHARGES REQUIRE PRIOR APPROVAL FROM THE QUALITY SERVICE DEPARTMENT. m a� �m NJ N SKR/11.8.17 #75848 WES HARDIN, P.E. STANDING SEAM ROOF SYSTEMS INSULATION & FASTENER RECOMMENDATIONS INSULATION / KLS/KLM KLS/KLM KLM W/ RL/RL+ RL/RL+ FASTENERS "LOW SYSTEM" "HIGH SYSTEM" 5" Tall Clip "LOW SYSTEM" "HIGH SYSTEM" NO INSULATION OK OK THERMAL BLOCK 3/8" SYB05A N/R N/R 3/8" SYB11 N/R FASTENER FD26CP FA07CP R10 OK OK OK OK THERMAL BLOCK NONE 1" SYBO9 N/R NONE 5/8" SYB12 FASTENER FD26CP FD26CP FA07CP FA07CP R11 OK OK OK OK THERMAL BLOCK NONE 1" SYBO9 N/R NONE 5/8" SYB12 FASTENER FD26CP FD26CP FA07CP FA07CP R13 OK OK OK OK THERMAL BLOCK NONE 1" SYB09 N/R NONE 5/8" SYB12 FASTENER FD26CP FD26CP FA07CP FA07CP R16 OK* OK OK THERMAL BLOCK NONE 3/4" SYB07 N/R N/R 3/8" SYB11 FASTENER FD29CP FD29CP FC09CP R19 OK* OK OK THERMAL BLOCK NONE 3/4" SYB07 N/R N/R 3/8" SYB11 FASTENER FD29CP FD29CP FC09CP R25 OK THERMAL BLOCK N/R 3/4" SYB07 N/R N/R N/R FASTENER FD29CP R30 OK THERMALBLOCK N/R N/R 1"SYB05C N/R N/R FASTENER FD29CP REFERENCE NOTES OK - Kirby approved application OK* - Kirby application conditionally approved. Application requires extra effort during erection to hold panel coverage and may induce oil canning or pillo wing. (REQUIRES DISCLAIMER) N/R - Not Recommended due to aesthetic issues or difficulty of installation. (REQUIRES MANAGEMENT APPROVAL) FASTENERS FD26CP %- 14 x 1%TEK2 W/ WASHER (CADMIUM PLATED) FD29CP /4 - 14 x 1'/ TEK2 W/ WASHER (CADMIUM PLATED) FA07CP 12 - 14 x 1'/d' HWH BLAZER DP2 NO WASHER (CADMIUM PLATED) FC09CP 12 -14 x 1Y2' HWH BLAZER DP2 NO WASHER (CADMIUM PLATED) Nominal Insulation Thicknesses RI O - 3.25" (range of 2.95" to 3.4") R19 - 6.25" (range of 5.6 " to 6.375 ") R11 - 3.5" (range of 3.3" to 3.75 ") R25 - 8" (range of 7.5" to 8.0") R13 - 4.25" (range of 3.85" to 4.375") R30 - 9.25" (range of 8.7" to 9.50 ") R16 - 5" (range of 5.0" to 5.30") FASTENER REQUIREMENTS ROOF MEMBER FASTENERS 7 12-14 X 1Y4' HWH DP2 BLAZER ZINC HEAD FA01 WALL MEMBER FASTENERS 12-14 X 1Y4' HWH BLAZER DP2, NO WASHER FA07 12-14 X 1Y4" HWH BLAZER DP2, NO WASHER SECONDARY TO SECONDARY CONNECTIONS FA07CP MISCELLANEOUS FASTENERS 1/4-14 X 1%" HWH DP3 BLAZER ZINC HEAD KL EXTERIOR STRUCT, KL CLIP TO JOIST FASTENER FA12 THRLI-FASTENED ROOF & WALL SYSTEMS INSULATION & FASTENER RECOMMENDATIONS INSULATION / KIRBY RIB KR, KW & KRP FASTENERS ROOFPANEL WALL PANELS NO INSULATION OK OK FASTENER FA01 FA07 RIO, RI I OK OK FASTENER 5AO1 FA07 R13, W6 OK OK FASTENER fFA01 FC08 R19 DK* OK* FASTENER A02 FC08 R19 K* THERMAL BLOCK 1" Y608 N/R FASTENER 14 REFERENCE NOTES: Insulation thicknesses are nominal OK - Kirby approved application OK* - Kirby application conditionally approved. Application requires extra effort during erection to hold panel coverage and may induce oil canning, dimpling or pillowing. (REQUIRES DISCLAIMER) N/R - Not Recommended due to aesthetic issuesor difficulty of installation. (REQUIRES MANAGEMENT APPROVAL) FASTENERS FA01 12 - 14 x 1^%" HWH DP2 BLAZER ZINC HEAD FA02 12 - 14 x 1'/" HWH DP2 BLAZER ZINC HEAD FA07 12 - 14 x 1^/4" HWH BLAZER DP2, NO WASHER FC08 12 - 14 x 1 ^/2" HWH BLAZER FLANGE DP3 FA14 12 - 14 x 2" HWH DP2 BLAZER ZINC HEAD Nominal Insulation Thicknesses R10 - 3.25" (range of 2.95" to 3.4") R11 - 3.5" (range of 3.3" to 3.75 ") R13 - 4.25" (range of 3,85" to 4.375") R16 - 5" (range of 5.0" to 5.30") R19 - 6.25" (range of 5.6 " to 6.375 ") R25 - 8" (range of 75' to 8.0") R30 - 9.25" (range of 8.7" to 9.50 ") ROOF STITCH/TRIM FASTENERS 1/4-14 X 7/8' HWH VRT DP1 BLAZER ZINC HEAD FA03_ WALL STITCH/TRIM FASTENERS 1/4-14 X 7/8' HWH BLAZER VRT DPI, NO WASHER FA11 FA13 12-14 x 1Y2' HWH %%l4 X 1Y4" SHOULDER BLAZER DP2, TEK2 w/o WASHER NO WASHER RAKE SUPPORT TO RAKE CHANNEL FD05 FD19 FC09— — — Y4'-14 X 1Y4' TEK/2 w/WASHER KL CLIP TO PURLIN,ETC. FD26 12-24 X 1YZ" HWH BLAZER DP5 w/ BONDED WASHER KL CLIP TO JOIST 10 X 1" SIDS #2 PHIL PANCAKE HEAD 50# CAPACITY WITHOUT 2"x2" ANGLE, ROOF SLOPE 1:12 MAX (WITHOUT BEVEL WASHER) 200# CAPACITY WITH 2"x2" ANGLE, ROOF SLOPE 1:12 MAX (WITHOUT BEVEL WASHER) 7/16" HOLE (FIELD DRILL) * ANGLE MAY BE OMITTED WITH HANGER LOADS 50 LBS. OR LESS. NOTE: PURLIN LIP MUST NOT BE DISTORTED. HANGER DETAIL AT PURLINS 500# CAPACITY ROOF SLOPE LESS THAN OR EQUAL TO 1:12 3/4" MIN. * NOT TO EXCEED MID -DEPTH OF PURLIN NOTE: USE OF THIS DETAIL WILL REQUIRE THE ROD HANGER TO BE BENT AFTER INSTALLATION SO THAT IT HANGS VERTICALLY. THE METAL BUILDING SUPPLIER IS NOT RESPONSIBLE FOR THE DESIGN OR ADEQUACY OF THE BENT ROD HANGER. HANGER DETAIL AT PURLINS ROOF SLOPES LESS THAN OR EQUAL TO 1:12 400# CAPACITY PROVIDED ROD HANGER IS WITHIN CENTER ONE-THIRD OF WxWANGLE SPAN (200# CAPACITY OTHERWISE) (2) STRUCTURAL FASTENERS 12-14 X 1Y4' HWH BLAZER DP2 NO WASHER TYP. 1/8 7/16"0 HOLE (FIELD DRILL) NOTE: FIELD WELDING REQUIRED, HANGER DETAIL BETWEEN PURLINS (2) STRUCTURAL FASTENER(S) 12-14 X 1Y4' HWH BLAZER DP2 NO WASHER (WITH ANGLE) OPTIONAL ANGLE* (L2"x2"x1 /8"x 6" LONG) 3/8"0 ROD HANGER NOTE: USE OF THIS DETAIL WILL REQUIRE THE ROD HANGER TO BE BENT AFTER INSTALLATION SO THAT IT HANGS VERTICALLY. THE METAL BUILDING SUPPLIER IS NOT RESPONSIBLE FOR THE DESIGN OR ADEQUACY OF THE BENT ROD HANGER. PURLIN ?5/64"0 HOLE :FIELD DRILL) :AMMY X-PRESS 31DEWINDER PIPE HANGER MODEL SWXP 35 3/8"0 ROD HANGER ANGLE (TYP.) (L2"x2"x1/8"x 3" LONG) ANGLE (1-3"x3"x3/16" x LENGTH) 3/8"0 ROD HANGER NOTE: USE OF THIS DETAIL WILL REQUIRE THE ROD HANGER TO BE BENT AFTER INSTALLATION SO THAT IT HANGS VERTICALLY. THE METAL BUILDING SUPPLIER IS NOT RESPONSIBLE FOR THE DESIGN OR ADEQUACY OF THE BENT ROD HANGER. NOTE: ALL CAPACITIES THAT ARE SHOWN ON THIS DRAWING ARE MAXIMUM HANGER LOADS FOR THESE DETAILS ONLY. THE PURLINS MAY OR MAY NOT BE DESIGNED FOR THE REQUIRED HANGER LOADS. CONTACT KIRBY BUILDING SYSTEMS FOR SUSPENDED LOADS THAT EXCEED THE DESIGN COLLATERAL LOAD SPECIFIED FOR THIS PROJECT. 250# CAPACITY WITHOUT 2"x2" ANGLE, ROOF SLOPE LESS THAN OR EQUAL TO 4:12 500# CAPACITY WITH 2"x2" ANGLE, ROOF SLOPE LESS THAN OR EQUAL TO 4:12 250# CAPACITY WITH ZW" ANGLE, ROOF SLOPE GREATER THAN 4:12. BUT LESS THAN 8:12 CADDY PURLIN CLAMP MODEL 315 3/8"0 ROD HANGER NOTE: USE OF THIS DETAIL WILL REQUIRE THE ROD HANGER TO BE BENT AFTER INSTALLATION SO THAT IT HANGS VERTICALLY. THE METAL BUILDING SUPPLIER IS NOT RESPONSIBLE FOR THE DESIGN OR ADEQUACY OF THE BENT ROD HANGER. NOTE: PURLIN LIP MUST NOT BE DISTORTED. HANGER DETAIL AT PURLINS PURLIN CLAMP 375# CAPACITY ROOF SLOPE LESS THAN OR EQUAL TO 4:12 250# CAPACITY ROOF SLOPE GREATER THAN 4:12, BUT LESS THAN 8:12 SAMMY X-PRESS SWIVEL PIPE HANGER MODEL SXP 35 3/8"0 ROD HANGER NOTE: PURLIN LIP MUST NOT BE DISTORTED. HANGER DETAIL AT PURLINS ROOF SLOPES LESS THAN 8:12 ^URLIN (2) STRUCTURAL FASTENER(S) 12-14 X 1Y4' HWH BLAZER DP2 NO WASHER (WITH ANGLE) OPTIONAL ANGLE* (L2"x2"x1/8"x 6" LONG) *ANGLE MAY BE OMITTED WITH HANGER LOADS 250 LBS. OR LESS EXCEPT THAT ANGLE IS REQUIRED WITH SLOPE GREATER THAN 4:12, BUT LESS THAN 8:12. ""RLIN 25/64"0 HOLE (FIELD DRILL) NOTE: HANGER DETAILS ARE A SUGGESTED MEANS OF ATTACHMENT ONLY. KBS IS NOT THE SUPPLIER FOR HARWARE OR HANGER RODS. THESE PLANS AND ALL PROPOSED WORK ARE SUBJECT TO ANY COP RECTIONS `REQUIRED BY FIELD INSPECTORS THAT MAY BE NECESSARY IN ORDER TO COMPLY WITH ALL APPLICABLE CMES ISSUE DESCRIPTION BY DATE PLEASE CONTACT OUR QUALITY KIRBY SERVICE DEPARTMENT AT BUILDING 662-324-8700 WITH ANY SYSTEMS QUESTIONS OR ISSUES. BE77ER SOLU1lOM- Br7En Ise ILDI 29. A APPROVAL KMS 8.12.17 0 CONSTRUCTION WB5 1.19.18 KIRBY BUILDING SYSTEMS - 124 KIRBY DRIVE - PORTLAND, TN 37148 TITLE: FASTENER CHART DRN.BY: WBS BUILDER: MAVERICK BOAT GROUP DATE: 1-19-18 CUSTOMER: MAVERICK BOATS CKD.BY: WBS LOCATION:FORT PIERCE, FL 34946 DATE: 1-19-18 ID NUMBER: I7B0175A MBSj JOB N0: 17BO175A DWG.NO: C1 OF: 1 Dia= 3/4" Dia= 1" Dia= 1" Dia= 1 1/4" Dia= 1 1/4" Dia= 1" Dia= 3/4" Dia= 3/4" i 101, 1 0„ 11-01, W 81, 81, � m � W 101, 0 V-0 1/2" + N , iv iSf iV 6„ N N O O N O O a O O -611 00 38i 6 4„ 4„ 4" 6„ NF[L--J��j o 8„ 6„ 18fi �N( �D `� O O 3 3„ c 3„ O O 3 „ 18f 1 —I N e O O I I 4„ I 411 N �T = 2" 2" 2" F �F 2" 6n In F t i 2" 8„ 9 2 1 /2" Ir IF^ 2 1 /2" O g" Ln2•, $n2 8, 1/1 /2" 8„ 2 2 „ r M SW SW SW SW W SW SW 11" 1 _4 „ See Plan See Plan 1'-4" 1'-4" See Plan DETAIL A DETAIL B Dia= 3/4" DETAIL C DETAIL D DETAIL E I DETAIL F DETAIL G DETAIL J STEEL LINE Dia= 3/4" 18 Q 24 Q 1 '-B„ 18 24 1,_ rude FACE OF MASONRY 0'-8" MAXIMUM I I FIN. FL. 81/2" 81/2" (z)}q'O ANCHOR ,n ( ANCHOR SHOP wco1CLIP O (2) LTS ANCHOR WELDED oQ° BOLTS (BY OTHERS) d' a' .. v � G BOLTS BOLTS � BOLTS O O 00 H `VN O O N I'I 00 (BY OTHERS) 0 V (BY OTHERS) 00 U - 01P WIDTH O O I I O O SUGGESTED BRICK LEDGE DETAIL STANDARD JAMB BASE CONNECTION NOTE: BRICK LEDGE SIZE TO BE DETERMINED BY CONC. CONTRACTOR NOTE: IF GLASS IS REUD TO FIN. 3" 3" 4" 4" 3" 3" 8" S" I I FLOOR, STOP BRICK LEDGE. SW SW DETAIL K DETAIL L DETAIL M DETAIL N 850'-0" OUT -TO -OUT OF STEEL 34 251-0" 35 1 2 3 4 5 6 7 8 9 10 11 12 1 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 25'-0" 26-0" 25--0" 26-0" 25'1 25'-0" 25'_0" 26-0" 26 " 25'-0" 25'_0„ 26-0" 25'-0" 25'_0" 25'-0" 25'1 26-0" 25'-O" 25'_0" 26-0" 25,_0" 25'_0" 25'-0" 25-0" 26-0" 25.0" 26-0" 25'-0" 26-0" 25'-0" 26-0" 25.0" 25'-0" 23'-8" 1'-4" p O O O O O �p O O O 23'-8" o ;� io io o o o o io o o o o o io o o "O�EN o o o Zow ED OPEN OPEN OPEN OPEN OPEN OPEN OPEN OPEN OPEN OPEN OPEN BACK HIGH EAVE SIDEWALL A A C 7 C I I I I, C I I C C C C C C 1 C C C C C C I I I C C C C C C u D u? c C NIt B C C C C C C C C C C C C C C E Z Lu (D N 1 0 B a HA A Hu o W 1' 6 W ? J o o I I I I I I I I I I I I I J Z `, W N N O N O N W yn o A H An H U. C O O J,6„ o N J wZ �F �F �F �F �F �F 2F �F D �F �F �F F �F �F �F 2F �F �F �F �F �F �F �F TF �F �F �F �F �F �F �F IF =¢ o p 1 KZ N O E V W HA A Hu W - N N N Q I I I I I I BUILDING #1 I I I I I I I 4, Q io N C 1,_6„ F -21 niH A A Hu E. OPEN o O iV f0 iV f0 a 91 Q N �B �C �C �C �C �C �C �C �C �C �C �C C �C �C IC I M3IC IC IC IC IC IC CICN IC �C �C �C �C �C �C �C TC �D I N -- -----L--E--------- ---------a--E------- ------2--L-------------- - --------------------------------------_ -----------L------- ', - - - - - - - --1------�--�- G G0 J 0 0 -tzo FRONT 0 0 b K SIDEWALL L o 0 F o o H `- H BUILDING #2 I� H -too -.N- i�o `v io io `v io io to o iv zoo In w y CID is :� zoo 0 i�o i�o io o -. co O OPEN OPEN OPEN OPEN o - o OPEN OPEN OPEN OPEN OPEN M WO I =J =J =J =J =J =J =J =J =J =J =J J =J =J =J JI N I I I I I I I N I I I I I I I I I =J GI O O J J LOW EAVE FRONT SIDEWALL 1,_4�, 23,_8„ ``,,,,,-�`��Cui4lew®/ b 25'-0" 25'1 25'-0" 25'-0" 25.0" 25.0" 25'-O" 251_01p 251_0" 25-0" 25'4" 25.0" 25.0" 26-0" 25'-0" 26-0" 25'4" 25'-0" 264" 25'1 26-0" 25--0" 25,-0" 25-0" 26-0" 25'-0" 26-0" 25'-0" 251..0" 25'-0" 26-0" 26-0" 25'-0" 25.0" �• 1 2 3 4 5 6 7 8 9 10 11 12 13) 14 15 16 1T 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 *i No.7 7 "A 850'-0" OUT -TO -OUT OF STEEL ''0 ANCHOR BOLT PLAN �� �o',••.. NOTE: ALL COLUMN BASE PLATES TO BEAT FINISHED FLOOR ELEVATION OF 100.00 THESE PUOISAND ALL PROPOS DWORK #75848 ARE SUBJECT TO ANY CORRECTIONS W E S H A R D I N, P. E. "'REQUIRED BY FIELD INSPECTORS THAT w. MAY BE NECESSARY IN ORDER TO CERTIFICATION EXTENDS ONLY FOR THE LOADS SPECIFIED ON K I RBY' S PURCHASE ORDER AS COMPLY WITH ALL APPLICABLE CODES. APPLIED TO THE STRUCTURAL COMPONENTS OF THE BUILDING DESIGNED AND SUPPLIED BY KIRBY BUILDING SYSTEMS, IF ERECTED AS INDICATED. NOTE THAT KIRBY"S ENGINEER IS NOT ACTING AS THE ENGINEER OF RECORD FOR THIS CONSTRUCTION PROJECT. GENERAL NOTES: A.B. SIZE AND PROJECTION ANCHOR BOLT QUANTITY ALLOW. LOAD PROD. MIN. EMBED ISSUE DESCRIPTION BY DATE PLEASE CONTACT OUR QUALITY SERVICE DEPARTMENT AT 1 , ALL DIMENSIONS ARE OUT TO OUT OF STEEL. 0Fy. BOLT DIA. TO BOLTS (LBS.) P (IN.) D DIN.) BUILDING KIRBY QUESTIONSORWITH ANY A APPROVAL KMS 8.12.17 IF CONCRETE NOTCH IS REQUIRED, THEN THE of SYSTEMS AS !CEO"D �- " 0 CONSTRUCTION KMS 11 APPROPRIATE DIMENSIONS SHOULD BE ADDED P BOTTOM BASE PLATE .2.17LIAnuooEaC®MPQan 180 4" 8400 2 1 CONSTRUCTION WBS 1.25.18 BE77ERGGLUT1]oNS.BE77ERBUI]LOfflS. SKR/11.8.17 TO OBTAIN THE OUT TO OUT OF CONCRETE DIMENSIONS. ANCHOR BOLT SHAPE 192 1 " 1 5, 000 3" KIRBY BUILDING SYSTEMS o 124 KIRBY DRIVE o PORTLAND, TN 3714e �8 1 23, 400 3 TITLE: ANCHOR BOLT PLAN DRN. BY: KMS .2 . CONCRETE STRENGTH = 3000 PSI MINIMUM. ° BY THHES TO BFOUNDATION ED �3 ANCHOR BOLTS ARE NOT FURNISHED BY THE ENGINEER _ _- 1 " 3311,700 3 " W� BUILDER: MAVERICK BOAT GROUP DATE: 1 1 .2. 1 7 . MANUFACTURER. CUSTOMER: MAVERICK BOATS CKD.BY: Y4. B LT MATERIAL = ASTM A36 DRAWINGS ARE NOT TO SCALE. - ANCHOR BOLT EMBEDMENT LENGTH -D- IS TO BE DETERMINED BY THE LOCATION: FORT PIERCE, FL 34946 DATE: FOUNDATION ENGINEER. ID NUMBER: 17BO175A MBS JOB NO: 1 7B01 75A DWG. NO: E1 OF: 25 v� SPLICE PLATE & BOLT TABLE Qty Mark Top Bot Int Type Dia Lengtl SP-1 4 4 0 A325 1" 31/4" SP-2 4 4 0 A325 1" 31/4" SP-3 4 4 0 A325 3/4" 3" SP=4 4 0 0 A325 3/4" 3" SP-5 4 4 0 A325 3/4" 3" 7�7 FLANGE BRACES: (1) One Side; (2) Two Sides FBxxA(1) A - L188x099 LO Fb M ui o Li o CD Width Thick Length 10" 3/4" 2'-8 7/16" 10" 3/4" 2'-8 1 /2" 8" 1/2" 1'-11 5/16" 6" 3/8" 1'-5 916" 8" 1/2" 2'-6 5/8" 3'-7" 1'-10" 2'-6 3/4" S-1 5/16" '-1 " 5 2'-8 15/16" '-9" 3 3'-9" 4'-6" 3'-9" 3N I1 CAP PLATE BOLTS Mark Qty Type Dia Length EC-3 4 A325 3/4" 2 1 /2" EC-4 4 A325 3/4" 2 1 /2" EC-1 4 A325 3/4" 2 1 /2" EC-2 4 A325 3/4" 21/2" 4 at 4 at o N o 1 -8 3/8 0� 1'-10' CO _ co m CU N N N N m N LL m m 77 LL - 00 RFR-1 u a a U) m + U `? of M J ~ m W _j U co U 25'-0" 1. REFERENCE ELEVATION = 100'0". 2. ALL BASE PLATES AT REFERENCE ELEVATION UNLESS NOTED. 3. SEE ANCHOR BOLT PLAN FOR ANCHOR BOLT SIZES AND DETAILS. 4. FLANGE BRACES ARE REQUIRED ON TWO SIDES (2) OR ONE SIDE (1) AS NOTED. -5. ALL MAIN FRAME CONNECTION BOLTS ARE A325 BOLTS >n I N CO LL 0 RF 4 25'-0" + Q CD uj cc) U j N m LL C�7 125'-5 3/16" � r- N N m m LL LL U) 25'-0" 34 at 2'-4" N m LL + LO Lu Lu N U IR 125'-0" OUT -TO -OUT OF STEEL E N m LL RFR-52 25'-0" RIGID FRAME ELEVATION: FRAME LINE 1 6. FOR FLANGE BRACE CONNECTIONS IN THE ROOF, SEE DETAIL A00011 FOR FLANGE BRACE CONNECTIONS IN THE WALLS, SEE DETAIL AG0011 7. ALL FLANGE BRACE LOCATIONS MARKED TWO SIDES (2) AT EXPANDABLE END FRAMES REQUIRE ONE FLANGE BRACE TO BE INSTALLED AT THE TIME OF ERECTION, WHILE THE OTHER IS TO BE STORED AND USED AT THE TIME OF A FUTURE ADDITION. 8. ALL CONNECTION BOLTS OR FIELD WELDS, PURLINS AND ALL FLANGE BRACES MUST BE PROPERLY INSTALLED ON MAIN FRAMES AS THEY ARE ERECTED AND BEFORE ERECTION LOADS ARE APPLIED. MEMBER TABLE Inside Flange Mark Weight Web Depth Web Plate Outside Flange W x Thk x Length W x Thk x Length Start/End Thick Len th RFC-1 3234 12.0/31.7 31.7/46.0 0.250 0.250 240.0 173.6 10 x 3/4" x 450.7 10 x 3/4" x 54.6 10 x 3/4" x 414.9 46.0/46.0 0.313 37.2 RFC-2 1738 29.1/39.3 39.3/29.1 0.250 0.250 91.9 122.6 10 x 3/8" x 85.9 10 x 1/2" x 128.6 10 x 3/8" x 92.4 10 x 1" x 123.0 RFR-1 RFR-54 644 1182 24.0/24.0 24.0/24.0 0.164 0.164 239.5 240.0 8 x 1/4" x 239.5 8 x 1/4" x 479.0 8 x 1/4" x 237.5 8 x 1/4" x 479.0 24.0/24.0 0.164 239.0 RFR-52 1195 24.0/24.0 24.0/24.0 0.164 0.164 240.0 239.0 8 x 1/4" x 479.0 8 x 1/4 x 428.6 8 x 3/8" x 50.4 RFR-53 685 24.0/24.0 0.164 228.7 8 x 1/4" x 226.7 8 x 3/8" x 228.7 MEMBER TABLE Web Depth Web Plate Outside Flange Inside Flange Mark Weight Start/End Thick Length W x Thk x Length W x Thk x Length RFC-3 545 11.5/11.5 0.164 240.0 8 x 1/4" x 298.0 8 x 1/4" x 279.4 11.5/11.5 0.164 59.0 8 x 1/4" x 19.5 RFR-2 584 16.0/16.0 0.164 101.4 6 x 1/4" x 340.0 6 x 1/4" x 340.0 16.0/16.0 0.164 240.0 12 8 at 1'-8 13/16 30'-1 1 /4" I N � _ CO CO CO 00 co LL LL M LL m in "' RFR-53 RFR-2 0- U) a m a U) U) 00 + \ r tY 00 + I _ < LU M N N U U co J LL ti LU co L.0 NU cy- NU U LL F 2'-5 3/4" 25'-0" 1'-0" 28'-4" CLEAR 'T 30'-0" OUT -TO -OUT OF STEEL G ISSUEI DESCRIPTION A APPROVAL S STRUCTURAL 1 STRUCTURAL 0 CONSTRUCTION ID NUMBER:17BOI75A 2 at 2'-3" rQ, O 00 3'-4" N CD Lu Z Z U :1 Lu .- UL Q THESE PLANS AND ALL PROPOSED WORK ARE SUBJECT TO ANY COP.RECTIONS 'REQUIRED BY FIELD INSPECTORS THAT MAY BE NECESSARY IN ORDAA TO COMPLY WITH ALL APPLICABLE CO'OES. #75848 WES HARDIN, P.E. CERTIFICATION EXTENDS ONLY FOR THE LOADS SPECIFIED ON KIRBY'S PURCHASE ORDER AS APPLIED TO THE STRUCTURAL COMPONENTS OF THE BUILDING DESIGNED AND SUPPLIED BY KIRBY BUILDING SYSTEMS, IF ERECTED AS INDICATED. NOTE THAT KIRBY"S ENGINEER IS NOT ACTING AS THE ENGINEER OF RECORD FOR THIS CONSTRUCTION PROJECT. BY DATE PLEASE CONTACT OUR QUALITY SERVICE DEPARTMENT AT KIRBY BUILDING QUESTIONSS7OR ISSUES. SYSTEMS riu=ora c©mp'%my �OOLUTiGHL BETTER SNJIdDNGS. SKR/11 .8.17 KMS 8. 13. 1 7 KMS 1 1 . 3. 1 7 WBS 1 .24. 18 WBS 1 1 9. 1 8 KIRBY BUILDING SYSTEMS o 124 KIRBY DRIVE o PORTLAND, TN 3 7148 TITLE: CROSS SECTION DRN.BY: WBS BUILDER: MAVERICK BOAT GROUP DATE: 1-19-18 CUSTOMER:MAVERICK BOATS CKD.BY: LOCATION:FORT PIERCE, FL 34946 DATE: MBS JOB NO: 17BO175A DWG. NO: E2 OF: 25 SPLICE PLATE & BOLT TABLE Qty Mark Top Bot Int Type Dia Length Width Thick CAP PLATE BOLTS Length Mark Qty Type Dia Length MEMBER TABLE Mark RFC-4 / RFC-8 Weight Web Depth Web Plate Outside Flange W x Thk x Length Inside Flange W x Thk x Length Start/End Thick Len th 2848 12.0/31.7 0.188 240.0 10 x 5/8" x 451.1 10 x 3/4" x 415.1 SP-1 4 4 2 A325 3/4" 3" 10" 3/4" T-0 7/16" RFC-5 8 A325 1 1/4" 3 1/2" 31.7/46.0 0.250 211.1 10 x 5/8" x 54.5 SP-2 4 4 2 A325 3/4" 3" 10" 3/4" T-0 3/8" RFR-3 / RFR-7 1881 29.0/29.0 0.220 231.0 8 x 5/16" x 237.0 8 x 1/4" x 585.1 SP-3 4 4 2 A325 3/4" 3" 10" 3/4" T-1 1/16" 29.0/29.0 0.188 240.0 8 x 1/4" x 350.6 29.0/29.0 0.220 116.6 SP-4 4 4 0 A325 3/4" 3" 8" 1/2" 1'-11 3/8" RFR-4 / RFR-8 1384 29.1/39.3 0.250 91.9 10 x 3/8" x 214.5 10 x 3/8" x 92.4 SP-5 4 0 0 A325 3/4" 3" 6" 3/8" 1'-5 3/8" 39.3/29.1 0.250 122.6 10 x 5/8" x 123.0 RFR-5 / RFR-9 1914 29.0/29.0 0.220 120.0 8 x 1/4" x 354.0 8 x 1/4" x 354.0 � FLANGE BRACES: FBxxA(1) A - L188xO99 (1) One Side; (2) Two Sides RFC-6 / RFC-9 1203 29.0/29.0 29.0/29.0 46.0/39.4 0.188 0.220 0.250 240.0 230.3 91.4 8 x 5/16" x 233.8 8 x 1/4" x 54.0 8 x 5/16" x 236.3 8 x 1/4" x 300.1 39.4/12.0 0.188 240.0 8 x 1/4" x 327.5 RFC-5 1107 17.3/17.3 0.164 240.0 10 x 3/8" x 350.2 10 x 3/8" x 350.2 17.3/17.3 0.164 110.2 MEMBER TABLE Mark Weight Web Depth Web Plate Outside Flange W x Thk x Length Inside Flange W x Thk x Length Start/End Thick Length RFC-49 652 11.4/11.4 0.164 240.0 8 x 3/8" x 246.0 8 x 1/4" x 279.3 11.4/11.4 0.220 59.0 8 x 1/4" x 52.0 8x1/4"x19.5 RFR-6 / RFR-10 620 16.0/16.0 0.164 101.4 6 x 1/4" x 340.0 6 x 5/16" x 340.0 16.0/16.0 0.164 240.0 1" ] 125'-5 3/16" 12 30'-1 114" 4 at 4 at Q N o 1'-8 3/8" o 1'-10" 10 at 2'-5 1/4" r 34 at 2._4„ r - �- d w N M N N N 8 at 1'-2 11/16" N 1'-8 13/16" (0 (0 ^ m 00 CO ^ LL LL m CO ^ 80 LL 00L in m ^ LL LL m CO �- ^ 5'-5" _ ] u- m c0 ] LL m ao c0 7�7LL m m O coc- a RFR-3 - �` m C m 5'-1 1 /2" I m RFR-7 @ FL 3 "i D! ] u" m fr �- M 0 0 m CL RFR-5 5'-1" N CO m RFR-g @ FL 2 I"' @ FL 3 RFR-6 L_ U_ C RFR-10 FL 2 3'-3 1 /2" cn @ FL 3 Eo 3,_9„ \ M N coU_ u_ + v+ RFR-4 @ FL 2 - 3'-9" b O co Q RFR-8 @ FL 3 o M LU J U? Q 0; Cfl 4'-6" U N U LVi 'n J LUL LUL LU N U N U U 3'-9" I u_ 3'-9" ul 0o LL o CD g 2 _g 2'-5 3/4" 8 62'-6" 62'-6" 28'-4" D CLEAR 125'-0" OUT -TO -OUT OF STEEL 30'-0" A GT OUT -TO -OUT OF STEEL 1. REFERENCE ELEVATION = 100'0". 2. ALL BASE PLATES AT REFERENCE ELEVATION UNLESS NOTED. 3. SEE ANCHOR BOLT PLAN FOR ANCHOR BOLT SIZES AND DETAILS. 4. FLANGE BRACES ARE REQUIRED ON TWO SIDES (2) OR ONE SIDE (1) AS NOTED. 5..-ALL MAIN FRAME CONNECTION BOLTS ARE A325 BOLTS RIGID FRAME ELEVATION: FRAME LINE 213 m 11 THESE PLANS AND ALL PROPOSED WORK ARE SUBJECT TO ANY COPRECTIONS `'REQUIRED BY FIELD INSPECTORS THAT 1. MAY BE NECESSARY IN ORDER TO COMPLY WITH ALL APPIJCAEkLE COIDEES. 6. FOR FLANGE BRACE CONNECTIONS IN THE ROOF, SEE DETAIL A00011 . FOR FLANGE BRACE CONNECTIONS IN G001] THE WALLS, SEE DETAIL A . 7. ALL FLANGE BRACE LOCATIONS MARKED TWO SIDES C2) AT EXPANDABLE END FRAMES REQUIRE ONE FLANGE BRACE TO BE INSTALLED AT THE TIME OF ERECTION, WHILE THE OTHER IS TO BE STORED AND USED AT THE TIME OF A FUTURE ADDITION. 8. ALL CONNECTION BOLTS OR FIELD WELDS, PURLINS AND ALL FLANGE BRACES MUST BE PROPERLY INSTALLED ON MAIN FRAMES AS THEY ARE ERECTED AND BEFORE ERECTION LOADS ARE APPLIED. ISSUE DESCRIPTION A APPROVAL S STRUCTURAL 1 STRUCTURAL 0 CONSTRUCTION I D NUMBER: 17BOl75A 2 at 2'-3" 5'-2 1 /2" 3'-3 1 /2" 3'-9" 3'-9" 3'-4" m U CD w Z_ Z U J a- LU LL #75B4B WES HARDIN, P.E. CERTIFICATION EXTENDS ONLY FOR THE LOADS SPECIFIED ON KIRBY'S PURCHASE ORDER AS APPLIED TO THE STRUCTURAL COMPONENTS OF THE BUILDING DESIGNED AND SUPPLIED BY KIRBY BUILDING SYSTEMS, IF ERECTED AS INDICATED. NOTE THAT KIRBY'S ENGINEER IS NOT ACTING AS THE ENGINEER OF RECORD FOR THIS CONSTRUCTION PROJECT. BY DATE KIRBY BUILDING SYSTEMS A rnu==Iq LOMMPANY BETTER SOoLUiTODMS. ETTEP BUILMKN2SS. PLEASE CONTACT OUR QUALITY SERVICE DEPARTMENT AT 662-324-8700 WITH ANY QUESTIONS OR ISSUES. SKR/11 .8. 1 7 KMS B. 13. 1 7 KMS 11 . 3. 1 7 WBS 1 .24. 18 WBS 11 . 1 9. 18 KIRBY BUILDING SYSTEMS o 124 KIRBY DRIVE o PORTLAND, TN 371 48 TITLE: CROSS SECTION DRN.BY: WBS BUILDER: MAVERICK BOAT GROUP DATE: 1-19-18 CUSTOMER: MAVERICK BOATS CKD.BY: LOCATION: FORT PIERCE, FL 34946 DATE: MBS JOB NO: 17BO175A DWG.NO: E3 OF: 25 SPLICE PLATE & BOLT TABLE Qty Mark Top Bot Int Type Dia Length SP-1 4 4 2 A325 3/4" 3" SP-2 4 4 2 A325 3/4" 3" SP-3 4 4 2 A325 3/4" 3" SP-4 4 4 0 A325 314" 3" SP-5 4 0 0 A325 3/4" 3" 77 FLANGE BRACES: (1) One Side; (2) Two Sides FBxxA(1) A - L188x099 Width Thick Length 10" 3/4" 3'-0 7/16" 10" 3/4" T-0 3/8" 10" 3/4" 3'-11/16" 8" 1/2" 1'-113/8" 6" 3/8" 1'-5 3/8" CAP PLATE BOLTS Mark Qty Type Dia Length RFC-5 8 A325 1 1 /4" 3 1/2" Mark RFC-10/ RFC-1 2/RFC-14/RFC-1 6/RFC-1 8/RFC-21 RFR-11 /RFR-1 5/RFR-1 9/RFR-20/RFR-22/RFR-23 RFR-12/RFR-16 RFR-1 3/RFR-1 7/RFR-21 RFC-22/RFC-20/RFC-1 9/RFC-1 7/RFC-1 5/RFC-1 3/RFC-1 1 RFC-5 Web Depth Web Plate Outside Flange Weight W x Thk x Len th Start/End Thick Length 2848 12.0/31.7 0.188 240.0 10 x 5/8" x 451.1 31.7/46.0 0.250 211.1 10 x 5/8" x 54.5 1881 29.0/29.0 0.220 231.0 8 x 5/16" x 237.0 29.0/29.0 0.188 240.0 8 x 1/4" x 350.6 29.0/29.0 0.220 116.6 1384 29.1 /39.3 0.250 91.9 10 x 3/8" x 214.5 39.3/29.1 0.250 122.6 1914 29.0/29.0 0.220 120.0 8 x 1/4" x 354.0 29.0129.0 0.188 240.0 8 x 5/16" x 233.8 29.0/29.0 0.220 230.3 1203 46.0/39.4 0.250 91.4 8 x 1/4" x 54.0 39.4/12.0 0.188 240.0 8 x 1/4" x 327.5 1107 17.3/17.3 0.164 240.0 10 x 3/8" x 350.2 17.3/17.3 10.164 110.2 Inslae r-Iange W x Thk x Lengt 10x3/4"x415. 8 x 1/4" x 585.1 10 x 3/8" x 92.4 10 x 5/8" x 123.0 8 x 1/4" x 354.0 8 x 5/16" x 236.3 8 x 1/4" x 300.1 10 x 3/8" x 350.2 MEMBER TABLE Mark Weight Web Depth Web Plate Outside Flange W x Thk x Length Inside Flange W x Thk x Length Start/End Thick Length RFC-49 652 11.4/11.4 0.164 240.0 8 x 3/8" x 246.0 8 x 1/4" x 279.3 11.4/11.4 0.220 59.0 8 x 1/4" x 52.0 8x1/4"x19.5 RFR-14/RFR-18 620 16.0/16.0 0.164 101.4 6 x 1/4" x 340.0 6 x 5/16" x 340.0 16.0/16.0 0.164 240.0 1"h�-,, 125'-5 3/16" 12 CY) Co cy) OP c6 rr M M cy) N Cl) ' Ir� ,y�y 00 00 LL LL CL) LL. m 0 (0\- LL m - - - -� � m co 5'-5" r- RFR-11 u- Ujx ca 5'-1 1/2" I m RFR-15 @ FL 5 N - �0 RFR-19 � J�� RFR-20 @FL 6 U RFR-13 @ FL45'-1" RFR-22 @ FL g 9 12, 13 RFR-17 @ FL 5, 6, 10, 11RFR-23 RFR-213 -3 1/2@FL10,11 @FL7 89 12 13 00TM 3'-9" rr �n co ti of _ + + RFR-12 @ FL 4, 7, 8, 9, 12, 1303-9" LLU--u-U--U-LLo + CD QRFR-16 @ FL 5, 6, 10, 11 + � MLU ti J LU J :n LL LLO N Cp �p M-j N U U 4'-6" r7777N J J U U'N�LL LL LL LL LL LL!Y N � 3'-9" Ofxx '!Z'of UUUUUUU LL LL LL LL LL LL LL O' 3'-9" LLi o 0 8" 2'-6" 2'-5 3/4" 62'-6" _ 62'-6" 0 1. REFERENCE ELEVATION = 100'0". 2. ALL BASE PLATES AT REFERENCE ELEVATION UNLESS NOTED. 3. SEE ANCHOR BOLT PLAN FOR ANCHOR BOLT SIZES AND DETAILS. 4. FLANGE BRACES ARE REQUIRED ON TWO SIDES (2) OR ONE SIDE (1) AS NOTED. 5. ALL MAIN FRAME CONNECTION BOLTS ARE A325 BOLTS x 125'-0" OUT -TO -OUT OF STEEL RIGID FRAME ELEVATION: FRAME LINE 4, 5, 6, 7, 8, 9, 10, 11, 12, 13 30'-1 1/4" 5 at 4'-10 1/2" 1'-2 11/16" M �- m M ( -� - m0 ;L?=RfFR--14 @ F�a7 ,,8, 9,�12, 13 RFR-18 @ FL 5, 6, 10, 11 v d m rn U LL 8„ 1 1-011 CLEAR +/- 30'-0" OUT -TO -OUT OF STEEL G j Fc1 on W J U THESE PLANS AND ALL PROPOSED WOP.K ARE SUBJECT TO ANY CORRECTIONS `REQUIRED BY FIELD INSPECTORS THAT *. MAY BE NECESSARY IN ORDER TO COMPLY WITH ALL APPLICABLE CODES, 6. FOR FLANGE BRACE CONNECTIONS IN THE ROOF, SEE DETAIL A00011 FOR FLANGE BRACE CONNECTIONS IN THE WALLS, SEE DETAIL A00011 7. ALL FLANGE BRACE LOCATIONS MARKED TWO SIDES (2) AT EXPANDABLE END FRAMES REQUIRE ONE FLANGE BRACE TO BE INSTALLED AT THE TIME OF ERECTION, WHILE THE OTHER IS TO BE STORED AND USED AT THE TIME OF A FUTURE ADDITION. B. ALL CONNECTION BOLTS OR FIELD WELDS, PURLINS AND ALL FLANGE BRACES MUST BE PPOPERLY INSTALLED ON MAIN FRAMES AS THEY ARE ERECTED AND BEFORE ERECTION LOADS ARE APPLIED. ISSUE DESCRIPTION A APPROVAL S STRUCTURAL 1 0 STRUCTURAL CONSTRUCTION I D NUMBER: 17BOl75A (0 LO N 5'-2 1/2" 3'-3 1/2" 3'-9" 3'-9" 3'-4" LIME (D Lu z_ Z U "D a W U) ry (� Q #75848 WES HARDIN, P.E. CERTIFICATION EXTENDS ONLY FOR THE LOADS SPECIFIED ON KIRBY'S PURCHASE ORDER AS APPLIED TO THE STRUCTURAL COMPONENTS OF THE BUILDING DESIGNED AND SUPPLIED BY KIRBY BUILDING SYSTEMS, IF ERECTED AS INDICATED. NOTE THAT KIRBY'S ENGINEER IS NOT ACTING AS THE ENGINEER OF RECORD FOR THIS CONSTRUCTION PROJECT. N T OUR QUALITY BY DATE KIRBY BUILDING SYSTEMS A "UC=F% CGRAP KY 1 0E�jTER 90LUnCHS. SUTER UILDDMUS. PLEASE CO TAC SERVICE DEPARTMENT AT 662-324-8700 WITH ANY QUESTIONS OR ISSUES. SKR/1 1 . B. 1 7 KMS 8. 13. 1 7 KMS 1 1 . 3. 1 7 WBS 1 . 24. 18 WBS 1 . 1 9. 18 KIRBY BUILDING SYSTEMS o 124 KIRBY DRIVE o PORTLAND, TN 37148 TITLE: CROSS SECTION DRN.BY: WBS BUILDER: MAVERICK BOAT GROUP DATE: 1-19-18 CUSTOMER: MAVERICK BOATS CKD.BY: LOCATION: FORT PIERCE, FL 34946 DATE: MBS JOB NO: 17BO175A DWG.NO: E4 OF: 25 -ICE PLATE & BOLT TABLE Qty rk Top Bot Int Type Dia Length Width Thick Length -1 4 4 2 A325 3/4" 3" 10" 3/4" T-0 7/16" -2 4 4 2 A325 3/4" 3" 10" 3/4" T-0 3/8" -3 4 4 2 A325 3/4" 3" 10" 3/4" T-11/16" -4 4 4 0 A325 3/4" 3" 8" 1/2" V-113/8" -5 1 4 0 0 A325 3/4" 3" 6" 3/8" V-5 3/8" 'FLANGE BRACES: (1) One Side; (2) Two Sides F BxxA(1) A - L188xO99 CAP PLATE BOLTS Mark Qty Type Dia Length RFC-102 8 A325 11/4" 31/2" NN Mcoo i+?M M77T7� M0� 125'-5 3/16" 17 at 4'-8" Mark Weight Web Depth Web Plate Outside Flange W x Thk x Length Start/End Thick Length RFC-101 / RFC-105 1899 11.1/21.4 0.164 240.0 10 x 3/8" x 451.4 21.4/29.0 0.250 211.4 10 x 3/8" x 37.2 RFR-101 / RFR-105 / RFR-110 / RFR-113 1884 29.0/29.0 0.220 236.3 8 x 1/4" x 230.3 29.0/29.0 0.188 240.0 8 x 5/16" x 252.0 29.0/29.0 0.220 120.0 8 x 1/4" x 114.0 RFR-102 /RFR-107 1480 29.1/39.5 0.250 100.5 10 x 3/8" x 225.8 39.5/29.1 0.250 125.3 RFR-103 / RFR-108 / RFR-112 1864 29.0/29.0 0.188 125.3 8 x 1/4" x 359.3 29.0/29.0 0.164 240.0 8 x 5/16" x 242.9 29.0/29.0 0.220 239.3 RFC-108 / RFC-107 / RFC-106 / RFC-103 1251 29.0/25.6 0.250 90.2 10 x 3/8" x 37.2 25.6/11.2 0.164 240.0 10 x 3/8" x 327.8 RFC-102 1397 17.0/17.0 0.188 240.0 10 x 1/2" x 350.0 17.0/17.0 0.188 110.0 12 Inside Flange W x Thk x Length 10 x 1/2" x 234.2 10 x 5/8" x 182.3 8x1/4"x593.9 10 x 3/8" x 101.0 10 x 3/4" x 125.6 8 x 1/4" x 359.3 8 x 5/16" x 245.3 10 x 3/8" x 298.0 10 x 1/2" x 350.0 MEMBER TABLE Web Depth Web Plate Outside Flange Inside Flange Mark Weight Start/End Thick Len th W x Thk x Length W x Thk x Length RFC-104 / RFC-109 652 11.4/11.4 0.164 240.0 8 x 3/8" x 246.0 8 x 1/4" x 279.3 11.4/11.4 0.220 59.0 8 x 1/4" x 52.0 8x1/4"x19.5 RFR-104 / RFR-109 / RFR-114 620 16.0/16.0 0.164 101.4 6 x 1/4" x 340.0 6 x 5/16" x 340.0 16.0/16.0 0.164 240.0 4 at 3'- 5 1 30'-1 114" LL LL m N ^ m 6LL 0 m m m N ^ LL w m m m 5'-5" - - -� 0 77 LL w LL m '� 00 0 _ w U- m o m o C CL _ � � U- N RFR-101 _ _ o m 5'-1 1/2" I RFR-105 @ FL 16 15 a co -� RFR-110 - @ FL 17 RFR-103 @ FL 14, 15, 18 �a RFR-104 @ FL 14 15� 5'-1" I pp RFR-113 @ FL 18 RFR-108 @ FL 16 RFR-112 @ FL 17 a � RFR-114 @ FL 16 17 a S-3 1 /2" m � � � RFR-102 @ FL 14, 15, 18 � RFR-114 @ FL 18 m "( RFR-107 @ FL 16, 17 ap '_911 co 3_ m00 _ LL LL + CO + J J J J I - J 3'-9" V @) T N LL LL LL LL (D + LL r� in Q c' Lu ~ Q V V J L r 4'-6" MJ NU 6 w ootiOM iO J O O O O 1 W m 'q- i i (� LL N U r- t- M J 0 0 LULLUL � UUUU NU 3'-9" I N LUL u- 3'-9" LL LL ui o u: 0 2'-5 3/4" 8" 1 _0 LL o 8" 62'-6" 62'-6" -4 28'" D CLEAR 125-0" OUT -TO -OUT OF STEEL 30'-0" OUT -TO -OUT OF STEEL G A 1. REFERENCE ELEVATION = 100'0'. 2. ALL BASE PLATES AT REFERENCE ELEVATION UNLESS NOTED. 3. SEE ANCHOR BOLT PLAN FOR ANCHOR BOLT SIZES AND DETAILS. 4. FLANGE BRACES ARE REQUIRED ON TWO SIDES (2) OR ONE SIDE (1) AS NOTED. 5. ALL MAIN FRAME CONNECTION BOLTS ARE A325 BOLTS. RIGID FRAME ELEVATION: FRAME LINE 14, 15, 16, 17,18 6. FOR FLANGE BRACE CONNECTIONS IN THE ROOF, SEE DETAIL A00011 . FOR FLANGE BRACE CONNECTIONS IN THE WALLS, SEE DETAIL A00011 7. ALL FLANGE BRACE LOCATIONS MARKED TWO SIDES (2) AT EXPANDABLE END FRAMES REQUIRE ONE FLANGE BRACE TO BE INSTALLED AT THE. TIME OF ERECTION, WHILE THE OTHER IS TO BE STORED AND USED AT THE TIME OF A FUTURE ADDITION. 8. ALL CONNECTION BOLTS OR FIELD WELDS, PURLIN5 AND ALL FLANGE BRACES MUST BE PROPERLY INSTALLED ON MAIN FRAMES AS THEY ARE ERECTED AND BEFORE ERECTION LOADS ARE APPLIED. on m 0 5'-2 1/2" 3'-3 1 /2" 3'-9" 3'-9" 3'-4" NE (.D w Z Z U -1 a w 0) < Q C� Q THESE PLANS AND ALL PROPOSED WON( [#W75 8 48 ARE SUBJECT TO ANY CORREC'IONS E S H A R D I N, P. E. 'REQUIRED BY FIELD INSPECTORS THAT AT MAY BE NECESSARY IN ORDER TO COMPLY VIITH ALL APPLICABLE CO0ES- CERTIFICATION EXTENDS ONLY FOR THE LOADS SPECIFIED ON KIRBY'S PURCHASE ORDER AS THE STRUCTURAL COMPONENTS OF THE BUILDING DESIGNED AND SUPPLIED BY I SSUE DESCRIPTION A APPROVAL S STRUCTURAL 1 STRUCTURAL BY KMS KMS WBS DATE 8. 13. 1 1 1. 3. 1 1 . 24. 1 7 7 8 APPLIED TO KIRBY BUILDING SYSTEMS, IF ERECTED AS INDICATED. NOTE THAT KIRBY'S ENGINEER IS NOT ACTING AS THE ENGINEER OF RECORD FOR THIS CONSTRUCTION PROJECT. PLEASE CONTACT OUR QUALITY SERVICE DEPARTMENT AT KIRBY 662-324-8700 WITH ANY BUILDING QUESTIONS OR ISSUES. SYSTEMS Gr4U=0ii`8 )pnA0 aF7TEINSOFUTMO J& E77ER oOHH-20. SKR/11 .8. 1 7 0 CONSTRUCTION WBS 1 . 1 9. 1 8 KIRBY BUILDING SYSTEMS o 124 KIRBY DRIVE o PORTLAND, TN 37148 TITLE: CROSS SECTION DRN.BY: WBS BUILDER: MAVERICK BOAT GROUP DATE: 1-19-18 CUSTOMER: MAVERICK BOATS CKD.BY: LOCATION: FORT PIERCE, FL 34946 DATE: ID NUMBER:17BO175A MBS JOB NO: 17BO175A DWG.NO: E5 OF: 25 I SPLICE PLATE & BOLT TABLE Qty Mark Top Bot Int Type Dia Leng SP-1 4 4 2 A325 3/4" 3" Sri-2 4 4 2 A325 3/4" 3" SP-3 _ 4 4 2 A325 3/4" 3" SP-4 4 4 0 A325 3/4" 3" SP-5 4 0 0 A325 3/4" 3" � FLANGE BRACES: (1) One Side; (2) Two Sides FBxxA(1) A - L188xO99 Ln 00 co 5'-5" 5'-1 1/2" '61" 3'-3 1/2" 3'-9" 3'-9" 4'-6" CAMS M&61 MEMBER TABLE CAP PLATE BOLTS Web Depth Web Plate Outside Flange Mark Weight W x Thk x Length Start/End Thick Length Width Thick Length Mark Qty Type Dia Length RFC-101 / RFC-1 12 1899 11.1/21.4 0.164 240.0 10 x 3/8" x 451.4 10" 3/4" 3'-0 7/16" RFC-102 8 A325 1 1/4" 3 1/2" 10" 3/4" 3'-0 3/8" 10" 3/4" 3'-1 1/16" RFR-115 1884 21.4/29.0 29.0/29.0 29.0/29.0 29.0/29.0 0.250 0.220 0.188 0.220 211.4 236.3 240.0 120.0 10 x 3/8" x 7.2 8 x 1/4" x 230.3 8 x 5/16" x 252.0 8 x 1/4" x 114.0 8" 1/2" 1'-11 3/8" 6" 3/8" 1'-5 3/8" RFR-102 RFR-116 1480 1864 29.1/39.5 39.5/29.1 29.0/29.0 0.250 0.250 0.188 100.5 125.3 125.3 10 x 3/8" x 225.8 8 x 1/4" x 359.3 29.0/29.0 0.164 240.0 8 x 5/16" x 242.9 29.0/29,0 0.220 239.3 RFC-110 1251 29.0/25.6 0.250 90.2 10 x 3/8" x 37.2 25.6/11.2 0.164 240.0 10 x 3/8" x 327.8 RFC-102 1397 17.0/17.0 0.188 240.0 10 x 1/2" x 350.0 17.0/17.0 10.188 110.0 0 c7 ap - - N co co N M c7 r ^ u- m LL LL m N 60LL m LL ct RFR-115 U N a W 125'-5 3/16" 17 at 4'_8" ^ ^ LO m �p LL LL �7 N m r a U) LL W 1"h�-" 12 4 at -51 1/1 6 Inside Flange W x Thk x Length 10 x 1/2" x 234.2 10 x 5/8" x 182.3 8 x 1/4" x 593.9 10 x 3/8" x 101.0 10 x 3/4" x 125.6 8 x 1/4" x 359.3 8 x 5/16" x 245.3 10 x 3/8" x 298.0 10 x 1/2" x 350.0 MEMBER TABLE Mark Weight Web Depth Web Plate Outside Flange W x Thk x Length Inside Flange W x Thk x Length Start/End Thick Length RFC-111 / RFC-113 652 11.4/11.4 0.164 240.0 8 x 3/8" x 246.0 8 x 1/4" x 279.3 11.4/11.4 0.220 59.0 8 x 1/4" x 52.0 8x1/4"x19.5 RFR-104 620 16.0/16.0 0,164 101.4 6 x 1/4" x 340.0 6 x 5/16" x 340.0 16.0/16.0 0.164 240.0 30'-1 1 /4" 5 a__'_10 112" 1_2 11/16" ^ Ie- ^ 00 e- e- LL UL m �0 o 0 U- ImL m LL RFR-116 1e R n. a - + o o cn + Q U N Q U _ i0 N o r� ULL ire N + U Q u- - U uj o LwL 8" 2'-6" 2'-5 3/4" 62'-6" - - 62'-6 11 12 1. REFERENCE ELEVATION = 100'0". 2. ALL BASE PLATES AT REFERENCE ELEVATION UNLESS NOTED. 3. SEE ANCHOR BOLT PLAN FOR ANCHOR BOLT SIZES AND DETAILS. 4. FLANGE BRACES ARE REQUIRED ON TWO SIDES C2) OR ONE SIDE (1) AS NOTED. 5, ALL MAIN FRAME CONNECTION BOLTS ARE A325 BOLTS 125'-0" OUT -TO -OUT OF STEEL RIGID FRAME ELEVATION: FRAME LINE 197 20 ^ 0 N m 0 N LL in o m m0 -104 d a � 0 0) N r- \ � + LLLL LL @� a r; Ch N Q w -J U M r r U U LL LL 0� ry 811 11-011 811 28'-4" CLEAR 30'-0" G OUT -TO -OUT OF STEEL � 4'-611 THESE PUNS AND ALL PROPOSED WORK ARE SUBJECT TO ANY CORRECTIONS `REQUIRED BY FIELD INSPECTORS THAT IJIAY BE NECESSARY IN OIRDeR TO COMPLY WITH ALL APPLICABLE COt1ES. 6. FOR FLANGE BRACE CONNECTIONS IN THE ROOF, SEE DETAIL A00011 FOR FLANGE BRACE CONNECTIONS IN THE WALLS, SEE DETAIL[AG0011]. 7. ALL FLANGE BRACE LOCATIONS MARKED TWO SIDES C2) AT EXPANDABLE END FRAMES REQUIRE ONE FLANGE BRACE TO BE INSTALLED AT THE TIME OF ERECTION, WHILE THE OTHER IS TO BE STORED AND USED AT THE TIME OF A FUTURE ADDITION. B. ALL CONNECTION BOLTS OR FIELD WELDS, PURLINS AND ALL FLANGE BRACES MUST BE PROPERLY INSTALLED ON MAIN FRAMES AS THEY ARE ERECTED AND BEFORE ERECTION LOADS ARE APPLIED, ISSUE DESCRIPTION A APPROVAL S STRUCTURAL 1 STRUCTURAL 0 CONSTRUCTION I D NUMBE R : 17BOl75A CIL #75848 WES HARDIN, P.E. CERTIFICATION EXTENDS ONLY FOR THE LOADS SPECIFIED ON KIRBY'S PURCHASE ORDER AS APPLIED TO THE STRUCTURAL COMPONENTS OF THE BUILDING DESIGNED AND SUPPLIED BY KIRBY BUILDING SYSTEMS, IF ERECTED AS INDICATED. NOTE THAT KIRBY'S ENGINEER 1S NOT ACTING AS THE ENGINEER OF RECORD FOR THIS CONSTRUCTION PROJECT. UR QUALITY BY DATE KIRBY BUILDING a SYSTEMS A nu=oFa C014EAalr E ERSSOodUTMOMS. oE77E!, 0NJDLMHOS3. PLEASE CONTACT 0 SERVICE DEPARTMENT AT 662-324-8700 WITH ANY QUESTIONS OR ISSUES. SKR/11 .8. 1 7 KMS B. 13.1 7 KMS 1 1 . 3. 1 7 WBS 1 . 24. 1 8 WBS 11 . 1 9. 1 B KIRBY BUILDING SYSTEMS o 124 KIRBY DRIVE o PORTLAND, TN 37148 TITLE: CROSS SECTION DRN.BY: WBS BUILDER: MAVERICK BOAT GROUP DATE: 1-19-18 CUSTOMER: MAVERICK BOATS CKD.BY: LOCATION: FORT PIERCE, FL 34946 DATE: MBSI JOB NO: I7B0175A DWG.NO: E6 OF: 25 SPLICE PLATE & BOLT TABLE Qty Mark Top Bot Int Type Dia Length SP-1 4 4 2 A325 3/4" 3" SP-2 4 4 2 A325 3/4" 3" SP-3 4 4 2 A325 3/4" 3" SP-4 4 4 2 A325 3/4" 3" SP-5 4 4 0 A325 3/4" 3" SP-6 4 0 0 A325 3/4" 3" 0 FLANGE BRACES: (1) One Side; (2) Two Sides F BxxA(1) A - L188x099 LO 00 M 5'-5" 5'-1 1/2" S-3 1/2" 3'-9" 3'-9" 4'-6" GAM mm CAP PLATE BOLTS MEMBER TABLk Mark Weight Web Depth Web Plate Outside Flange W x Thk x Length Inside Flange W x Thk x Length Width Thick Length Mark Qty Type Dia Length Start/End Thick Len th RFC-201 / RFC-205 / RFC-207 2242 10.9/21.3 0.188 240.0 10 x 3/8" x 234.0 10 x 3/4" x 416.4 10" 3/4" T-0 1/2" RFC-202 8 A325 1 1/4" 3 1/2" 21.3/29.0 0.250 211.3 10 x 1/2" x 217.3 10" 3/4" T-0 3/8" 10 x 1/2" x 37.2 10" 3/4" T-1 1/16" RFR-201 / RFR-205 / RFR-207 2016 29.0/29.0 0.220 236.3 8 x 5/16" x 230.3 8 x 5/16" x 239.8 10" 3/4" T-0 7/16" 29.0/29.0 0.188 240.0 8 x 3/8" x 252.0 8 x 1/4" x 354.0 8" 1/2" 1'-11 3/8" 29.0/29.0 0.250 120.0 8 x 1/4" x 114.0 6" 3/8" 1'-5 3/8" RFR-202 / RFR-208 1557 29.1/39.5 0.275 100.5 10 x 3/8" x 225.8 10 x 3/8" x 101.0 39.5/29.1 0.250 125.3 10 x 3/4" x 125.6 RFR-203 / RFR-209 1883 29.0/29.0 0.188 125.3 8 x 1/4" x 359.3 8 x 5/16" x 131.3 29.0/29.0 0.164 240.0 8 x 5/16" x 242.9 8 x 1/4" x 228.0 29.0/29.0 0.220 239.3 8 x 5/16" x 245.3 RFC-203 / RFC-206 / RFC-208 1251 29.0/25.6 0.250 90.1 10 x 3/8" x 37.2 10 x 3/8" x 297.9 25.6/11.2 0.164 240.0 10 x 3/8" x 327.6 RFC-202 1883 16.5/16.5 0.188 240.0 10 x 3/4" x 349.9 10 x 3/4" x 349.9 16.5/16.5 0.188 109.9 MEMBER TABLE Mark Weight Web Depth Web Plate Outside Flange W x Thk x Length Inside Flange W x Thk x Length Start/End Thick Length RFC-204 652 11.4/11.4 0.164 240.0 8 x 3/8" x 246.0 8 x 1/4" x 279.3 11.4/11.4 0.220 59.0 8 x 1/4" x 52.0 8 x 1/4" x 19.5 RFR-204 / RFR-210 620 16.0/16.0 0.164 101.4 6 x 1/4" x 340.0 6 x 5/16" x 340.0 16.0/16.0 0.164 240.0 o co 00- - N co ca c7 M M CO a0 N M Ch ti U) N N N -j J .J LL. LL LL �- Ln I�- r O O O Q N N N UUU � � � M U I ^ m U- _ m m J u- 0 RFR-201 @ FL 21 RFR-205 @ FL 22 N a. RFR-207 @ FL 23 NI0 125'-5 3/16" 17 at 4'-811 m °' 00 LL LL m LL zz-. -,�- N O N U u- w co --------- CL m RFR-202 @ FL 21, 22 RFR-208 @ FL 23 RFR-203 @ FL 21, 22 RFR-209 @ FL 23 4 at 3'-5 1/11 6 m 018LL LL o o cc m ir d m N N N i J J J LO + u- U- LL � � @ UV Lo Lu 00 C0 (M EO U N U0U ��� uJ o LL o 2'-5 3/4" 0 1. REFERENCE ELEVATION = 100'0". 2. ALL BASE PLATES AT REFERENCE ELEVATION UNLESS NOTED. 5. SEE ANCHOR BOLT PLAN FOR ANCHOR BOLT SIZES AND DETAILS. 4. FLANGE BRACES ARE REQUIRED ON TWO SIDES (2) OR ONE SIDE C1) AS NOTED. 5., ALL MAIN FRAME CONNECTION BOLTS ARE A325 BOLTS 62'-6" ED 125'-0" OUT -TO -OUT OF STEEL 62'-6" RIGID FRAME ELEVATION: FRAME LINE 211 221 23 6. FOR FLANGE BRACE CONNECTIONS IN THE ROOF, SEE DETAIL A00011 . FOR FLANGE BRACE CONNECTIONS IN THE WALLS, SEE DETAIL A00011] 7. ALL FLANGE BRACE LOCATIONS MARKED TWO SIDES (2) AT EXPANDABLE END FRAMES REQUIRE ONE FLANGE BRACE TO BE INSTALLED AT THE TIME OF ERECTION, WHILE THE OTHER IS TO BE STORED AND USED AT THE TIME OF A FUTURE ADDITION. B. ALL CONNECTION BOLTS OR FIELD WELDS, PURLINS AND ALL FLANGE BRACES MUST BE PROPERLY INSTALLED ON MAIN FRAMES AS THEY ARE ERECTED AND BEFORE ERECTION LOADS ARE APPLIED. 30'-1 1/4" 5 at 4'-10 112" 1_2 11/16" I ^ 0 0 N N co LL coU- 0 a -104 RFR @ F:IL 21 m RFR-210 @ FL 23 J N U r- O N m LL. In d m It 0 N U- rr 811 11_011 81, " 28'-4 CLEAR 301-0" G OUT -TO -OUT OF STEEL J ISSUE DESCRIPTION A APPROVAL S STRUCTURAL 1 STRUCTURAL 0 CONSTRUCTION I D NUMBER: 17BOl75A mm THES" PLANS AND ALL PROPOSED WGI?K • ARE SUBJECT TO ANY CORRECTIONS `'REQUIRED BY FIELD INSPECTORS THAT MAY BE NECESSARY IN ORDER TO COMPLY WITH ALL APPLICABLE CODES. #75848 WES HARDIN, P.E. CERTIFICATION EXTENDS ONLY FOR THE LOADS SPECIFIED ON KIRBY"S PURCHASE ORDER AS APPLIED TO THE STRUCTURAL COMPONENTS OF THE BUILDING DESIGNED AND SUPPLIED BY KIRBY BUILDING SYSTEMS, IF ERECTED AS INDICATED. NOTE THAT KIRBY'S ENGINEER IS NOT ACTING AS THE ENGINEER OF RECORD FOR THIS CONSTRUCTION PROJECT. BY DATE PLEASE CONTACT OUR QUALITY KIRBY SERVICE DEPARTMENT AT 662-324-8700 WITH ANY KMS 8. 13. 1 7 BUILDING SYSTEMS QUESTIONS OR ISSUES. KMS 1 1 . 3. 1 7 nucoea SOMPAmy WBS 1 .24. 18 BETT[RS3LUE'DOoNS. B�TTER DUJLDNNOS. SKR/11 .8. 1 7 WBS 1 . 1 9. 18 KIRBY BUILDING SYSTEMS o 124 KIRBY DRIVE o PORTLAND, TN 37148 TITLE: CROSS SECTION DRN.BY: WBS BUILDER: MAVERICK BOAT GROUP DATE: 1-19-18 CUSTOMER: MAVERICK BOATS CKD.BY: LOCATION: FORT PIERCE, FL 34946 DATE: MBS JOB NO: 1 7BO 1 75A DWG. NO: E 7 OF: 25 SPLICE PLATE & BOLT TABLE Qty Mark Top Bot Int Type Dia Length Width Thick Length SP-1 4 4 2 A325 3/4" 3" 10" 3/4" 3'-01/2" SP-2 4 4 2 A325 3/4" 3" 10" 3/4" S-0 3/8" SP-3 4 4 2 A325 3/4" 3" 10" 3/4" 3'-11/16" SP-4 4 4 2 A325 3/4" 3" 10" 3/4" 3'-0 7/16" SP-5 4 4 0 A325 3/4" 3" 8" 1/2" V-113/8" SP-6 4 0 0 A325 3/4" 3" 6" 3/8" V-5 3/8" U FLANGE BRACES: (1) One Side; (2) Two Sides FBxxA(1) A - L188xO99 Cn i 00 M 5-5" 5'-1 1 /2" !bob 3'-3 1 /2" 3'-9" 3'-9" 4'-6" MIN m CAP PLATE BOLTS Mark Qty Type Dia Lengt RFC-202 8 A325 11/4" 31/2" o M co .� M MTT) co �t rr N (+) (,j i a m 1125 -5 3/16" 17 at 4'-811 MEMBER TABLE Mark Weight Web Depth Web Plate Outside Flange W x Thk x Len th Inside Flange W x Thk x Length Start/End Thick Length RFC-207 / RFC-211 / RFC-214 / RFC-205 / RFC-217 2242 10.9/21.3 0.188 240.0 10 x 3/8" x 234.0 10 x 3/4" x 416.4 21.3/29.0 0.250 211.3 10 x 1 /2" x 217.3 10 x 1 /2" x 37.2 RFR-212 / RFR-205 / RFR-207 / RFR-215 2016 29.0/29.0 0.220 236.3 8 x 5/16" x 230.3 8 x 5/16" x 239.8 29.0/29.0 0.188 240.0 8 x 3/8" x 252.0 8 x 1/4" x 354.0 29.0/29.0 0.250 120.0 8 x 1/4" x 114.0 RFR-202 / RFR-208 1557 29.1/39.5 0.275 100.5 10 x 3/8" x 225.8 10 x 3/8" x 101.0 39.5/29.1 0.250 125.3 10 x 3/4" x 125.6 RFR-209 / RFR-203 / RFR-214 / RFR-216 1883 29.0/29.0 0.188 125.3 8 x 1/4" x 359.3 8 x 5/16" x 131.3 29.0/29.0 0.164 240.0 8 x 5/16" x 242.9 8 x 1/4" x 228.0 29.0/29.0 0.220 239.3 8 x 5/16" x 245.3 RFC-209 / RFC-212 / RFC-215 / RFC-216 / RFC-218 / RFC-219 1251 29.0/25.6 0.250 90.1 10 x 3/8" x 37.2 10 x 3/8" x 297.9 25.6/11.2 0.164 240.0 10 x 3/8" x 327.6 RFC-202 1883 16.5/16.5 0.188 240.0 10 x 3/4" x 349.9 10 x 3/4" x 349.9 16.5/16.5 0.188 109.9 MEMBER TABLE Mark Weight Web Depth Web Plate Outside Flange W x Thk x Length Inside Flange W x Thk x Length Start/End Thick Length RFC-210 / RFC-213 652 11.4/11.4 0.164 240.0 8 x 3/8" x 246.0 8 x 1/4" x 279.3 11.4/11.4 0.220 59.0 8 x 1/4" x 52.0 8x1/4"x19.5 RFR-204 / RFR-210 / RFR-213 620 16.0/16.0 0.164 101.4 6 x 1/4" x 340.0 6 x 5/16" x 340.0 16.0/16.0 0.164 240.0 Co CO I� V- LL m = ^ LL _ LL m 00 00 `- - • _ 00CD m r - - - LL c- - m m f� <L m LL co �o Co M N N N N N N M J J J J_ I LL LL LL LL LL N N N N N UUUUU 0' Q LL u- LL LL u- ofOfitIxQ_ J M U RFR-212 @ FL 24, 31 RFR-205 @ FL 25, 26, 27, 28, 29 a RFR-207 @ FL 30' m @ FL 32 a 00 + r- Q ('M w NIU N O N LUL u RFR-209 @ FL 2,,, 30, 31 U) RFR-203 @ FL 25 RFR-214 @ FL 26, 27, 28 29 RFR-216 @ FL 32 RFR-202 @ FL 25, 26, 27, 28, 29, 32 RFR-208 @ FL 24, 30, 31 1"t�, 12 4 at -5 11i m m o w w00 o � fr N M d 00 N (4 N (. r- + Cr) J orntiuSv cMNNNN J J J J J U q�Q LL U- LL. LL LL LL N J O U N o0 N (O r N Lo N N O 0 N N U Q_ 6 O' U IZ' 6 Cr U 6 ry cr- W p LL 6 L.L o 8" 2'-6 1 /8" 2'-5 3/4" 0 62'-6" IC 125'-0" OUT -TO -OUT OF STEEL 62'-6" RIGID FRAME ELEVATION: FRAME LINE 24, 25, 26, 27, 28, 29, 30, 31, 32 1. REFERENCE ELEVATION = 100'0". 2. ALL BASE PLATES AT REFERENCE ELEVATION UNLESS NOTED. 3. SEE ANCHOR BOLT PLAN FOR ANCHOR BOLT SIZES AND DETAILS. 4. FLANGE BRACES ARE REQUIRED ON TWO SIDES (2) OR ONE SIDE (1) AS NOTED. 5. ALL MAIN FRAME CONNECTION BOLTS ARE A325 BOLTS. 30'-1 1 /4" 5 at 4'-10 1/2" V--2 11/16" I ^ ^ N O O m N N LL m 00 LL - mLL CD '7 a RFR-213 @ FL 24 Lo j m RFR-204 @ FL 25 26�- 27 28 a j RFR-204 @ FL 29, 32' m RFR-210 @ FL 30, 31 N co} - N N (D J J Of u- LL I �LU UU� Jco N U N N u- u- D� IY 8" 1 28'-4" CLEAR +1- 30'-0" OUT -TO -OUT OF STEEL G 6. FOR FLANGE BRACE CONNECTIONS IN THE ROOF, SEE DETAIL A00011 FOR FLANGE BRACE CONNECTIONS IN THE WALLS, SEE DETAIL AG�p011 7. ALL FLANGE BRACE LOCA�ION5 MARKED TWO SIDES (2) AT EXPANDABLE END FRAMES REQUIRE ONE FLANGE BRACE TO BE INSTALLED AT THE TIME OF ERECTION, WHILE THE OTHER IS TO BE STORED AND USED AT THE TIME OF A FUTURE ADDITION. 8. ALL CONNECTION BOLTS OR FIELD WELDS, PURLINS AND ALL FLANGE BRACES MUST BE PROPERLY INSTALLED ON MAIN FRAMES AS THEY ARE ERECTED AND BEFORE ERECTION LOADS ARE APPLIED. ISSUEJ DESCRIPTION A APPROVAL S STRUCTURAL 1 STRUCTURAL 0 CONSTRUCTION I D NUMBER: 17BOl75A an 1.1 5'-2 1 /2" 3'-3 1 /2" 3'-9" 1 I 3'-9" 1 I 3'-4" I I 00 00 I 1191 THESE PUNS AND ALL PROPOSED WOW ` ARE SUBJECT TO ANY CORRECTIONS `REQUIRED BY FIELD INSPECTORS THAT MAY BE NECESSARY IN ORDM TO COMPLY WITH ALL APPLICAME C01I?E8. #75848 WES HARDIN, P.E. CERTIFICATION EXTENDS ONLY FOR THE LOADS SPECIFIED ON KIRBY"S PURCHASE ORDER AS APPLIED TO THE STRUCTURAL COMPONENTS OF THE BUILDING DESIGNED AND SUPPLIED BY KIRBY BUILDING SYSTEMS, IF ERECTED AS INDICATED. NOTE THAT KIRBY'S ENGINEER IS NOT ACTING AS THE ENGINEER OF RECORD FOR THIS CONSTRUCTION PROJECT. BY DATE PLEASE CONTACT OUR QUALITY KIRBY SERVICE DEPARTMENT AT 662-324-8700 WITH ANY KMS 8. 13. 1 7 BUILDING SYSTEMS QUESTIONS OR ISSUES. KMS 11 .3. 1 7 WBS 1 .24.18 GETVERSOLIu7MOLH:',072RBUMDOM-Ga. SKR/11.8.17 WBS 1 . 1 9. 1 8 KIRBY BUILDING SYSTEMS o 124 KIRBY DRIVE o PORTLAND, TN 37148 TITLE: CROSS SECTION DRN.BY: WBS BUILDER: MAVERICK BOAT GROUP DATE: 1-19-18 CUSTOMER: LOCATION: MAVERICK BOATS FORT PIERCE, FL 34946 CKD.BY: DATE: MBS JOB NO: 17BO175A DWG.NO: E8 OF: 25 SPLICE PLATE & BOLT TABLE Qty Mark Top Bot Int Type Dia Length Width Thick Length SP-1 4 4 2 A325 3/4" 3" 10" 3/4" 3'-0 1/2" SP-2 4 4 2 A325 3/4" 3" 10" 3/4" Y-0 3/8" SP-3 4 4 2 A325 3/4" 3" 10" 3/4" 3'-11/16" SP-4 4 4 2 A325 3/4" 3" 10" 3/4" 3'-0 7/16" SP-5 4 4 0 A325 3/4" 3" 8" 1/2" V-113/8" SP-6 4 0 0 A325 3/4" 3" 6" 3/8" V-5 3/8" FLANGE BRACES: (1) One Side; (2) Two Sides FBxxA(1) A - L188xO99 CAP PLATE BOLTS Mark Qty Type Dia Lengtl RFC-202 8 A325 11/4" 31/2" MEMBER TABLE Mark Weight Web Depth Web Plate Outside Flange W x Thk x Length Inside Flange W x Thk x Length Start/End Thick Length RFC-220 2249 10.9/21.3 0.188 240.0 10 x 3/8" x 234.0 10 x 3/4" x 416.4 21.3/29.0 0.250 211.3 10 x 1/2" x 217.3 10 x 1/2" x 37.2 RFR-217 2016 29.0/29.0 0.220 236.3 8 x 5/16" x 230.3 8 x 5/16" x 239.8 29.0/29.0 0.188 240.0 8 x 3/8" x 252.0 8 x 1/4" x 354.0 29.0/29.0 0.250 120.0 8 x 1/4" x 114.0 RFR-218 1505 29.1/39.5 0.275 100.5 10 x 3/8" x 225.8 10 x 3/8" x 101.0 39.5/29.1 0.250 125.3 10 x 3/4" x 125.6 RFR-219 1883 29.0/29.0 0.188 125.3 8 x 1/4" x 359.3 8 x 5/16" x 131.3 29.0/29.0 0.164 240.0 8 x 5/16" x 242.9 8 x 1/4" x 228.0 29.0/29.0 0.220 239.3 8 x 5/16" x 245.3 RFC-221 1250 29.0/25.6 0.250 90.1 10 x 3/8" x 37.2 10 x 3/8" x 297.9 25.6/11.2 0.164 240.0 10 x 3/8" x 327.6 RFC-202 1883 16.5/16.5 0.188 240.0 10 x 3/4" x 349.9 10 x 3/4" x 349.9 16.5/16.5 0.188 109.9 MEMBER TABLE Mark Weight Web Depth Web Plate Outside Flange W x Thk x Length Inside Flange W x Thk x Length Start/End Thick Len th RFC-213 652 11.4/11.4 0.164 240.0 8 x 3/8" x 246.0 8 x 1/4" x 279.3 11.4/11.4 0.220 59.0 8 x 1/4" x 52.0 8x1/4"x19.5 RFR-220 620 16.0/16.0 0.164 101.4 6 x 1/4" x 340.0 6 x 5/16" x 340.0 125'-5 3/16" 12 30'-1 114" 4 at 4 at q N o 1'-8 3/8" - - 10 1/2 o i� 1 -10" 5 at 4'- 34 at 2'-4" ICUc� `II N 8 at N N 1'-813/16" 1'-211/16" Co m 00 U- 00 I� \ - Co LL m m m 2'-11" 0 u- w co m LL m N 2 -6 r u- m m 0 C o 2'-6 3/4" RFR-217LL m m 00 m 2'-6 3/4" N v �/ c;✓ e° u- 00 (h - _ ir 0� 5'-1" m N CL RFR-219 - m - d a RFR-220 LO 3'-3 1/2" o m m m a � N ' N DO 31-(III 1 M 77 U - _ 1 31-911 N N MLL O � + U 4'-6" N N w of u_ Q M M U N U M J N 3'-9" N U u- 3'-9" LLI ui o ii 6 8" 2'-6 1/8" 2'-5 3/4" 8" 1'-0" 62'-6" 62'-6" 28'4" n 1. REFERENCE ELEVATION = 100'0". 2. ALL BASE PLATES AT REFERENCE ELEVATION UNLESS NOTED. 3. SEE ANCHOR BOLT PLAN FOR ANCHOR BOLT SIZES AND DETAILS. 4. FLANGE BRACES ARE REQUIRED ON TWO SIDES C2) OR ONE SIDE CI) AS NOTED. 5. ALL MAIN FRAME CONNECTION BOLTS ARE A325 BOLTS OD 125-0" OUT -TO -OUT OF STEEL RIGID FRAME ELEVATION: FRAME LINE 33 6. FOR FLANGE BRACE CONNECTIONS IN THE ROOF, SEE DETAIL A00011 . FOR FLANGE BRACE CONNECTIONS IN THE WALLS, SEE DETAIL A00011 . 7. ALL FLANGE BRACE LOCATIONS MARKED TWO SIDES C2) AT EXPANDABLE END FRAMES REQUIRE ONE FLANGE BRACE TO BE INSTALLED AT THE TIME OF ERECTION, WHILE THE OTHER IS TO BE STORED AND USED AT THE TIME OF A FUTURE ADDITION. 8. ALL CONNECTION BOLTS OR FIELD WELDS, PURLINS AND ALL FLANGE BRACES MUST BE PROPERLY INSTALLED ON MAIN FRAMES AS THEY ARE ERECTED AND BEFORE ERECTION LOADS ACRE APPLIED. CLEAR +/- 30'-0" OUT -TO -OUT OF STEEL LIN 5'-2 1/2" 3'-3 1/2" 3'-9" 1'-9" 2'-0" 3'-4" ME THESE PLANS AND ALL PROPOSM WOF K ARE SUBJECT TO ANY CORRECTIONS #7 5 8 4 8 `REQUIRED BY FIELD INSPECTORS THAT WE S HARD I N, P.E. 1. MAYBE NECESSARY IN ORDER TO COMPLY WITH ALL APPL}CABLE CODES. CERTIFICATION EXTENDS ONLY FOR THE LOADS SPECIFIED ON KIRBY"S PURCHASE ORDER AS APPLIED TO THE STRUCTURAL COMPONENTS OF THE BUILDING DESIGNED AND SUPPLIED BY KIRBY BUILDING SYSTEMS, IF ERECTED AS INDICATED. NOTE THAT KIRBY'S ENGINEER IS NOT ACTING AS THE ENGINEER OF RECORD FOR THIS CONSTRUCTION PROJECT. I SSUE DESCRIPTION BY DATE PLEASE CONTACT OUR QUALITY KIRBY SERVICE DEPARTMENT AT 662-324-8700 WITH ANY BUILDING QUESTIONS OR ISSUES. SYSTEMS A APPROVAL KMS 8. 13. 1 7LIA S STRUCTURAL KMS II.3.17 01 r4u1=01a COMPANW, 1 STRUCTURAL WBS 1 . 24. 18 1ONS,HTIIERBURLMNGS. SKR/11 .8.17 0 CONSTRUCTION WBS 1 . 1 9. 1 8 KIRBY BUILDING SYSTEMS o 124 KIRBY DRIVE o PORTLAND, TN 37148 TITLE: CROSS SECTION DRN.BY: WBS BUILDER: MAVERICK BOAT GROUP DATE: 1-19-18 CUSTOMER: MAVERICK BOATS CKD.BY: LOCATION: FORT PIERCE, FL 34946 JOB NO: I7B0175A DATE: ID NJMBER:17BOl75A MBS DWG. NO: E9 OF: 25 SPLICE PLATE & BOLT TABLE Qty Mark Top Bot Int Type Dia Length Width Thick Length SP-1 10 10 2 A325 1" 31/4" 1'-0" 1" 6-15/16" SP-2 6 6 2 A325 1" 31/4" 10" 1" S-81/2" S P-3 10 10 2 A325 1" 3 1/4" 1'-0" 1" 5'-1 1/4" SP-4 4 4 0 A325 3/4" 3" 8" 1/2" 1'-113/8" SP-5 4 0 0 A325 3/4" 3" 1 6" 3/8" 1'-5 3/8" �7 FLANGE BRACES: (1) One Side; (2) Two Sides FBxxA(1) A - L188xO99 in 00 co W O LL O LL O 2'-11 " 2'-6" 2'-6 3/4" 2'-6 3/4" 5'-1" T-3 1 /2" 3'-9" 1'-9" 2'-0" 4'-6" 3'-9" mm 1.1 125'-5 3/16" 12 4 at 4 at Q % 0 1'-8 3/8" o� 1'-1p Co �- rY r- N m N N CV N N X M X CYM J � e- O N •�-• Co LL LL m in O .�. 60 LL m m m m 77 V- LL RFR-221 N CL CL RFR-222 N a U) N N N U LL 0_ L + O Q �- uj CV J ch U 3'-11 1/2" 1. REFERENCE ELEVATION = 100'0". 2. ALL BASE PLATES AT REFERENCE ELEVATION UNLESS NOTED. 3. SEE ANCHOR BOLT PLAN FOR ANCHOR BOLT SIZES AND DETAILS. 4. FLANGE BRACES ARE REQUIRED ON TWO SIDES (2) OR ONE SIDE (1) AS NOTED. 5. ALL MAIN FRAME CONNECTION BOLTS ARE A325 BOLTS 115'-91/4" CLEAR 34 at 2'-4" 8 at -8 131 MEMBER TABLE We De th Web Plate Outside Flange Inside Flange Mark Weight Start/End Thick I Length W x Thk x Length W x Thk x Length RFC-222 3980 23.7/37.4 0.250 240.0 12 x 1/2" x 234.0 12 x 3/4" x 234.3 37.4/46.0 0.275 150.2 12 x 3/4" x 216.9 12 x 1 " x 156.5 46.0/46.0 0.500 60.7 12 x 5/8" x 54.4 RFR-221 1959 52.0/36.1 0.375 217.6 10 x 1/2" x 217.6 10 x 1/2" x 213.8 RFR-222 2594 36.0/36.0 0.250 240.0 10 x 3/8" x 234.0 10 x 3/8" x 234.0 36.0/36.0 0.220 238.0 10 x 1/2" x 244.0 10 x 1/2" x 244.0 RFR-223 2649 36.0/36.0 0.220 240.0 10 x 3/8" x 478.0 10 x 1/2" x 478.0 36.0/36.0 0.275 238.0 RFR-224 1947 36.1/52.0 0.375 216.4 10 x 1/2" x 212.1 10 x 1/2" x 217.0 RFC-223 3003 46.0/46.0 0.500 56.7 12 x 1/2" x 54.5 12 x 5/8" x 275.3 46.0/43.2 0.313 34.5 12 x 5/8" x 327.3 43.2/23.7 10.313 1 240.0 MEMBER TABLE Mark Weight Web Depth Web Plate Outside Flange W x Thk x Length Inside Flange W x Thk x Length Start/End Thick Len th RFC-213 652 11.4/11.4 0.164 240.0 8 x 3/8" x 246.0 8 x 1/4" x 279.3 11.4/11.4 0.220 59.0 8 x 1/4" x 52.0 8x1/4"x19.5 RFR-225 620 16.0/16.0 0.164 101.4 6 x 1/4" x 340.0 6 x 5/16" x 340.0 16.0/16.0 0.164 240.0 30�- 2 at 2'-3" 0) m 0) `- -• LL m O M LL m c-00OLL M r- m m m N m m 0 7 � LL RFR-223 RFR_224 U) co� �, U NRFR-225 EL d m U i + N - 00 N + Q U ch w u- r Q N N U N U U LL 125'-0" OUT -TO -OUT OF STEEL RIGID FRAME ELEVATION: FRAME LINE 34 6. FOR FLANGE BRACE CONNECTIONS IN THE ROOF, SEE DETAIL A00011 . FOR FLANGE BRACE CONNECTIONS IN THE WALLS, SEE DETAIL A00011 . 7. ALL FLANGE BRACE LOCATIONS MARKED TWO SIDES C2) AT EXPANDABLE END FRAMES REQUIRE ONE FLANGE BRACE TO BE INSTALLED AT THE TIME OF ERECTION, WHILE THE OTHER IS TO BE STORED AND USED AT THE TIME OF A FUTURE ADDITION. 8. ALL CONNECTION BOLTS OR FIELD WELDS, PURLINS AND ALL FLANGE BRACES MUST BE PROPERLY INSTALLED ON MAIN FRAMES AS THEY ARE ERECTED AND BEFORE ERECTION LOADS ARE APPLIED. 3'-11 1 /4" 811 11_O11 811 28'-4" CLEAR OUT -TO -OUT OF STEEL 5-2 1/2" 3'-3 1/2" 3'-9" 3'-4" 00 Oo 'Polls V Lu Z_ Z U :-_i a LU to < Q ly U- (D THU: PLANS AND ALL PROPOSED WOPA< # 7 5 8 4 8 ARE SUBJECT TO ANY COPaE•CTIONS W E S H A R D I N, P. E. `REQUIRED BY FIELD INSPECTORS TIIAT . MAY BE NECESSARY IN ORD21R TO CERTIFICATION EXTENDS ONLY FOR THE LOADS SPECIFIED ON KIRBY'S PURCHASE ORDER AS COMPLY WITH ALL APPLICABLE CODE3. APPLIED TO THE STRUCTURAL COMPONENTS OF THE BUILDING DESIGNED AND SUPPLIED BY KIRBY BUILDING SYSTEMS, IF ERECTED AS INDICATED. NOTE THAT KIRBY"S ENGINEER IS NOT ACTING AS THE ENGINEER OF RECORD FOR THIS CONSTRUCTION PROJECT. I SSUE DESCRIPTION BY DATE PLEASE CONTACT OUR QUALITY SERVICE DEPARTMENT AT KIRBY J A APPROVAL KMS 8.13.17 BUILDING dz� QUESTION87OR ISSUES. S STRUCTURAL KMS 11.3.17 SYSTEMS nucoFa �C'f"p m r 1 STRUCTURAL WBS 1 . 24. 1 8 RE77ER SOL03N8. BE77ER BUIL©NSS. SKR/1 1 . g. 1 7 0 CONSTRUCTION WBS 1 . 1 9. 1 e KIRBY BUILDING SYSTEMS o 124 KIRBY DRIVE o PORTLAND, TN 37148 TITLE: CROSS SECTION DRN.BY: WBS BUILDER: MAVERICK BOAT GROUP DATE: 1-19-18 CUSTOMER: MAVERICK BOATS CKD.BY: LOCATION: FORT PIERCE, FL 34946 DATE: ID NUMBER. 17BO175A MBS JOB NO: 1 7BO1 75A DWG . NO : E 10 OF: 25 A i t 4 Y Yil p SPLICE PLATE & BOLT TABLE Qty Mark Top Bot Int Type Dia Length Width Thick Length SP-1 10 10 2 A325 1" 3 1/4" 1'-0" 1" 5'-0 3/4" SP-2 6 6 2 A325 1" 3 1/4" 10" 1" T-8 1 /2" SP-3 6 6 2 A325 1" 3 1/4" 10" 1" T-8 3/8" SP-4 10 10 2 A325 1 " 3 1/4" 1'-0" ill 5'-1 1/4" SP-5 4 4 0 A325 3/4" 3" 8" 1/2" l'-115/16" SP-6 4 0 0 A325 3/4" 3" 6" 3/8" l'-5 916" � FLANGE BRACES: (1) One Side; (2) Two Sides FBxxA(1) A - L188xO99 2'-11 " 2'-6" 2'-6 3/4" 2'-6 3/4" 5'-1 " S-3 1/2" -I W M .a3,-911 1'-9" 2'-0" 4'-6" 3'-9" 3'-9" W O LL O LL O m 4 at 4 at o iv o V-8 3/8" - - o 0) 1'-loll cp .� co m co m N N N N x M x CY) J LO m m LL LL m LL _ Ott 0 RFR-226 r N Cn rn N N U - LL ( + Cfl In + N -1 ti ry M N 00 + �Q Q J Ci L U LL. ti W N co N U C14 U LL ^ GO N LL m 7�7 LL 125'-5 3/16" 34 at 2'-4" N ro LL 8aat -8 11 MEMBER TABLE Web Depth Web Plate Outside Flange Inside Flange Mark Weight W x Thk x Length W x Thk x Length Start/End Thick Length RFC-224 3007 19.0/33.1 0.220 240.0 12 x 1/2" x 451.0 12 x 1/2" x 234.4 33.1/42.0 0.250 150.9 12 x 1/2" x 50.4 12 x 5/8" x 157.2 42.0/42.0 0.375 60.1 RFR-226 1713 52.0/36.1 0.275 221.6 10 x 1/2" x 221.6 10 x 1/2" x 217.8 RFR-227 2277 36.0/36.0 0.220 240.0 10 x 3/8" x 478.0 10 x 3/8" x 478.0 36.0/36.0 0.188 238.0 RFR-228 2428 36.0/36.0 0.220 240.0 10 x 3/8" x 478.0 10 x 3/8" x 478.0 36.0/36.0 0.250 238.0 RFR-229 1807 36.1/52.0 0.313 220.4 10 x 1/2" x 216.1 10 x 1/2" x 221.0 RFC-225 2609 42.0/42.0 0.500 56.7 12 x 3/8" x 50.5 12 x 1/2" x 275.2 42.0/39.1 0.313 34.3 12 x 5/8" x 327.4 39.1 /18.9 0.275 240.0 MEMBER TABLE Mark Weight Web Depth Web Plate Outside Flange W x Thk x Length Inside Flange W x Thk x Length Start/End Thick Length RFC-226 545 11.5/11.5 0.164 240.0 8 x 1/4" x 298.0 8 x 1/4" x 279.4 11.5/11.5 0.164 59.0 8 x 1/4" x 19.5 RFR-230 584 16.0/16.0 0.164 101.4 6 x 1/4" x 340.0 6 x 1/4" x 340.0 16.0/16.0 0.164 240.0 30'-1 1/4" 10_ at 21-5 1/4" 1'-2 11 /16" S-7 1 /8" 1. REFERENCE ELEVATION = 100'0". 2. ALL BASE PLATES AT REFERENCE ELEVATION UNLESS NOTED. 3. SEE ANCHOR BOLT PLAN FOR ANCHOR BOLT SIZES AND DETAILS. 4. FLANGE BRACES ARE REQUIRED ON TWO SIDES (2) OR ONE SIDE (1) AS NOTED. 5. ALL MAIN FRAME CONNECTION BOLTS ARE A325 BOLTS 7 M Li U 116-5 3/4" CLEAR 125'-0" OUT -TO -OUT OF STEEL ^ V\. M M ^ e- .J ONO N LL co LL LY1 RFR-228 RIGID FRAME ELEVATION: FRAME LINE 35 6. FOR FLANGE BRACE CONNECTIONS IN THE ROOF, SEE DETAIL A00011 . FOR FLANGE BRACE CONNECTIONS IN THE WALLS, SEE DETAIL KGO:61111. 7. ALL FLANGE BRACE LOCATIONS MARKED TWO SIDES (2) AT EXPANDABLE END FRAMES REQUIRE ONE FLANGE BRACE TO BE INSTALLED AT THE TIME OF ERECTION, WHILE THE OTHER IS TO BE STORED AND USED AT THE TIME OF A FUTURE ADDITION. B. ALL CONNECTION BOLTS OR FIELD WELDS, PURLINS AND ALL FLANGE BRACES MUST BE PROPERLY INSTALLED ON MAIN FRAMES AS THEY ARE ERECTED AND BEFORE ERECTION LOADS ARE APPLIED. N �CL m� rn 3'-7 1 /8" U) ^ O � � N O O GO N N LL m 00 LL r� WC 8„ 1 0 8„ 28'-4" CLEAR +/- 30'-0" OUT -TO -OUT OF STEEL 2 at 2'-3" THESE PUNS AND ALL PROPOSED WON( ARE SUBJECT TO ANY COPRE•C'IONS REQUIRED BY FIELD INSPECTORS THAT MAY BE NECESSARY IN ORDe R TO COMPLY WITH ALL APPLICABLE CODES. ISSUE DESCRIPTION A APPROVAL S STRUCTURAL 1 STRUCTURAL 0 CONSTRUCTION I D NUMBER: 17BOI75A BY DATE KMS 8.13.17 KMS 11.3.17 WES 1.24.18 WBS 1.19.1E MBS 5'-2 1 /2" 3'-3 1/2" 3'-9" 3'-4" fd (D W Z_ Z U � d W rn u_ CD Q #75848 WES HARDIN, P.E. CERTIFICATION EXTENDS ONLY FOR THE LOADS SPECIFIED ON KIRBY'S PURCHASE ORDER AS APPLIED TO THE STRUCTURAL COMPONENTS OF THE BUILDING DESIGNED AND SUPPLIED BY KIRBY BUILDING SYSTEMS, IF ERECTED AS INDICATED. NOTE THAT KIRBY'S ENGINEER IS NOT ACTING AS THE ENGINEER OF RECORD FOR THIS CONSTRUCTION PROJECT. PLEASE CONTACT OUR QUALITY SERVICE DEPARTMENT AT KI R BY 662-324-8700 WITH ANY BUILDING QUESTIONS OR ISSUES. SYSTEMS r U==lq COMFANY oE77MS SOLUiT ONS. oEUUER ro UA[I,MFnOSS°. SKR/1 1 . 8. 1 7 KIRBY BUILDING SYSTEMS o 124 KIRBY DRIVE o PORTLAND, TN 37148 TITLE: CROSS SECTION DRN.BY: WBS BUILDER: MAVERICK BOAT GROUP DATE: 1-19-18 CUSTOMER: MAVERICK BOATS CKD.BY: LOCATION: FORT PIERCE, FL 34946 DATE: JOB NO: 1 7BO 1 75A DWG . NO : E 1 1 OF: 25 CONNECTION PLATES ROOF PLAN ID I NOTE Q SEE BE0220 (at LEAN-TO FIRST PURLIN) ENERAL NOTES: 1. USE }" DIA. X 1'' A325 BOLTS FOR ALL PURLIN LAP CONNECTIONS. 2. USE i" DIA. X 1+' A325 BOLTS FOR PURLIN AND EAVE STRUT TO FRAME CONNECTIONS. 3. THE DIAMETER OF THE BRACING IS DENOTED BY THE THIRD AND FOURTH DIGITS OF THE PIECE MARK. (CABLE EX. 08 = +'0 AND 10 = WO) (ROD EX. 08 = 1'0 AND 10 = 1'0) 4. ADEQUATE TEMPORARY BRACING MUST BE PROVIDED BY THE ERECTOR DURING THE ERECTION OF THE BUILDING. 5. ALL PRIMARY AND SECONDARY FRAMING, WIND BRACING, ETC. MUST BE INSTALLED, PROPERLY ALIGNED, BOLTED OR WELDED PRIOR TO THE INSTALLATION OF THE ROOF PANELS. NOTE: CONNECT SPCX12, SPCX13 & SPCX101 BETWEEN ROOF BEAM AND PURLIN AT ROOF FRAME OUT FOR UNITS. USE KAC01 CLIPS TO CONNECT PURLINS TO ROOF UNIT SUPPORT JAMBS. 6. IT MAY BE NECESSARY DURING ERECTION TO MAKE MINOR ADJUSTMENTS AND ALIGNMENTS TO BOTH PURLINS AND GIRTS PRIOR TO INSTALLING PANELS. 7. DO NOT STAND OR WALK ON SECONDARY FRAMING MEMBERS SUCH AS GIRTS, PURLINS AND EAVE STRUTS UNLESS THEY ARE FIR LY SECURED AT BOTH ENDS AND LATERALLY SUPPORTED. B. DO NOT USE METAL BUILDING PANELS AS WALK BOARDS OR WORKING PLATFORMS. NEVER STAND OR WALK ON METAL BUILDING PANELS BETWEEN SUPPORTS UNLESS THE PANELS A FIRMLY FASTENED AT BOTH ENDS AND BOTH SIDES. 9. DRAWINGS ARE NOT TO SCALE. 10. FOR KIRBYLOK OR ROOFLOK ROOF PANELS, REF. APPROPRIA ERECTION MANUAL FOR ERECTION PROCEDURES. WINDBRACING, ANTI -ROLL CLIP AND CLC301 K LAYOUT (SOME PURLINS NOT SHOWN IN FIRST TWO AND LAST TWO BAYS FOR CLARITY) 11. WARNING: PENCIL LEAD WILL CAUSE GALV. PANELS AND TRIM PIECES TO RUST. DO NOT USE PENCILS TO MARK ON PARTS. DETAIL KEY DETAIL NO. REFERENCE ERECTION DETAILS 12. A COPY OF KIRBY'S STANDING SEAM CHECKLIST CAN BE FOUND IN THE STANDING SEAM ERECTION MANUAL SENT WITH EACH PROJECT. TO ENSURE YOUR INSTALLER HAS A THOROUGH UNDERSTANDING OF THE STANDING SEAM SYSTEM, PLEASE REVIEW THE DETAILS PROVIDED IN THE ERECTION DRAWINGS AND THE STANDING SEAM MANUAL. I HAVE THE ERECTOR OR YOUR PROJECT SUPERINTENDENT COMPLETE THE CHECKLIST..) HIGH EAVE I0HOWTf4 THESE Pl.,",1,NJS AND ALL PROPOSED WOIl( ARE SUBJECT TO ANY COPPEEON3 REQUIRED BY FIELD INSPECTORS THAT PRAY BE NECESSARY IN ORD2R TO COMPLY WITH ALL APPL}CAME CotXa #75848 WES HARDIN, P.E. CERTIFICATION EXTENDS ONLY FOR THE LOADS SPECIFIED ON KIRBY"S PURCHASE ORDER AS APPLIED TO THE STRUCTURAL COMPONENTS OF THE BUILDING DESIGNED AND SUPPLIED BY KIRBY BUILDING SYSTEMS, IF ERECTED AS INDICATED. NOTE THAT KIRBY"S ENGINEER IS NOT ACTING AS THE ENGINEER OF RECORD FOR THIS CONSTRUCTION PROJECT. I SSUE DESCRIPTION BY DATE PLEASE CONTACT OUR QUALITY SERVICE DEPARTMENT AT KIRBY A APPROVAL KMS 8.13.17 BUILDING LIA QUESTION87 OR ISSUES. S STRUCTURAL KMS I1.8.17 SYSTEMS nuceFa compA@ff 1 STRUCTURAL WBS 1 .24. 18 BMERSOdU1T NS.BEWERBU101M. SKR/11.8.17 0 CONSTRUCTION WBS 1 . 1 9. 1 8 KIRBY BUILDING SYSTEMS o 124 KIRBY DRIVE o PORTLAND, TN 37148 TITLE: ROOF FRAMING PLAN DRN.BY: WBS BUILDER: MAVERICK BOAT GROUP DATE: 1-19-18 CUSTOMER: MAVERICK BOATS CKD.BY: LOCATION: FORT PIERCE, FL 34946 DATE: I D NUMBER: 17BOl 75A MBS JOB N0: 1 7BO 1 75A DWG. NO: E 13 OF: 25